CN103758044A - Arch rib closure method and arch rib closure control method based on unstressed state method - Google Patents
Arch rib closure method and arch rib closure control method based on unstressed state method Download PDFInfo
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- CN103758044A CN103758044A CN201410049507.6A CN201410049507A CN103758044A CN 103758044 A CN103758044 A CN 103758044A CN 201410049507 A CN201410049507 A CN 201410049507A CN 103758044 A CN103758044 A CN 103758044A
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Abstract
The invention provides an arch rib closure method and an arch rib closure control method based on the unstressed state method. The arch rib closure method comprises the steps of S10, manufacturing the five sections of an arch rib; S20, connecting two semiarch sections with an external structure in a hinging mode through two arch springing closure sections and then lifting the two semirarch sections to a preset position in a vertically rotating mode through lifting equipment; S30, connecting the two semiarch sections in a hinging mode through an arch top closure section to enable the two semiarch sections, the two arc springing closure sections and the arch top closure section to form a three-hinged arch. The arch rib closure control method comprises an arch rib unstressed length control process and an arch rib unstressed curvature control process. According to the arch rib closure method and the arch rib closure control method based on the unstressed state method, a system conversion method with the three-hinged arch adopted is proposed creatively, and based on the understanding, the unstressed state method is further creatively applied to arch rib closure control to reduce arch rib construction difficulty successfully, and the degree of security of construction is improved.
Description
Technical field
The present invention relates to bridge technology field, relate in particular to a kind of arch rib folding method and close up control method with the arch rib based on stress-free state method.
Background technology
In Large Span Structure of Arch bridge construction, closing up with system conversion is the committed step that arch rib is installed, but the conversion of traditional system can not meet with folding method the needs that arch rib is installed.Arch structure is to take axial compression as main bending component after building up, but before arch becomes, stress and the construction method of arch rib are closely related.At present closing up with transforming methods of structural system of arch rib mainly contain following two kinds: directly close up method and two-hinged arch → fixed-end arch transformation approach.
Directly close up the arch rib that method is mainly used in limited bracket construction, arch rib segmental hoisting is rear each sections of directly welding on support, and after striking, rib-lifting section is transformed into arcuation state by simply-supported state.Now in the mechanical state of arch rib, comprised the mechanical state of freely-supported rib-lifting section, only when sections length is little, could use, due to square being directly proportional of stress and span, displacement is directly proportional to the biquadratic of span, therefore directly welding is closed up method and is only suitable in the closing up of the less rib-lifting section of length, and is not suitable for the arch rib that segmentation is larger.
Two-hinged arch → fixed-end arch transformation approach is mainly used in the arch bridge that vertical transfer construction and oblique pull button are hung construction, by interim closing device and knotted rope, adjusts arch rib internal force and linear, reaches to weld vault closure segment after requirement and form two-hinged arch, finally seals arch springing and is formed into fixed-end arch.The prerequisite that the method is implemented is that before and after closing up, the mechanical state of arch rib is more approaching, for example, in traditional vertical transfer construction, the horizontal force of knotted rope is very large, knotted rope can be regarded the effect of contraction of second half arch as, arch rib mainly bears axial compression effect except deadweight, therefore arch rib has the effect of " arch ", and before and after closing up, the mechanical state of arch rib is more approaching, thereby has greatly simplified closing up and system conversion difficulty of arch rib.
If differ larger but arch rib closes up the mechanical state of front and back, closure segment can not be directly installed, must first take measures the mechanical state before arching to adjust.For example, in the vertical turning lifting process of Foshan Dongping Bridge and Dongping hu bridge, after arch rib promotes and puts in place, knotted rope is in vertical state, the the elongating or shortening of knotted rope only can bring arch rib Rigid Body in Rotation With and on the almost not impact of the mechanical state of arch rib, for realizing system conversion, at arch rib l/8 place, be provided with falsework, utilize the vertical counter-force that falsework provides to adjust arc rib alignment and internal force, and then welding vault closure segment formation two-hinged arch, the method is actually the system conversion theory of having continued to use original traditional vertical transfer method.Utilize external force to adjust the method for arch rib mechanical state, both increased the complexity of construction, increased again operating expenses, be therefore necessary to set up a kind of transforming methods of structural system adapting with vertical turning lifting technique.
Simultaneously, consider the complexity that the segmentation of large span arch rib is installed, for guaranteeing that the mechanical state that closes up rear arch rib meets the requirements, need to carry out sunykatuib analysis to the installation process of arch rib, according to the result of numerical computations and actual monitoring data, arch rib work progress is controlled.
Summary of the invention
The technical problem to be solved in the present invention is to provide a kind of transforming methods of structural system adapting with vertical turning lifting technique, to overcome the limitation of directly closing up method and two-hinged arch → fixed-end arch transformation approach.
In order to solve this technical problem, the invention provides a kind of arch rib folding method, adopted the construction technology of vertical turning lifting, comprised following steps:
S10: manufacture five sections of arch rib, be respectively two semiarch sections, two arch springing closure segments and a vault closure segment;
S20: described two semiarch sections are hinged by two arch springing closure segments and external structure respectively, then arrive predeterminated position by two semiarch sections described in lifting means vertical turning lifting;
S30: described two semiarch sections are hinged by described vault closure segment, thus make two semiarch sections, two arch springing closure segments and a vault closure segment form three hinged arch;
S40: seal the welding of arch springing and described vault closure segment, thereby form fixed-end arch structure.
On the basis of this arch rib folding method, the present invention also provides a kind of arch rib based on stress-free state method to close up control method, in arch rib folding method provided by the invention, use, comprised arch rib stress-less length control procedure and arch rib unstressed curvature control procedure;
Described arch rib stress-less length control procedure comprises:
In step S10, manufacture the examination of carrying out under unstress state in five sections Shi factories of described arch rib assembled, according to the assembled result of examination, the particular location of determining the bearing pin of hinged two the semiarch sections row labels of going forward side by side; In step S30, first adjust two positions that semiarch section is hinged, then level inserts described bearing pin, make described bearing pin be positioned at marked locations, thereby the articulated position of fixing described two semiarch sections finally realize the adjustment of stress-less length and control;
Described arch rib unstressed curvature control procedure comprises:
After described step S30, the described arch rib section lower edge at closure segment place arranges jack, thereby make the moment of flexure applying by jack pushing tow force arch rib end face to rotate around described bearing pin, until the unstressed curvature of closure segment meets the demands after rotating, after rotation completes, implementation step S40, after completing steps S40, remove described jack, finally realized the adjustment of unstressed curvature and controlled.
While carrying out described arch rib stress-less length control procedure, in described step S30, insert before described bearing pin, also according to the situation of site operation, draw the difference of stress-less length, and then obtain the new particular location of bearing pin, and carry out mark again, and then insert described bearing pin, make described bearing pin be positioned at new marked locations, thereby realize the adjustment control of stress-less length.
Described vault closure segment adopts a kind of hinge closing device, described hinge closing device comprises a sun otic placode and a cloudy otic placode that connects respectively described two semiarch sections, a described sun otic placode has manhole, described the moon otic placode has long waist shaped through hole, insert after described bearing pin, described bearing pin is through described manhole and long waist shaped through hole, and the stress-less length of realizing described vault closure segment by relatively moving along described long waist shaped through hole is adjusted, and finally by being set on a described sun otic placode or a cloudy otic placode, the cushion block of different-thickness realizes the fixing of described bearing pin position.
In described step S20, described lifting means is by being fixedly connected on described in the knotted rope vertical turning lifting of described two semiarch sections two semiarch sections to predeterminated position; While carrying out described arch rib stress-less length control procedure, in described step S30, by the flexible adjusting that realizes two semiarch section articulated position of knotted rope
While carrying out described arch rib unstressed curvature control procedure, after described step S30, until step S40 finishes, the unstressed curvature of described two semiarch sections is constant in installation process.
While carrying out described arch rib unstressed curvature control procedure, after described step S30, the moment at contrast arch rib two arch springing closure segments and vault closure segment place under the three hinged arch recording and theoretical two mechanical states of fixed-end arch, obtain and three pushing tow moments that closure segment unstressed curvature is corresponding, and then select the described jack corresponding with this pushing tow moment.
The thrust of selected jack and pushing tow moment meet following relation:
F=M/h
Wherein, F represents the thrust of jack; M represents pushing tow moment of flexure; H represents that jack is to the distance of bearing pin central point.
The proposition of the invention adopt the transforming methods of structural system of three hinged arch, specifically, the novel transforming methods of structural system of Simple Supported Skew Beam Bridges → three hinged arch → fixed-end arch has been proposed, on the basis of this understanding, the present invention further also provides the arch rib under vertical turning lifting technique to close up control method, it is creatively applied in stress-free state method arch rib and closes up in control, arch rib stress-less length control procedure and arch rib unstressed curvature control procedure have been comprised, its concrete implementation success has reduced the difficulty of construction of arch rib, has improved the degree of safety of construction.
Accompanying drawing explanation
Fig. 1 a is the semiarch model schematic diagram of three hinged arch under Uniform Load;
Fig. 1 b is evenly distributed load moment of flexure schematic diagram;
Fig. 1 c is horizontal loading moment of flexure schematic diagram;
Fig. 1 d is the arch rib moment of flexure schematic diagram after superposeing;
Fig. 2 a is rib-lifting section curvature schematic diagram under unstressed installation;
Fig. 2 b is for there being stress that lower semiarch section curvature schematic diagram is installed;
Fig. 2 c is for there being stress that lower closure segment curvature schematic diagram is installed;
Fig. 3 is the arch rib closing device structural representation that the embodiment of the present invention one provides;
Fig. 4 is that in embodiment mono-provided by the invention, arch rib unstressed curvature is controlled schematic diagram;
Fig. 5 is the schematic cross-section of the Through Steel pipe bowstring arch bridge of embodiment 21 hole crossing river channels provided by the invention;
Fig. 6 a is pre-arc rib alignment schematic diagram when assembled of embodiment bis-provided by the invention;
Fig. 6 b is the assembled good rear linear schematic diagram of embodiment bis-provided by the invention;
Fig. 7 is that schematic diagram is arranged in the stress of arch costal monitoring of embodiment bis-provided by the invention;
Fig. 8 is that the arch rib vertical displacement monitoring of embodiment bis-provided by the invention is arranged schematic diagram.
The specific embodiment
Below with reference to Fig. 1 to Fig. 8, by two embodiment, a kind of arch rib folding method provided by the invention and arch rib based on stress-free state method being closed up to control method is described in detail, it is the present invention's two optional embodiments, specifically, embodiment 1 can think the elaboration to technical solution of the present invention, embodiment 2 is a specific embodiment of the concrete data of combination in concrete enforcement, and those skilled in the art all can modify and polish it on the basis of two embodiment in the scope that does not change the present invention's spirit and content.
Embodiment 1
First, need to illustrate the effect of the novel transforming methods of structural system of Simple Supported Skew Beam Bridges → three hinged arch → fixed-end arch, please refer to Fig. 1 a to 1d, wherein, Fig. 1 a is the semiarch model schematic diagram of three hinged arch under Uniform Load; Fig. 1 b is evenly distributed load moment of flexure schematic diagram; Fig. 1 c is horizontal loading moment of flexure schematic diagram.
With reference to Fig. 1 a, 1b and 1c, according to symmetry, under Uniform Load, the desirable semiarch of the mechanical state of three hinged arch is analyzed, further evenly distributed load q and horizontal force Fx are analyzed respectively the moment of flexure effect of semiarch generation on this basis, in fact Fig. 1 b is the mechanical model figure of Simple Supported Skew Beam Bridges, therefore the mechanical state of three hinged arch can regard that Simple Supported Skew Beam Bridges mechanical state Fig. 1 b and vault effect have the stack of mechanical model Fig. 1 c of horizontal thrust as, and the moment of flexure of the moment of flexure that produces of horizontal force and evenly distributed load generation opposite direction just in time.
According to this analysis, can consider, on the basis of Simple Supported Skew Beam Bridges mechanical state, vault is applied to horizontal force, the moment of flexure of utilizing this horizontal force to produce is offset or is reduced the moment of flexure that evenly distributed load q produces, and is by known this horizontal force of Fig. 1 a the mutual thrust that a semiarch produces another semiarch.Fig. 1 d is the arch rib moment of flexure schematic diagram after superposeing.
With reference to Fig. 1 d, between two semiarch of above-mentioned analysis, thrust can make semiarch sections become arcuation state from beam state mutually, thereby has saved extra addition thereto.In brief, the present invention is just being intended to utilize two semiarch thrust with each other to replace utilizing the support of falsework in prior art, thereby has guaranteed that the data such as the curvature of semiarch and length are not because the moment of flexure that load produces changes.
On basis described above, the present embodiment provides a kind of arch rib folding method, has adopted the construction technology of vertical turning lifting, has comprised following steps:
S10: manufacture five sections of arch rib, be respectively two semiarch sections, two arch springing closure segments and a vault closure segment;
S20: described two semiarch sections are hinged by two arch springing closure segments and external structure respectively, then arrive predeterminated position by two semiarch sections described in lifting means vertical turning lifting;
S30: described two semiarch sections are hinged by described vault closure segment, thus make two semiarch sections, two arch springing closure segments and a vault closure segment form three hinged arch;
S40: seal the welding of arch springing and described vault closure segment, thereby form fixed-end arch structure.
In order to implement further this arch rib folding method, the present invention also provides a kind of arch rib based on stress-free state method to close up control method.
First, for this control technology of stress-free state method, in the prior art, it is mainly applied to drag-line or trussed construction, this is because drag-line or trussed construction are mainly axially loaded members, therefore available stress-less length is as the primary variables of this class A of geometric unitA construction control, and girder structure is mainly flexural member, therefore available unstressed curvature is as the primary variables of construction control, but arch structure is different, although generally axial force in arch structure in the highest flight, but for long-span arch bridge, moment of flexure also be can not ignore, when carrying out arch rib construction control with stress-free state method, need to determine two amounts: the stress-less length of arch rib and the unstressed curvature of arch rib.
So, on the basis that the present invention also thinks in creativeness first, stress-free state method has been incorporated in the construction of arch structure.For arch rib, stress-less length is corresponding with axle power, and unstressed curvature is corresponding with moment of flexure, thus stress-less length and unstressed curvature final decision two amounts in arch rib mechanical state: axle power and moment of flexure.Therefore for arch rib as long as stress-less length, unstressed curvature, external load and the support conditions of final one-tenth bridge construction member unit are certain, finally become the internal force status of bridge construction and displacement state and structure to form irrelevant.The stress-less length here and unstressed curvature refer to arch length and the corresponding curvature of each point while not being subject to load by the linear determined arch rib of arch rib installation control, stressed cable length degree and curvature be install therewith linear corresponding, rather than the one-tenth bridge state of arch rib is linear, three's relation is: become bridge state linear → arch rib installs control line → arch rib stress-less length and unstressed curvature.
Furthermore, please refer to Fig. 2 a to 2c, Fig. 2 a is rib-lifting section curvature schematic diagram under unstressed installation; Fig. 2 b is for there being stress that lower semiarch section curvature schematic diagram is installed; Fig. 2 c is for there being stress that lower closure segment curvature schematic diagram is installed.If arch rib is considered as to the structure being comprised of several sections, if the unstressed curvature of each sections and stress-less length are fixed, the unstressed curvature of whole arch rib and stress-less length are also determined.With reference to as shown in Figure 2 a, for the arch rib of vertical turning lifting construction, a complete arch rib can be considered 5 sections and forms, i.e. two semiarch sections, two arch springing closure segments and a vault closure segment.If stress-less length and the unstressed curvature of these 5 sections determine, the stress-less length of whole arch rib and unstressed curvature are also determined.
When carrying out system conversion by three hinged arch to fixed-end arch, except controlling the stress-less length of whole arch rib, also need to control the unstressed curvature of three closure segments like this.Certainly, can decide and adopt single control (only controlling stress-less length) or dual control (not only controlling stress-less length but also control unstressed curvature) according to the size that has stress curvature of rib-lifting section.
Particularly, for the arch rib of medium and small span, arch adopts second-degree parabola more, and naked arcuation state lower arch cross section moment of flexure is less, the mechanical state of three hinged arch and fixed-end arch is more approaching, practicable single control while adopting stress-free state method to control: only control stress-less length.Although the impact of the variation of having ignored arch rib unstressed curvature on structural mechanics state, this is a kind of approximate control method theoretically, but owing to having reduced the variable quantity of controlling, in the middle of practice, greatly simplified the difficulty of arch rib construction control, improved the efficiency of construction of arch rib.For large span arch rib, general arch adopts catenary, during naked arch, the mechanical state of three hinged arch and the mechanical state of fixed-end arch differ larger, while adopting so stress-free state method to install, just the impact of unstressed curvature can not be ignored, during construction control, dual control should be adopted: should control stress-less length and control again unstressed curvature.
The present embodiment has been enumerated and has been adopted the control method under dual control, and the technical scheme that it makes every effort to protection for the present invention, even if do on this basis any improvement, as long as all technical characterictics that comprise the technical program all should think that it does not depart from protection scope of the present invention.
The present embodiment provides a kind of arch rib based on stress-free state method to close up control method, in described before arch rib folding method, uses, and has comprised arch rib stress-less length control procedure and arch rib unstressed curvature control procedure;
Described arch rib stress-less length control procedure comprises:
In step S10, manufacture the examination of carrying out under unstress state in five sections Shi factories of described arch rib assembled, according to the assembled result of examination, the particular location of determining the bearing pin of hinged two the semiarch sections row labels of going forward side by side; In step S30, first adjust two positions that semiarch section is hinged, then level inserts described bearing pin, make described bearing pin be positioned at marked locations, thereby the articulated position of fixing described two semiarch sections finally realize the adjustment of stress-less length and control;
Described arch rib unstressed curvature control procedure comprises:
Please refer to Fig. 4, after described step S30, the described arch rib section lower edge at closure segment place arranges jack 31, thereby make the moment of flexure applying by jack 31 pushing tows force arch rib end face to rotate around described bearing pin, until the unstressed curvature of closure segment meets the demands after rotating, after having rotated, implementation step S40, after completing steps S40, remove described jack 31, finally realized the adjustment of unstressed curvature and controlled.
Except above description, can also further limit arch rib stress-less length control procedure and arch rib unstressed curvature control procedure, to improve technical scheme of the present invention.
For arch rib stress-less length control procedure:
In described step S30, insert before described bearing pin; also according to the situation of site operation, draw the difference of stress-less length; and then obtain the new particular location of bearing pin; and carry out mark again; and then insert described bearing pin; make described bearing pin be positioned at new marked locations, thereby realize the adjustment control of stress-less length;
Please refer to Fig. 3, described vault closure segment adopts a kind of hinge closing device, described hinge closing device comprises a sun otic placode 21 and a cloudy otic placode 22 that connects respectively described two semiarch section 20a and 20b, a described sun otic placode 21 has manhole, described the moon otic placode 22 has long waist shaped through hole, insert after described bearing pin 23, described bearing pin 23 is through described manhole and long waist shaped through hole, and the stress-less length of realizing described vault closure segment by relatively moving along described long waist shaped through hole is adjusted, and finally by being set on a described sun otic placode 21 or a cloudy otic placode 22, the cushion block 24 of different-thickness realizes the fixing of described bearing pin 23 positions.Specifically, in the present embodiment, described cushion block 24 is located on a cloudy otic placode 22, and after cushion block 24 is installed, two ends connect respectively the semiarch section 20b of a sun otic placode 21 and a side, the cushion block 24 of different-thickness are set in order to transmitter shaft power and shearing.In addition, new, old mark is all marked on a sun otic placode 21 or a cloudy otic placode 22.This type of hinge closing device has had patent to be described in the prior art, and the utility model patent that can be CN201020262271.1 referring to application number is understood, therefore the present embodiment is not done further and described it;
In described step S20, described lifting means is by being fixedly connected on described in the knotted rope vertical turning lifting of described two semiarch sections two semiarch sections to predeterminated position; While carrying out described arch rib stress-less length control procedure, in described step S30, by the flexible adjusting that realizes two semiarch section articulated position of knotted rope.
For arch rib unstressed curvature control procedure:
After described step S30, until step S40 finishes, the unstressed curvature of described two semiarch sections is constant in installation process;
After described step S30, the moment at contrast arch rib two arch springing closure segments and vault closure segment place under the three hinged arch recording and theoretical two mechanical states of fixed-end arch, obtain and three pushing tow moments that closure segment unstressed curvature is corresponding, and then select the described jack 31 corresponding with this pushing tow moment.
The thrust of selected jack 31 and pushing tow moment meet following relation:
F=M/h
Wherein, F represents the thrust of jack; M represents pushing tow moment of flexure; H represents that jack is to the distance of bearing pin central point.
The arch bridge of 280m span of take is example, the required theoretical power of jack is vault 1467kN, arch springing 2811kN, by applying of above-mentioned load, weld the mechanical state of the fixed-end arch forming after closure segment and the mechanical state of former fixed-end arch is basically identical, this bridge respectively arranges 1 200 tons of jack by arch springing and vault arranges the control that 300 tons of jack can be realized arch rib unstressed curvature as can be seen here again.
According to Saint Venant's principle, except close up the stress state of end face both sides arch rib within the scope of one times of sagitta different from fixed-end arch state, the mechanical state of other position arch ribs should be identical with the mechanical state of fixed-end arch.
Embodiment bis-
Fig. 5 is the schematic cross-section of the Through Steel pipe bowstring arch bridge of embodiment 21 hole crossing river channels provided by the invention.With reference to Fig. 5, it is 115m across footpath that arch bridge calculates, rise f=23m, and ratio of rise to span is 1/5, and arch rib 41 is dumb-bell shape steel pipe section, and arch rib gross weight is 560 tons, adopts fitting the arch first then fitting the girder construction.Consider various factors, arch rib 41 is installed and is adopted the construction of vertical turning lifting method, on bridge floor platform, sets up interim pylon 42, utilizes vertical turning lifting technology to complete the installation of arch rib.Arch rib closes up and system conversion employing Simple Supported Skew Beam Bridges → three hinged arch → fixed-end arch transformation approach, be after arch rib lifting puts in place, become Simple Supported Skew Beam Bridges state, by adjusting the length of lifter 43 knotted ropes, the closing device of vault is met and close up requirement, timely wedging voussoir after both allocation inserts bearing pin, completes temporarily closing up of vault.Then slowly loosen the knotted rope of both sides, make arch rib be transformed into three hinged arch state by Simple Supported Skew Beam Bridges Construction State, and then closure segment formation fixed-end arch is installed.
Because this engineering span is less, computational analysis shows only to control the stress-less length of arch rib, and the mechanical state after arch rib closes up meets design requirement, and without the adjustment of carrying out unstressed curvature, thereby greatly facilitate construction, implements.Fig. 6 a is pre-arc rib alignment schematic diagram when assembled of embodiment bis-provided by the invention; Fig. 6 b is the assembled good rear linear schematic diagram of embodiment bis-provided by the invention.With reference to Fig. 6 a and Fig. 6 b, vertical transfer is front through the arch rib repeated measurement to after assembled getting well, obtain its assembled good contrasts with pre-arc rib alignment when assembled after rear linear, discovery due to the more predetermined stress-less length of the actual stress-less length of two semiarch arch ribs of factor such as welding, installation short respectively 2.01cm and 1.56cm, for this has carried out mark again to closing up the position of bearing pin, as the sign of controlling is installed.
Fig. 7 is that schematic diagram is arranged in the stress of arch costal monitoring of embodiment bis-provided by the invention.With reference to Fig. 7, the stress monitoring of arch rib is mainly in order to verify the correctness of arch rib folding method, therefore actual monitoring data only need two groups: before closing up and after closing up, as for safety monitoring no longer in this research range, take downstream arch rib as monitoring target, at arch springing, 1/4 span centre, vault place is provided with 5 monitoring sections and considers vault, arch springing place is provided with bearing pin, if measuring point is directly set in its vicinity, can be subject to the impact of local stress between bearing pin and arch rib so, for this reason according to Saint Venant's principle, the concrete position of these three points departs from 4m left and right, to reduce the impact of local stress, pressure detection point is arranged and is respectively A, B, C, D, E.
Table 1 for arch rib close up before and after stress monitoring Data Comparison table, unit is Mpa.From above-mentioned monitored data, can find out, arch rib is obvious beam type stress before closing up, be member take be subject to curved as main, on each position of member, the stress value difference of lower edge is larger, and rib-lifting section shows as arch formula stress after closing up, and member be take pressurized as main, on each position of member, the stress value of lower edge is comparatively even, show to close up rear arch rib and completed system conversion, measured value and calculated value difference are not very large, show that it is suitable that unstress state closes up method for this engineering.
Fig. 8 is that the arch rib vertical displacement monitoring of embodiment bis-provided by the invention is arranged schematic diagram.With reference to Fig. 8, by the displacement monitoring after arch rib is closed up, verify its linear whether the meeting design requirement of arch rib that adopts stress-free state method to close up, for this monitors suspension rod and the vertical displacement of arch rib end face joining, two arch ribs of thing amount to 42 measuring points, and displacement measuring points is arranged as shown in Figure 8.
Table 2 is rear vertical displacement table for arch rib closes up.From above-mentioned monitored data, after arch rib closes up, it linearly meets design requirement substantially, so the folding method that this engineering adopts is feasible.
Claims (8)
1. an arch rib folding method that has adopted the construction technology of vertical turning lifting, is characterized in that: comprised following steps:
S10: manufacture five sections of arch rib, be respectively two semiarch sections, two arch springing closure segments (arch springing closure segment place arranges respectively vertical transfer hinge) and a vault closure segment (be provided with and close up hinge);
S20: described two semiarch sections are hinged by two arch springing vertical transfer hinges and external structure respectively, then arrive predeterminated position by two semiarch sections described in lifting means vertical turning lifting;
S30: described two semiarch sections are closed up to hinge by described vault and carry out hingedly, make two semiarch sections form three hinged arch thereby remove vertical turning lifting device;
S40: welding arch springing closure segment and vault closure segment, thus form fixed-end arch structure.
2. the arch rib based on stress-free state method closes up a control method, it is characterized in that: in arch rib folding method as claimed in claim 1, use, comprised arch rib stress-less length control procedure and arch rib unstressed curvature control procedure;
Described arch rib stress-less length control procedure comprises:
In step S10, manufacture the examination of carrying out under unstress state in five sections Shi factories of described arch rib assembled, according to the assembled result of examination, the particular location of determining two the semiarch section hinging pin shafts row labels of going forward side by side; In step S30, by the adjustment of vertical turning lifting equipment, close up the position of bearing pin in hinge, make described bearing pin be positioned at marked locations, then fix the articulated position of described two semiarch sections, finally realize the adjustment of stress-less length and control;
Described arch rib unstressed curvature control procedure comprises:
After described step S30, arch rib section lower edge at closure segment place arranges jack, the moment of flexure applying by jack pushing tow forces arch rib end face to rotate around described bearing pin, until the unstressed curvature of closure segment meets the demands after rotating, after rotation completes, implementation step S40, after completing steps S40, remove described jack, finally realized the adjustment of unstressed curvature and controlled.
3. the arch rib based on stress-free state method as claimed in claim 2 closes up control method, it is characterized in that: while carrying out described arch rib stress-less length control procedure, in described step S30, insert before described bearing pin, also can after considering construction error, draw according to the situation of site operation the difference of stress-less length, and then obtain the new particular location of bearing pin, and carry out mark again, and then insert described bearing pin, make described bearing pin be positioned at new marked locations, thereby realize the adjustment control of stress-less length.
4. the arch rib based on stress-free state method as claimed in claim 2 closes up control method, it is characterized in that: described vault closure segment adopts a kind of hinge closing device, described hinge closing device comprises a sun otic placode and a cloudy otic placode that connects respectively described two semiarch sections, a described sun otic placode has manhole, described the moon otic placode has long waist shaped through hole, insert after described bearing pin, described bearing pin is through described manhole and long waist shaped through hole, and the stress-less length of realizing described vault closure segment by relatively moving along described long waist shaped through hole is adjusted, and finally by being set on a described sun otic placode or a cloudy otic placode, the cushion block of different-thickness realizes the fixing of described bearing pin position.
5. the arch rib based on stress-free state method as claimed in claim 2 closes up control method, it is characterized in that: in described step S20, described lifting means is by being fixedly connected on described in the knotted rope vertical turning lifting of described two semiarch sections two semiarch sections to predeterminated position; While carrying out described arch rib stress-less length control procedure, in described step S30, by the flexible adjusting that realizes two semiarch section articulated position of knotted rope.
6. the arch rib based on stress-free state method as claimed in claim 2 closes up control method, it is characterized in that: while carrying out described arch rib unstressed curvature control procedure, after described step S30, until step S40 finishes, the unstressed curvature of described two semiarch sections is constant in installation process.
7. the arch rib based on stress-free state method as claimed in claim 2 closes up control method, it is characterized in that: while carrying out described arch rib unstressed curvature control procedure, after described step S30, the moment at contrast arch rib two arch springing closure segments and vault closure segment place under three hinged arch and theoretical two mechanical states of fixed-end arch, obtain and three pushing tow moments that closure segment unstressed curvature is corresponding, and then select the described jack corresponding with this pushing tow moment.
8. the arch rib based on stress-free state method as claimed in claim 7 closes up control method, it is characterized in that: the thrust of selected jack and pushing tow moment meet following relation: F=M/h
Wherein, F represents the thrust of jack; M represents pushing tow moment of flexure; H represents that jack is to the distance of bearing pin central point.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410049507.6A CN103758044A (en) | 2014-02-13 | 2014-02-13 | Arch rib closure method and arch rib closure control method based on unstressed state method |
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| CN104594182A (en) * | 2014-11-25 | 2015-05-06 | 中铁大桥勘测设计院集团有限公司 | Arched beam connection structure of steel trussed beam arch bridge and construction method |
| CN105803952A (en) * | 2014-12-29 | 2016-07-27 | 杨光华 | Assembly process equipment for overhauling of bridge girder with three-hinged arch mechanism |
| CN106988219A (en) * | 2017-02-28 | 2017-07-28 | 济南城建集团有限公司 | A kind of method for connecting reel and cable hoisting Arch Bridge Construction being carried out using it |
| CN108385521A (en) * | 2018-01-10 | 2018-08-10 | 中交二航局第二工程有限公司 | The coaxial turning hinge welding assembly of multiple spot and its subsidiary technique |
| CN109518809A (en) * | 2018-12-27 | 2019-03-26 | 上海市机械施工集团有限公司 | A kind of three-hinged arch |
| CN110512795A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of flexural member |
| CN110512726A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of concrete flexural member |
| CN111560836A (en) * | 2020-05-20 | 2020-08-21 | 河北工业大学 | Construction method of arch bridge main arch and construction method of assembled arch bridge |
| CN113756442A (en) * | 2021-09-18 | 2021-12-07 | 科顿环境科学股份有限公司 | Installation method of super-large-span steel structure planar truss |
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| CN104594182B (en) * | 2014-11-25 | 2017-01-04 | 中铁大桥勘测设计院集团有限公司 | Arch beam connecting structure of steel truss girder arch bridge and construction method |
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| CN105803952A (en) * | 2014-12-29 | 2016-07-27 | 杨光华 | Assembly process equipment for overhauling of bridge girder with three-hinged arch mechanism |
| CN106988219A (en) * | 2017-02-28 | 2017-07-28 | 济南城建集团有限公司 | A kind of method for connecting reel and cable hoisting Arch Bridge Construction being carried out using it |
| CN106988219B (en) * | 2017-02-28 | 2019-03-08 | 济南城建集团有限公司 | A method of it connecting reel and it is utilized to carry out cable hoisting Arch Bridge Construction |
| CN108385521A (en) * | 2018-01-10 | 2018-08-10 | 中交二航局第二工程有限公司 | The coaxial turning hinge welding assembly of multiple spot and its subsidiary technique |
| CN110512726B (en) * | 2018-05-21 | 2021-11-09 | 深圳市建筑设计研究总院有限公司 | Method and device for fixing concrete flexural member |
| CN110512795A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of flexural member |
| CN110512726A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of concrete flexural member |
| CN110512795B (en) * | 2018-05-21 | 2021-12-21 | 深圳市建筑设计研究总院有限公司 | Method and device for fixing flexural member |
| CN109518809A (en) * | 2018-12-27 | 2019-03-26 | 上海市机械施工集团有限公司 | A kind of three-hinged arch |
| CN109518809B (en) * | 2018-12-27 | 2024-01-09 | 上海市机械施工集团有限公司 | Three-hinged arch |
| CN111560836B (en) * | 2020-05-20 | 2021-02-09 | 河北工业大学 | Construction method of arch bridge main arch and construction method of assembled arch bridge |
| CN111560836A (en) * | 2020-05-20 | 2020-08-21 | 河北工业大学 | Construction method of arch bridge main arch and construction method of assembled arch bridge |
| CN113756442A (en) * | 2021-09-18 | 2021-12-07 | 科顿环境科学股份有限公司 | Installation method of super-large-span steel structure planar truss |
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