CN111549678A - Rapid construction method of prefabricated segmental beam - Google Patents
Rapid construction method of prefabricated segmental beam Download PDFInfo
- Publication number
- CN111549678A CN111549678A CN202010449896.7A CN202010449896A CN111549678A CN 111549678 A CN111549678 A CN 111549678A CN 202010449896 A CN202010449896 A CN 202010449896A CN 111549678 A CN111549678 A CN 111549678A
- Authority
- CN
- China
- Prior art keywords
- rod
- support
- construction method
- rapid construction
- horizontal
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 52
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 18
- 239000010959 steel Substances 0.000 claims abstract description 18
- 238000003825 pressing Methods 0.000 claims abstract description 8
- 238000012360 testing method Methods 0.000 claims abstract description 5
- 238000013461 design Methods 0.000 claims abstract description 4
- 239000000725 suspension Substances 0.000 claims abstract description 4
- 230000035515 penetration Effects 0.000 claims abstract description 3
- 238000000034 method Methods 0.000 claims description 14
- 238000010408 sweeping Methods 0.000 claims description 14
- 238000009434 installation Methods 0.000 claims description 8
- 238000004062 sedimentation Methods 0.000 claims description 6
- 230000003203 everyday effect Effects 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 238000005516 engineering process Methods 0.000 abstract description 6
- 230000007306 turnover Effects 0.000 abstract description 5
- 230000008901 benefit Effects 0.000 abstract description 3
- 238000004904 shortening Methods 0.000 abstract 1
- 238000012544 monitoring process Methods 0.000 description 17
- 238000006073 displacement reaction Methods 0.000 description 8
- 239000004567 concrete Substances 0.000 description 6
- 239000000463 material Substances 0.000 description 4
- 238000005056 compaction Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 239000002689 soil Substances 0.000 description 3
- 238000005259 measurement Methods 0.000 description 2
- 230000000630 rising effect Effects 0.000 description 2
- 229910001018 Cast iron Inorganic materials 0.000 description 1
- 241000196324 Embryophyta Species 0.000 description 1
- 235000008331 Pinus X rigitaeda Nutrition 0.000 description 1
- 235000011613 Pinus brutia Nutrition 0.000 description 1
- 241000018646 Pinus brutia Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000004381 surface treatment Methods 0.000 description 1
- 230000000007 visual effect Effects 0.000 description 1
- 238000004804 winding Methods 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
Abstract
The invention discloses a rapid construction method of a prefabricated segmental beam, and aims to solve the technical problems of a frame body supporting technology in the construction of a prefabricated segmental assembled bracket system with the height of 8m or unbalanced load and a ramp bridge with a smaller radius. The rapid construction method of the prefabricated segmental beam comprises the following steps: after foundation treatment, measuring and positioning; setting up a disc buckle bracket; laying a main ridge and a secondary ridge, and placing a jack; carrying out a pre-pressing test on the bracket system; carrying out primary settlement observation on the prefabricated section beams before and after the suspension splicing; after settling is stable, carrying out permanent prestress beam penetration, tensioning and pressure drop on the top plate according to design; finishing the permanent prestress construction of the top plate; after the prestressed steel strand is tensioned and grouted for 48 hours, the support is removed; and (5) obtaining the finished product. The construction method has the advantages of large bearing capacity, reasonable layout, safety and reliability; the assembly and disassembly are convenient, the turnover capacity is strong, and the working efficiency is high; saving steel consumption and shortening cost.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a rapid construction method of a prefabricated segmental beam.
Background
In recent years, with the national economic development and technical progress, the municipal viaduct in the core area of the city of China adopts prefabricated construction as a new technology to gradually replace the traditional cast-in-place construction technology, thereby truly realizing harmony between the natural environment and the social environment and simultaneously realizing reasonable and repeated utilization of resources.
However, the technical progress brings new problems, and the existing precast concrete segmental beam has the characteristics of great self weight, large height, unbalanced load and irregular volume. In the traditional technology, a steel pipe fixing support is adopted for supporting or the steel pipe supporting and scaffold are mixed for construction, and the problem that the enough bearing capacity, the enough installation working surface and the cost minimization cannot be simultaneously met by the support body supporting technology is generated.
Disclosure of Invention
The invention aims to solve the technical problem of providing a rapid construction method of a prefabricated segmental beam, and aims to solve the technical problems of a frame body supporting technology in the construction of a prefabricated segmental assembled bracket system with the height of 8m or unbalanced load and a ramp bridge with smaller radius.
In order to solve the technical problems, the invention adopts the following technical scheme:
the rapid construction method for the prefabricated segmental beam comprises the following steps:
(1) after foundation treatment, measuring and positioning;
(2) setting up a disc buckle support: placing an adjustable base according to the position of the positioning pay-off, adjusting the handle to the same height, and inserting the upright rod; locking the floor sweeping rod, the cross rod and the diagonal draw bar on the vertical rod; after the inspection is qualified, erecting the upper standard layer frame body, and synchronously erecting the reinforcing piece, the diagonal rod and the scaffold;
(3) laying a main beam and a secondary beam, and placing a jack: the main ridge is laid on the adjustable jacking at the top of the disc buckle support; the secondary ridges are laid on the tops of the main ridges and are firmly welded with the main ridges; a jack and a beam adjusting trolley are arranged on the upper part of the secondary edge;
(4) carrying out a pre-pressing test on the bracket system;
(5) carrying out settlement observation on the prefabricated section beams before and after the prefabricated section beams are assembled in a suspension mode, wherein the settlement observation is carried out once every 2 hours within 10 hours after the prefabricated section beams are assembled, and then the settlement observation is carried out once every day; the sedimentation rate can not exceed 1mm/d for three consecutive days, and the final sedimentation amount does not exceed 2 mm; otherwise, the next procedure cannot be carried out;
(6) after settling is stable, carrying out permanent prestress beam penetration, tensioning and pressure drop on the top plate according to design; finishing the permanent prestress construction of the top plate;
(7) after the prestressed steel strand is tensioned and grouted for 45-55 hours, the support is removed; when the support is dismounted, firstly, the support is firstly symmetrically loosened from the midspan to the two ends, and then the support is symmetrically dismounted from the midspan to the two ends; and (5) obtaining the finished product.
Preferably, in the step (2), the first layer of the coil buckle scaffold is arranged in a staggered mode by adopting upright rods with different lengths, and the staggered vertical distance is not smaller than 500 mm.
Preferably, in step (2), the setting is performed in the order of corner to edge, from outside to inside.
Preferably, in the step (2), the verticality of the frame body is less than or equal to 3 per thousand.
Preferably, in step (2), the plate buckle support comprises a vertical rod, a transverse rod, an inclined pull rod, a floor sweeping rod and an adjustable bottom support, the vertical rod is connected in a socket mode through a sleeve, the transverse rod and the inclined pull rod are connected in a socket mode through a rod end and a connector card, the vertical rod is connected with the inserting plate through a wedge-shaped bolt, a cross brace and a column holding point are arranged according to the specification, and a geometrically-invariant structure system is formed.
Preferably, in step (2), the ramp zone coil buckle support setting parameters are as follows: transverse spacing of vertical rods along the bridge direction: 900 mm; horizontal bridge direction pole setting horizontal spacing: 900 mm; horizontal rod step pitch: 1500 mm; the distance between the sweeping rod and the ground is as follows: not more than 500 mm; the vertical and horizontal installation is carried out.
Preferably, in step (2), the main line segment beam area buckling support setting parameters are as follows: transverse spacing of vertical rods along the bridge direction: 900 mm; horizontal bridge direction pole setting horizontal spacing: 600 mm; horizontal rod step pitch: 1500 mm; the distance between the sweeping rod and the ground is as follows: not more than 500 mm; the vertical and horizontal installation is carried out.
Preferably, in the step (3), when the segmental beams are assembled, the beam adjusting trolley moves in place and performs three-way adjustment according to longitudinal and transverse slopes; and after the adjustment is finished, a jack is used for jacking the segment beam, and the beam adjusting trolley is withdrawn for adjusting the next segment beam.
Compared with the prior art, the invention has the main beneficial technical effects that:
1. the construction method of the invention adjusts the linearity and the cross slope of the bridge deck through the splicing disc buckling type support, is suitable for a prefabricated segment splicing support system with the height within 8m or unbalanced load, and is also suitable for ramp bridges with smaller radius.
2. The socket type disc buckle support is mainly composed of components such as a vertical rod, a transverse rod, a diagonal rod and an adjustable bottom support, wherein the vertical rod is in socket joint connection with a sleeve, the transverse rod and the diagonal rod are clamped into a vertical rod connection inserting disc through a rod end and a connector and are connected through a wedge-shaped bolt, cross braces and column holding points are arranged according to regulations to form a geometrically-invariable structural system, a main ridge, a secondary ridge and a jack are laid on the structural system, and a shaped steel mesh is hung outside the structural system for closed construction if necessary.
3. The construction method of the invention has large bearing capacity, reasonable layout, safety and reliability: generally, the bearing capacity of the single-tube upright post of the scaffold can reach 15 kN-35 kN, and the single-tube upright post can bear 200KN of load. The disk-buckle type scaffold adopts self-locking connecting disks and pins, the pins can be locked by self weight after being inserted, and each unit is of a fixed triangular lattice structure by the aid of the transverse and vertical inclined rods, so that the node is high in torsion resistance, strength, rigidity, safety and reliability. The support is reasonable in erection and load sharing, and the stability of the whole framework is not influenced by instability and deformation even if the support is subjected to external load.
4. The construction method of the invention has the advantages of convenient assembly and disassembly, strong turnover capacity and high working efficiency: the dish is detained scaffold and is taken and tear open the convenience, only needs one hammer just can accomplish the whole processes of installation and dismantlement alone, and nimble simple swift, prop up to take, demolish and grasp easily, work efficiency detain the scaffold frame than the bowl more than 5 times fast, accelerated the construction progress, turnover efficiency reaches more than 5 times. The dish is detained scaffold and is adopted the steel pipe preparation, and unified hot-galvanize surface treatment stops to rust, and the quality has the assurance of high strength, and is not fragile, and the regularization accessory can be replaced, and the turnover ability is strong, has improved work efficiency.
5. The construction method of the invention saves steel consumption and shortens cost: the problems that movable spare parts of a traditional scaffold are easy to lose and damage are abandoned, and compared with a common bowl-buckled scaffold, the steel consumption is as high as the saving amount above 2/3, so that the economic loss and the cost of a construction unit are greatly reduced to a certain extent.
Drawings
FIG. 1 is a cross-sectional view of a drain; in the figure, 1 is a cast iron grating cover plate, 2 is C20 concrete, 3 is drainage gradient adjusting mortar, and 4 is rammed plain soil.
Fig. 2 is a plan view of the ramp area coil buckles.
FIG. 3 is a plan view of the coil buckle in the main line segment beam area.
Fig. 4 is a diagram of precast segment beam control point settings.
FIG. 5 is a schematic view of the top of the disc buckle being laid with section steel; in the figure, 3 is a beam adjusting trolley, and 4 is a jack.
Fig. 6 is a schematic view of a segmented beam assembly.
Fig. 7 is a schematic diagram of a settlement observation point arrangement.
Fig. 8 is a photograph of the real scene arranged on the disc buckle support.
Detailed Description
The following examples are intended to illustrate the present invention in detail and should not be construed as limiting the scope of the present invention in any way. The instruments and devices referred to in the following examples are conventional instruments and devices unless otherwise specified; the construction process is the conventional process method in the field if no special description is given.
Example (b): rapid construction method of prefabricated segmental beam
Construction project
Zhengzhou city four-ring line and large river road rapid engineering-western four-ring section construction two-standard engineering, the total length of a main line is 3729.409 meters, the construction mileage is K81+ 162.322-K84 +891.731, and the total number of the main line section beams is 4906 prefabricated section beams and 2946 ramp section beams.
Second, construction process
Foundation treatment → measurement and positioning → placement of an adjustable base → erection of a disk buckle type support frame → laying of a main ridge, a secondary ridge, a screw jack and three jacks → settlement observation → dismantling of a support.
Third, concrete construction method
1. Treatment of foundations
(1) Removing weeds and miscellaneous soil on the ground surface before construction, and leveling the natural ground with slope by adopting manpower or machinery to ensure that the foundation surface in the same span is at the same elevation;
(2) when the field is leveled, a road roller is adopted to roll and compact, and the compaction degree is more than or equal to 0.95. When a low-lying place exists, 4% of cement soil is adopted for layered backfilling and compacting, and a local weak foundation is treated by adopting replacement graded broken stones;
(3) drainage ditches are arranged on two sides of the frame body, so that the foundation part is ensured not to be watered, accumulated and soaked, and the stability of the foundation is kept. As shown in figure 1, after compaction, a C25 plain concrete cushion layer with the thickness of 20cm is poured in time, and the cushion layer is used for 1.5% slope finding, so that rainwater can be drained away, and the frame body is strictly prevented from being soaked by rainwater. The pouring width of the cushion concrete must meet the erection range of the support and needs to exceed the edge of the support by 100 cm.
2. Measuring and positioning
The measurement positioning is the first precise process in the support construction, and plays an important role in controlling the support erection quality and position. The method comprises the steps of firstly, measuring and positioning through a total station, popping up a contour line on the ground by using an ink fountain, forming a cross, and accurately determining the position for placing the adjustable base according to the paying-off position.
3. Frame erection
(1) Accurately placing the adjustable base according to the position of the positioning pay-off, adjusting the handle to the same height, and inserting the upright rod;
(2) the first layer of the phi 60 x 3mm coil buckle scaffold is staggered by upright rods with different lengths, and the staggered vertical distance is not less than 500 mm;
(3) the ground sweeping rod, the cross rod and the diagonal draw bars are locked on the vertical rods to keep the ground sweeping rod, the horizontal rod and the diagonal draw bars stable, the horizontal ruler or the leveling instrument is used for adjusting the level and the verticality of the whole foundation part, the vertical and horizontal vertical rods are adjusted by hanging wires to be on the same straight line, and the square of each square is checked by using a steel tape. After the frame is qualified, erecting the upper standard layer frame, and checking and correcting the verticality and the height of the frame at any time along with the rising of the frame by taking the ground elevation as a datum point;
(4) the set-up is from corner to edge, from outside to inside. The correction is carried out at any time along with the erection of the scaffold. The reinforcing member and the diagonal rod must be erected synchronously with the scaffold;
(5) the verticality of the frame body is checked and corrected (controlled within 3 per thousand) at any time along with the rising of the frame body in construction;
(6) the setting of the winding road zone coil buckle plane is shown in fig. 2, and the setting parameters are as follows:
pole span (bridge direction): the spacing is 900 mm;
pole horizontal distance (horizontal bridge direction): the spacing is 900 mm;
horizontal rod step pitch: the horizontal rod layout is 1500 mm.
The distance between the sweeping rod and the ground is as follows: a first cross bar at the bottom of the plate buckling frame is used as a floor sweeping bar, and the distance between the first cross bar and the ground is not more than 500 mm; the vertical and horizontal installation is carried out.
(7) The main line segment beam area buckling plane setting is shown in fig. 3, and the setting parameters are as follows:
pole span (bridge direction): the spacing is 900 mm;
pole horizontal distance (horizontal bridge direction): the spacing is 600 mm;
horizontal rod step pitch: the horizontal rod layout is 1500 mm.
The distance between the sweeping rod and the ground is as follows: a first cross bar at the bottom of the plate buckling frame is used as a floor sweeping bar, and the distance between the first cross bar and the ground is not more than 500 mm; the vertical and horizontal installation is carried out.
4. Laying main and secondary ridges and placing jack
(1) Laying primary ribs of HN 300X 150H-shaped steel and secondary ribs of HN 300X 150H-shaped steel after the frame bodies are erected;
as shown in fig. 4: 6 control points are distributed on the top surface of each segmental beam to be used for elevation and linear control in the assembling process; as shown in fig. 5: the profile steel main ridge is laid on the adjustable jacking at the top of the disc buckle, and secondary ridge loads are uniformly distributed on the lower support; the secondary ridge is laid on the top of the main ridge and is firmly welded with the main ridge; a jack and a beam adjusting trolley are arranged on the upper part of the secondary edge; as shown in fig. 6: when the segmental beam is assembled, the beam adjusting trolley can move in place and adjust in three directions according to longitudinal and transverse slopes; and (4) after the adjustment is finished, a screw jack is used for jacking the segment beam, and the beam adjusting trolley is withdrawn for adjusting the next segment beam.
(2) And placing a screw jack and a three-jack. The screw jack has two types: one is a fixed support screw jack, and the other is a hemispherical screw jack. The three jacks are arranged on the movable steel trolley and used for temporarily adjusting the elevation of the prefabricated section box girder. Adjusting a screw jack and supporting the screw jack as a long-time temporary load after the screw jack is assembled in a suspended mode;
(3) coarse adjustment: when the prefabricated segmental beam is in the position, whether the box beam longitudinal and transverse axis mark is aligned with the previous segmental beam control line or not is visually observed, coarse adjustment is carried out for a plurality of times through three jacks, when the requirement of coarse adjustment precision reaches the position deviation of a visual plane by about 2cm, and the measuring range of the level steel tape is within an error range of about 3 cm.
(4) Fine adjustment: the method comprises the steps of firstly adjusting the elevations of 6 coordinate points reserved by a prefabricated section beam, measuring 2 coordinate points of the central axis of the beam and a designed deviation value after the elevations of the coordinate points are adjusted to be within an allowable range, and repeatedly adjusting by using three jacks until the elevations of the 2 coordinate points of the central axis and the plane position are within the allowable range. And then measuring 4 coordinate points on two sides, and if the coordinate points exceed the allowable range, performing small-range adjustment according to the deviation. The elevations and the plane positions of the up to 6 coordinate points are within an allowable range.
5. Support prepressing
The support pre-pressing is the most important ring in the construction of the prefabricated section assembling frame body, and the main basis for determining whether the support can bear the assembling load of the prefabricated section is determined. After the support system is installed and the primary and secondary ridges are laid, a pre-pressing test is carried out on the support system.
The purpose of prepressing is as follows: testing the long-time bearing capacity of the bracket under the action of bearing load; detecting whether the bracket has hidden quality problems; the safety performance of the bracket under the stress condition is tested; the inelastic deformation of the bracket is eliminated, and a basis is provided for setting the pre-camber.
(1) Loading and unloading
The pre-pressing limit load of the bracket is 1.1 times of the structural load.
The support preloading adopts the sand bag surcharge preloading, and the preloading load is 110% of the maximum load borne by the support, and the preloading distribution is basically consistent with the support construction load, and the loading weight deviation is controlled within +/-5% of the load at the same level, and the load is loaded in grades according to the concrete pouring sequence.
The method comprises three grades (60%, 100% and 110%) of load preloading grade, wherein in the loading and load holding process, a precise level gauge and a special deformation observation ruler are adopted to carry out detailed settlement observation on each observation point in a grading manner, unloading is carried out according to the same grade, and no matter loading or unloading is carried out, the support distribution point position is required to be measured. When in stacking, the materials can be pre-pressed in sections if the materials are limited.
(2) Pre-pressure monitoring
Should carry out vertical and horizontal monitoring during the support pre-compaction, monitoring content includes: foundation settlement deformation, support vertical displacement, support top surface horizontal displacement, beam column type support longitudinal (transverse) beam deflection, and adjacent structure deformation.
Arranging support pre-pressing monitoring points: the monitoring points are arranged at two ends of the prepressing area and at the length position of the interval 1/4, the middle point is positioned at the center of the span, 5 or more monitoring points are arranged on the foundation of each monitoring section and the point surface of the support corresponding to the center line of the concrete beam, and two rows are arranged in the longitudinal bridge direction.
(3) And (3) processing the monitoring frequency and the result of the support prepressing:
1) before the support is loaded, monitoring and recording initial values of all monitoring points;
2) after each stage of loading is finished for 1h, carrying out deformation observation on the support, monitoring and recording the displacement of each monitoring point at intervals of 6h, and carrying out subsequent loading when the difference between the average values of the two adjacent monitoring displacements is not more than 2 mm;
3) after all the preloading loads are applied, monitoring and recording the displacement of each monitoring point at intervals of 6 h; when the difference of the average values of the monitoring displacement is not more than 2mm for continuous 12h, the pre-pressing load can be removed;
4) after the support is unloaded for 6h, the displacement of each monitoring point is monitored and recorded.
6. Observation of settlement
And carrying out settlement observation on the prefabricated section beams before and after the prefabricated section beams are assembled in a suspension mode, wherein settlement observation is carried out once every 2 hours within 10 hours after the prefabricated section beams are assembled, and then observation is carried out once every day. The sedimentation rate must not exceed 1mm/d and the final sedimentation amount must not exceed 2mm for three consecutive days. The schematic diagram of the settlement observation points is shown in fig. 7, the settlement observation points are uniformly arranged in the range of the support at the lower part of each sectional beam, the settlement and displacement conditions of the supports before and after the sectional beams are assembled are observed, the safe construction is ensured, and data are collected.
7. As shown in fig. 8, after settling is stabilized, the roof is subjected to permanent prestress through-put, tension, pressure drop and the like according to the design. The lower support can be disassembled after the roof is constructed by permanent prestress and meets the strength requirement.
8. Removal of a support
(1) Demolition time
The prefabricated section beam support system can be dismantled after the prestressed steel strands are tensioned and grouted for 48 hours.
(2) Dismantling sequence
The support dismantling program complies with dismantling after first supporting and then dismantling first; firstly, disassembling a non-bearing part and then disassembling a bearing part from top to bottom; the top support is loosened to separate the bottom beam plate, the flange plate bottom die and the beam body. When the frame is disassembled, the box girder wing plate rear bottom plate must be disassembled firstly, and the box girder wing plate rear bottom plate must be symmetrically disassembled from the midspan to two sides. The support is dismantled and should be divided into two stages and go on, firstly from striding middle symmetry toward both ends pine support once, the symmetry is again followed the midspan and is torn open toward both ends, must have technical staff with the shift commander and inspection at whole a rack process of tearing open moreover to prevent to tear open the rack and produce too big instantaneous load and cause unnecessary construction crack, the continuous beam that collapses more should be simultaneously from striding middle symmetry and tear open the rack.
Fourthly, construction benefit analysis
The construction of the second standard section project of the four ring sections of the Zhengzhou city four ring line and the big river road rapid engineering has the total construction cost of 19.8 hundred million and the planned construction period of 540 calendar days. Adopt dish to detain formula scaffold frame have efficient, the dismouting is simple and convenient, the frame maintenance is few, loading and unloading are swift, the transportation is convenient, deposit easily, save material save time, avoided losing of bolt operation and scattered fastener totally losing, connect assemble tear speed open than ordinary bowl knot formula scaffold frame fast more than 5 times, accelerated the construction progress, turnover efficiency reaches more than 5 times.
The construction cost has been saved to the dish knot scaffold frame generally, and novel dish knot formula supporting legs scaffold frame expense is cheaper than ordinary scaffold frame to the expense is more controllable, has saved labour cost, material cost and has totally 225 ten thousand yuan.
While the present invention has been described in detail with reference to the drawings and the embodiments, those skilled in the art will understand that various specific parameters in the above embodiments can be changed without departing from the spirit of the present invention, and a plurality of specific embodiments are formed, which are common variation ranges of the present invention, and will not be described in detail herein.
Claims (8)
1. A rapid construction method of a prefabricated segmental beam is characterized by comprising the following steps:
(1) after foundation treatment, measuring and positioning;
(2) setting up a disc buckle support: placing an adjustable base according to the position of the positioning pay-off, adjusting the handle to the same height, and inserting the upright rod; locking the floor sweeping rod, the cross rod and the diagonal draw bar on the vertical rod; after the inspection is qualified, erecting the upper standard layer frame body, and synchronously erecting the reinforcing piece, the diagonal rod and the scaffold;
(3) laying a main beam and a secondary beam, and placing a jack: the main ridge is laid on the adjustable jacking at the top of the disc buckle support; the secondary ridges are laid on the tops of the main ridges and are firmly welded with the main ridges; a jack and a beam adjusting trolley are arranged on the upper part of the secondary edge;
(4) carrying out a pre-pressing test on the bracket system;
(5) carrying out settlement observation on the prefabricated section beams before and after the prefabricated section beams are assembled in a suspension mode, wherein the settlement observation is carried out once every 2 hours within 10 hours after the prefabricated section beams are assembled, and then the settlement observation is carried out once every day; the sedimentation rate can not exceed 1mm/d for three consecutive days, and the final sedimentation amount does not exceed 2 mm;
(6) after settling is stable, carrying out permanent prestress beam penetration, tensioning and pressure drop on the top plate according to design; finishing the permanent prestress construction of the top plate;
(7) after the prestressed steel strand is tensioned and grouted for 45-55 hours, the support is removed; when the support is dismounted, firstly, the support is firstly symmetrically loosened from the midspan to the two ends, and then the support is symmetrically dismounted from the midspan to the two ends; and (5) obtaining the finished product.
2. The rapid construction method of the precast segmental beam as claimed in claim 1, wherein in the step (2), the first layer of the coil fastener scaffold is staggered by adopting vertical rods with different lengths, and the vertical distance is staggered by not less than 500 mm.
3. The method for rapid construction of precast segmental beams according to claim 1, wherein the erection is performed in the order of corner to edge, outside to inside in the step (2).
4. The rapid construction method of a precast segmental beam as claimed in claim 1, wherein the verticality of the frame body is not more than 3% o in the step (2).
5. The rapid construction method of the precast segmental beam as claimed in claim 1, wherein in the step (2), the plate buckle support comprises an upright rod, a cross rod, a diagonal draw rod, a ground sweeping rod and an adjustable bottom support, the upright rod is connected by a sleeve socket, the cross rod and the diagonal draw rod are clamped into an upright rod connecting plug plate by a rod end and a joint, the cross rod and the diagonal draw rod are connected by a wedge-shaped plug pin, and a cross brace and a column holding point are set according to the specification to form a structure system with unchanged geometry.
6. The rapid construction method of precast segmental beam according to claim 1, wherein in the step (2), the ramp area coil brace erection parameters are: transverse spacing of vertical rods along the bridge direction: 900 mm; horizontal bridge direction pole setting horizontal spacing: 900 mm; horizontal rod step pitch: 1500 mm; the distance between the sweeping rod and the ground is as follows: not more than 500 mm; the vertical and horizontal installation is carried out.
7. The rapid construction method of precast segmental beam as claimed in claim 1, wherein in the step (2), the buckling support erection parameters of the main line segmental beam section are: transverse spacing of vertical rods along the bridge direction: 900 mm; horizontal bridge direction pole setting horizontal spacing: 600 mm; horizontal rod step pitch: 1500 mm; the distance between the sweeping rod and the ground is as follows: not more than 500 mm; the vertical and horizontal installation is carried out.
8. The rapid construction method of the precast segmental beam as claimed in claim 1, wherein in the step (3), the beam-adjusting trolley is moved into position during the segmental beam assembly, and is adjusted in three directions according to longitudinal and transverse slopes; and after the adjustment is finished, a jack is used for jacking the segment beam, and the beam adjusting trolley is withdrawn for adjusting the next segment beam.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010449896.7A CN111549678A (en) | 2020-05-25 | 2020-05-25 | Rapid construction method of prefabricated segmental beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010449896.7A CN111549678A (en) | 2020-05-25 | 2020-05-25 | Rapid construction method of prefabricated segmental beam |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111549678A true CN111549678A (en) | 2020-08-18 |
Family
ID=72005069
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010449896.7A Pending CN111549678A (en) | 2020-05-25 | 2020-05-25 | Rapid construction method of prefabricated segmental beam |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111549678A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112454649A (en) * | 2020-11-23 | 2021-03-09 | 中铁大桥局第九工程有限公司 | Segment beam linear control point embedding tool, machining method and embedding method |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101985826A (en) * | 2010-09-19 | 2011-03-16 | 湖南路桥建设集团公司 | Construction method for high-altitude section prefabricating, beam moving, beam storing and assembling of large concrete box beam |
| CN203905444U (en) * | 2014-04-23 | 2014-10-29 | 中国建筑股份有限公司 | Adjustable supporting nut of building construction scaffold |
| CN204212384U (en) * | 2014-11-11 | 2015-03-18 | 中建八局第一建设有限公司 | A kind of combined type full hall construction bearing support |
| JP2016217001A (en) * | 2015-05-20 | 2016-12-22 | 株式会社技研製作所 | Elevated structure construction method |
| CN107201827A (en) * | 2016-03-16 | 2017-09-26 | 中铁十五局集团有限公司 | Pre-pressing bracket construction method based on settlement observation |
| CN110158487A (en) * | 2019-06-04 | 2019-08-23 | 中铁九局集团第七工程有限公司 | It is glued assembling construction engineering method in single-track railway simple supported box beam segment |
| CN111005324A (en) * | 2020-01-03 | 2020-04-14 | 中建七局安装工程有限公司 | Support-free suspension and locking construction method for assembled type segmental box girder |
| CN111188276A (en) * | 2020-01-17 | 2020-05-22 | 中铁电气化局集团有限公司 | Segmental beam sliding and assembling construction method |
-
2020
- 2020-05-25 CN CN202010449896.7A patent/CN111549678A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101985826A (en) * | 2010-09-19 | 2011-03-16 | 湖南路桥建设集团公司 | Construction method for high-altitude section prefabricating, beam moving, beam storing and assembling of large concrete box beam |
| CN203905444U (en) * | 2014-04-23 | 2014-10-29 | 中国建筑股份有限公司 | Adjustable supporting nut of building construction scaffold |
| CN204212384U (en) * | 2014-11-11 | 2015-03-18 | 中建八局第一建设有限公司 | A kind of combined type full hall construction bearing support |
| JP2016217001A (en) * | 2015-05-20 | 2016-12-22 | 株式会社技研製作所 | Elevated structure construction method |
| CN107201827A (en) * | 2016-03-16 | 2017-09-26 | 中铁十五局集团有限公司 | Pre-pressing bracket construction method based on settlement observation |
| CN110158487A (en) * | 2019-06-04 | 2019-08-23 | 中铁九局集团第七工程有限公司 | It is glued assembling construction engineering method in single-track railway simple supported box beam segment |
| CN111005324A (en) * | 2020-01-03 | 2020-04-14 | 中建七局安装工程有限公司 | Support-free suspension and locking construction method for assembled type segmental box girder |
| CN111188276A (en) * | 2020-01-17 | 2020-05-22 | 中铁电气化局集团有限公司 | Segmental beam sliding and assembling construction method |
Non-Patent Citations (6)
| Title |
|---|
| 无: "《华中路桥助力郑州"四环大高架"城市建设暨郑州市四环线及大河路快速化工程节段桥梁架设》", 《HTTP://WWW.HUAZHONG.CN/NEWS/4/#C_NEWS_LIST-15300809189998491-11》 * |
| 无: "《华中路桥助力郑州"四环大高架"城市建设暨郑州市四环线及大河路快速化工程节段桥梁架设》", 《HTTP://WWW.HUAZHONG.CN/NEWS/4/#C_NEWS_LIST-15300809189998491-11》, 13 April 2019 (2019-04-13), pages 1 - 5 * |
| 李晋: "节段梁拼装施工关键工艺的几点思考", 《兰州交通大学学报》 * |
| 李晋: "节段梁拼装施工关键工艺的几点思考", 《兰州交通大学学报》, 28 February 2020 (2020-02-28), pages 1 - 8 * |
| 马春雷: "桥梁工程现浇箱梁盘扣式满堂支架施工技术", 《四川建材》 * |
| 马春雷: "桥梁工程现浇箱梁盘扣式满堂支架施工技术", 《四川建材》, 30 April 2020 (2020-04-30), pages 112 - 113 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112454649A (en) * | 2020-11-23 | 2021-03-09 | 中铁大桥局第九工程有限公司 | Segment beam linear control point embedding tool, machining method and embedding method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108004928B (en) | A kind of asymmetric rigid frame-continuous girder construction technology | |
| CN100441779C (en) | Space-precasting translation-emplacing method for bridge construction | |
| CN110184950B (en) | Construction method for rebuilding and expanding new bridge at original site of bridge under condition of ensuring communication | |
| CN110004832B (en) | Large-span cantilever truss type bent cap bracket system and construction method | |
| CN110331668A (en) | A kind of back-cable-free cable-stayed bridge inclined in two-way V-shaped bridge tower construction method | |
| CN107841953B (en) | High-altitude oblique crossing Liang Doupo side span cast-in-situ section construction support and construction method | |
| CN212925807U (en) | Cast-in-place continuous box girder side span straightway template support system | |
| CN108842624B (en) | High pier cast-in-place cover beam composite cantilever formwork system and construction method | |
| CN102797223B (en) | Construction method for cast-in-place of continuous beam at turnout junction for passenger transport line in seawall area by false work method | |
| CN113565010A (en) | Gate-type pier cross beam construction method and formwork | |
| CN112609595A (en) | Construction method for closure section of beam-arch combined rigid frame bridge | |
| DE112022001701T5 (en) | Basket-shaped, large-span swallow-style steel box arch bridge with specially shaped arch ribs and its rapid construction method | |
| CN111395182A (en) | Bent cap formwork erecting method | |
| CN111549678A (en) | Rapid construction method of prefabricated segmental beam | |
| CN108827683A (en) | A kind of bridge bracket reverse drawing precompressed mechanism and its pre- pressure detection method | |
| CN113186836A (en) | Construction method of brand-new prestress integral bridge falsework | |
| CN211079936U (en) | Novel assembled high-shear-resistance bailey bracket | |
| CN112301896A (en) | Construction process of box girder support system | |
| CN102493363A (en) | Quick construction method for segment No.0 of continuous beam | |
| CN110565540A (en) | Novel assembly type high-shear-resistance bailey bracket and construction method thereof | |
| CN210684479U (en) | Concrete cast-in-place support of adjustable slope | |
| CN112726517A (en) | Construction method of aqueduct above bridge | |
| CN114086473A (en) | High pier cast-in-place beam support and construction method thereof | |
| CN208459041U (en) | A kind of bridge bracket reverse drawing precompressed mechanism | |
| CN111501531A (en) | Construction method of V-shaped thin-wall pier and 0# block main beam supporting system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20200818 |
|
| RJ01 | Rejection of invention patent application after publication |