CN202954282U - Steel-structure pedestrian bridge - Google Patents
Steel-structure pedestrian bridge Download PDFInfo
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- CN202954282U CN202954282U CN 201220523532 CN201220523532U CN202954282U CN 202954282 U CN202954282 U CN 202954282U CN 201220523532 CN201220523532 CN 201220523532 CN 201220523532 U CN201220523532 U CN 201220523532U CN 202954282 U CN202954282 U CN 202954282U
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Abstract
The utility model discloses a steel-structure pedestrian bridge. The two ends of a main girder are respectively supported by a first pier column and a second pier column. The main girder is in a consolidation relationship with the first pier column and the second pier column. The connection portion of the first pier column and a first concrete cushion cap is in a consolidated structure, and the connection portion of the second pier column and a second concrete cushion cap is in a hinged structure. The steel-structure pedestrian bridge has a typical ultra-thin girder due to the fact that the depth-span ratio of the steel-structure pedestrian bridge reaches 1/28-1/35, greatly breaks through the conventional depth-span ratio of a simply-support steel box girder pedestrian bridge, which is around 1/20-1/22, meets the landscape requirement of urban pedestrian bridges, and greatly improves the base frequency of the pedestrian bridge structure so that pedestrians feel more safe, stable and conformable. The portal frame pedestrian bridge structure is simple to construct and reliable in force transmission, has good anti-fatigue performance and durability so that the project investment is reduced, the structural design, the construction and the application are more reasonable, the structure has a relatively strong comprehensive economic indicator in a total lifecycle, and the application prospect is broad.
Description
Technical field
The utility model relates to the bridge construction of civil engineering, specifically, relates to a kind of day bridge construction.
Background technology
Pedestrian overcrossing is the important component part of civic landscape, on the basis that meets the footpound force traffic function, gradually light and handy to structure, moulding is unique, span is large, bearing capacity is high, comprehensive requirement easily is installed strides forward, steel work progressively replaces the main material that concrete becomes pedestrian overcrossing.Current pedestrian overcrossing adopts the form of structure of simply supported steel box girder mostly.
According to Selection of Urban Pedestrian Overpass and underpass design specifications (CJJ69-95), when the pedestrian overcrossing main span of simply supported steel box girder is larger across footpath, deck-molding also needs to increase thereupon.For example, when main span is 50m across footpath, make structure vertical motion fundamental frequency meet in standard the requirement that is greater than 3Hz, deck-molding at least will reach 2.3m.And adopt so large deck-molding, can bring series of malpractice: structure is thick and heavy, landscape effect is not good; Under the prerequisite that meets 5 meters headroom under bridge, the step exponent number that overline bridge need arrange increases, hommization not.
The utility model content
To be solved in the utility model is the technical problem that existing simply supported steel box girder sky bridge construction exists, a kind of steel structure footbridge is provided, its simple in structure, easily manufactured, reasonable stress, can transmit safely and reliably and calculate internal force and the distortion that load produces, thereby the overline bridge deck-molding is reduced, promote landscape effect, reduce construction investment.
In order to solve the problems of the technologies described above, the utility model is achieved by following technical scheme:
A kind of steel structure footbridge, comprise girder, described girder two ends are supported in respectively a pier stud and No. two pier studs, described pier stud bottom connects a concrete bearing platform, described No. two pier studs bottom connects No. two concrete bearing platforms, described girder and a described pier stud, described girder and described No. two pier studs are fixed, and a described pier stud and a described concrete bearing platform junction are fixed structure, and described No. two pier studs and described No. two concrete bearing platform junctions are hinged structures;
The consolidation form of described girder and a described pier stud is that described pier stud top penetrates described girder, the coxostermum of a described pier stud and the welding of the top board of described girder, the limit web of a described pier stud and the web of described girder are made as integral slab in advance, be welded with on the median ventral plate of a described pier stud, coxostermum and limit web and be distributed on the floor of putting more energy into of first in a described pier stud, described first put more energy into the floor top extend to described girder top board and with its welding;
The consolidation form of described girder and described No. two pier studs is that described pier stud top penetrates described girder, the coxostermum of described No. two pier studs and the welding of the top board of described girder, the limit web of described No. two pier studs and the web of described girder are made as integral slab in advance, be welded with on the median ventral plate of described No. two pier studs, coxostermum and limit web and be distributed on the floor of putting more energy into of first in described No. two pier studs, described first put more energy into the floor top extend to described girder top board and with its welding;
The fixed structure of a described pier stud and a described concrete bearing platform comprises that described pier stud bottom imbeds in a described concrete bearing platform, a described pier stud bottom is provided with the suspension column embedded board of middle part perforate, be provided with second floor of putting more energy between described suspension column embedded board and a described pier stud, be provided with the upper embedded board of middle part perforate in a described pier stud, the end face of described upper embedded board flushes with a described concrete bearing platform end face, be filled with the post inner concrete in a described pier stud, described post inner concrete end face is higher than a described concrete bearing platform end face, a described pier stud sidewall is welded with the WELDING STUDS be arranged in a described concrete bearing platform and described post inner concrete,
The hinged structures of described No. two pier studs and described No. two concrete bearing platforms comprises that described No. two pier studs bottom is provided with steel plate at the bottom of post, is welded with the 3rd floor of putting more energy at the bottom of described post between steel plate and described No. two pier studs, described No. two concrete bearing platform end faces are provided with the cushion cap pre-embedded steel slab of perforate, described cushion cap pre-embedded steel slab bottom surface is connected with the shear plate be arranged in described No. two concrete bearing platforms, is provided with the shear reinforcement that is connected in described cushion cap pre-embedded steel slab around described shear plate, be provided with the moveable hinge bearing between steel plate and described cushion cap pre-embedded steel slab at the bottom of described post, the quantity of described moveable hinge bearing is identical with the web number of described No. two pier studs, the described moveable hinge bearing of every suit comprises on the otic placode formula connected by bearing pin floor under floor and otic placode formula, under described otic placode formula, the quantity of floor is than many one of the quantity of floor on described otic placode formula, on described otic placode formula under floor and described otic placode formula floor spaced, on all described otic placode formula in the described moveable hinge bearing of every suit, floor is connected with steel plate at the bottom of described post by the moveable hinge top board, under all described otic placode formula in the described moveable hinge bearing of every suit, floor is connected with described cushion cap pre-embedded steel slab by the moveable hinge base plate.
In the fixed structure of a described pier stud and a described concrete bearing platform, it is 2.0～2.5 times of a described pier stud depth of section that the degree of depth in a described concrete bearing platform is imbedded in described pier stud bottom.
In the fixed structure of a described pier stud and a described concrete bearing platform, described post inner concrete end face is 1.0～1.5 times of a described pier stud depth of section higher than the height of described concrete bearing platform end face.
In the fixed structure of a described pier stud and a described concrete bearing platform, grow up outside the cross section of the described pier stud length of the length of side of described suspension column embedded board outside is 1.0～1.5 times of a described pier stud depth of section.
In the fixed structure of a described pier stud and a described concrete bearing platform, described post inner concrete adopts slightly expanded concrete.
In the hinged structures of described No. two pier studs and described No. two concrete bearing platforms, described moveable hinge bearing be positioned at described No. two pier studs web under.
In the hinged structures of described No. two pier studs and described No. two concrete bearing platforms, described shear plate be positioned at described moveable hinge bearing under.
In the hinged structures of described No. two pier studs and described No. two concrete bearing platforms, described cushion cap pre-embedded steel slab is provided with two rectangular openings.
The beneficial effects of the utility model are:
(1) steel structure footbridge rise-span ratio of the present utility model reaches 1/28 ~ 1/35, belongs to typical ultra-thin beam, large quantum jump the conventional rise-span ratio of simply supported steel box girder pedestrian overcrossing 1/20 ~ 1/22 left and right, met the view requirement of Selection of Urban Pedestrian Overpass.
(2) steel structure footbridge of the present utility model adopts the pier beam consolidation, has cancelled bearing, has greatly improved the fundamental frequency of day bridge construction, makes the pedestrian feel safer, stable, comfortable.
(3) the corner joints complexity at steel structure footbridge girder of the present utility model and a pier stud, No. two fixed places of pier stud, it is the key position of whole day bridge construction, reliable in order to guarantee power transmission, adopt post to wear the method integral manufacturing of beam, prevented that weld fatigue from tearing.
(4) steel structure footbridge one end of the present utility model adopts a pier stud and a fixed structure of concrete bearing platform, can be by pier stud of fixed side in novel portal-rigid frames sky bridge construction because the inner force and displacement that various calculating loads produce passes to concrete bearing platform safely and reliably No. one, pass to pile foundation by a concrete bearing platform again, computation schema fixed at the bottom of pier stud post of whole portal-rigid frames sky bridge construction one side and the uniformity of actual loading pattern have been guaranteed, thereby reached the natural frequency that reduces day bridge construction, reduce the purpose of girder deck-molding, finally guaranteed the overline bridge reliability of structure, reduced greatly the input of steel superstructure engineering quantity simultaneously, reduced construction investment.
(5) steel structure footbridge one end of the present utility model adopts No. two pier studs and No. two concrete bearing platform hinged structures, the linearity hinge that employing can only be rotated along the direction across bridge bearing pin, guarantee the integral rigidity of direction across bridge, only discharge along bridge to rotation, guarantee the integral rigidity of direction across bridge; Moment of flexure owing to having discharged TEMPERATURE FORCE and produce, reduce structure stress, make structure more rationally, safety, thereby reduced the engineering quantity of bottom concrete foundation, also reduced cutting of underground utilities changed, greatly reduce construction investment.
In sum, steel structure footbridge simple structure of the present utility model, power transmission are reliable, there is anti-fatigue performance, good endurance well, reduce construction investment, can make structure design, construction and application more rational, and make structure there is stronger comprehensive economic index in life cycle management, have a extensive future.
The accompanying drawing explanation
Fig. 1 is the structural representation of steel structure footbridge provided by the utility model;
Fig. 2 is the A-A sectional drawing of Fig. 1;
Fig. 3 is the B-B sectional drawing of Fig. 1;
Fig. 4 is the structural representation of girder and a pier stud consolidated node;
Fig. 5 is the C-C sectional drawing of Fig. 4;
Fig. 6 is the D-D sectional drawing of Fig. 4;
Fig. 7 is the structural representation of integral slab in Fig. 3;
Fig. 8 is the direction across bridge sectional drawing of a pier stud and a fixed structure of concrete bearing platform;
Fig. 9 is that the suitable bridge of a pier stud and a fixed structure of concrete bearing platform is to sectional drawing;
Figure 10 is the horizontal sectional drawing of a pier stud and a fixed structure of concrete bearing platform;
Figure 11 is that the suitable bridge of No. two pier studs and No. two concrete bearing platform hinged structures is to sectional drawing;
Figure 12 is the direction across bridge sectional drawing of No. two pier studs and No. two concrete bearing platform hinged structures;
Figure 13 is the E-E sectional drawing of Figure 11;
Figure 14 is the F-F sectional drawing of Figure 11.
In figure: 1, girder; 2-1, a pier stud; 2-2, No. two pier studs; 3-1, a concrete bearing platform; 3-2, No. two concrete bearing platforms; 4, integral slab; 5, the pier stud coxostermum; 6, the first floors of putting more energy into; 7, the pier stud median ventral plate; 8, the girder top board; 9, the post inner concrete; 10, upper embedded board; 11, distributing bar; 12, the second floors of putting more energy into; 13, the suspension column embedded board; 14, WELDING STUDS; 15, steel plate at the bottom of post; 16, the moveable hinge top board; 17, floor on the otic placode formula; 18, floor under the otic placode formula; 19, the moveable hinge base plate; 20, the cushion cap pre-embedded steel slab; 21, bearing pin; 22, the three floors of putting more energy into; 23, shear plate; 24, rectangular opening.
The specific embodiment
For further understanding content of the present utility model, characteristics and effect, hereby exemplify following examples, and coordinate accompanying drawing to be described in detail as follows:
As shown in Figure 1 to Figure 3, the present embodiment has disclosed a kind of steel structure footbridge, a pier stud 2-1 and No. two pier stud 2-2 tops are inserted respectively in girder 1 structure and are become integral body with girder 1, guarantee the fixed force mode that is subject to of girder 1 and pier stud 2-1, No. two pier stud 2-2; A pier stud 2-1 and a concrete bearing platform 3-1 of girder 1 one ends are fixed structure, and No. two pier stud 2-2 and No. two concrete bearing platform 3-2 of girder 1 other end are hinged structures; Adopt the hinged whole portal-rigid frames overline bridge form of structure of the fixed side of a side, replace traditional simply supported steel box girder sky bridge construction, can significantly improve overline bridge superstructure vertical motion fundamental frequency, avoid resonance, greatly reduce deck-molding, promote landscape effect.
As shown in Figures 4 to 6, the consolidation form of girder 1 and a pier stud 2-1 is specially " post is worn beam " structure, girder 1 base plate perforate, and No. one pier stud 2-1 top therefrom penetrates girder 1, pier stud coxostermum 5 and 8 welding of girder top board.Pier stud limit web and girder web plate are made as an integral slab 4 in advance, and as shown in Figure 7, purpose is to guarantee the stressed pier stud web that is directly delivered to of girder web plate.Pier stud 2-1 peripheral weld is connected to a circle first floor 6 of putting more energy into, and a plurality of first floor 6 of putting more energy into is welded in respectively pier stud median ventral plate 7, pier stud coxostermum 5 and web inboard, pier stud limit; First put more energy into floor 6 tops extend to always girder top board 8 and with its welding, reliably fixed for realizing pier stud 2-1 and girder 1, guarantee the stressed reliable delivery between pier stud 2-1 and girder 1.The consolidation form of girder 1 and No. two pier stud 2-2 is similarly above-mentioned " post is worn beam " structure, does not repeat them here.
A pier stud 2-1 and a fixed structure of concrete bearing platform 3-1, the important connecting elements as between pier stud 2-1 structure in portal-rigid frames sky bridge construction and concrete bearing platform 3-1, need be delivered to concrete bearing platform 3-1 by all internal force of superstructure reliably.
As shown in Fig. 8 to Figure 10, a pier stud 2-1 and a fixed structure of concrete bearing platform 3-1, comprise a pier stud 2-1, concrete bearing platform 3-1, upper embedded board 10, a suspension column embedded board 13, second put more energy into floor 12, WELDING STUDS 14 and post inner concrete 9.
Pier stud 2-1 imbeds bottom in concrete bearing platform 3-1, and length of embedment is 2.0～2.5 times of a pier stud 2-1 depth of section.A pier stud 2-1 periphery in concrete bearing platform 3-1 is banded with and connects webbed distributing bar 11.Wherein, the depth of section of a pier stud 2-1 refer to pier stud 2-1 cross section along bridge to length.
In a pier stud 2-1, perfusion is filled with post inner concrete 9, the material of post inner concrete 9 is microdilatancy C30 pea gravel concreten, and post inner concrete 9 extends to certain altitude in a pier stud 2-1, make the end face of the end face of post inner concrete 9 higher than a concrete bearing platform 3-1, the height exceeded is 1.0～1.5 times of a pier stud 2-1 depth of section, to avoid stress to concentrate, reach the purpose of stress diffusion.
The bottom of a pier stud 2-1 is provided with steel plate that 20mm is thick as suspension column embedded board 13, guarantees steel plate stress equilibrium diffusion at the bottom of pier stud 2-1 post.The outside of suspension column embedded board 13 length of side outside the cross section of a pier stud 2-1 of growing up, its difference is 1.0～1.5 times of a pier stud 2-1 depth of section, with the compressive stress that guarantees suspension column embedded board 13, is less than concrete resistance to compression design strength in concrete bearing platform 3-1.The 13 middle part perforates of suspension column embedded board, bore size is slightly less than pier stud 2 sizes, as long as guarantee, at the bottom of suspension column embedded board 13 and a pier stud 2-1, reserves enough weld sizes.The perforate of suspension column embedded board 13 has guaranteed post inner concrete 9 in pier stud 2-1 and the continuity of a concrete bearing platform 3-1, avoids stress to concentrate simultaneously, realizes the stress diffusion.
Be provided with a plurality of second floor 12 of putting more energy between suspension column embedded board 13 and pier stud 2-1, in order to support and to fix pier stud 2-1 No. one, and strengthen the anchoring strength of a pier stud 2-1 and a concrete bearing platform 3-1.
Also be provided with embedded board 10 in a pier stud 2-1, the end face of upper embedded board 10 flushes with a concrete bearing platform 3-1 end face.Upper embedded board 10 has the circular hole that two diameters are 200mm, to guarantee the continuity of lower prop inner concrete 9 on upper embedded board 10.
14, numbers pier stud 2-1 of WELDING STUDS that the inside and outside two sides of the sidewall of a pier stud 2-1 is welded with a plurality of Φ 22mm in uniform way pass through WELDING STUDS 14 power transmissions with concrete bearing platform 3-1 and post inner concrete 9.
No. two pier stud 2-2 of opposite side and No. two concrete bearing platform 3-2 hinged structures, important connecting elements as between No. two pier stud 2-2 structures in portal-rigid frames sky bridge construction and No. two concrete bearing platform 3-2, need be delivered to concrete bearing platform 3-2 No. two by all internal force of superstructure reliably.
As shown in Figure 11 to 14, No. two pier stud 2-2 and No. two concrete bearing platform 3-2 hinged structures, mainly comprise at the bottom of No. two pier stud 2-2, post steel plate 15, No. two concrete bearing platform 3-2, cushion cap pre-embedded steel slab 20, shear plate 23, shear bar, moveable hinge bearing and moveable hinge top boards 16, moveable hinge base plate 19 etc.
No. two pier stud 2-2 bottom weldings have at the bottom of the both sides of 15, No. two pier stud 2-2 of steel plate at the bottom of post and post and are welded with respectively three the 3rd floors 22 of putting more energy between steel plate 15.
No. two concrete bearing platform 3-2 end face is provided with cushion cap pre-embedded steel slab 20, and the end face of cushion cap pre-embedded steel slab 20 flushes with No. two concrete bearing platform 3-2 end faces.Offer two rectangular openings 24 on cushion cap pre-embedded steel slab 20, closely knit with the cushion cap concreting that guarantees 20 times scopes of cushion cap pre-embedded steel slab.
Be provided with the moveable hinge bearing between steel plate 15 and cushion cap pre-embedded steel slab 20 at the bottom of post, and every cover moveable hinge bearing is corresponding to the position setting of every web of No. two pier stud 2-2.Every cover moveable hinge bearing comprises multiple tracks otic placode formula floor, the moveable hinge bearing and wherein the quantity of otic placode formula floor according to the design shear calculative determination.As shown in figure 11, three cover moveable hinge bearings are set in the present embodiment, every suit moveable hinge bearing comprises on three otic placode formulas floor 18 under floor 17 and four otic placode formulas, be connected with floor 17 on an otic placode formula by bearing pin 21 between floor 18 under every two otic placode formulas, to guarantee the stability of moveable hinge bearing.On the otic placode formula under floor 17, otic placode formula floor 18 and bearing pin 21 should be processed and be installed in strict accordance with precision and the tolerance of designing requirement, after guaranteeing installation, on the otic placode formula under floor 17 and otic placode formula floor 18 can freely rotate along bearing pin 21, bearing pin 21 material selection 40Cr.After the installation of moveable hinge bearing, on bearing pin 21 and otic placode formula, under floor 17, otic placode formula, between floor 18, be coated with butter, in order to avoid the corrosion impact is rotated.
On three otic placode formulas in every suit moveable hinge bearing, floor 17 tops are welded in a moveable hinge top board 16 jointly, and moveable hinge top board 16 welds with steel plate at the bottom of post 15 again.Under four otic placode formulas in every suit moveable hinge bearing, floor 18 bottoms are welded in a moveable hinge base plate 19 jointly, and moveable hinge base plate 19 welds with cushion cap pre-embedded steel slab 20 again.Should guarantee the weldquality of the Q345qD steel of moveable hinge bearing and moveable hinge top board 16, moveable hinge base plate 19 by adjusting welding procedure, weld seam all requires to be detected a flaw, to guarantee to reach its quality requirement.
Moveable hinge bearing outer packaging decorations adopt trap, and the packing decorations upper and lower two ends of trap are bolted respectively on steel plate at the bottom of post 15 and cushion cap pre-embedded steel slab 20, to be easy to open Survey Operations hinged-support situation.
Moveable hinge bearing below is provided with 23, two shear plates 23 of two shear plates and lays respectively at the position between the moveable hinge bearing in twos, around every shear plate 23, is provided with shear reinforcement.Shear plate 23 and shear reinforcement are arranged in No. two concrete bearing platform 3-2, and weld together with cushion cap pre-embedded steel slab 20.The quantity of shear plate 23 is according to the design shear calculative determination, and it is with respect to the distributing position of moveable hinge bearing, and the central point of making a concerted effort of guaranteeing both of take is unanimously principle.
The steel structure footbridge of the present embodiment is before construction, at first can adopt MIDAS CIVIL2006 version software to carry out analytical calculation to portal-rigid frames sky bridge construction, content mainly comprise dead load, second phase mat formation, pedestrian load, integral elevating temperature, Manchu's load, snow load, wind load, seismic load etc., obtain least favorable Load Combination value by analytical calculation.Wherein, the resiliency supported effect of multi-column pier foundation to superstructure, can be reduced to resiliency supported by the equal principle of unit force effect bottom offset.
Then according to every least favorable Load Combination value, each node is carried out to force analysis, and then determine each scantling and requirement in the fixed structure of girder 1 deck-molding, pier stud 2-1 and No. two pier stud 2-2 Structural Tectonics, pier stud 2-1, No. two pier stud 2-2 capitals and girder 1, pier stud 2-1 and concrete bearing platform 3-1, No. two pier stud 2-2 and No. two concrete bearing platform 3-2 hinged structures.
In portal frame structure structure, at first according to the result of calculation of the amount of deflection of girder 1, girder 1 stress, three aspects of structure fundamental frequency, determine optimum deck-molding; Determine thickness of slab according to stress envelope result; According to vertical stiffening rib and the horizontal stiffening rib in shear force calculation consequence devised girder 1; Then determine sectional dimension and the thickness of slab of a pier stud 2-1 and No. two pier stud 2-2 according to pier stud 2-1 and No. two pier stud 2-2 stress envelopes; Check respectively pier stud 2-1 cross section, No. two pier stud 2-2 cross sections and girder 1 cross section according to the maximum stress envelope value at the pier beam consolidation corner place of overall calculation, guarantee that by structure both are transmitting stressed reliability mutually simultaneously.
In pier stud 2-1 and fixed structure of concrete bearing platform 3-1, because the depth of section of a pier stud 2-1 is 1200mm, at first determine that a pier stud 2-1 imbeds the degree of depth in concrete bearing platform 3-1 No. one, the buried depth value is 2500mm; Then according to least favorable pier stud axle power, the size of calculative determination suspension column embedded board 13, length of side 650mm outside the cross section of a pier stud 2-1 grows up in its outside, calculative determination second put more energy into number and the thickness of floor 12, and the second weld bead height of putting more energy between floor 12 and pier stud 2-1 and suspension column embedded board 13; Then according to least favorable steel pier stud combination moment of flexure, the thickness of calculative determination suspension column embedded board 13; Finally, according to the least favorable built-up shaft power of a pier stud 2-1, calculate the number of required WELDING STUDS 14.
In No. two pier stud 2-2 and No. two concrete bearing platform 3-2 hinged structures, because the depth of section of No. two pier stud 2-2 is 1200mm, width is 1800mm, at first according to counter-force at the bottom of post, calculates No. two pier stud 2-2 outsides of direction across bridge and needs to establish the 3rd number and the height of putting more energy into floor 22; Then according to the number of floor 17 on shear force calculation otic placode formula at the bottom of post, under the otic placode formula, the number of floor 18 is that on the otic placode formula, floor 17 numbers add 1; Then every stressed according to the tension and compression curved scissors of analytical calculation hinged place, and fatigue stress, determine diameter and the length of pivot pin 21; Then in like manner according to the cushion cap top counter-force result of analytical calculation, determine size and the quantity of shear plate 23, shear reinforcement.
The all welded units that relate to all complete in factory process, carry out fluid concrete behind the location at the scene, and concrete need guarantee casting quality.
One, prefabrication
Before a concrete bearing platform 3-1 and No. two concrete bearing platform 3-2 build, in factory according to the prefabricated work that completes girder 1, pier stud 2-1, No. two pier stud 2-2, pier stud 2-1 and fixed structure built-in fitting of concrete bearing platform 3-1 and No. two pier stud 2-2 and No. two concrete bearing platform 3-2 hinged structures built-in fittings of design.
1, girder 1, pier stud 2-1, No. two pier stud 2-2 are prefabricated
Fabrication scheme: girder 1, pier stud 2-1, No. two pier stud 2-2 carry out respectively the plate blanking, unit piece assembly welding, stereo-unit general assembly welding.Girder 1 is manufactured and is taked to carry out the unit manufacture according to segmentation, segment partition scheme in factory, the manufacture of steel member is taked to carry out the unit manufacture according to segment partition scheme in factory, to the bridge location scene, set up at the scene interim pier stud by highway transportation on operation platform, carry out the unit assembly welding.
Construction process: a. blanking: the part blanking adopts the process program that adds in advance a blanking of compensation rate.All part blankings adopt the numerically-controlled precise cutting, and groove has cut on dedicated platform.B. girder 1 unit production process flow process: plate surface, Numerical control cutting, connect material, rectification, Numerical control cutting, line, sign.C. a pier stud 2-1, No. two pier stud 2-2 pole unit manufacturing process flow processs: moulding bed, blanking, rectification, assembling, welding, rectification, sign.D, coating process flow process: removing surface, cleaning greasy dirt, derusting by sandblasting, coating prime lacquer, application intermediate coat, coating finish, the application of Cheng Qiaohou finish paint.
Points for attention: all weld seams all should carry out visual inspection, and weld appearance should be without macroscopic defect.In all factories, the fishplate bar weld seam is full penetration weld, and credit rating meets " code for acceptance of construction quality of steel structures " (GB50205-2001) first-order weld quality requirement of 5.2.4.All steel members weld at the scene or not application of certain limit all should be reserved in the bolt position, after the member installation, then carry out post coat by designing requirement.The butt weld that connects material of girder 1 each unit plate is the full penetration first-order weld.
2, a pier stud 2-1 and a fixed member of concrete bearing platform 3-1 is prefabricated
Complete the welding procedure of embedded board 10 and WELDING STUDS 14 in factory according to design on a pier stud 2-1.
3, No. two pier stud 2-2 and No. two concrete bearing platform 3-2 articulated elements is prefabricated
The prefabricated of articulated element comprises: floor 18 under floor 17, otic placode formula on steel plate 15, moveable hinge top board 16, otic placode formula at the bottom of post, moveable hinge base plate 19, cushion cap pre-embedded steel slab 20, bearing pin 21, No. two pier stud 2-2, put more energy into floor 23, shear plate 25 and shear reinforcement, and complete the welding job of prefabricated units under prefabricated units on moveable hinge preburied component, moveable hinge and No. two pier stud 2-2, moveable hinge.The moveable hinge preburied component comprises cushion cap embedded board 20, shear plate 23 and shear reinforcement.On moveable hinge, prefabricated units comprise floor 17 on steel plate 15 at the bottom of post, the floor 23 of putting more energy into, moveable hinge top board 16 and otic placode formula.Under moveable hinge, prefabricated units comprise floor 18 under moveable hinge base plate 19 and otic placode formula.
Two, site operation previous work
The same period, unwrapping wire piling at the scene, complete pile foundation construction, a concrete bearing platform 3-1 and No. two concrete bearing platform 3-2 sideline setting-outs, excavation pit.
(1) stake position setting-out work is accurately necessary, so this engineering adopts the total powerstation location and four control stakes of nail on the central cross line in every stake 1.5m scope, to control stake position centre deviation.
(2) construction sequence of bored pile is: Farm Planning, measurement and positioning unwrapping wire, bury casing underground, prepare clay, rig is marched into the arena location, boring, clear hole, verify, installation cage of reinforcement, prepare perfusion equipment, perfusion equipment be installed, preparation underwater concrete, pouring underwater concrete, dismounting perfusion equipment, concrete curing, shoveling cut pile crown, check castinplace pile.
(3) the cushion cap soil excavation adopts hand digging as far as possible.Embedding darker cushion cap, cut the earth with excavator, manual amendment, and excavated section is greater than cushion cap section, work plane convenient operation.Cushion cap bed die concrete bed course, after the substrate excavation, original soil rammed, leveling rear pouring concrete bed course.The cushion cap side template, adopt 7 doubling plywood templates, and every template area is not less than 2.0m
2, shuttering supporting spacing 0.6m also establishes screw rod to drawing.Even for guaranteeing concrete cover, bury the topping cushion block of stack pile between template and reinforcing bar underground.
Three, field agent structure construction
1, a pier stud 2-1 and a fixed construction of concrete bearing platform 3-1
(1) emitted the sideline of a concrete bearing platform 3-1 according to construction drawing by survey crew, the physical dimension of foundation ditch extends out 80cm according to a concrete bearing platform 3-1 size and is discharged.Foundation ditch surrounding excavation gutter, diagonal angle arranges two mouthfuls of collecting wells, and built-in suction pump guarantees that groundwater table is not higher than at the bottom of foundation ditch.When cushion construction, pre-buried 10 embedded board spacer barss in blinding concrete.After the cushion cap bed course is built, on a concrete bearing platform 3-1, emit the cushion cap axis, with the line of ink marker, eject cushion cap four sidelines, and suspension column embedded board 13 4 arm of angle lines
(2) concrete bearing platform 3-1 base plate steel bar bindings and welding
Baseplate reinforcing bar is used the galvanized wire colligation, and colligation is pressed blossom type and arranged.Main muscle welding and short column reinforcing bar run into a pier stud 2-1 place to be blocked while welding with a pier stud 2-1, all adopts two-sided welding, and weld length strictly is not less than in accordance with regulations 5d and holds, and the weld bond place should beat totally, guarantees that concrete and rebar connects closely.
The installation of (3) pier stud 2-1 suspension column embedded boards 13
After base plate steel bar binding and welding, suspension column embedded board 13 is installed.Suspension column embedded board 13 adopts the 20mm steel plates, and along 16 second floors 12 of putting more energy into of surrounding welding one circle, in order to temporary supporting with fix pier stud 2-1 No. one, and strengthens the anchoring strength of a pier stud 2-1 and a concrete bearing platform 3-1.20 of suspension column embedded board 13 bottom welding 500mm length, Ф 20 reinforcing bars, weld seam adopts double welding, and fusion length is 5d, the weld bond place should beat totally, guarantee that concrete and rebar connects closely, and with the cushion cap bed course in pre-buried spacer bars welding, in order to fixing suspension column embedded board 13.The position of control suspension column embedded board 13 and four jiaos of depth displacements are in 2mm.
13 times concrete building of (4) pier stud 2-1 suspension column embedded boards
Colligation cushion cap reinforcing bar and structure reinforcing bars, build the following 70cm concrete of suspension column embedded board 13, builds concrete after should substrate is moistening before building again.Should strengthen while building vibrating, guarantee compactness, and forbid to touch the bearing bar of suspension column embedded board 13.Adopt the method reinforcement concrete curings such as film covering.The following concrete of suspension column embedded board 13 should be strengthened vibrating, and prevents not foot phenomenon of blank and compactness.
The installation of (5) pier stud 2-1
Reach 80% when above of design strength until concrete, lifting pier stud 2-1 of fixed end and with suspension column embedded board 13 and distributing bar firm welding.During installation, adopt two total powerstations and plumb aligner to control accurate positioning and the verticality of a pier stud 2-1.Adopt traversing jack to coordinate crane to be finely tuned, welded after meeting code requirement.Welding adopts symmetrical full weld, and fillet weld size meets design requirement.
In (6) pier stud 2-1 and fixed structure of concrete bearing platform 3-1, concrete is partly constructed
Colligation and welding cushion cap reinforcing bar also connect reliably with a pier stud 2-1.Build concrete bearing platform 3-1 No. one, pay special attention to the concrete construction quality of pier stud 2-1 root and periphery.Joint part adopts dabbing to process and adopts the brushing of high grade mortar to connect a batch face.The strength grade of concrete of a concrete bearing platform 3-1 structure is C30, and concreting adopts pump truck to build, and with poker vibrator, is vibrated, and concreting in lifts, layering are vibrated, and build thickness for every layer and must not be greater than 500mm.Vibrator spacing 40cm inserts once rod, and vibrating time 20s left and right until without bubble, must not be crossed and shake and leakage is shaken.While vibrating last layer, vibrator should insert in a following layer concrete, guarantees the well combination of upper and lower two layer concretes.No. one pier stud 2-1 periphery should be strengthened vibrating, and guarantees its compactness.
After concreting, receive slurry for three times with wood float and plasterer's trowel and wipe one's face, guarantee concrete bearing platform 3-1 surfacing.Upper with the geotextiles covering, diligent watering, the maintenance of outer cover plastic sheeting heat and moisture preserving, avoid the cushion cap surface shrinkage crack to occur simultaneously.After concrete curing 7 days, dismountable template.
After pouring concrete seven sky in concrete bearing platform 3-1, pourable post inner concrete 9 till being poured into the design height of post inner concrete 9, is designed to post inner concrete 9 end faces higher than a concrete bearing platform 3-1 end face 1200mm always.Post inner concrete 9 adopts microdilatancy C30 pea gravel concreten, in casting process, strengthens vibrating, and guarantees the compactness of post inner concrete 9.After reaching design strength, post inner concrete 9 can carry out the installation of girder.
2, No. two pier stud 2-2 and No. two hinged constructions of concrete bearing platform 3-2
(1) emitted the sideline of No. two concrete bearing platform 3-2 according to construction drawing by survey crew, the physical dimension of foundation ditch extends out 80cm according to No. two concrete bearing platform 3-2 sizes and is discharged.Foundation ditch surrounding excavation gutter, diagonal angle arranges two mouthfuls of collecting wells, and built-in suction pump guarantees that groundwater table is not higher than at the bottom of foundation ditch.When cushion construction, pre-buried 4 location piling bars in blinding concrete.After the cushion cap bed course is built, on No. two concrete bearing platform 3-2, with the line of ink marker, eject cushion cap pre-embedded steel slab 20 axis.
(2) No. two concrete bearing platform 3-2 base plate steel bar bindings, welding
Baseplate reinforcing bar is used the galvanized wire colligation, and colligation is pressed blossom type and arranged.Weld length strictly is not less than in accordance with regulations 5d and holds, and the weld bond place should beat totally, guarantees that concrete and rebar connects closely.
(3) No. two pier stud 2-2 and moveable hinge preburied component are installed
After base plate steel bar binding and welding, the moveable hinge preburied component is installed.The moveable hinge preburied component adopts crane jack fine setting in place, makes it to overlap fully with axis, and four jiaos of discrepancy in elevation of end face are controlled in 2mm.After the moveable hinge preburied component has been located, make it and locate the piling bar firm welding.
(4) No. two concrete bearing platform 3-2 top board reinforcing bar bindings and formwork
Colligation cushion cap top board reinforcing bar avoids colliding built-in fitting during with moveable hinge preburied component cross section reinforcement construction as far as possible, prevents that it from producing displacement.Again proofread and correct position and the elevation of built-in fitting after reinforced bar engineering completes, confirm errorless after, with hawser, reinforced, prevent from when concreting producing displacement.
(5) No. two concrete bearing platform 3-2 concretings and maintenances
The strength grade of concrete of No. two concrete bearing platform 3-2 structures is C30, and concreting adopts pump truck to build, and with poker vibrator, is vibrated, and the layering of concrete delamination building is vibrated, and builds thickness for every layer and must not be greater than 500mm.Vibrator spacing 40cm inserts once rod, and vibrating time 20s left and right until without bubble, must not be crossed and shake and leakage is shaken.While vibrating last layer, vibrator should insert in a following layer concrete, guarantees the well combination of upper and lower two layer concretes.Moveable hinge preburied component periphery and cushion cap pre-embedded steel slab 20 belows should be first built in concreting, make concrete from here to external diffusion, prevent blank and concrete disintegration herein, should strengthen vibrating simultaneously, guarantee its compactness.After concreting, receive slurry for three times with wood float and plasterer's trowel and wipe one's face, guarantee No. two concrete bearing platform 3-2 surfacing.By geotextiles, cover, diligent watering, the maintenance of outer cover plastic sheeting heat and moisture preserving, avoid No. two concrete bearing platform 3-2 surfaces shrinkage crack to occur simultaneously.After concrete curing 7 days, dismountable template.
(6) installation of moveable hinge bearing
Site Welding cushion cap pre-embedded steel slab 20 and moveable hinge base plate 19, purpose is to eliminate girder 1 mismachining tolerance and moveable hinge preburied component construction error.For accurate positioning and easy construction, the bottom surface of steel plate 15 at the bottom of post, i.e. four blocks of temporary supporting plates of the outside of moveable hinge bearing welding, play the effect of load and No. two pier stud 2-2 of convenient fine setting of No. two pier stud 2-2 of temporary supporting.
3, girder 1 lifting
1 case beam of girder, before installation, is checked after errorless and is lifted or install the elevation of pier stud 2-1, No. two pier stud 2-2 and axle center, and lifting limit, limit is measured.
The mounting technique measure: before 1. installing, a pier stud 2-1, No. two pier stud 2-2 pier crest levels, center line, spacings are carried out to repetition measurement, error can be installed in allowable variation.2. in installation process, every (hanging) installs one section and will be measured it, proofreaied and correct in time when undesirable.3. the weld strength of on-the-spot interface adopts to add and mends the welding of structure equal strength.The weld bond place will remove totally, and welding procedure is wanted rationally, and the docking port place will can carry out next procedure after ultrasonic testing/ ultrasonic examination is qualified.4. after Site Welding, be repaired the coating of damaging, before repairing, steel structure surface be carried out to surfacing (descaling, greasy dirt etc.) coating and want evenly, thickness meets the requirements.5. the on-the-spot installation deviation of girder steel will meet the requirement (highway bridge and culvert construction technique normalizing JTJ041-2000) of design and relevant specification
Girder 1 lifting puts in place, installs, and sets up falsework, and the three joint girders 1 that will complete in factory process by lifting machine have lifted.Complete the structural joint welding on interim pier stud.
4, pier stud 2-1, No. two pier stud 2-2 and girder 1 are fixed
After girder 1 accurate positioning, first complete pier stud 2-1 of fixed side and the fixed weld seam of girder 1, then complete No. two pier stud 2-2 of hinged side and the fixed weld seam of girder 1.
5, excise interim fixing steel plate, form portal-rigid frames overline bridge structural system
After treating girder 1 location and installation, on-the-spot pivot pin 21, the fastening bolt installed.Weld seam order with welding cushion cap pre-embedded steel slab 20 and moveable hinge base plate 19 is removed gripper shoe successively.Realize No. two pier stud 2-2 and No. two concrete bearing platform 3-2 hinged be subject to force mode.Finally moveable hinge bearing and weld seam are carried out to antirust processing and paint spraying, seal up shrouding.
Although the above is described preferred embodiment of the present utility model by reference to the accompanying drawings; but the utility model is not limited to the above-mentioned specific embodiment; the above-mentioned specific embodiment is only schematic; be not restrictive; those of ordinary skill in the art is under enlightenment of the present utility model; not breaking away from the scope situation that the utility model aim and claim protect, can also make the concrete conversion of a lot of forms, within these all belong to protection domain of the present utility model.
Claims (8)
1. a steel structure footbridge, comprise girder, described girder two ends are supported in respectively a pier stud and No. two pier studs, described pier stud bottom connects a concrete bearing platform, described No. two pier studs bottom connects No. two concrete bearing platforms, it is characterized in that, described girder and a described pier stud, described girder and described No. two pier studs are fixed, a described pier stud and a described concrete bearing platform junction are fixed structure, and described No. two pier studs and described No. two concrete bearing platform junctions are hinged structures;
The consolidation form of described girder and a described pier stud is that described pier stud top penetrates described girder, the coxostermum of a described pier stud and the welding of the top board of described girder, the limit web of a described pier stud and the web of described girder are made as integral slab in advance, be welded with on the median ventral plate of a described pier stud, coxostermum and limit web and be distributed on the floor of putting more energy into of first in a described pier stud, described first put more energy into the floor top extend to described girder top board and with its welding;
The consolidation form of described girder and described No. two pier studs is that described pier stud top penetrates described girder, the coxostermum of described No. two pier studs and the welding of the top board of described girder, the limit web of described No. two pier studs and the web of described girder are made as integral slab in advance, be welded with on the median ventral plate of described No. two pier studs, coxostermum and limit web and be distributed on the floor of putting more energy into of first in described No. two pier studs, described first put more energy into the floor top extend to described girder top board and with its welding;
The fixed structure of a described pier stud and a described concrete bearing platform comprises that described pier stud bottom imbeds in a described concrete bearing platform, a described pier stud bottom is provided with the suspension column embedded board of middle part perforate, be provided with second floor of putting more energy between described suspension column embedded board and a described pier stud, be provided with the upper embedded board of middle part perforate in a described pier stud, the end face of described upper embedded board flushes with a described concrete bearing platform end face, be filled with the post inner concrete in a described pier stud, described post inner concrete end face is higher than a described concrete bearing platform end face, a described pier stud sidewall is welded with the WELDING STUDS be arranged in a described concrete bearing platform and described post inner concrete,
The hinged structures of described No. two pier studs and described No. two concrete bearing platforms comprises that described No. two pier studs bottom is provided with steel plate at the bottom of post, is welded with the 3rd floor of putting more energy at the bottom of described post between steel plate and described No. two pier studs, described No. two concrete bearing platform end faces are provided with the cushion cap pre-embedded steel slab of perforate, described cushion cap pre-embedded steel slab bottom surface is connected with the shear plate be arranged in described No. two concrete bearing platforms, is provided with the shear reinforcement that is connected in described cushion cap pre-embedded steel slab around described shear plate, be provided with the moveable hinge bearing between steel plate and described cushion cap pre-embedded steel slab at the bottom of described post, the quantity of described moveable hinge bearing is identical with the web number of described No. two pier studs, the described moveable hinge bearing of every suit comprises on the otic placode formula connected by bearing pin floor under floor and otic placode formula, under described otic placode formula, the quantity of floor is than many one of the quantity of floor on described otic placode formula, on described otic placode formula under floor and described otic placode formula floor spaced, on all described otic placode formula in the described moveable hinge bearing of every suit, floor is connected with steel plate at the bottom of described post by the moveable hinge top board, under all described otic placode formula in the described moveable hinge bearing of every suit, floor is connected with described cushion cap pre-embedded steel slab by the moveable hinge base plate.
2. a kind of steel structure footbridge according to claim 1, it is characterized in that, in the fixed structure of a described pier stud and a described concrete bearing platform, it is 2.0～2.5 times of a described pier stud depth of section that the degree of depth in a described concrete bearing platform is imbedded in described pier stud bottom.
3. a kind of steel structure footbridge according to claim 1, it is characterized in that, in the fixed structure of a described pier stud and a described concrete bearing platform, described post inner concrete end face is 1.0～1.5 times of a described pier stud depth of section higher than the height of described concrete bearing platform end face.
4. a kind of steel structure footbridge according to claim 1, it is characterized in that, in the fixed structure of a described pier stud and a described concrete bearing platform, grow up outside the cross section of the described pier stud length of the length of side of described suspension column embedded board outside is 1.0～1.5 times of a described pier stud depth of section.
5. a kind of steel structure footbridge according to claim 1, is characterized in that, in the fixed structure of a described pier stud and a described concrete bearing platform, described post inner concrete adopts slightly expanded concrete.
6. a kind of steel structure footbridge according to claim 1, is characterized in that, in the hinged structures of described No. two pier studs and described No. two concrete bearing platforms, described moveable hinge bearing be positioned at described No. two pier studs web under.
7. a kind of steel structure footbridge according to claim 1, is characterized in that, in the hinged structures of described No. two pier studs and described No. two concrete bearing platforms, described shear plate be positioned at described moveable hinge bearing under.
8. a kind of steel structure footbridge according to claim 1, is characterized in that, in the hinged structures of described No. two pier studs and described No. two concrete bearing platforms, described cushion cap pre-embedded steel slab is provided with two rectangular openings.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220523532 CN202954282U (en) | 2012-09-11 | 2012-10-12 | Steel-structure pedestrian bridge |
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201220461296.3 | 2012-09-11 | ||
| CN201220461296 | 2012-09-11 | ||
| CN 201220523532 CN202954282U (en) | 2012-09-11 | 2012-10-12 | Steel-structure pedestrian bridge |
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| CN202954282U true CN202954282U (en) | 2013-05-29 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN 201220523532 Withdrawn - After Issue CN202954282U (en) | 2012-09-11 | 2012-10-12 | Steel-structure pedestrian bridge |
| CN201210387169.8A Active CN102864737B (en) | 2012-09-11 | 2012-10-12 | Steel-structured passenger foot bridge |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201210387169.8A Active CN102864737B (en) | 2012-09-11 | 2012-10-12 | Steel-structured passenger foot bridge |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102864737A (en) * | 2012-09-11 | 2013-01-09 | 天津市市政工程设计研究院 | Steel-structured passenger foot bridge |
| CN105421223A (en) * | 2015-12-21 | 2016-03-23 | 上海市城市建设设计研究总院 | Prefabricated pier upright column, cushion cap spigot and insertion groove combined connection structure and splicing method |
| CN113216397A (en) * | 2021-05-19 | 2021-08-06 | 西华大学 | Novel splicing mode of assembled GFRP (glass fiber reinforced plastic) pipe concrete column |
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| CN103758024B (en) * | 2014-01-15 | 2015-12-30 | 云南昆钢钢结构有限公司 | The steel structure footbridge of quickly dismantled |
| CN105507164A (en) * | 2014-09-26 | 2016-04-20 | 任丘市永基建筑安装工程有限公司 | Method for installing prefabricated steel bridge |
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| CN106869156B (en) * | 2017-02-24 | 2019-02-22 | 中铁二十五局集团第五工程有限公司 | A kind of pile pier integral structure construction method |
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| CN109487687A (en) * | 2018-10-15 | 2019-03-19 | 西南交通大学 | A kind of prefabricated subsection piecemeal steel reinforced concrete combination bridge tower |
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| CN113005886A (en) * | 2021-03-04 | 2021-06-22 | 北京国道通公路设计研究院股份有限公司 | Connecting mode of bridge pier joint zero cast-in-situ double-column pier, capping beam and bearing platform |
| CN113774797A (en) * | 2021-08-31 | 2021-12-10 | 广州机施建设集团有限公司 | Urban mountain forest assembly type steel structure pedestrian overpass installation method |
| CN114657867A (en) * | 2022-03-31 | 2022-06-24 | 山东省交通规划设计院集团有限公司 | Large-span articulated-rotating-consolidation steel bent cap and construction method |
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| JPH11256515A (en) * | 1998-03-13 | 1999-09-21 | Mitsubishi Heavy Ind Ltd | Anchoring method for steel bridge pier |
| JP2000027202A (en) * | 1998-07-13 | 2000-01-25 | Taisei Corp | Structure of column base of steel-pipe column |
| CN201850657U (en) * | 2010-11-08 | 2011-06-01 | 广州市城市规划勘测设计研究院 | Node of reinforced concrete transfer beam hanger and steel-tube concrete column |
| CN202047358U (en) * | 2011-04-17 | 2011-11-23 | 四川省交通厅公路规划勘察设计研究院 | Combined structure for anchoring connection of bridge pier steel pipe and bearing platform |
| CN102409606B (en) * | 2011-07-29 | 2014-01-01 | 清华大学 | Self-resetting pier column structural system with built-in energy dissipation assembly and implementing method for self-resetting piper column structural system |
| CN202954282U (en) * | 2012-09-11 | 2013-05-29 | 天津市市政工程设计研究院 | Steel-structure pedestrian bridge |
-
2012
- 2012-10-12 CN CN 201220523532 patent/CN202954282U/en not_active Withdrawn - After Issue
- 2012-10-12 CN CN201210387169.8A patent/CN102864737B/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102864737A (en) * | 2012-09-11 | 2013-01-09 | 天津市市政工程设计研究院 | Steel-structured passenger foot bridge |
| CN102864737B (en) * | 2012-09-11 | 2014-08-13 | 天津市市政工程设计研究院 | Steel-structured passenger foot bridge |
| CN105421223A (en) * | 2015-12-21 | 2016-03-23 | 上海市城市建设设计研究总院 | Prefabricated pier upright column, cushion cap spigot and insertion groove combined connection structure and splicing method |
| CN105421223B (en) * | 2015-12-21 | 2017-06-20 | 上海市城市建设设计研究总院（集团）有限公司 | Precast pier column and cushion cap socket joint and slot combined connecting structure and assembling method |
| CN113216397A (en) * | 2021-05-19 | 2021-08-06 | 西华大学 | Novel splicing mode of assembled GFRP (glass fiber reinforced plastic) pipe concrete column |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102864737B (en) | 2014-08-13 |
| CN102864737A (en) | 2013-01-09 |
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