CN103469724B - A kind of steel structure bridge of the foundational system with controlled sedimentation and construction method thereof - Google Patents
A kind of steel structure bridge of the foundational system with controlled sedimentation and construction method thereof Download PDFInfo
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Abstract
The present invention relates to a kind of steel structure bridge and construction method thereof of the foundational system with controlled sedimentation, the steel structure bridge of the foundational system of the controlled sedimentation of this band possesses: M shaped steel structure bridge pier; Be arranged on the earthquake proof foundation bottom M shaped steel structure bridge pier; Be arranged on the A shaped steel structure support of M shaped steel structure bridge pier; H profile steel bridge deck; Concrete slab; And track; Described concrete slab comprises: many transverse reinforcements, many w shaped steel longitudinal reinforcements, steel mesh reinforcement, many track reinforcing bars and layer of concrete, lubrication oil is scribbled in gap between bracing members and outer sleeve, thus after solving, take the technical problem of steel crossover connection, and solve the problem realizing large-span steel connecting bridge fast hoisting at narrow space.
Description
Technical field
The present invention relates to a kind of steel structure bridge and integral construction hoisting technology thereof, particularly a kind of steel structure bridge of the foundational system with controlled sedimentation and construction method thereof.
Background technology
Setting up of steel crossover is generally all constructed with main building simultaneously or just have planning at the beginning of main building designs, and exist after main building completes in Practical Project, in use or later stage requirement of engineering be connected with original building, now, the not reserved associated components be connected with steel crossover on original building, just become to set up the difficult point place of steel crossover with the connection of existing building, connect the improper force modes that can change existing building, cause structural safety hidden danger, the impact of steel crossover on existing building is taken in method of attachment provided by the present invention after can effectively reducing, and play effective vibration isolation effect.Simultaneously general steel crossover deadweight is all comparatively large, and its installation can adopt the method such as Integral lifting, high-altitude loose spelling, segmentation lifting.Fall apart and spell long construction period, affect the normal use of original building in high-altitude; Segmental hoisting needs to arrange higher bracing frame two, and on-the-spot place must meet Standing position of a crane.For large span, the narrower steel crossover in larger construction plant of conducting oneself with dignity, the present invention adopts at ground integral assembling, and directly lifting can shorten the engineering time, and does not affect the normal use of original building.
Summary of the invention
The object of this invention is to provide a kind of steel structure bridge and construction method thereof of the foundational system with controlled sedimentation, after solving, take the technical problem that steel crossover connects; And solve the problem realizing large-span steel connecting bridge fast hoisting at narrow space.For achieving the above object, the present invention adopts following technical scheme: a kind of steel structure bridge of the foundational system with controlled sedimentation, comprising:
M shaped steel structure bridge pier;
Be arranged on the earthquake proof foundation bottom M shaped steel structure bridge pier, earthquake proof foundation and antidetonation abutment are made up of E shaped steel structure soldier piles, K-type steel structure taper pile, T-steel pile cover basis, support beam, expansion bridge deck, steel concrete flexible damping wall, aseismatic joint, box-shaped retaining wall and expansion polystyrene plate; Decking plank on the bridge span structure of bridge extends to abutment formed and expands bridge deck, and directly and road slab to connect formation road and bridge joint close, jointless between abutment and bridge span structure; Soldier piles and taper pile support the pile cover basis of abutment, on pile cover basis, direction across bridge is fixedly installed support beam, multiple tracks steel concrete flexible damping wall and box-shaped retaining wall successively, wherein, abutment bearing is provided with between support beam and bridge span structure, just tie between steel concrete flexible damping wall top and expansion bridge deck, fill expansion polystyrene plate between steel concrete flexible damping wall, between last one steel concrete flexible damping wall and box-shaped retaining wall, form aseismatic joint;
Between described earthquake proof foundation and M shaped steel structure bridge pier, also arrange the foundational system of a controlled sedimentation, comprise top board, described top board has the utricule that a deformably resilient material is made, and described utricule is connected with water pipe, and described water pipe is provided with valve; Be provided with pressure sensor and displacement transducer in described utricule, described pressure sensor is connected with control system with institute displacement sensors, and described valve is controlled by control system;
Be arranged on the A shaped steel structure support of M shaped steel structure bridge pier;
H profile steel bridge deck, extend longitudinally, and the two ends of H profile steel bridge deck are fixedly installed on M shaped steel structure bridge pier respectively;
Concrete slab; And track, be arranged on described concrete slab, and be connected with described track reinforcing bar, described concrete slab is arranged between described steel bridge deck and described track;
Described concrete slab comprises: be longitudinally welded on many transverse reinforcements on described steel bridge deck, each transverse reinforcement be each passed through F shape steel plate longitudinally with multiple through holes;
Many w shaped steel longitudinal reinforcements, are longitudinally arranged on these transverse reinforcements described, vertical with these transverse reinforcements described;
Steel mesh reinforcement, is formed by many reinforcement welding together, has net structure, and is connected with drainage parts; Contactless between reinforcing bar in described steel mesh reinforcement, described transverse reinforcement and described longitudinal reinforcement;
Many track reinforcing bars, weld together with described steel mesh reinforcement, and layer of concrete, moulding by casting is on described steel bridge deck, described steel mesh reinforcement and these track reinforcing bars described are arranged in the top of described layer of concrete, and transverse reinforcement and longitudinal reinforcement are arranged in the bottom of described layer of concrete;
Lubrication oil is scribbled in gap between bracing members and outer sleeve.
Preferred version, described steel structure bridge, wherein, the distance between each through hole on each F shape steel plate is equal.
Preferred version, described steel structure bridge, wherein, described longitudinal reinforcement is arranged on described transverse reinforcement with predetermined lateral separation.
Preferred version, described steel structure bridge, wherein, described concrete slab is formed by Multi-section concrete panel connection segment, and the section length of described concrete slab is 18 ~ 30m.
Preferred version, described steel structure bridge, wherein, the gap between described concrete slab segmentation is sealed by multiple elastic sealing element.
Preferred version, described steel structure bridge, wherein, described elastic sealing element is rubber pange filleting plate.
Preferred version, described steel structure bridge, wherein, described elastic sealing element is polysiloxane-based elastic sealant or gravity flow flat pattern bicomponent elastic fluid sealant.
Preferred version, described steel structure bridge, wherein, the length of described F shape steel plate is identical with the length of described concrete slab segmentation.
A steel structure method for bridge construction for foundational system with controlled sedimentation, is characterized in that: step is as follows:
Step one, according to lifting weight and hoisting depth, selects the model of crawler crane and mobile crane;
Step 2, according to erect-position position and the lifting requirements of crawler crane and mobile crane, to walking road surface and the stand place mat sand that at least 100mm is thick of crawler crane and mobile crane, simultaneously to crawler crane and the erect-position position of mobile crane and the walking road surface checking of bearing capacity of crawler crane and mobile crane, guarantee can not damage original building;
Step 3, according to the angle of the weight of steel crossover, suspension centre quantity and boom, selects wire rope and otic placode, and checks its safety;
Step 4, uses crane that M shaped steel structure bridge pier is arranged on earthquake proof foundation, and uses fastening devices that M shaped steel structure bridge pier and earthquake proof foundation are fixed up, and is set using the steel crossover inside binding of having welded in splicing between and sets up cat ladder;
Step 5, according to calculating the hoisting point position determined, at steel crossover design hoisting point position place welding otic placode, is connected wire rope with otic placode by snap ring;
Step 6, with steel crossover horizontal projection for steel crossover installs control line, on ground, overall unwrapping wire, makes installation control line; And observation point is set in original building, ground, new building;
Step 7, steel crossover is had bad luck: crawler crane, before entering master and hanging position, first lifts with mobile crane, steel crossover is moved to installation site, until after the distance of the centre of gyration 12 meters of the center to center distance crawler crane of steel crossover, steel crossover lands, crawler crane enters master and hangs position, prepares lifting;
Step 8, the examination of steel crossover is hung; Crawler crane hoists suspension hook to steel crossover lowest part apart from 50 millimeters, ground, stops lifting; Check the stress deformation of otic placode, lifting arm, under checking crawler crane crawler belt, ground ftractures and situation of sinking; Guarantee that lifting arm is without falling object; Firmly knock wire rope with pipe, ensure that each wire rope is stressed substantially even;
Step 9, formal lifting steel crossover; Check complete, the suspension hook that continues to hoist exceedes basis, installation site to steel crossover lowest part, is then rotated by steel crossover by rope of sauntering, makes steel crossover oblique turn of space entered between original building and new building;
Step 10, winch to directly over basis, installation site by the revolution of steel crossover, the suspension hook that slowly falls is on basis, and centering orientation, looks for verticality; By steel crossover installation in position;
Step 11, by extracing suspension hook and wire rope at the inner cat ladder of steel crossover in advance, and site clearing instrument.A kind of large-span steel connecting bridge, for by upper chord, middle chord member, lower chord, the steel truss of steel column and connecting rod composition, described connecting rod comprises horizontal brace rod and oblique connecting rod, it is characterized in that: steel crossover one end is connected by high-strength bolt with new building, the other end is connected with original building, two reinforced columns are installed in original building both sides, new girder steel is had between bottom surface two reinforced column of steel crossover design and installation position, new girder steel is connected with the lower chord of steel crossover, lower chord is H profile steel, the bottom flange of H profile steel is connected with lead core rubber support by high-strength bolt, lead core rubber support is welded on new girder steel, on new girder steel, respectively there is a bracing members adjacent two layers of floor position of original building, central authorities' socket damper of bracing members, bracing members one end is connected by horizontal pin node with reinforced column, the other end is connected by horizontal pin node with middle chord member or upper chord.
Described damper is lead damper, it is made up of lead for retractable pencil, outer sleeve and end plate, end plate welds with bracing members, the length of outer sleeve is greater than the length of lead for retractable pencil, the internal diameter of outer sleeve is greater than the external diameter of bracing members, and outer sleeve is enclosed within outside bracing members, its middle-end and bracing members welding, the other end is not connected with bracing members, scribbles lubrication oil between bracing members and outer sleeve in gap.
A kind of integral hoisting method step of large-span steel connecting bridge is as follows:
Step one, according to lifting weight and hoisting depth, selects the model of crawler crane and mobile crane.
Step 2, according to erect-position position and the lifting requirements of crawler crane and mobile crane, to the thick sand of the walking road surface of crawler crane and mobile crane and stand place mat at least 50mm, simultaneously to the walking road surface checking of bearing capacity that the erect-position position of crawler crane and mobile crane and crawler crane and car hang, guarantee can not damage original building.Step 3, according to the angle of the weight of steel crossover, suspension centre quantity and boom, selects wire rope and otic placode, and checks its safety.
Step 4, cat ladder is set up in the steel crossover inside binding of having welded in splicing.
Step 5, according to calculating the hoisting point position determined, at steel crossover design hoisting point position place welding otic placode, is connected wire rope with otic placode by snap ring.
Step 6, with steel crossover horizontal projection for steel crossover installs control line, on ground, overall unwrapping wire, makes installation control line; And observation point is set in original building, ground, new building.
Step 7, steel crossover is had bad luck: crawler crane, before entering master and hanging position, first lifts with mobile crane, steel crossover is moved to installation site, until after the distance of the centre of gyration 12 meters of the center to center distance crawler crane of steel crossover, steel crossover lands, crawler crane enters master and hangs position, prepares lifting.
Step 8, the examination of steel crossover is hung; Crawler crane hoists suspension hook to steel crossover lowest part apart from 50 millimeters, ground, stops lifting; Check the stress deformation of otic placode, lifting arm, under checking crawler crane crawler belt, ground ftractures and situation of sinking; Guarantee on lifting arm without falling object; Firmly knock wire rope with pipe, ensure that each wire rope is stressed substantially even.Step 9, formal lifting steel crossover; Check complete, the suspension hook that continues to hoist exceedes basis, installation site to steel crossover lowest part, is then rotated by steel crossover by rope of sauntering, makes steel crossover oblique turn of space entered between original building and new building.
Step 10, then winch to directly over basis, installation site by the revolution of steel crossover, the suspension hook that slowly falls is on basis, and centering orientation, looks for verticality; By steel crossover installation in position.
Step 11, by extracing suspension hook and wire rope at the inner cat ladder of steel crossover in advance, and site clearing instrument.
Otic placode described in step 3 is oblique otic placode and straight otic placode.
Described crawler crane is 1r1400/2 crawler crane, and mobile crane is 130t mobile crane.
Compared with prior art the present invention has following characteristics and beneficial effect:
First, by the setting of shock isolating pedestal, achieve and set up large-span steel connecting bridge between the original building and new building of not reserved installation site, take the impact of steel crossover on existing building after can effectively reducing, and play effective vibration isolation effect; Secondly, the integral hoisting method of the steel crossover that the present invention mentions, lifted by crawler crane and mobile crane, achieve magnanimous steel crossover integral hoisting, overcome the difficulty such as construction plant restriction, underground structure complicated restriction, the narrow restriction of integral hoisting space structures in place, can the engineering time be shortened, and not affect the normal use of original building.The connection that instant invention overcomes conventional steel crossover and main building may change the force modes of existing building, and the installation of the shortcoming and steel crossover that cause structural safety hidden danger adopts high-altitude to fall apart the normal use of spelling long construction period, affecting original building; Segmental hoisting is adopted to need to arrange higher bracing frame two, and on-the-spot place must meet the shortcomings such as Standing position of a crane, solve the impact reducing and set up on existing building after steel crossover, and play effective vibration isolation effect, simultaneously by Integral Lifting Technology, overcome the difficulty such as construction plant restriction, underground structure complicated restriction, the narrow restriction of integral hoisting space structures in place.
The present invention can be widely used in the construction of setting up steel crossover between existing building and new building.
Detailed description of the invention
The steel structure bridge of the foundational system of the controlled sedimentation of band of the present invention, comprising: M shaped steel structure bridge pier; Be arranged on the earthquake proof foundation bottom M shaped steel structure bridge pier, earthquake proof foundation and antidetonation abutment are made up of E shaped steel structure soldier piles, K-type steel structure taper pile, T-steel pile cover basis, support beam, expansion bridge deck, steel concrete flexible damping wall, aseismatic joint, box-shaped retaining wall and expansion polystyrene plate; Decking plank on the bridge span structure of bridge extends to abutment formed and expands bridge deck, and directly and road slab to connect formation road and bridge joint close, jointless between abutment and bridge span structure; Soldier piles and taper pile support the pile cover basis of abutment, on pile cover basis, direction across bridge is fixedly installed support beam, multiple tracks steel concrete flexible damping wall and box-shaped retaining wall successively, wherein, abutment bearing is provided with between support beam and bridge span structure, just tie between steel concrete flexible damping wall top and expansion bridge deck, fill expansion polystyrene plate between steel concrete flexible damping wall, between last one steel concrete flexible damping wall and box-shaped retaining wall, form aseismatic joint; Between described earthquake proof foundation and M shaped steel structure bridge pier, also arrange the foundational system of a controlled sedimentation, comprise top board, described top board has the utricule that a deformably resilient material is made, and described utricule is connected with water pipe, and described water pipe is provided with valve; Be provided with pressure sensor and displacement transducer in described utricule, described pressure sensor is connected with control system with institute displacement sensors, and described valve is controlled by control system; Be arranged on the A shaped steel structure support of M shaped steel structure bridge pier; H profile steel bridge deck, extend longitudinally, and the two ends of H profile steel bridge deck are fixedly installed on M shaped steel structure bridge pier respectively; Concrete slab; And track, be arranged on described concrete slab, and be connected with described track reinforcing bar, described concrete slab is arranged between described steel bridge deck and described track; Described concrete slab comprises: be longitudinally welded on many transverse reinforcements on described steel bridge deck, each transverse reinforcement be each passed through F shape steel plate longitudinally with multiple through holes; Many w shaped steel longitudinal reinforcements, are longitudinally arranged on these transverse reinforcements described, vertical with these transverse reinforcements described; Steel mesh reinforcement, is formed by many reinforcement welding together, has net structure, and is connected with drainage parts; Contactless between reinforcing bar in described steel mesh reinforcement, described transverse reinforcement and described longitudinal reinforcement; Many track reinforcing bars, weld together with described steel mesh reinforcement, and layer of concrete, moulding by casting is on described steel bridge deck, described steel mesh reinforcement and these track reinforcing bars described are arranged in the top of described layer of concrete, and transverse reinforcement and longitudinal reinforcement are arranged in the bottom of described layer of concrete; Lubrication oil is scribbled in gap between bracing members and outer sleeve.
Preferred version, described steel structure bridge, wherein, the distance between each through hole on each F shape steel plate is equal.
Preferred version, described steel structure bridge, wherein, described longitudinal reinforcement is arranged on described transverse reinforcement with predetermined lateral separation.
Preferred version, described steel structure bridge, wherein, described concrete slab is formed by Multi-section concrete panel connection segment, and the section length of described concrete slab is 18 ~ 30m.
Preferred version, described steel structure bridge, wherein, the gap between described concrete slab segmentation is sealed by multiple elastic sealing element.
Preferred version, described steel structure bridge, wherein, described elastic sealing element is rubber pange filleting plate.
Preferred version, described steel structure bridge, wherein, described elastic sealing element is polysiloxane-based elastic sealant or gravity flow flat pattern bicomponent elastic fluid sealant.
Preferred version, described steel structure bridge, wherein, the length of described F shape steel plate is identical with the length of described concrete slab segmentation.
A steel structure method for bridge construction for foundational system with controlled sedimentation, is characterized in that: step is as follows:
Step one, according to lifting weight and hoisting depth, selects the model of crawler crane and mobile crane;
Step 2, according to erect-position position and the lifting requirements of crawler crane and mobile crane, to walking road surface and the stand place mat sand that at least 100mm is thick of crawler crane and mobile crane, simultaneously to crawler crane and the erect-position position of mobile crane and the walking road surface checking of bearing capacity of crawler crane and mobile crane, guarantee can not damage original building;
Step 3, according to the angle of the weight of steel crossover, suspension centre quantity and boom, selects wire rope and otic placode, and checks its safety;
Step 4, uses crane that M shaped steel structure bridge pier is arranged on earthquake proof foundation, and uses fastening devices that M shaped steel structure bridge pier and earthquake proof foundation are fixed up, and is set using the steel crossover inside binding of having welded in splicing between and sets up cat ladder;
Step 5, according to calculating the hoisting point position determined, at steel crossover design hoisting point position place welding otic placode, is connected wire rope with otic placode by snap ring;
Step 6, with steel crossover horizontal projection for steel crossover installs control line, on ground, overall unwrapping wire, makes installation control line; And observation point is set in original building, ground, new building;
Step 7, steel crossover is had bad luck: crawler crane, before entering master and hanging position, first lifts with mobile crane, steel crossover is moved to installation site, until after the distance of the centre of gyration 12 meters of the center to center distance crawler crane of steel crossover, steel crossover lands, crawler crane enters master and hangs position, prepares lifting;
Step 8, the examination of steel crossover is hung; Crawler crane hoists suspension hook to steel crossover lowest part apart from 50 millimeters, ground, stops lifting; Check the stress deformation of otic placode, lifting arm, under checking crawler crane crawler belt, ground ftractures and situation of sinking; Guarantee that lifting arm is without falling object; Firmly knock wire rope with pipe, ensure that each wire rope is stressed substantially even;
Step 9, formal lifting steel crossover; Check complete, the suspension hook that continues to hoist exceedes basis, installation site to steel crossover lowest part, is then rotated by steel crossover by rope of sauntering, makes steel crossover oblique turn of space entered between original building and new building;
Step 10, winch to directly over basis, installation site by the revolution of steel crossover, the suspension hook that slowly falls is on basis, and centering orientation, looks for verticality; By steel crossover installation in position;
Step 11, by extracing suspension hook and wire rope at the inner cat ladder of steel crossover in advance, and site clearing instrument.
Embodiment, described large-span steel connecting bridge, for by upper chord, middle chord member, lower chord, the steel truss of steel column and connecting rod composition, described connecting rod comprises level connection joint and oblique connecting rod, steel crossover one end is connected by high-strength bolt with new building, the other end is connected with original building, two reinforced columns 9 are installed in original building both sides, new girder steel is had between bottom surface two reinforced column of steel crossover design and installation position, new girder steel is connected with the lower chord 3 of steel crossover, lower chord 3 is H profile steel, the bottom flange of H profile steel is connected with lead core rubber support 7 by high-strength bolt 6, lead core rubber support 7 is welded on new girder steel, on new girder steel, respectively there is a bracing members adjacent two layers of floor position of original building, central authorities' socket damper of bracing members, bracing members one end is connected by horizontal pin node with reinforced column 9, the other end is connected by horizontal pin node with middle chord member 2 or upper chord 1.Described damper is lead damper, it is made up of lead for retractable pencil, outer sleeve and end plate, end plate welds with bracing members, the length of outer sleeve is greater than the length of lead for retractable pencil, the internal diameter of outer sleeve is greater than the external diameter of bracing members, and outer sleeve is enclosed within bracing members, wherein one end and bracing members welding, the other end is not connected with bracing members, scribbles lubrication oil between bracing members and outer sleeve in gap.The integral hoisting method of described large-span steel connecting bridge, its step is as follows:
Step one, according to lifting weight and hoisting depth, selects the model of crawler crane and mobile crane.
Steel crossover lifting own wt is about 122t, floor support plate 3.1t, chord member peg 0.15t, need the Curtainwall connector 37t of welding, impost except crossover own wt altogether 3.1+0.15+3.7--6.95 (t) following table component is installed after crossover lifting: steel crossover lifting gross weight=122+6.95--2.15:126.8 (t) considers hoist cable suspender etc., crossover lifting gross weight is calculated with 130t, and crossover installation site 40.88m, ground relative elevation is less than a 2m.Consider by a 2m, hoisting depth is 43m.1r1400/2 crawler crane selected by the main crawler crane machinery that hangs, and mobile jib selects 63m long, during radius of gyration 10m, and biggest lifting capacity 175t, maximum lifting height 59m; During radius of gyration 12m, biggest lifting capacity 139t, maximum lifting height 57m; Therefore, 1r1400/2 crawler crane meets the lifting needs of steel crossover.
Step 2, according to erect-position position and the lifting requirements of crawler crane and mobile crane, to walking road surface and the stand place mat sand that at least 50mm is thick of crawler crane and mobile crane, simultaneously to crawler crane and the erect-position position of mobile crane and the walking road surface checking of bearing capacity of crawler crane and mobile crane, guarantee can not damage original building.
Through the site investigation investigation to lifting place, a cycleway is had to lead directly to basement near 12m place, the second stage of M axis left side, be an independently L-type basement under cycleway, cycleway is the thick situ Concrete Slabs of 300ram, and basement retaining wall is the thick reinforced concrete wall of 500mm.Do not have the potential safety hazard such as pipe trench, aqueduct within the scope of crane bearing stratum, high altitude environment clear around crane lifting, can lift.
When lifting operation, crane every bar crawler belt underlay five pieces of road case substrates, road case substrate size is 2.3m × 5m, and under crawler belt, foundation bearing capacity calculates: crane adds counterweight gross weight 380t, and the heavy 130t of equipment, gross weight is about 510t.I0 block case substrate size: the wide 2.3m of long 5mX.Gross area 115m
2.To ground pressure during the operation of 1r1400/2 crawler belt, according to Liebherr's work plan software demonstration, during lifting overline bridge, lift heavy 130t, principal arm and crawler belt are 45.During angle, the maximum bearing pressure of this axle is 161t,
Step 3, according to the angle of the weight of steel crossover, suspension centre quantity and boom, selects wire rope and otic placode, and checks its safety.
Select wire rope: shown in result of calculation, structural stress is 38MPa to the maximum; Vertical displacement is 9.2mm to the maximum; Horizontal direction length travel is accumulative is 0.99mm to the maximum, and three numerical value all do not impact installation.6 × 37 wire rope selected by lifting rope, and in restrict long 12m, diameter, 52mm (double joint), Nominal Tensile are 1700N/mm
2.
Lifting gross weight: 130t
4 colligations, often some hoist cable load-bearing: 130 ÷ 4 ÷ sin60=37.53 (t)
Because hoist cable adopts two, and every root all takes double joint, every root load-bearing: 37.53 ÷ 2=18.77 (t)
52mm wire rope pulling force allowable in 6 × 37+1-1700:
Rupture pull force summation × nonuniformity coefficient ÷ safety factor=170.5 × 0.82 ÷ 7=19.98 (t)
1998 > 18.88 therefore in 6 × 37+1-1700 52mm wire rope can meet lifting requirements.
Select otic placode: calculate by steel crossover deadweight 130t, adopt 4 colligations, select S-BX55 type snap ring, snap ring lateral pin diameter is 70mm, and otic placode bore diameter goes out 80mm, and otic placode selects the thick Q3458 steel plate of 30mm, and design yield strength is 325N/mm
2, with
90% is taken as 325x0.9=292.5 (N/ram
2)
Snap ring lateral pin contacts with otic placode to be got by 1/3 lateral pin diameter, and contact area is:
70 ÷ 3 × 30=700 (mm
2) single-point stressed press 38t calculate, then contact area desired value:
380000 ÷ 292.5=1299.15 (mm
2) therefore lug plate holes need reinforcing ring thickness:
(1299.15-700) ÷ (70 ÷ 3)=25.7 (film) are according to above-mentioned calculating, and reinforcing ring is determined to adopt the two-sided reinforcement of 12mm thick Q3458 steel plate.
Hanger hole and otic placode border width, with shear force calculation, design shearing allowable with 175N/mm
2calculate, then this width is: 350000 ÷ 2 ÷ 175 ÷ 30=33.33 (film)
According to selected snap ring and the size lifting wire rope, lug plate holes and otic placode border width permissible value are 200mm, and therefore select this width to be 100mm, reinforcing ring width is 80mm.
Step 4, cat ladder is set up in the steel crossover inside binding of having welded in splicing.
Step 5, according to calculating the hoisting point position determined, at steel crossover design hoisting point position place welding otic placode, is connected wire rope with otic placode by snap ring.
Step 6, with steel crossover horizontal projection for steel crossover installs control line, on ground, overall unwrapping wire, makes installation control line; And observation point is set in original building, ground, new building.
Step 7, steel crossover is had bad luck: crawler crane, before entering master and hanging position, first lifts with mobile crane, steel crossover is moved to installation site, until after the distance of the centre of gyration 12 meters of the center to center distance crawler crane of steel crossover, steel crossover lands, crawler crane enters master and hangs position, prepares lifting.
Step 8, the examination of steel crossover is hung; Crawler crane hoists suspension hook to steel crossover lowest part apart from 50 millimeters, ground, stops lifting; Check the stress deformation of otic placode, lifting arm, under checking crawler crane crawler belt, ground ftractures and situation of sinking; Guarantee on lifting arm without falling object; Firmly knock wire rope with pipe, ensure that each wire rope is stressed substantially even.
Step 9, formal lifting steel crossover; Check complete, the suspension hook that continues to hoist exceedes basis, installation site to steel crossover lowest part, is then rotated by steel crossover by rope of sauntering, makes steel crossover oblique turn of space entered between original building and new building.
Step 10, winch to directly over basis, installation site by the revolution of steel crossover, the suspension hook that slowly falls is on basis, and centering orientation, looks for verticality; By steel crossover installation in position.
Step 11, by extracing suspension hook and wire rope at the inner cat ladder of steel crossover in advance, and site clearing instrument.Otic placode described in step 3 is oblique otic placode and straight otic placode.
Described crawler crane is 1r1400/2 crawler crane, and mobile crane is 130t mobile crane.
Should be understood that, for those of ordinary skills, can be improved according to the above description or convert, and all these improve and convert the protection that all should belong to claims of the present invention.
Claims (10)
1. be with a steel structure bridge for the foundational system of controlled sedimentation, it is characterized in that, comprising:
M shaped steel structure bridge pier;
Be arranged on the earthquake proof foundation bottom M shaped steel structure bridge pier, earthquake proof foundation and antidetonation abutment are made up of E shaped steel structure soldier piles, K-type steel structure taper pile, T-steel pile cover basis, support beam, expansion bridge deck, steel concrete flexible damping wall, aseismatic joint, box-shaped retaining wall and expansion polystyrene plate; Decking plank on the bridge span structure of bridge extends to abutment formed and expands bridge deck, and directly and road slab to connect formation road and bridge joint close, jointless between abutment and bridge span structure; Soldier piles and taper pile support the pile cover basis of abutment, on pile cover basis, direction across bridge is fixedly installed support beam, multiple tracks steel concrete flexible damping wall and box-shaped retaining wall successively, wherein, abutment bearing is provided with between support beam and bridge span structure, just tie between steel concrete flexible damping wall top and expansion bridge deck, fill expansion polystyrene plate between steel concrete flexible damping wall, between last one steel concrete flexible damping wall and box-shaped retaining wall, form aseismatic joint;
Between described earthquake proof foundation and M shaped steel structure bridge pier, also arrange the foundational system of a controlled sedimentation, comprise top board, described top board has the utricule that a deformably resilient material is made, and described utricule is connected with water pipe, and described water pipe is provided with valve; Be provided with pressure sensor and displacement transducer in described utricule, described pressure sensor is connected with control system with institute displacement sensors, and described valve is controlled by control system;
Be arranged on the A shaped steel structure support of M shaped steel structure bridge pier;
H profile steel bridge deck, extend longitudinally, and the two ends of H profile steel bridge deck are fixedly installed on M shaped steel structure bridge pier respectively;
Concrete slab; And track, be arranged on described concrete slab, and be connected with described track reinforcing bar, described concrete slab is arranged between described steel bridge deck and described track;
Described concrete slab comprises: be longitudinally welded on many transverse reinforcements on described steel bridge deck, each transverse reinforcement be each passed through F shape steel plate longitudinally with multiple through holes;
Many w shaped steel longitudinal reinforcements, are longitudinally arranged on these transverse reinforcements described, vertical with these transverse reinforcements described;
Steel mesh reinforcement, is formed by many reinforcement welding together, has net structure, and is connected with drainage parts; Contactless between reinforcing bar in described steel mesh reinforcement, described transverse reinforcement and described longitudinal reinforcement;
Many track reinforcing bars, weld together with described steel mesh reinforcement, and layer of concrete, moulding by casting is on described steel bridge deck, described steel mesh reinforcement and these track reinforcing bars described are arranged in the top of described layer of concrete, and transverse reinforcement and longitudinal reinforcement are arranged in the bottom of described layer of concrete;
Lubrication oil is scribbled in gap between bracing members and outer sleeve.
2. steel structure bridge as claimed in claim 1, wherein, the distance between each through hole on each F shape steel plate is equal.
3. steel structure bridge as claimed in claim 1, wherein, described longitudinal reinforcement is arranged on described transverse reinforcement with predetermined lateral separation.
4. steel structure bridge as claimed in claim 1, wherein, described concrete slab is formed by Multi-section concrete panel connection segment, and the section length of described concrete slab is 18 ~ 30m.
5. steel structure bridge as claimed in claim 4, wherein, the gap between described concrete slab segmentation is sealed by multiple elastic sealing element.
6. steel structure bridge as claimed in claim 5, wherein, described elastic sealing element is rubber pange filleting plate.
7. steel structure bridge as claimed in claim 5, wherein, described elastic sealing element is polysiloxane-based elastic sealant or gravity flow flat pattern bicomponent elastic fluid sealant.
8. steel structure bridge as claimed in claim 4, wherein, the length of described F shape steel plate is identical with the length of described concrete slab segmentation.
9. steel structure bridge as claimed in claim 1, wherein, concrete slab arranges road surface low-noise micro-surfacing functional layer; Road surface low-noise micro-surfacing functional layer comprises placement thickness, and to be the road surface low-noise micro-surfacing functional layer of 1 ~ 5mm be by gathering materials 50%, rubber powder 1 ~ 8%, the cation-modified mulseal 5 ~ 11% of SBR, cement 1 ~ 8%, auxiliary agent 0.9 ~ 1.8%, water 1 ~ 5%, polythene PE: 20-70%, polyester PES:0.9-10%, polypropylene PP:15-60%, polyvinylchloride: 20-50%, chlorinated polypropylene PP-C:5-10%, rubber: 3-5%, pitch 1-6%, cellulose: the raw material composition of 1-4.5 auxiliary agent 0.1-0.5% weight.
10. the construction method of the steel structure bridge of the foundational system of the controlled sedimentation of band as claimed in claim 1, it is characterized in that, step is as follows:
Step one, according to lifting weight and hoisting depth, selects the model of crawler crane and mobile crane;
Step 2, according to erect-position position and the lifting requirements of crawler crane and mobile crane, to walking road surface and the stand place mat sand that at least 100mm is thick of crawler crane and mobile crane, simultaneously to crawler crane and the erect-position position of mobile crane and the walking road surface checking of bearing capacity of crawler crane and mobile crane, guarantee can not damage original building;
Step 3, according to the angle of the weight of steel crossover, suspension centre quantity and boom, selects wire rope and otic placode, and checks its safety;
Step 4, uses crane that M shaped steel structure bridge pier is arranged on earthquake proof foundation, and uses fastening devices that M shaped steel structure bridge pier and earthquake proof foundation are fixed up, and is set using the steel crossover inside binding of having welded in splicing between and sets up cat ladder;
Step 5, according to calculating the hoisting point position determined, at steel crossover design hoisting point position place welding otic placode, is connected wire rope with otic placode by snap ring;
Step 6, with steel crossover horizontal projection for steel crossover installs control line, on ground, overall unwrapping wire, makes installation control line; And observation point is set in original building, ground, new building;
Step 7, steel crossover is had bad luck: crawler crane, before entering master and hanging position, first lifts with mobile crane, steel crossover is moved to installation site, until after the distance of the centre of gyration 12 meters of the center to center distance crawler crane of steel crossover, steel crossover lands, crawler crane enters master and hangs position, prepares lifting;
Step 8, the examination of steel crossover is hung; Crawler crane hoists suspension hook to steel crossover lowest part apart from 50 millimeters, ground, stops lifting; Check the stress deformation of otic placode, lifting arm, under checking crawler crane crawler belt, ground ftractures and situation of sinking; Guarantee that lifting arm is without falling object; Firmly knock wire rope with pipe, ensure that each wire rope is stressed substantially even;
Step 9, formal lifting steel crossover; Check complete, the suspension hook that continues to hoist exceedes basis, installation site to steel crossover lowest part, is then rotated by steel crossover by rope of sauntering, makes steel crossover oblique turn of space entered between original building and new building;
Step 10, winch to directly over basis, installation site by the revolution of steel crossover, the suspension hook that slowly falls is on basis, and centering orientation, looks for verticality; By steel crossover installation in position;
Step 11, by extracing suspension hook and wire rope at the inner cat ladder of steel crossover in advance;
Step 12, after the concrete slab of whole bridge installs, road surface low-noise micro-surfacing functional layer is laid by whole concrete slab, 48 little rear site clearing instruments after low-noise micro-surfacing functional layer.
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