CN114045752B - Floating crane aerial positioning cantilever assembling method for large-section steel truss box girder - Google Patents
Floating crane aerial positioning cantilever assembling method for large-section steel truss box girder Download PDFInfo
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- CN114045752B CN114045752B CN202111345430.3A CN202111345430A CN114045752B CN 114045752 B CN114045752 B CN 114045752B CN 202111345430 A CN202111345430 A CN 202111345430A CN 114045752 B CN114045752 B CN 114045752B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 428
- 239000010959 steel Substances 0.000 title claims abstract description 428
- 238000000034 method Methods 0.000 title claims abstract description 38
- 238000010276 construction Methods 0.000 claims abstract description 34
- 238000009434 installation Methods 0.000 claims description 26
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 14
- 230000008569 process Effects 0.000 claims description 8
- 229910052742 iron Inorganic materials 0.000 claims description 7
- 239000004576 sand Substances 0.000 claims description 7
- 238000005266 casting Methods 0.000 claims description 4
- 230000008859 change Effects 0.000 claims description 4
- 238000010206 sensitivity analysis Methods 0.000 claims description 4
- 238000012544 monitoring process Methods 0.000 claims description 3
- 238000009966 trimming Methods 0.000 abstract 1
- 238000013461 design Methods 0.000 description 11
- 210000001503 joint Anatomy 0.000 description 7
- 238000004080 punching Methods 0.000 description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- 238000010586 diagram Methods 0.000 description 5
- 239000000463 material Substances 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 2
- 230000005856 abnormality Effects 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 230000009194 climbing Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
Classifications
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- 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
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- 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
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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- 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
- E01D21/10—Cantilevered erection
Abstract
The invention discloses a floating crane aerial positioning cantilever assembling method of a large-section steel truss box girder, which comprises the following steps: 1. temporary buttresses (1) are arranged on two sides of the bridge, temporary supports (2) are arranged on the temporary buttresses, and an assembly platform and a girder dropping jack (8) are arranged on the temporary supports; 2. the assembly platform is provided with steel box girder sliding equipment; 3. the steel box girders and the rods are transported to a construction site, wherein the steel box girders comprise side span steel box girders (71) and middle span steel box girders (72); 4. the plurality of sections of side span steel box girders are symmetrically arranged from two ends of the bridge to the middle section one by one, and rod pieces are arranged on the side span steel box girders to form side span steel truss box girders; 5. a plurality of middle-span steel box girders are arranged between two bank side-span steel truss box girders section by section from side parts to the middle part, and are closed at the middle part of the bridge; a rod piece is arranged on the midspan steel box girder to form a middle overhanging steel truss box girder; 6. and (3) trimming the line type, mounting the support and dismantling all temporary buttresses and temporary supports of the steel truss box girder and the middle overhanging steel truss box girder.
Description
Technical Field
The invention relates to a construction method for bridge assembly, in particular to a method for assembling a floating crane overhead positioning cantilever of a large-section steel truss box girder.
Background
The assembled steel bridge is generally suitable for emergency accidents, so that the assembled steel bridge is required to have the characteristics of light structure, strong maneuverability, convenient transportation, rapid assembly, strong adaptability and the like, and can be widely applied to the aspects of rush repair in war, rapid construction of highway bridges and temporary highway temporary bridges, auxiliary highway construction and the like in normal times for flood control and disaster relief recovery. In the existing construction process, when the large-section cantilever of the steel structure bridge is positioned at high altitude, the large-section cantilever is affected by the construction operation on water, and the construction requirement of high-altitude accurate splicing is difficult to reach, so that the cantilever installation efficiency and the cantilever installation quality are difficult to guarantee. Meanwhile, the large-section cantilever which is not configured in the existing construction process is pulled, moved and slid by a traction device, so that the bolting accuracy between cantilever sections is difficult to guarantee.
Disclosure of Invention
The invention aims to provide a floating crane aerial positioning cantilever assembling method for a large-section steel truss box girder, which can improve the high-altitude assembling efficiency and accuracy of the steel box girder.
The invention is realized in the following way:
a floating crane aerial positioning cantilever assembling method of a large-section steel truss box girder comprises the following steps:
step 1: a plurality of installation nodes are respectively arranged on two sides of a bridge, a temporary buttress is arranged between each installation node and the ground, a temporary support is arranged on the temporary buttress along the length direction of the bridge, and an assembly platform and a girder dropping jack are arranged on the temporary support;
step 2: arranging steel box girder sliding equipment on the assembly platform along the length direction of the bridge;
step 3: transporting the steel box girder and the rod pieces to a construction site, wherein the steel box girder comprises a plurality of side span steel box girders and a plurality of middle span steel box girders;
step 4: hoisting side span steel box girders to an assembly platform by a floating crane, symmetrically installing a plurality of sections of side span steel box girders from the two shore ends of a bridge to the middle part section by section, and installing rods on the side span steel box girders to form side span steel truss box girders;
step 5: hoisting a midspan steel box girder to an assembly platform through a floating crane and an automobile crane, installing a plurality of sections of midspan steel box girders from side parts to middle parts between the side span steel truss box girders on two sides section by section, and closing the middle parts of the bridges; a rod piece is arranged on the midspan steel box girder to form a middle overhanging steel truss box girder;
step 6: and (3) adjusting the line types of the side span steel truss box girder and the middle overhanging steel truss box girder, installing a support, removing all temporary piers and temporary supports, and continuing the construction of the rest work of the bridge deck.
In the step 2, the steel box girder sliding equipment comprises a dragging track girder and a dragging trolley, wherein a pair of dragging track girders are arranged on the temporary support, dragging tracks with limit stops at two ends are arranged on the dragging track girders, the dragging trolley is arranged on the dragging track and can slide along the dragging track, and an assembling stand column is arranged on the dragging track girders.
In the step 3, the member comprises a lower chord member, a web member, an upper chord member and a cantilever arm, and the steel box girder, the lower chord member, the web member, the upper chord member and the cantilever arm are spliced into a steel truss box girder structure.
In the step 4, from the end part to the middle part of the bridge, the plurality of side span steel box girders sequentially comprise a first side span steel box girder, a second side span steel box girder, … and an nth side span steel box girder, n is a natural number more than or equal to 2, and n is a double number; the hoisting method of the side span steel truss box girder comprises the following steps:
step 4.1: a lower chord member is arranged at one end of the bridge and at one side of the first side span steel box girder;
step 4.2: hoisting the first side span steel box girder and a lower chord member at one side of the first side span steel box girder to a traction trolley of the steel box girder sliding equipment through a floating crane;
step 4.3: hoisting a lower chord on the other side of the first side span steel box girder to a traction trolley of the steel box girder sliding equipment through a floating crane, and fixedly connecting the lower chord with the other side of the first side span steel box girder;
step 4.4: repeating the steps 4.1-4.3, and symmetrically installing second section edge span steel box girders at the other end of the bridge;
step 4.5: the first side span steel box girder and the second side span steel box girder are respectively slipped to the installation position along the dragging track of the steel box girder slipping equipment by the dragging trolley of the steel box girder slipping equipment and are supported by the supporting piece on the temporary buttress;
step 4.6: repeating the steps 4.1-4.5, sliding the third side span steel box girder and the fourth side span steel box girder to the installation position, splicing the third side span steel box girder with the first side span steel box girder, and splicing the fourth side span steel box girder with the second side span steel box girder;
step 4.7: a web member is respectively arranged on the lower chord member of the first side span steel box girder, the lower chord member of the second side span steel box girder, the lower chord member of the third side span steel box girder and the lower chord member of the fourth side span steel box girder through an automobile crane, and an upper chord member is arranged on the web member;
step 4.8: repeating the steps 4.1-4.7 until the assembly of the side span steel truss box girders on two sides of the bridge is completed;
step 4.9: a jack is arranged on a main pier of the bridge, a side span steel truss box girder at one end of the bridge is subjected to girder falling through switching of the girder falling jack and the jack, a steel buttress is arranged on a temporary buttress, and the side span steel truss box girder after girder falling is temporarily supported;
step 4.10: repeating the step 4.9 to finish the beam falling of the side span steel truss box beam at the other end of the bridge, wherein the beam falling height of the side span steel truss box beam at the other end of the bridge is smaller than that of the side span steel truss box beam at one end of the bridge;
step 4.11: the traction trolley is used for dismantling the steel box girder sliding equipment below the side span steel truss box girder at the other end of the bridge from top to bottom.
And casting iron sand concrete at the first side span steel box girder and the third side span steel box girder, and casting iron sand concrete at the second side span steel box girder and the fourth side span steel box girder.
From the end part to the middle part of the bridge, the plurality of sections of midspan steel box girders sequentially comprise a first section of midspan steel box girders, a second section of midspan steel box girders, … and an mth section of midspan steel box girders, m is a natural number more than or equal to 2, and m is singular; the hoisting method of the middle overhanging steel truss box girder comprises the following steps:
step 5.1: a lower chord member is arranged at one end of the bridge and at one side of the first midspan steel box girder;
step 5.2: hoisting the first midspan steel box girder and a lower chord on one side of the first midspan steel box girder to an installation position through a floating crane, and splicing the first midspan steel box girder with the (n-1) th side span steel box girder;
step 5.3: hoisting a lower chord member at the other side of the first midspan steel box girder by a floating crane;
step 5.4: repeating the steps 5.1-5.3, and splicing a second midspan steel box girder on the nth side span steel box girder at the other end of the bridge;
step 5.5: an upper chord member is arranged on the first midspan steel box girder through an automobile crane, and a web member is arranged on the upper chord member; installing an upper chord on the second midspan steel box girder, and installing a web member on the upper chord;
step 5.6: repeating the steps 5.1-5.5 until the installation of the midspan steel box girder and the upper chord member and the web member of the section (m-1) is completed;
step 5.7: the girder dropping jack below the side span steel truss box girders on two sides of the bridge is adjusted, so that the tail end of the (m-1) th middle span steel box girder and the tail end of the (m-2) th middle span steel box girder are closed in a stress-free state through the m th middle span steel box girder;
step 5.8: and hoisting the rest upper chord members, web members and cantilever arms through the automobile crane, and splicing to complete the steel truss box girder structure.
Before the mth midspan steel box girder is closed, continuously monitoring the elevation of the tail end of the closed-mouth steel box girder and the corresponding atmospheric temperature for 24-48 hours, drawing a temperature-elevation change curve, carrying out temperature sensitivity analysis on the tail end of the steel box girder, and determining the closure temperature and closure time.
In the process of assembling side span steel box girders and middle span steel box girders, calculating the downwarping of the assembled steel box girders according to modeling, and if the steel box girders are downwarping, pre-lifting the assembled steel box girders during assembling, wherein the pre-lifting degree is consistent with the downwarping height.
Compared with the prior art, the invention has the following beneficial effects:
according to the invention, the elevation of the end of the cantilever at the joint opening and the corresponding atmospheric temperature are continuously monitored for 24-48 hours before the main span is closed, a temperature-elevation change curve is drawn, the temperature sensitivity analysis of the cantilever section is carried out, the data are analyzed, the optimal closure temperature and closure time are determined, after the dragging and sliding installation of the steel truss box girder at the two sides is completed, the side span falling girder is carried out to the designed position, the permanent balance weight iron sand concrete at the side span is poured, the anti-overturning safety coefficient of the main span cantilever is improved, the structure pre-camber is reversely set according to constant load +1/2 live load displacement according to the design requirement, the rod linear system is determined according to the design vertical curve +pre-camber, the pre-camber is not required to be additionally set, the difficulty of workers in erecting the cantilever is reduced, the possibility of reworking is reduced, the pre-camber value is required to be installed according to the cantilever section pre-camber value calculated by modeling, the pre-lifting is required to be carried out when the cantilever of the steel truss box girder of each section is installed at the main span, the bridge installation line is monitored in real time, and the line shape is ensured to meet the design requirement, and the safety of the cantilever assembly is improved.
Drawings
FIG. 1 is a flow chart of a method for assembling a floating crane aerial positioning cantilever of a large-section steel truss box girder of the invention;
FIG. 2 is a construction schematic diagram of step 1 in the floating crane aerial positioning cantilever assembly method of the large-section steel truss box girder of the invention;
FIG. 3 is a side view of the installation of the bottom chord of the floating crane aerial positioning cantilever assembly method of the large section steel truss box girder of the present invention;
FIG. 4 is a schematic diagram of the installation of a side span steel box girder in the floating crane aerial positioning cantilever assembly method of the large-section steel truss box girder of the invention;
FIG. 5 is a schematic diagram of the rod installation of a side span steel box girder in the floating crane aerial positioning cantilever assembly method of the large-section steel truss box girder of the invention;
FIG. 6 is a schematic construction diagram of step 5 in the method for assembling a floating crane aerial positioning cantilever of a large-section steel truss box girder of the present invention;
fig. 7 is a construction schematic diagram of step 6 in the floating crane aerial positioning cantilever assembling method of the large-section steel truss box girder.
In the figure, a temporary buttress 1, a temporary bracket 2, a floating crane 3, an automobile crane 4, a 51 towing trolley, a 52 towing track beam, a 61 lower chord, a 62 web member, a 63 upper chord, a 71 side span steel box girder, a 72 middle span steel box girder and an 8 drop girder jack.
Detailed Description
The invention will be further described with reference to the drawings and the specific examples.
Referring to fig. 1, a method for assembling a floating crane aerial positioning cantilever of a large-section steel truss box girder comprises the following steps:
the construction preparation is needed before the assembly operation: and organizing material approach according to construction schedule in the construction process. The method comprises the steps of compiling a detailed material plan, for a steel plate required by a bridge, requesting to arrive in place 5 days before starting, compiling a construction navigation safety guarantee scheme, and timely transacting underwater and above-water construction licenses for maritime departments. Before construction, the ship and the floating crane 3 equipment report checking and accepting work are processed, the steel member transportation route is investigated, and smooth transportation of the steel member to the bridge site is ensured.
Referring to fig. 1 and 6, step 1: the bridge is characterized in that a plurality of installation nodes are respectively arranged on two sides of the bridge, a temporary buttress 1 is arranged between each installation node and the ground, a temporary support 2 is arranged on the temporary buttress 1 along the length direction of the bridge, and an assembly platform and a girder dropping jack 8 are arranged on the temporary support 2.
The number of temporary buttresses 1 can be adjusted according to the length of the bridge, preferably, the direction from the end part to the middle part of the bridge can be sequentially provided with a 1# pier, a 2# pier, a 3# pier, a 4# pier, a 5# pier and a 6# pier, which respectively correspond to the 1# main pier, the 2# main pier, the 3# main pier, the 4# main pier, the 5# main pier and the 6# main pier of the bridge. And a temporary support 2 and an assembly platform are erected on the 3# pier to the 4# pier and the 5# pier to the 6# pier by using the 25t automobile crane 4 and are used for assembly and traction of the steel box girder.
Preferably, the temporary support 2, the assembly platform and the beam falling jack 8 can be erected at the 3# pier, the 4# pier, the 5# pier and the 6# pier by adopting the 25t automobile crane 4.
The assembling platform can be reversely hung on the lower part of the steel box girder in a hook-shaped manner, and meanwhile, the stress is assisted by using the checking track. The width of the assembly platform is about 0.8m, the height is 1m, the main structure adopts 75X 5mm angle steel as the vertical rod, 50X 5mm angle steel as the stepping rod, 4mm pattern steel plates are paved on the assembly platform through the length, and 12a channel steel is used as the main bearing rod; and the splicing platform is manufactured in a segmented mode, and when the cantilever arm is installed in the later period, the construction platform can be lengthened, so that the construction is convenient.
Step 2: and arranging steel box girder sliding equipment on the assembly platform along the length direction of the bridge.
Referring to fig. 2, 4 and 5, the steel box girder sliding device comprises a dragging track girder 52 and a dragging trolley 51, wherein a pair of dragging track girders 52 are arranged on a temporary support 2, and the girder top elevation and straightness deviation of the dragging track girders 52 are less than or equal to 3mm. The dragging tracks with limit stops at two ends are arranged on a pair of dragging track beams 52, the tops of support cushion stones of the dragging track beams 52 are leveled by grouting materials, the elevation is controlled to be 5-10mm lower than the design elevation, then the center line of the support is discharged on the cushion stones, and the height difference of four corners of the support is not more than 1mm. The pulling trolley 51 is provided on the pulling rail and can slide along the pulling rail, and the sliding range of the pulling trolley 51 is limited by the limit stop. The traction track beam 52 is provided with an assembling upright post for assembling the steel box girder.
Preferably, the trailing track beam 52 may be constructed using bailey pieces. Before the steel box girder is pulled, the settlement of each buttress is retested, and the spacing of the pulling track girders 52 is retested, so that the pulling track is ensured to be smooth.
Please refer to fig. 3 to fig. 7, step 3: the steel box girder, which includes a plurality of side span steel box girders 71 and a plurality of middle span steel box girders 72, and the rods are transported to a construction site.
Referring to fig. 3, 5 to 7, the steel box girder is preferably transported to a construction site by water transport, and the rod is transported to the construction site by land transport; the member bar comprises a lower chord member 61, a web member 62, an upper chord member 63 and a cantilever arm, and the steel box girder, the lower chord member 61, the web member 62, the upper chord member 63 and the cantilever arm are spliced into a steel truss box girder structure. The splicing of the steel box girder, the lower chord member 61, the web member 62, the upper chord member 63 and the cantilever arm can be determined according to the design requirement of the steel truss box girder structure, the pre-camber of the structure is reversely set according to constant load plus 1/2 live load displacement according to the design requirement and modeling calculation, and the rod linear system is determined according to the design vertical curve plus the pre-camber.
The steel box girder is designed and processed according to the drawing of the bridge, and is slipped onto the cargo ship after being accepted, and is transported to a construction site through 800t cargo ship water transportation. The water transportation process comprises the following steps: the method comprises the steps of berthing, steel box girder sliding shipping, binding and fixing, sailing to a bridge construction site, ship positioning, binding release, steel box girder ship unloading and ship returning.
Step 4: the side span steel box girders 71 are hoisted to an assembly platform through the floating crane 3, a plurality of sections of side span steel box girders 71 are symmetrically installed from two shore ends of a bridge to the middle section by section, and rod pieces are installed on the side span steel box girders 71 to form side span steel truss box girders.
Referring to fig. 3 to 5, from the end to the middle of the bridge, the plurality of side span steel box girders 71 sequentially comprise a first side span steel box girder, a second side span steel box girder, …, and an nth side span steel box girder, n is a natural number greater than or equal to 2, and n is a double number. The hoisting method of the side span steel truss box girder comprises the following steps:
step 4.1: at one end of the bridge, the lower chord 61 is installed at one side of the first side span steel box girder, preferably, the first side span steel box girder and the lower chord 61 at one side thereof can be transported to a construction site after being assembled into a whole at a factory.
Step 4.2: the first side span steel box girder and the lower chord 61 on one side thereof are hoisted to the pulling trolley 51 of the steel box girder sliding device by the floating crane 3.
The first side span steel box girder (comprising the single-side lower chord 61) and the second side span steel box girder (comprising the single-side lower chord 61) are 178.08t in weight, and the 200t floating crane 3 can be used for hoisting the side span steel box girder 71. At the moment, the large arm length of the 200t floating crane 3 is 36m, the arm support base is 5m to the bow, the lifting hook is 13m to the ship bow, the rated lifting weight is 200t and is larger than the single-point weight 178.08t, and the lifting requirements of the steel box girder and the floating crane 3 are met.
After the weight of the side span steel box girder 71 is completely fallen on the pulling trolley 51, the situation that whether the structure of the temporary support 2 is deformed or not and whether the connecting weld joint is cracked or not is observed, and after the condition of the temporary support 2 is good is confirmed, the temporary support can be unhooked.
Step 4.3: the lower chord 61 on the other side of the first side span steel box girder is hoisted to the pulling trolley 51 of the steel box girder sliding device through the floating crane 3, and the lower chord 61 is fixedly connected with the other side of the first side span steel box girder.
Preferably, two pulling trolleys 51 can be arranged on one pulling track, and splicing columns are arranged on the other pulling track, so that the lower chord 61 is convenient to hoist.
Step 4.4: and (4) repeating the steps 4.1-4.3, and symmetrically installing second section edge span steel box girders at the other end of the bridge.
Step 4.5: the first and second side span steel box girders are slid to the installation position along the pulling rails of the steel box girder sliding apparatus by the pulling trolleys 51 of the steel box girder sliding apparatus, respectively, and are supported by the supports on the temporary buttresses 1.
Preferably, 4 dragging trolleys 51 with 100t three-dimensional girder dropping jacks 8 can be adopted for dragging operation by the side span steel box girder 71, the front dragging trolleys 51 and the rear dragging trolleys 51 are rigidly connected, the braking of the dragging trolleys 51 is ensured to be stable, obstacles on a dragging track are cleared, and the dragging track is ensured to have no steps, weld marks and the like. When the side span steel box girder 71 reaches the installation position, the axis mileage is compounded, and the three-dimensional girder dropping jack 8 with 100t on the 4 traction trolleys 51 is utilized for fine adjustment and positioning.
Step 4.6: and (4) repeating the steps 4.1-4.5, sliding the third side span steel box girder and the fourth side span steel box girder to the installation position, splicing the third side span steel box girder with the first side span steel box girder, and splicing the fourth side span steel box girder with the second side span steel box girder.
And the first side span steel box girder and the third side span steel box girder are poured with iron sand concrete, the second side span steel box girder and the fourth side span steel box girder are poured with iron sand concrete for permanent counterweight, and the anti-overturning safety coefficient of the steel truss box girder structure is improved.
The weight of the third side span steel box girder (comprising the single-side lower chord member 61) and the fourth side span steel box girder (comprising the single-side lower chord member 61) is 148.29t, the large arm length of the 200t floating crane 3 is 36m, the arm support base is 5m from the bow, the lifting hook is 13m from the bow, the rated lifting weight is 200t, and the weight is more than 148.29t of a single point, thereby meeting the lifting requirements of the steel box girder and the floating crane 3. The weight of the fifth section side span steel box girder (comprising the single-side lower chord member 61) and the sixth section side span steel box girder (comprising the single-side lower chord member 61) is 132.13t, the large arm length of the 200t floating crane 3 is 36m, the arm support base is 5m from the bow, the lifting hook is 13m from the bow, the rated lifting weight is 200t, and the weight is larger than the single-point weight 132.13t, so that the lifting requirements of the steel box girder and the floating crane 3 are met. The weight of the seventh side span steel box girder (comprising the single-side lower chord member 61) and the eighth side span steel box girder (comprising the single-side lower chord member 61) is 158.72t, the large arm length of the 200t floating crane 3 is 36m, the arm support base is 5m from the bow, the lifting hook is 13m from the bow, the rated lifting weight is 200t, and the weight is larger than the single-point weight 158.72t, so that the lifting requirements of the steel box girder and the floating crane 3 are met. The weight of the ninth side span steel box girder (comprising the single-side lower chord member 61) and the tenth side span steel box girder (comprising the single-side lower chord member 61) is 176.98t, the large arm length of the 200t floating crane 3 is 36m, the arm support base is 5m from the bow, the lifting hook is 13m from the bow, the rated lifting weight is 200t, and the weight is larger than the single-point weight 176.98t, so that the lifting requirements of the steel box girder and the floating crane 3 are met.
The third side span steel box girder and the lower chord member 61 of the first side span steel box girder are not in the same straight line, and the butt joints between the box girders and between the cantilever girders and the cantilever girders are in a staggered shape. When the third side span steel box girder is pulled to the area between the lower chords 61 of the first side span steel box girder, the pulling speed is controlled by inching, the axial deviation of the first side span steel box girder and the third side span steel box girder is rechecked at any time, and the axial deviation is timely adjusted. When the first side span steel box girder and the third side span steel box girder are assembled, the lower chord member 61 of the first side span steel box girder and the lower chord member 61 of the third side span steel box girder are connected, when the web bolt holes of the lower chord member 61 of the first side span steel box girder are overlapped with the preassembled splice plate bolt holes on the web of the lower chord member 61 of the third side span steel box girder, 20% of punching nails are driven in, 10% of assembling bolts are driven in, and the bolts are screwed down by using a spanner. The splicing method of the fourth side span steel box girder and the second side span steel box girder is identical to the splicing method of the third side span steel box girder and the first side span steel box girder, and is not repeated here.
Step 4.7: the web member 62 is mounted on the lower chord 61 of the first side span steel box girder, the lower chord 61 of the second side span steel box girder, the lower chord 61 of the third side span steel box girder and the lower chord 61 of the fourth side span steel box girder, and the upper chord 63 is mounted on the web member 62, respectively, by the automobile crane 4.
Preferably, the upper chord 63 and web members 62 are mounted using a 100t truck crane 4. The bridge deck is provided with a pre-splicing jig frame, an upper chord 63 and a web member 62 are spliced into a whole, and primer is sprayed; the splice plate at the connecting part of the web member 62 and the lower chord member 61 is temporarily bolted to the joint of the web member 62, and the bolting bolt cannot be screwed, so that the splice plate has a movable gap; temporary construction walkways are arranged on the web members 62 and the upper chord members 63, the walkways are erected by scaffold steel pipes, and hooped on the rod pieces at intervals of 1.5-2 m; the station of the 100t automobile crane 4 on the ground is adjusted, the assembled upper chord member 63 and the corresponding web member 62 are integrally lifted, the cable rope is pulled, the attitude of the integral component in the air is adjusted, and the integral component slowly falls down to be aligned. In the lifting process, a command crane cooperation worker inserts the lower end of the web member 62 into the lower chord joint, preferentially matches with 1 bolt hole at the far end, quickly drives in positioning punching nails, then finely tunes the big arm of the automobile crane 4 to match with other bolt holes, drives in 20% of assembled punching nails, penetrates 10% of assembled bolts and is screwed by a spanner, and the butt joint of the matched web member 62 and the lower chord member 61 is sequentially adjusted from side span to midspan direction. After the joints are matched, 20% of assembled nails are immediately driven into the joints, 10% of assembled bolts are penetrated into the joints and are screwed up by a spanner, and all the joints are all provided with the nails and the bolts according to the requirements; the worker climbs up to the upper chord 63 to unhook by climbing the end web member 62. And finally, welding the third side span steel box girder, the first side span steel box girder, the fourth side span steel box girder and the second side span steel box girder, and performing high-bolt construction to finish splicing operation.
Step 4.8: and (4) repeating the steps 4.1-4.7 until the assembly of the side span steel truss box girder on the two sides of the bridge is completed.
Step 4.9: and a jack is arranged on a main pier of the bridge, the girder falling of the side span steel truss box girder at one end of the bridge is completed through the switching between the girder falling jack 8 and the jack, a steel buttress is arranged on the temporary buttress 1, and the side span steel truss box girder after girder falling is temporarily supported.
Preferably, 4 hydraulic jacks of 500t are respectively arranged at the pier tops of the 3# main pier and the 6# main pier, and 2 hydraulic jacks are arranged at the support seat on each main pier, namely 8 hydraulic jacks are arranged in total; and the pier tops of the 4# main pier and the 5# main pier are respectively provided with 500t hydraulic jacks, and 4 seats and 16 seats are arranged at the support seat of each main pier. Every two hydraulic jacks share one pump station. 8 500t girder dropping jacks 8 arranged on the pier tops of the 4# and 5# piers, 4 500t girder dropping jacks 8 arranged on the pier tops of the 3# and 6# piers are utilized to jack up and empty the side span steel truss box girder which is erected by 50mm, the rest is observed for 10 minutes, the welding seam and the rod piece deformation condition of the side span steel truss box girder are checked, and after no abnormality is confirmed, the side span steel truss box girder is supported by adopting a steel pad seat at a support.
Step 4.10: and 4.9, finishing the beam falling of the side span steel truss box girder at the other end of the bridge, wherein the beam falling height of the side span steel truss box girder at the other end of the bridge is smaller than that of the side span steel truss box girder at one end of the bridge.
Preferably, the girder is dropped through the switching of the hydraulic jack at the main pier and the pad seat, the girder dropping height is 100-200mm each time, the girder dropping height at one end of the bridge is 1950mm in total, and the girder dropping height at the other end of the bridge is about 200mm;
step 4.11: the steel box girder sliding equipment, the assembly platform and the temporary support 2 below the side span steel truss box girder at one end of the bridge are removed from top to bottom, and the dragging trolley 51 of the steel box girder sliding equipment below the side span steel truss box girder at the other end of the bridge is removed, so that the influence of the dragging trolley 51 on girder falling is avoided.
Referring to fig. 6, step 5: the middle span steel box girders 72 are hoisted through the floating crane 3 and the automobile crane 4, a plurality of sections of the middle span steel box girders 72 are installed from side parts to middle parts between the side span steel truss box girders on two sides one by one, and are closed at the middle parts of the bridges; the middle span steel box girder 72 is provided with a rod piece to form a middle overhanging steel truss box girder.
From the end to the middle of the bridge, the sections of midspan steel box girders 72 sequentially comprise a first section of midspan steel box girders, a second section of midspan steel box girders, … and an mth section of midspan steel box girders, m is a natural number more than or equal to 2, and m is singular. The hoisting method of the middle overhanging steel truss box girder comprises the following steps:
step 5.1: at one end of the bridge, a lower chord 61 is installed at one side of the first midspan steel box girder, and preferably, the first midspan steel box girder and the lower chord 61 at one side thereof may be transported to a construction site after being assembled into a whole at a factory.
Step 5.2: the first midspan steel box girder and the lower chord 61 on one side of the first midspan steel box girder are hoisted to the installation position through the floating crane 3, and the first midspan steel box girder is spliced with the (n-1) th side span steel box girder.
Preferably, a 200t floating crane 3 is used for hoisting a first section of middle span steel box girder and a lower chord member 61 on one side of the first section of middle span steel box girder, the floating crane 3 is commanded to adjust the position of the first section of middle span steel box girder to enable the first section of middle span steel box girder to be gradually close to an (n-1) th section of side span steel box girder, the far end 1 bolt hole is preferentially matched, positioning punching nails are quickly driven in, then the large arm of the floating crane 3 is adjusted to be matched with other bolt holes, 50% splicing punching nails are driven in, and a steel code plate with the thickness of more than 16mm is welded at an interval of 50cm between the butt joint positions of the first section of middle span steel box girder and the top surface and the bottom surface of the (n-1) th section of side span steel box girder. And then the floating crane 3 is commanded to slowly drop the hook, whether the spliced steel box girder is deformed or not is observed, whether the welding seam is cracked or not is judged, and after the condition of good spliced steel box girder is confirmed, the hook can be unhooked.
In order to ensure splicing construction, 3 workers are arranged on the web of each side lower chord member 61 when the middle span steel box girder 72 is in suspension splicing, the total number of workers is 12, 4 welders are arranged on the bridge deck, 4 welders are arranged on the bottom plate, 8 gas shielded welders are arranged on the bottom plate, and 8 electrician wrenches are arranged on the bottom plate.
The weight of the first section midspan steel box girder (comprising the single-side lower chord member 61) and the second section midspan steel box girder (comprising the single-side lower chord member 61) is 166.51t, at the moment, the 200t floating crane 3 has a large arm length of 36m, the arm support base is 5m from the bow, the lifting hook is 13m from the bow, and the lifting height is as follows: 12.034m (beam top elevation) -2.3m (perennial water level) +lifting appliance and steel wire rope occupy 15.6m=25.3 mm in height. When the main arm lifting hook of the 200t floating crane 3 is 7.9m away from the bow and the horizontal elevation angle is 70 degrees, the maximum lifting capacity can reach 183t more than 162.5t, the safety coefficient is 1.13, the main arm lifting height is 43m more than 25.3m and is more than a single-point weight 166.51t, and the steel beam lifting requirement is met.
At the moment, the self weight of the assembled steel box girder is calculated to be downwards bent by 8mm through modeling, and when the first section midspan steel box girder and the second section midspan steel box girder are assembled, the assembled steel box girder needs to be pre-lifted by 8mm, namely the assembled steel box girder is lifted by 8mm compared with the design elevation.
Step 5.3: the lower chord 61 on the other side of the first midspan steel box girder is hoisted by the floating crane 3.
When the floating crane 3 lifts the lower chord member 61 on the other side and the first midspan steel box girder, the far end 1 bolt hole is preferentially matched, positioning punching nails are quickly driven in, then the large arm is adjusted to be matched with other bolt holes, 50% splicing punching nails are driven in, and after the fact that the state of the spliced steel box girder is good is confirmed, the hook can be unhooked.
Step 5.4: and 5.1-5.3, splicing a second midspan steel box girder on the nth side span steel box girder at the other end of the bridge.
Step 5.5: an upper chord 63 is arranged on the first midspan steel box girder through the automobile crane 4, and a web member 62 is arranged on the upper chord 63; an upper chord 63 is mounted on the second midspan steel box girder, and a web member 62 is mounted on the upper chord 63.
Preferably, a 95t automobile crane 4 can be adopted, when in hoisting, the supporting legs of the automobile crane 4 are fully opened, and the supporting legs are used for shoveling 3X 3m X0.3 m road base plates, so that the steel box girder is protected.
Step 5.6: steps 5.1-5.5 are repeated until the installation of the midspan steel box girder and its upper chords 63 and web members 62 of section (m-1) is completed.
The weight of the third section midspan steel box girder (comprising the single-side lower chord member 61) and the fourth section midspan steel box girder (comprising the single-side lower chord member 61) is 169.76t, at the moment, the 200t floating crane 3 has a large arm length of 36m, the arm support base is 5m to the bow, the lifting hook is 13m to the bow, the rated lifting weight is 200t, and the weight is larger than the single-point weight of 169.76t, so that the steel girder lifting requirement is met. At the moment, the self weight of the assembled steel box girder is calculated to be 12mm downwards through modeling, and when the third section of midspan steel box girder and the fourth section of midspan steel box girder are assembled, the assembled steel box girder needs to be pre-lifted by 12mm, namely the assembled steel box girder is lifted by 12mm compared with the design elevation.
The weight of the fifth midspan steel box girder (comprising the single-side lower chord member 61) and the sixth midspan steel box girder (comprising the single-side lower chord member 61) is 134.69t, at the moment, the 200t floating crane 3 has a large arm length of 36m, the arm support base is 5m from the bow, the lifting hook is 13m from the bow, the rated lifting weight is 200t, and the weight is more than 134.69t, so that the steel girder lifting requirement is met. At the moment, the self weight of the assembled steel box girder is calculated to be 12mm downwards through modeling, and when the fifth midspan steel box girder and the sixth midspan steel box girder are assembled, the assembled steel box girder needs to be pre-lifted by 12mm, namely the assembled steel box girder is lifted by 12mm compared with the design elevation.
The weight of the seventh midspan steel box girder (comprising the single-side lower chord member 61) and the eighth midspan steel box girder (comprising the single-side lower chord member 61) is 122.03t, at the moment, the large arm length of the 200t floating crane 3 is 36m, the arm support base is 5m from the bow, the lifting hook is 13m from the bow, the rated lifting weight is 200t, and the weight is more than a single-point weight 122.03t, so that the steel girder lifting requirement is met. At the moment, the self weight of the assembled steel box girder is calculated to be 19mm downwards, and when the seventh midspan steel box girder and the eighth midspan steel box girder are assembled, the assembled steel box girder needs to be pre-lifted by 19mm, namely the assembled steel box girder is lifted by 19mm higher than the design elevation.
Step 5.7: and (3) adjusting beam falling jacks 8 below the side span steel truss box girders on two sides of the bridge, enabling the tail end of the (m-1) section midspan steel box girder to be closed with the tail end of the (m-2) section midspan steel box girder through the m section midspan steel box girder, and realizing the closure of the m section midspan steel box girder in a stress-free state.
Continuously monitoring the elevation of the tail end of the closure steel box girder and the corresponding atmospheric temperature for 24-48 hours before closure of the m-th midspan steel box girder, drawing a temperature-elevation change curve, carrying out temperature sensitivity analysis on the tail end of the steel box girder, analyzing the data, and determining the optimal closure temperature and closure time.
Step 5.8: the remaining upper chord 63, web members 62 and cantilever arms are hoisted by the automobile crane 4, and the steel truss box girder structure is spliced. Preferably, the cantilever arm is installed after closure of the m-th midspan steel box girder.
In the process of assembling the side span steel box girder 71 and the middle span steel box girder 72, the deflection of the assembled steel box girder can be calculated according to modeling, and if the steel box girder is deflected downwards, the assembled steel box girder is pre-lifted during assembling, and the pre-lifting degree is consistent with the deflection height.
Referring to fig. 7, step 6: the line type of the side span steel truss box girder and the middle cantilever steel truss box girder is adjusted, the mounting support is used for supporting the side span steel box, all temporary piers 1 and temporary supports 2 are removed, and construction of the bridge deck residual work is continued by including steel supports arranged on the temporary piers 1, girder falling jacks 8 and assembly platforms arranged on the temporary supports 2 and the like.
When the steel box girder is hoisted, the distance between the hoisting points of the floating crane 3 of the steel box girder of the full bridge is 18m along the width direction of the bridge deck, the horizontal elevation angle of a hoisting steel wire rope is 60 degrees, and the occupied heights of the hoisting tool and the steel wire rope are H=18×tan60 degrees/2=15.6m.
The bridge is a 42.5+80+42.5m three-span continuous steel truss bridge, an orthotropic steel bridge deck, and the cross section of the bridge is arranged as follows: 3m (sidewalk) +3.5m (non-motorized road) +2.5m (truss pole area) +10.75m (motorized road) +0.5m (crash barrier) +10.75m (motorized road) +2.5m (truss pole area) +3.5m (non-motorized road) +3m (sidewalk) =40+m, two main trusses are arranged in the transverse bridge direction, the center distance of the main trusses is 24.5m, a roadway steel box girder is arranged between the two main trusses, and a man non-cantilever beam is arranged outside the main trusses.
The foregoing description of the preferred embodiments of the invention is not intended to limit the scope of the invention, and therefore, any modifications, equivalents, improvements, etc. that fall within the spirit and principles of the invention are intended to be included within the scope of the invention.
Claims (5)
1. A floating crane aerial positioning cantilever assembling method of a large-section steel truss box girder is characterized by comprising the following steps: the method comprises the following steps:
step 1: a plurality of installation nodes are respectively arranged on two sides of a bridge, a temporary buttress (1) is arranged between each installation node and the ground, a temporary support (2) is arranged on the temporary buttress (1) along the length direction of the bridge, and an assembly platform and a girder dropping jack (8) are arranged on the temporary support (2);
step 2: arranging steel box girder sliding equipment on the assembly platform along the length direction of the bridge;
step 3: transporting the steel box girder and the rod pieces to a construction site, wherein the steel box girder comprises a plurality of side span steel box girders (71) and a plurality of middle span steel box girders (72);
step 4: hoisting side span steel box girders (71) to an assembly platform through a floating crane (3), symmetrically installing a plurality of sections of side span steel box girders (71) section by section from two bank ends of a bridge to the middle, and installing rod pieces on the side span steel box girders (71) to form side span steel truss box girders;
step 5: a middle span steel box girder (72) is hoisted to an assembly platform through a floating crane (3) and an automobile crane (4), a plurality of sections of middle span steel box girders (72) are installed between side span steel truss box girders on two sides section by section from side to middle, and are closed at the middle of a bridge; a rod piece is arranged on the midspan steel box girder (72) to form a middle overhanging steel truss box girder;
step 6: the line types of the side span steel truss box girder and the middle overhanging steel truss box girder are adjusted, a support is installed, all temporary piers (1) and temporary supports (2) are removed, and the construction of the rest work of the bridge deck is continued;
in the step 2, the steel box girder sliding equipment comprises a dragging track girder (52) and a dragging trolley (51), wherein a pair of dragging track girders (52) are arranged on the temporary support (2), dragging tracks with limit stops at two ends are arranged on the dragging track girders (52), the dragging trolley (51) is arranged on the dragging track and can slide along the dragging track, and an assembling upright post is arranged on the dragging track girders (52);
in the step 3, the member comprises a lower chord member (61), a web member (62), an upper chord member (63) and a cantilever arm, and the steel box girder, the lower chord member (61), the web member (62), the upper chord member (63) and the cantilever arm are spliced into a steel truss box girder structure;
in the step 4, from the end part to the middle part of the bridge, the plurality of side span steel box girders (71) sequentially comprise a first side span steel box girder, a second side span steel box girder, … and an nth side span steel box girder, n is a natural number more than or equal to 2, and n is a double number; the hoisting method of the side span steel truss box girder comprises the following steps:
step 4.1: a lower chord member (61) is arranged at one end of the bridge and at one side of the first side span steel box girder;
step 4.2: hoisting a first side span steel box girder and a lower chord member (61) at one side of the first side span steel box girder to a traction trolley (51) of the steel box girder sliding equipment through a floating crane (3);
step 4.3: hoisting a lower chord member (61) on the other side of the first side span steel box girder to a traction trolley (51) of the steel box girder sliding equipment through a floating crane (3), and fixedly connecting the lower chord member (61) with the other side of the first side span steel box girder;
step 4.4: repeating the steps 4.1-4.3, and symmetrically installing second section edge span steel box girders at the other end of the bridge;
step 4.5: the first side span steel box girder and the second side span steel box girder are respectively slipped to the installation position along the traction track of the steel box girder slipping equipment by a traction trolley (51) of the steel box girder slipping equipment and are supported by a supporting piece on the temporary buttress (1);
step 4.6: repeating the steps 4.1-4.5, sliding the third side span steel box girder and the fourth side span steel box girder to the installation position, splicing the third side span steel box girder with the first side span steel box girder, and splicing the fourth side span steel box girder with the second side span steel box girder;
step 4.7: a web member (62) is arranged on a lower chord member (61) of the first side span steel box girder, a lower chord member (61) of the second side span steel box girder, a lower chord member (61) of the third side span steel box girder and a lower chord member (61) of the fourth side span steel box girder respectively through an automobile crane (4), and an upper chord member (63) is arranged on the web member (62);
step 4.8: repeating the steps 4.1-4.7 until the assembly of the side span steel truss box girders on two sides of the bridge is completed;
step 4.9: a jack is arranged on a main pier of a bridge, a side span steel truss box girder at one end of the bridge is subjected to girder falling through the switching of a girder falling jack (8) and the jack, a steel buttress is arranged on a temporary buttress (1), and the side span steel truss box girder after girder falling is temporarily supported;
step 4.10: repeating the step 4.9 to finish the beam falling of the side span steel truss box beam at the other end of the bridge, wherein the beam falling height of the side span steel truss box beam at the other end of the bridge is smaller than that of the side span steel truss box beam at one end of the bridge;
step 4.11: and dismantling the traction trolley (51) of the steel box girder sliding equipment below the side span steel truss box girder at the other end of the bridge from top to bottom.
2. The method for assembling the floating crane aerial positioning cantilever of the large-section steel truss box girder, which is characterized by comprising the following steps of: and casting iron sand concrete at the first side span steel box girder and the third side span steel box girder, and casting iron sand concrete at the second side span steel box girder and the fourth side span steel box girder.
3. The method for assembling the floating crane aerial positioning cantilever of the large-section steel truss box girder, which is characterized by comprising the following steps of: from the end part to the middle part of the bridge, a plurality of sections of midspan steel box girders (72) sequentially comprise a first section of midspan steel box girders, a second section of midspan steel box girders, … and an mth section of midspan steel box girders, m is a natural number more than or equal to 2, and m is singular; the hoisting method of the middle overhanging steel truss box girder comprises the following steps:
step 5.1: a lower chord member (61) is arranged at one end of the bridge and at one side of the first midspan steel box girder;
step 5.2: hoisting the first midspan steel box girder and a lower chord member (61) on one side of the first midspan steel box girder to an installation position through a floating crane (3), and splicing the first midspan steel box girder with the (n-1) th side span steel box girder;
step 5.3: hoisting a lower chord member (61) on the other side of the first midspan steel box girder through a floating crane (3);
step 5.4: repeating the steps 5.1-5.3, and splicing a second midspan steel box girder on the nth side span steel box girder at the other end of the bridge;
step 5.5: installing an upper chord member (63) on the first midspan steel box girder through an automobile crane (4), and installing a web member (62) on the upper chord member (63); installing an upper chord member (63) on the second midspan steel box girder, and installing a web member (62) on the upper chord member (63);
step 5.6: repeating the steps 5.1-5.5 until the installation of the midspan steel box girder and the upper chord member (63) and the web member (62) of the section (m-1) is completed;
step 5.7: the girder dropping jack (8) below the side span steel truss box girders on the two sides of the bridge is adjusted, so that the tail end of the (m-1) th middle span steel box girder and the tail end of the (m-2) th middle span steel box girder are closed in a stress-free state through the m th middle span steel box girder;
step 5.8: and hoisting the rest upper chord members (63), web members (62) and cantilever arms through the automobile crane (4), and splicing to complete the steel truss box girder structure.
4. The method for assembling the floating crane aerial positioning cantilever of the large-section steel truss box girder, which is characterized by comprising the following steps of: before the mth midspan steel box girder is closed, continuously monitoring the elevation of the tail end of the closed-mouth steel box girder and the corresponding atmospheric temperature for 24-48 hours, drawing a temperature-elevation change curve, carrying out temperature sensitivity analysis on the tail end of the steel box girder, and determining the closure temperature and closure time.
5. The method for assembling the floating crane aerial positioning cantilever of the large-section steel truss box girder, which is characterized by comprising the following steps of: in the process of assembling side span steel box girders (71) and middle span steel box girders (72), calculating the downwarping of the assembled steel box girders according to modeling, and if the steel box girders are downwarping, pre-lifting the assembled steel box girders when assembling, wherein the pre-lifting degree is consistent with the downwarping height.
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| CN111119070A (en) * | 2019-12-24 | 2020-05-08 | 江苏中铁山桥重工有限公司 | Method for erecting W-shaped steel truss girder by adopting symmetrical gantry crane suspension assembly |
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