CN205934713U - Prefabricated pin -connected panel anticollision wall - Google Patents
Prefabricated pin -connected panel anticollision wall Download PDFInfo
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- CN205934713U CN205934713U CN201620712528.6U CN201620712528U CN205934713U CN 205934713 U CN205934713 U CN 205934713U CN 201620712528 U CN201620712528 U CN 201620712528U CN 205934713 U CN205934713 U CN 205934713U
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Abstract
The utility model discloses a prefabricated pin -connected panel anticollision wall, prefabricated pin -connected panel anticollision wall include wall body and a plurality of enhancement subassemblies, portion of watering after the wall body includes and prefabrication portion, strengthen watering rib and prefabricated rib after the subassembly includes, the portion of watering after wherein watering the rib after, and wearing to locate, prefabricated portion is worn to locate by prefabricated rib. The utility model discloses an aspect can avoid that the construction progress that cast -in -place crashproof wall brought is slow, the problem of the quality common fault of cast in situs, the another party significantly reduces to the current influence of ground transportation.
Description
Technical field
This utility model is related to a kind of precast splice type anti-collision wall.
Background technology
Carry forward vigorously Urbanization Construction with China, urban infrastructure scale of input is unprecedented, wherein urban elevated road
And elevated rail traffic has become as a kind of important traffic carrier.
In construction before, the concrete anti-collision wall of urban viaduct bridge floor both sides, in version and construction method
On use the form of cast in situs without exception.The construction that these anti-collision wall casts in situs are generally adopted selects mostly
The methods such as ground formula support, suspension bracket, triangular supports, suspension type steel pipe formwork support.The technique of these support cast-in-places is real
Exist during applying：Construction speed is relatively slow, crack easily, reveal the common quality defects such as muscle, bridge main body structure durability is subject to shadow
Ring；Construction infection traffic above-ground is passed through, is not met the insoluble problem of environmental protection construction requirement etc..
The element precast of current bridge construction has had become as a kind of development trend.The anti-collision wall of Urban Bridge is pre- at present
Mounting process processed just starts to be related to, and only minority engineering has carried out the practice of some explorations.
At present, the species of prefabricated anti-collision wall of the prior art be broadly divided into following two：
1st, prefabricated anti-collision wall sections and floorings are attached by external prior art using bolt, then again using filling
Bolt duct is blocked by the mode of slurry.This prefabricated assembled anticollision retaining wall structures is applied to track traffic, urban viaduct
The fields such as beam.
2nd, domestic prior art adopts prefabricated anti-collision wall and the bolted form of beam body, the precast assembly to anti-collision wall
Technology takes the lead in being attempted, but during practice of construction, because bolt cost is high；Bolt connection installation accuracy requires
Height, after component production definition, cannot be adjusted to line style when bridge floor installs prefabricated anti-collision wall；Workmen is needed during installation
Carry out bolt screwing operations, constructional difficulties in bridge bottom.
Thus, the cast-in-place anti-collision wall of prior art has that the brought long construction period of construction, job site be mixed and disorderly, safety
Civilized construction difference etc. affects.Meanwhile, there is also construction and installation difficulty is big, construction cost is high and the problems such as line style bad adaptability.
Utility model content
The technical problems to be solved in the utility model is brought to overcome cast-in-place anti-collision wall construction in prior art
The construction of long construction period, the impact such as job site is mixed and disorderly, safety construction is poor and existing prefabricated anti-collision wall and install difficult
Degree is big, construction cost is high and the defect of line style bad adaptability, provides a kind of precast splice type anti-collision wall.
This utility model is to solve above-mentioned technical problem by following technical proposals：
A kind of precast splice type anti-collision wall, including body of wall and some stiffener assemblies, its feature is,
Described body of wall pours portion and prefabricated portion after including, described after the portion of pouring be connected between described prefabricated portion and bridge；
Described stiffener assembly pours rib and prefabricated rib after including, described after pour rib and be welded in described bridge
Rib, described prefabricated rib be welded in described after pour rib；
Wherein, pour after described rib be arranged in described after pour portion, described prefabricated rib is arranged in described prefabricated portion.
It is preferred that pour rib after described including：
First main body, described first main body includes the first vertical portion be arrangeding in parallel and the second vertical portion, and described first erects
Same one end of straight portion and described second vertical portion is passed through the first rotating part and is connected；
First connecting portion, the other end of described first vertical portion is connected with one end of described first connecting portion, and is formed with
First angle；
Second connecting portion, the other end of described second vertical portion is connected with one end of described second connecting portion, and is formed with
Second angle；
Wherein, described first connecting portion and described second connecting portion are respectively welded in the rib of described bridge.
It is preferred that described prefabricated rib includes：
First prefabricated rib, described first prefabricated rib includes first annular portion and the second ring part being connected,
Described first annular portion becomes center pair with regard to described first annular portion with the junction point of the second ring part with described second ring part
Claim, and the mating shapes of the shape in described first annular portion and described first main body, described first annular portion is welded in described
First main body；
Second prefabricated rib, described second prefabricated rib includes inner arm, top and the outer arm being sequentially connected, institute
State inner arm and described outer arm is respectively positioned on the downside at described top, described inner arm bends and welds away from the one end at described top
It is connected to described outer arm one end away from described top；
Wherein, described top and described outer arm are welded in one end of described second ring part respectively.
It is preferred that described prefabricated rib also includes the 3rd prefabricated rib, described 3rd prefabricated rib includes：
Second main body, described second main body includes the first level portion be arrangeding in parallel and the second horizontal part, described first water
Same one end of flat portion and described second horizontal part is passed through the second rotating part and is connected；
3rd connecting portion, the other end in described first level portion is connected with one end of described 3rd connecting portion, and is formed with
3rd angle；
4th connecting portion, the other end of described second horizontal part is connected with one end of described 4th connecting portion, and is formed with
4th angle；
Wherein, described second rotating part is welded in the one end in described first annular portion；
Described 3rd connecting portion and described 4th connecting portion are welded in the described outer arm of the described second prefabricated rib respectively
Away from the one end at described top in portion.
It is preferred that described first angle is 98 °；Described second angle is 98 °；Described 3rd angle is 95 °；Described 4th
Angle is 85 °.
It is preferred that the material of described body of wall is concrete, the material of described stiffener assembly is reinforcing bar.
Positive effect of the present utility model is：
1st, prefabricated anti-collision wall of the present utility model using by after to pour structural integrity by way of portion is connected with bridge strong,
Due to after pour the first connecting portion of rib and second connecting portion is respectively welded rib in bridge, and after pour the coagulation in portion
Soil is directly connected in bridge and forms one, and the stress performance of the structure of prefabricated anti-collision wall of the present utility model is even better than general at present
Structure all over the cast-in-place anti-collision wall adopting.Further, since after pour the presence in portion, when installing positioning, can be for absolute altitude and linear
Accurately adjusted, this is the advantage institute that this structure is better than the prefabricated anticollision wall construction maximum designed by other connected modes
?.
2nd, the new precast assembly anti-collision wall of post-cast strip of the present utility model connected mode is on the one hand it can be avoided that cast-in-place prevent
Hit that the construction speed that wall brought is relatively slow, the problem of the common quality defect of cast in situs；The opposing party greatly reduces leads to traffic above-ground
The impact of row, meets environmental protection construction requirement.
Brief description
Fig. 1 is the structural representation of the precast splice type anti-collision wall of this utility model preferred embodiment.
Fig. 2 is the decomposition texture schematic diagram of the precast splice type anti-collision wall of this utility model preferred embodiment.
Fig. 3 is for pouring the structural representation of rib after the precast splice type anti-collision wall of this utility model preferred embodiment.
Fig. 4 is the structural representation of the first prefabricated rib of precast splice type anti-collision wall of this utility model preferred embodiment
Figure.
Fig. 5 is the structural representation of the second prefabricated rib of precast splice type anti-collision wall of this utility model preferred embodiment
Figure.
Fig. 6 is the structural representation of the 3rd prefabricated rib of precast splice type anti-collision wall of this utility model preferred embodiment
Figure.
Fig. 7 is the position view of the uniform loading jack of cast-in-place anti-collision wall and precast splice type anti-collision wall.
Fig. 8 is the site plan of the uniform jack loading in Fig. 7.
Fig. 9 is the position view of the unbalance loading jack of cast-in-place anti-collision wall and precast splice type anti-collision wall.
Figure 10 is the site plan of the jack of unbalance loading in Fig. 9.
Specific embodiment
Mode below by embodiment further illustrates this utility model, but is not therefore limited in this utility model
Among described scope of embodiments.
Understood incorporated by reference to Fig. 1-Fig. 6, the implementation case provide a kind of precast splice type anti-collision wall, if include body of wall and
Dry stiffener assembly.The material of described body of wall is concrete, and the material of described stiffener assembly is reinforcing bar.
Described body of wall include prefabricated portion 1 and after pour portion 2, after pour portion 2 and be connected between described prefabricated portion 1 and bridge 3.
Stiffener assembly include prefabricated rib 5 and after pour rib 6, after pour the rib 31 that rib 6 is welded in bridge,
Prefabricated rib 5 pours rib 6 after being welded in.
Wherein, pour portion 2 of pouring after rib 6 is arranged in after, prefabricated rib 5 is arranged in prefabricated portion 1.
After pour rib 6 and include：First main body, first connecting portion 63 and second connecting portion 64.
Described first main body includes the first vertical portion 61 be arrangeding in parallel and the second vertical portion 62, the first vertical portion 61 and
Same one end of two vertical portions 62 is connected by the first rotating part 65.
The other end of the first vertical portion 61 is connected with one end of first connecting portion 63, and is formed with the first angle α, the first folder
Angle α is 98 °.
The other end of the second vertical portion 62 is connected with one end of second connecting portion 64, and is formed with the second angle β, the second folder
Angle beta is 98 °.
Wherein, first connecting portion 63 and second connecting portion 64 are respectively welded the rib 31 in bridge.
Prefabricated rib 5 includes：First prefabricated rib 51, the second prefabricated rib 52 and the 3rd prefabricated rib 53.
First prefabricated rib 51 includes first annular portion 511 and the first annular portion 512 being connected, first annular portion
511 and first annular portion 512 in a center of symmetry with regard to the junction point in first annular portion 511 and first annular portion 512, and the first ring
The shape in shape portion 511 and the mating shapes of described first main body, first annular portion 511 is welded in described first main body.
Second prefabricated rib 52 includes inner arm 521, top 522 and the outer arm 523 being sequentially connected, inner arm 521
It is respectively positioned on the downside at top 522 with outer arm 523, inner arm 521 bends and is welded in outer arm away from the one end at top 522
523 away from top 522 one end.Top 522 and outer arm 523 are respectively welded in the one end in first annular portion 512.
3rd prefabricated rib 53 includes the second main body, the 3rd connecting portion 533 and the 4th connecting portion 534.
Described second main body includes the first level portion 531 be arrangeding in parallel and the second horizontal part 532, first level portion 531
Connected by the second rotating part 535 with same one end of the second horizontal part 532.
The other end in first level portion 531 is connected with one end of the 3rd connecting portion 533, and is formed with the 3rd angle γ, the
Three angle γ are 95 °.
The other end of the second horizontal part 532 is connected with one end of the 4th connecting portion 534, and is formed with the 4th angle δ, and the 4th
Angle δ is 85 °.
Wherein, the second rotating part 535 is welded in the one end in first annular portion 511；3rd connecting portion 533 and the 4th connecting portion
534 are respectively welded the one end in the outer arm 523 of the second prefabricated rib 52 away from top 522.
The present embodiment also provides a kind of manufacture method of described precast splice type anti-collision wall, and described manufacture method includes following
Step：
Step 100, manufacture after pour rib 6, by by reinforcing bar by pouring rib 6 after being bent to form, and by after pour plus
Strong portion 6 is welded in the rib 31 of bridge；
Step 101, the prefabricated rib 5 of manufacture and prefabricated portion 1, comprise the following steps that：
Step 1010, the top 522 of the second prefabricated rib 52 and outer arm 523 are respectively welded in the first prefabricated reinforcement
The one end in the first annular portion 512 in portion 51；
Step 1011, the second rotating part 535 of the 3rd prefabricated rib 53 is welded in the of the first prefabricated rib 51
One end of one ring part 511；
Step 1012, the 3rd connecting portion 533 of the 3rd prefabricated rib 53 and the 4th connecting portion 534 are respectively welded in
The outer arm 523 of two prefabricated ribs 52 is away from the one end at top 522；
Step 1013, at prefabricated rib 5 position cast concrete form prefabricated portion 1 so that prefabricated rib 5 wears
In prefabricated portion 1；
Step 102, the first annular portion 511 of the first prefabricated rib 51 is welded in after pour described the first of rib 6
Main body；
Step 103, between bridge and prefabricated portion 1, cast concrete pours portion 2 after being formed, by after pour portion 2 make prefabricated portion 1 with
Bridge 3 connects.
In step 100, the rib 31 of bridge of the prior art generally requires and stretches out beam body flange plate 11cm,
It is easy to be attached with the reinforcing bar of cast-in-place anti-collision wall, outside precast assembly anti-collision wall of the present utility model and beam body flange plate
It is closely connected it is therefore desirable to the rib 31 of bridge is stretched out edge of a wing plate part reinforcing bar cancellation, precast assembly of the present utility model
Pour rib 6 after formula anti-collision wall to be attached by the rib 31 of welding and bridge.Therefore, after pour portion 2 position and carry out
The reserved and connection of reinforcing bar can ensure the overall performance of structure effectively.
Pouring rib 6 afterwards in the most key control aspect of prefabrication phase is being accurately positioned of reinforcing bar, and this is to be related to peace
Dress stage precast splice type anti-collision wall and the connection of rib 31 of bridge and the key influence factor of positioning.After pour rib 6
Actual location control can carry out using fishback, the position of reinforcing bar that fishback is had good positioning, reinforcing bar positioning then according to fishback
The position of upper fluting is fixed.Should be staggered with rib 31 position of bridge in fishback pours rib 6 position after opening up
The position of a piece bar diameter, so can guarantee the accurate of erection stage precast splice type anti-collision wall and the rib 31 of bridge
Connect.
In a step 101, for improving efficiency of construction, will be pre- for the first prefabricated rib 51, second in steel processing workshop
Rib 52 processed and the 3rd prefabricated rib 53 are welded to connect, and then carry out the colligation of the steel reinforcement cage in prefabricated portion 1 again.
In a step 101, the version according to precast splice type anti-collision wall and size, on the one hand in order to ensure template body
The stability of system；On the other hand for the ease of the installation of steel reinforcement cage and pouring of concrete, prefabricated portion 1 enters mould using concrete
Method is poured into a mould, and the template in prefabricated portion 1 is poured into a mould using anastrophe, and the top 522 of the second prefabricated rib 52 is made
Supporting surface for the bottom of described template.Specifically using the top surface B in prefabricated portion 1 as template bottom supporting surface, by prefabricated portion 1
Bottom surface D is as concrete distributing mouth.For ensureing the stability in the large of template, skewed horizontal load is set in A face side.Meanwhile, for protecting
In card concreting process, the size of the template in prefabricated portion 1 accurately, C face die plate is carried out drawknot with D face using channel-section steel and is connected.
It is that structural outer surface is mated with template using the prefabricated largest benefit of anastrophe, increase the outer of prefabricated portion 1
The flatness of the concrete of face table and fineness.Meanwhile, water surface area received by maximized reduction concrete, improves prefabricated portion 1
Overall appearance construction quality.
Pour fragment position after being located at due to F, G face, and need reserved steel bar to be attached with floorings, therefore, mould at F, G face
Plate is respectively adopted two pieces of fishbacks and is blocked, and fishback is attached using bolt respectively at C face and D face die plate.On the one hand
Effectively reinforcing bar carried out positioning, fix, on the other hand can play the effect of blocking concrete.Fishback adopts 10mm steel plate
Process, comb tooth spacing is configured according to bar spacing.Comb seam width is configured according to bar diameter, in the course of processing
Convenient for ensureing fishback dismounting, the seam width of comb is preferably bigger than normal than bar diameter for 6-8mm.
The technique of concrete concrete cast is as follows：
(1) concrete construction is poured into a mould using the method that hopper delivering concrete enters mould, and the slump controls 160 ±
20mm.
(2) concreting carries out concreting using layering, two ends cloth shots intersection, and centre as observation port and shakes
Smash hole, pour thickness every time and be not more than 30cm.Carried out using 50 vibrating spears after the concrete in three holes all reaches designed elevation
Vibrate for the last time.In work progress it should be ensured that component corner must vibration compacting.
(3) according to test cube in the same condition comprcssive strength numerical value, determine striking time, strength of mould stripping is not less than 2.5Mpa.
(4) be ensure prefabricated portion 1 corner angle intact, forbid during form removal to beat using hard thing, prize the violences such as mould and tear open
Mould phenomenon.Following standard should be met after form removal：Surfacing, color even is consistent, no voids and pits, dew muscle, slag inclusion, efflorescence,
Rust staining and obvious bubble, the negative and positive angle of structure smooths Founder.Qualified or trimmed after qualified after i.e. carry out spray curing fluid carry out
Maintenance.
Further, since the bridge floor plate flatness of bridge 3 is poor, for guaranteeing overall line style and the height of precast splice type anti-collision wall
Degree.The height in the G face in prefabricated portion 1 is adjusted to 290mm by 300mm, reserved 10mm is as precast splice type anti-collision wall and bridge 3
Floorings regulation part in height.Before prefabricated portion 1 installs, setting-out, Ran Houyong are carried out to the elevation of the floorings of bridge 3
High-strength mortar carries out levelling.
In a step 102, after the completion of the manufacture of prefabricated portion 1, by crane, prefabricated portion 1 is lifted to beam body top surface, line style,
Pour rib 6 after passing through after the completion of Pass line adjustment to be welded to connect with prefabricated rib 5.Weld seam is must assure that in welding process
Smooth-going, full, the phenomenon such as free from flaw, slag inclusion, fusion length is necessary >=10d (d is bar diameter, and unit is mm).
In step 103, the template pouring portion 2 after adopts set shaped steel formwork.Pouring portion 2 length after each is 1500mm, punching block
It is consistent with design line style that plate makes requirement.Meanwhile, for guaranteeing the density of wet joint concrete, using microdilatancy self-compaction coagulation
Soil to after pour portion 2 and carry out concreting.The technique of concrete concrete cast is as follows：
(1) the top surface B from prefabricated portion 1 reserves gate spool blanking, pours portion 2 and arrange two plug holes after each, each cast
Pitch-row from after pour the end 1000mm in portion 2.During concreting, first tubaeform sleeve is arranged at feed opening, using chute
Carry out concreting, then with 30 type vibrating spear jolt rammings.In other embodiments, it is possible to use pour funnel and replace loudspeaker
Shape sleeve.
(2) first carry out blanking from first plug hole, observed by first observation port simultaneously, treat concrete mortar
After overflowing, then carry out concreting from second plug hole, observe second observation port whether grout simultaneously.If there being cement
Slurry is emerged and is illustrated that concrete is closely knit.Then according to the method is poured successively.Wait to pour another to precast splice type anti-collision wall
One end end there remains 5m about when, carry out concreting from this end afterbody plug hole.After the equal grout of adjacent observation port, adopt
Carry out local with vibrating spear and vibrate it is ensured that concrete compaction at chamfering.
(3) because wet joint concrete is later-stage secondary cast, after pour portion 2 and deposit with the concreting time in prefabricated portion 1
At certain interval, therefore, cause between new-old concrete, there is certain aberration.For there is aberration, take appropriate measures
Repaired.Consistent with former concrete surface color for guaranteeing modification slurry, cement adopts and prefabricated anti-collision wall concrete
The cement of the identical producer of identical label.Subsequently according to the depth of anti-collision wall surface concrete color and luster and batch cement color can be worked as
The depth, suitably, with white cement ratio it is ensured that repairing that color and luster is as far as possible consistent with beam body, holding is attractive in appearance for adjustment cement.
Prefabricated anti-collision wall of the present utility model using by after to pour structural integrity by way of portion 2 is connected with bridge 3 strong,
Due to after pour the first connecting portion 63 of rib 6 and second connecting portion 64 is respectively welded rib 31 in bridge, and after pour
The concrete in portion 2 is directly connected in bridge 3 and forms one, and the stress performance of the structure of prefabricated anti-collision wall of the present utility model is even
Structure better than cast-in-place anti-collision wall commonly used at present.Further, since after pour the presence in portion 2, when installing positioning, can be directed to
Absolute altitude and linear accurately adjusted, this is that the prefabricated anticollision wall construction that this structure is better than designed by other connected modes is maximum
Advantage be located.
Effect example
Above-mentioned precast splice type anti-collision wall 8 is carried out with Mechanics Performance Testing, test carries out slow test for four test specimens
Research, the length of four test specimens is all 4 meters, and four test specimens are described as follows：
First test specimen and the second test specimen：As shown in Figure 7 and Figure 8, the first test specimen is traditional cast-in-place anti-collision wall 7；Second test specimen
For precast splice type anti-collision wall 8；The cast-in-place anti-collision wall 7 of tradition and precast splice type anti-collision wall 8 are symmetrically uniformly loaded by jack 9
(4 points of loading simulation evenly loads) is tested；For inquiring into damage location under uniform loading environment for the two class anti-collision walls, destruction
The difference of the aspect such as mechanism and anticollision power；
3rd test specimen and the 4th test specimen：As shown in Figure 9 and Figure 10, the 3rd test specimen is traditional cast-in-place anti-collision wall 7；4th test specimen
For precast splice type anti-collision wall 8；The cast-in-place anti-collision wall 7 of tradition and precast splice type anti-collision wall 8 pass through jack 9 unbalance loading load test
(2 points of loading simulations)；For inquiring into damage location under unbalance loading loading environment for the two class anti-collision walls, failure mechanism and anticollision power
Etc. aspect difference.
By showing to test data analyzer, under different loading environments, precast splice type anti-collision wall 8 system is in bearing capacity
Aspect is better than or essentially identical with cast-in-place anti-collision wall 7 system, does not find that wet seam is weak part in test.Identical load is made
With under, the deformation of precast splice type anti-collision wall 8 system is more than cast-in-place anti-collision wall 7 system, both damage and failure mode exist poor
Different, detailed conclusion is described below：
1) the precast splice type anti-collision wall 8 of the cast-in-place anti-collision wall 7 of the first test specimen and the second test specimen, under single point eccentric loads
Experimental test result show, identical power effect under, the second test specimen displacement is bigger than the displacement of the first test specimen.Reaching
When destroying eventually, the maximum load capacity of new precast splice type anti-collision wall 8 system is 541.5kN, the maximum of cast-in-place anti-collision wall 7 system
Bearing capacity is 515.3kN.
2) the final breakoff phenomenon under the first test specimen and the loading of the second test specimen two class anti-collision wall single point eccentric also has significantly
Difference, inside the wall body of the first test specimen (with jack against side) the larger diagonal crack of width occurs, outside wall body (away from
The side of jack) in netted insertion, wall body outer skin concrete peels off in a large number in crack, and floorings ftracture, and have a small amount of crack,
First test specimen destroys.Inside the wall body of the second test specimen (with jack against side), outside (away from the side of jack) and
There is the larger diagonal crack of width in top, concrete produces substantial amounts of peeling, and anti-collision wall is integrally outward-dipping, loading end side bridge
The large-area cracking of panel, fracture width is larger, and test specimen destroys.
3), under 4 points of uniform loadings, experimental test result shows, similar with single-point loading specimen, under identical load, the
The displacement of two test specimens is greater than the first test specimen.But when loading for 4 points, the maximum carrying of precast splice type anti-collision wall 8 system
Power 915.6kN is more slightly smaller than the bearing capacity 957.6kN of cast-in-place anti-collision wall 7 system, but difference very little.
4), when the 3rd test specimen and the 4th test specimen reach final collapse state, (it is subject to inside the 3rd test specimen and the 4th test specimen wall body
Draw side, with jack against side) all do not find obvious cracking destruction, be all to be bent destruction due to floorings, bridge
Panel top rebars tension, concrete rupture and the destruction that leads to.But, the 3rd test specimen and the 4th test specimen (are subject to outside wall body
Pressure side, away from the side of jack) breakoff phenomenon exist dramatically different, (be subject to outside cast-in-place anti-collision wall 7 test specimen of the 3rd test specimen
Pressure side, away from the side of jack) concrete of wall body occurs more serious crushing to destroy, and the precast splice type of the 4th test specimen
Anti-collision wall 8 concrete of (compression-side, away from the side of jack) wall body outside test specimen does not find significantly to crush destruction, this
Show, in final failure mechanism, both have differences, cast-in-place anti-collision wall 7 wall body self-ability close to limiting damage state,
And precast splice type anti-collision wall 8 wall body self-ability still has certain safety stock, final destruction is that have floorings to destroy to control.
In sum, new precast splice type anti-collision wall 8 structure of this research, mechanical property is not less than traditional cast-in-place
Every stress performance index of anti-collision wall 7 structure.
The new precast assembly anti-collision wall of post-cast strip of the present utility model connected mode is on the one hand it can be avoided that cast-in-place anticollision
The construction speed that wall is brought is relatively slow, the problem of the common quality defect of cast in situs；The opposing party greatly reduces current to traffic above-ground
Impact, meet environmental protection construction requirement.This technique is the bridge structure generally carried out at present the grinding of prefabricated metallization processes entirely
Study carefully and propose new method, be that thinking has been expanded in the perfect and optimization between anti-collision wall different construction.
Although the foregoing describing specific embodiment of the present utility model, it will be appreciated by those of skill in the art that
These are merely illustrative of, and protection domain of the present utility model is defined by the appended claims.Those skilled in the art
Member, on the premise of without departing substantially from principle of the present utility model and essence, can make numerous variations or repair to these embodiments
Change, but these changes and modification each fall within protection domain of the present utility model.
Claims (6)
1. a kind of precast splice type anti-collision wall, including body of wall and some stiffener assemblies it is characterised in that
Described body of wall pours portion and prefabricated portion after including, described after the portion of pouring be connected between described prefabricated portion and bridge；
Described stiffener assembly pours rib and prefabricated rib after including, described after pour the reinforcement that rib is welded in described bridge
Portion, described prefabricated rib be welded in described after pour rib；
Wherein, pour after described rib be arranged in described after pour portion, described prefabricated rib is arranged in described prefabricated portion.
2. precast splice type anti-collision wall as claimed in claim 1 includes it is characterised in that pouring rib after described：
First main body, described first main body includes the first vertical portion be arrangeding in parallel and the second vertical portion, described first vertical portion
Pass through the first rotating part with same one end of described second vertical portion to connect；
First connecting portion, the other end of described first vertical portion is connected with one end of described first connecting portion, and is formed with first
Angle；
Second connecting portion, the other end of described second vertical portion is connected with one end of described second connecting portion, and is formed with second
Angle；
Wherein, described first connecting portion and described second connecting portion are respectively welded in the rib of described bridge.
3. precast splice type anti-collision wall as claimed in claim 2 is it is characterised in that described prefabricated rib includes：
First prefabricated rib, described first prefabricated rib includes first annular portion and the second ring part being connected, described
First annular portion and described second ring part are in a center of symmetry with regard to the junction point in described first annular portion and the second ring part, and
The shape in described first annular portion and the mating shapes of described first main body, it is main that described first annular portion is welded in described first
Body；
Second prefabricated rib, described second prefabricated rib includes inner arm, top and the outer arm being sequentially connected, described interior
Arm and described outer arm are respectively positioned on the downside at described top, and described inner arm bends and is welded in away from the one end at described top
Described outer arm is away from the one end at described top；
Wherein, described top and described outer arm are welded in one end of described second ring part respectively.
4. precast splice type anti-collision wall as claimed in claim 3 it is characterised in that described prefabricated rib also to include the 3rd pre-
Rib processed, described 3rd prefabricated rib includes：
Second main body, described second main body includes the first level portion be arrangeding in parallel and the second horizontal part, described first level portion
Pass through the second rotating part with same one end of described second horizontal part to connect；
3rd connecting portion, the other end in described first level portion is connected with one end of described 3rd connecting portion, and is formed with the 3rd
Angle；
4th connecting portion, the other end of described second horizontal part is connected with one end of described 4th connecting portion, and is formed with the 4th
Angle；
Wherein, described second rotating part is welded in the one end in described first annular portion；
Described 3rd connecting portion and described 4th connecting portion are welded in the described outer arm of the described second prefabricated rib respectively
One end away from described top.
5. precast splice type anti-collision wall as claimed in claim 4 is it is characterised in that described first angle is 98 °；Described second
Angle is 98 °；Described 3rd angle is 95 °；Described 4th angle is 85 °.
6. the precast splice type anti-collision wall as described in any one in claim 1-5 is it is characterised in that the material of described body of wall
For concrete, the material of described stiffener assembly is reinforcing bar.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201620712528.6U CN205934713U (en) | 2016-07-07 | 2016-07-07 | Prefabricated pin -connected panel anticollision wall |
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| CN201620712528.6U CN205934713U (en) | 2016-07-07 | 2016-07-07 | Prefabricated pin -connected panel anticollision wall |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107245949A (en) * | 2017-05-17 | 2017-10-13 | 沈阳市政集团有限公司 | Anti-collision wall application construction method in Urban Bridge in assembled |
| CN107489098A (en) * | 2017-07-06 | 2017-12-19 | 浙江交工宏途交通建设有限公司 | Concrete prefabricated solder type guardrail and construction method of installation |
| CN107587422A (en) * | 2016-07-07 | 2018-01-16 | 上海公路桥梁（集团）有限公司 | Precast splice type anti-collision wall and its manufacture method |
| CN113737651A (en) * | 2021-07-30 | 2021-12-03 | 中铁十九局集团第五工程有限公司 | Assembled anti-collision guardrail and mounting method thereof |
-
2016
- 2016-07-07 CN CN201620712528.6U patent/CN205934713U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107587422A (en) * | 2016-07-07 | 2018-01-16 | 上海公路桥梁（集团）有限公司 | Precast splice type anti-collision wall and its manufacture method |
| CN107245949A (en) * | 2017-05-17 | 2017-10-13 | 沈阳市政集团有限公司 | Anti-collision wall application construction method in Urban Bridge in assembled |
| CN107489098A (en) * | 2017-07-06 | 2017-12-19 | 浙江交工宏途交通建设有限公司 | Concrete prefabricated solder type guardrail and construction method of installation |
| CN113737651A (en) * | 2021-07-30 | 2021-12-03 | 中铁十九局集团第五工程有限公司 | Assembled anti-collision guardrail and mounting method thereof |
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