CN102877413B - Construction technology for large-size cableway bridge engineering - Google Patents
Construction technology for large-size cableway bridge engineering Download PDFInfo
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- CN102877413B CN102877413B CN201210345802.7A CN201210345802A CN102877413B CN 102877413 B CN102877413 B CN 102877413B CN 201210345802 A CN201210345802 A CN 201210345802A CN 102877413 B CN102877413 B CN 102877413B
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Abstract
The invention belongs to the field of bridge construction, and particularly provides a design and construction technology for PE epoxy coating steel strand heavy loading cableway bridge engineering, which at least comprises anchoring system construction, rail cable construction and bridge surface system construction, wherein the anchoring system construction comprises anchor eye construction, anchor rod construction, drill way mud jacking, processing and installation of concrete reinforcing bars and templates, pouring of anchor beam and buttress concrete, maintenance of concrete, primary filling and anti-pull reinforced anchoring construction; the rail cable construction comprises the blanking, traction, scaling and pulling of rail cables; and the bridge surface system construction comprises the installation of transverse beams, the pavement of bridge surface plates, secondary filling and the installation of drag ropes. The construction technology for the large-size cableway bridge engineering is characterized in that corrosion-resistant epoxy resin PE steel strands are used in a cableway bridge so as to prolong the service life of the cableway bridge, and in addition, the anchoring manner of the combination of the anchor beams and the fine-rolled thread reinforcing bars is adopted in an anchoring system, and the bridge surface plates are formed by the mould pressing and welding of super-thin 3mm low-alloy high-strength steel Q420 steel plates.
Description
Technical field
The invention belongs to field of bridge construction, is a kind of PE epoxy coating strand heavy duty cable way bridge design and construction.
Background technology
Xingtai Grand Canyon is positioned at west, Xingtai 80 kms, has a common boundary with Shanxi, belongs to typical Taihang Mountain landform, landforms.Wide approximately 25 meters of left and right, Grand Canyon the lowest point, suitable for reading wide 30～65 meters, 78～100 meters of vertical heights.After 2000, be developed as Xingtai tourist attraction, there are 5 meters of wide highway in scenic resorts the lowest point, rigid pavement, year reception visitor approximately 5～100,000 people.He Ping gorge bridge is positioned at He Ping gorge tourist district, and with higher line position one across crossing over valley, bridge floor reaches 170m left and right apart from the lowest point discrepancy in elevation, three, bridge location place precipice, construction safety risk is very big.
Bridge site district geomorphic type belongs to tectonic denudation mountains low-to-middle in height landforms, and hypsography is larger, and ground level is 685.00～858.24m, cheuch lowest part absolute altitude 685.00m, and cheuch is narrow " V " shape, cheuch depth of cut reaches 170m.30～44 ° of Xingtai end massif natural grades, slope surface covers thin layer rubble, local basement rock exposure; 35～45 ° of Fenyang end massif natural grades, cover thin layer Quaternary system Holocene series and collapse slide rock (Q4c+dl) in bridge site district, be mainly rubble.The Mesoproterozoic Erathem Changchengian System Changzhou ditch group (Pt2ch) that underlies quartz sandstone, both sides massif all has exposure, and rock joint is grown.
Bridge site district is scenic spot, Xingtai area, and construction condition is severe, and the condition of marching into the arena is poor, and environmental requirement is high.Paddy is narrow, ditch depth, stand like a wall, peak is high, around mountain peak is to be all close to the red precipice precipice of 90 °, ridges and peaks rows of mountains, rock stratum is exposed, is configured to quartzy Red Sandstone.
Due to the geographical position of Xingtai Grand Canyon, construction safety requires and environmental requirement, makes existing construction technology cannot reach expection requirement, therefore, needs a kind of PE epoxy coating strand heavy duty cable way bridge design and construction that can meet local construction requirement.
Summary of the invention
The object of this invention is to provide a kind of PE epoxy coating strand heavy duty cable way bridge design and construction.
Technical scheme of the present invention is PE epoxy coating strand heavy duty cable way bridge design and construction, it is characterized in that: at least comprise anchor system construction, track cable construction, floor system construction, wherein:
The first step, anchor system construction comprises the processing of anchor hole construction, anchor bolt construction, hole path pressure grouting, reinforcing bar and template and installation, anchor beam and buttress concreting, concrete health, fills and counter drawing strengthened anchor and constructed first; During anchor system construction, construction is first cleared up earth's surface, anchoring position to massif basement rock before anchor pole duct, after having shown clearly, starts to set up hidden hole drilling support, and orientation angle is also implemented bore operation, after anchor hole has applied, residual stone dirt in duct is blown out and plugging hole road junction, anchor pole is inserted in, and mud jacking is carried out in duct, reinforcing bar and masterplate are installed, anchor beam and buttress are carried out to concreting health, after health, fill first, and the anti-reinforcement anchor beam that draws of prestress wire is set;
Second step, track cable construction comprises the blanking of track cable, draw, dispel skin and stretch-draw, during track cable construction, between the ground tackle of two sides, steel strand overall length is 123.5m, and cutting length is 125 meters, and load-bearing steel strand are by one end blanking, utilize horizontal cable crane to draw to the other end, steel strand termination clamps with self-made clamp, is transported to after the other end and draws to reserving hole channel with the artificial bottle gouard moved by hands that coordinates, and adopts abrasive machine that polishing steel form wire wheel used is installed load-bearing steel strand top layer topping is polished;
The 3rd step, floor system construction comprises the installation of crossbeam, the laying of bridge deck, secondary is filled and cable wind rope is installed, during floor system construction, first crossbeam is installed, the sliding axle of crossbeam and steel strand is completed by the pin joint roller bearing of crossbeam both sides, next carries out the laying of bridge deck, adopt 2 self-control triangle pylons to place in bridge floor bilateral symmetry, 3 tons of bottle gouard moved by hands bilateral symmetry promote crossbeam, small-size jack fine setting crossbeam position, rear connecting bridge panel and crossbeam have been located, complete and after bridge floor is laid, carry out Concrete Filled between buttress and anchor beam for the second time, concrete grade C25, cable wind rope is finally installed, cable wind rope basis is chosen in more complete massif place, rock stratum, both sides, it is anchor rod anchored that each basis adopts 4 Ф 32 to enter rock 1.8m, screwing steel bars cage fluid concrete, the reserved Ф 32 screw-thread steel arc closed hoops of end face before cast.
Described anchor system is comprised of anchor pole, anchor beam and the anti-reinforcement anchor that draws, and anchor pole adopts oblique fining twisted steel and vertical plain bars combining form; Anchor beam is comprised of load-bearing anchor beam and balance anchor beam, 1.5 * 5.0 * 2.0 meters of load-bearing anchor beam sizes, and 1.5 * 1.5 * 2.0 meters of balance anchor beam sizes, anchor beam is C50 reinforced concrete cast-in-situ; The anti-reinforcement anchor that draws is comprised of 4 Combination Welding crossbeams and 8 bundle prestress wires, act as balance main bearing rope self axial stress.
Described track cable adds PE topping Φ by epoxide-resin glue
s15.2 prestress wire forms.
Described floor system is comprised of steel Q420 special steel material crossbeam, Q420 special steel material bridge deck, curb wood, flexible safety fence, cable wind rope.
When described anchor system is constructed, wherein, during anchor hole construction, every operation one to two joint drilling rod need check and adjust orientation angles, and on anchor hole, row of horizontal angle of incidence is 20 °, 37 ° of lower row of horizontal angle of incidence, axis direction is parallel with cable way bridge design axis, pierces 16.5 meters of the degree of depth;
Bower Anchor bar adopts φ 32 fining twisted steels, every Bower Anchor bar is combined by a 12m and a 6m fining twisted steel, every Kong Shoujie is inserted in termination point of anchor rod and all screws in nut (φ 32 fining twisted steels are special-purpose) to strengthen end anchorage power, tieback connector adopts special-purpose φ 32 connectors to connect, exposed junction arranges spiral bar, the anchor system that 20cm * 20cm * 2cm anchor plate and specialized nut form, vertical anchor pole adopts HRB335 φ 28 screw-thread steels, Bower Anchor case bay 50cm * 50cm lays 21, balance anchor case bay 50cm * 50cm lays 9, HRB335 Steel Bar Tensile Strength standard value f
sk=335Mpa, single HRB335 φ 28 screw-thread steel shear strength f
v=0.75* f
sk, single HRB335 φ 28 screw-thread steel shearing resistance F=f
v* s=154.7KN,
The vertical main muscle of load-bearing anchor beam and balance anchor beam all adopts φ 25 screw-thread steels, other all use φ 16 screw-thread steels, inner pre-buried 90 * 25mm plastic film capicitor before matched moulds, anchor plate, reserved some φ 28 screw-thread steels of end face are as track cable traction fixed end is installed, the clean topping 3cm of reinforcing cage and template, buttress reinforcing cage adopts φ 16 screw-thread steels, spacing 15cm lays, section is trapezoidal, the wide 60cm of upper end face, the face width of going to the bottom 90cm, high 80cm, the pre-buried 1/4 φ 530mm of end face, δ=8mm seamless steel pipe arc cable saddle, cable saddle end face is accurately located main rope steel strand position with total powerstation, adopt the spacing steel plate of the little Plate Welding steel strand of δ=14mm,
1.5 * 5.0 * 2.0 meters of load-bearing anchor beam design sizes, 1.5 * 1.5 * 2.0 meters of balance anchor beam design sizes, anchor beam concrete design class C50 used, buttress concrete design class C30;
Packing material adopts C25 concrete first.
Feature of the present invention is: in cable way bridge, used etch-proof epoxy resin to add the steel strand of PE protective sleeve; increased the application life of cable way bridge; the anchorage style that has adopted anchor beam and finish rolling deformed bar combination in anchor system, bridge deck adopt ultra-thin 3mm low-alloy high-strength steel Q420 steel mould to press-fit the type of being welded into simultaneously.。
(1) suit measures to local conditions, cableway is applicable to various landform, different from footpath, for company's construction in mountain area later provides important reference frame.
(2) reduction of erection time, as adopted, comparatively general shellfish thunder sheet is assembled, battered leg steel structure or CONSTRUCTION OF CABLE-STAYED BRIDGE, and the duration is 5 months, and adopts the prestress wire cable way bridge duration will reduce one or two moon.Reduce the impact on scenic spot environment simultaneously, and both artistic and practical.
(3) easy construction, saves material, increases the benefit, and reduces construction costs.Adopt this technology than other kind bridges at this extreme terrain construction 50t as about in Bailey bridge saving steel (300,000 yuan of cost of materials), approximately 400,000 yuan of saving labour costs, economic benefit is obvious.
(4) applicable prospect is extensive, has very large social benefit.
Accompanying drawing explanation
Below in conjunction with specific embodiment, the present invention is further illustrated:
Fig. 1 is tunnel bridge general arrangement;
Fig. 2 is the connection diagram of gooseneck and bridge deck.
Wherein, 1, anchor beam; 2, buttress; 3, crossbeam; 4, bridge deck; 5, connecting bolt; 6, steel strand.
The specific embodiment
Embodiment 1
PE epoxy coating strand heavy duty cable way bridge design and construction, is characterized in that: at least comprise anchor system construction, track cable construction, floor system construction, wherein:
The first step, anchor system construction comprises the processing of anchor hole construction, anchor bolt construction, hole path pressure grouting, reinforcing bar and template and installation, anchor beam 1 and buttress 2 concretings, concrete health, fills and counter drawing strengthened anchor construction first; During anchor system construction, construction is first cleared up earth's surface, anchoring position to massif basement rock before anchor pole duct, after having shown clearly, starts to set up hidden hole drilling support, and orientation angle is also implemented bore operation, after anchor hole has applied, residual stone dirt in duct is blown out and plugging hole road junction, anchor pole is inserted in, and mud jacking is carried out in duct, reinforcing bar and masterplate are installed, anchor beam 1 and buttress 2 are carried out to concreting health, after health, fill first, and the anti-reinforcement anchor beam 1 that draws of prestress wire is set;
Second step, track cable construction comprises the blanking of track cable, draw, dispel skin and stretch-draw, during track cable construction, between the ground tackle of two sides, steel strand 6 overall lengths are 123.5m, cutting length is 125 meters, load-bearing steel strand 6 are by one end blanking, utilize horizontal cable crane to draw to the other end, steel strand 6 terminations clamp with self-made clamp, after being transported to the other end, with the artificial bottle gouard moved by hands that coordinates, draw to reserving hole channel, adopt abrasive machine that polishing steel form wire wheel used is installed load-bearing steel strand 6 top layer toppings are polished;
The 3rd step, floor system construction comprises the installation of crossbeam 3, the laying of bridge deck 4, secondary is filled and cable wind rope is installed, during floor system construction, first crossbeam 3 is installed, the sliding axle of crossbeam 3 and steel strand 6 is completed by the pin joint roller bearing of crossbeam 3 both sides, next carries out the laying of bridge deck 4, adopt 2 self-control triangle pylons to place in bridge floor bilateral symmetry, 3 tons of bottle gouard moved by hands bilateral symmetry promote crossbeam 3, small-size jack fine setting crossbeam 3 positions, rear connecting bridge panel 4 and crossbeam 3 have been located, complete after bridge floor is laid and carry out buttress 2 and 1 Concrete Filled of anchor beam for the second time, concrete grade C25, cable wind rope is finally installed, cable wind rope basis is chosen in more complete massif place, rock stratum, both sides, it is anchor rod anchored that each basis adopts 4 Ф 32 to enter rock 1.8m, screwing steel bars cage fluid concrete, the reserved Ф 32 screw-thread steel arc closed hoops of end face before cast.
Embodiment 2
Take Xingtai Grand Canyon as example, and as shown in Figure 1, Xingtai Grand Canyon is positioned at west, Xingtai 80 kms, has a common boundary with Shanxi, belongs to typical Taihang Mountain landform, landforms.Wide approximately 25 meters of left and right, Grand Canyon the lowest point, suitable for reading wide 30～65 meters, 78～100 meters of vertical heights.After 2000, be developed as Xingtai tourist attraction, there are 5 meters of wide highway in scenic resorts the lowest point, rigid pavement, year reception visitor approximately 5～100,000 people.He Ping gorge bridge is positioned at He Ping gorge tourist district, and with higher line position one across crossing over valley, bridge floor reaches 170m left and right apart from the lowest point discrepancy in elevation, three, bridge location place precipice, construction safety risk is very big.
1. anchor system construction
Oblique anchor pole adopts φ 32 fining twisted steels, length 18m, anchor pole one end anchor is in massif, the other end is directly built in concrete anchor beam, anchor beam is installed ground tackle and arrangement of reinforcement, and lay at 37 °, 20 ° intervals of anchor pole and horizontal plane angle, and level interval is 0.28m, vertical spacing is from 0.28-3.5m, not stretch-draw of anchor pole.Bolthole diameter 0.09m, hole path pressure grouting adopts M50 cement paste.Vertical anchor pole adopts common hot-rolled ribbed φ 28 indented barss, and wherein load-bearing anchor beam arranges 21, and balance anchor beam arranges 9, and vertical anchor pole is all laid according to 50cm * 50cm, and anchor pole anchors into massif basement rock 2.0m.Cable way bridge two sides anchor type is identical, and the anchor rod system that oblique and vertical anchor pole forms meets design tensile stress and axially shearing force requirement.
Cable way bridge load-bearing anchor beam and balance anchor beam main tendon all adopt φ 25 spacing 15cm to lay, and reinforcing cage sets up 2 road φ 25+ φ 16 stiffener nets along bridge to facade can resist to guarantee anchor beam the horizontal shear force producing after main rope steel strand tension.
1.1 anchor hole construction
Cable way bridge anchor hole adopts hidden hole drilling equipment construction, and position, anchor beam position is in " V " shape hillside, and massif top layer mostly is accumulation silt and the rubble due to weathering, landslide, average cladding thickness 2m.Construction is first cleared up earth's surface, anchoring position to massif basement rock before anchor pole duct.
After clear having shown, start to set up hidden hole drilling support, orientation angle is also implemented bore operation, every operation one to two joint drilling rod need check and adjust orientation angles, on anchor hole, row of horizontal angle of incidence is 20 °, 37 ° of lower row of horizontal angle of incidence, axis direction is parallel with cable way bridge design axis, pierces 16.5 meters of the degree of depth.
After anchor hole has applied, residual stone dirt in duct must be blown out and plugging hole road junction, to guarantee that mud jacking slurries fully engage with duct, guarantee duct frictional force.
1.2 anchor bolt construction
1.2.1 Bower Anchor bar is inserted in
Cable way bridge Bower Anchor bar adopts φ 32 fining twisted steels, fining twisted steel length is 12m and two kinds of specifications of 6m, every Bower Anchor bar is formed by connector combination by a 12m and a 6m fining twisted steel, every Kong Shoujie is inserted in termination point of anchor rod and all screws in nut (φ 32 fining twisted steels are special-purpose) to strengthen end anchorage power, tieback connector adopts special-purpose φ 32 connectors to connect, and exposed junction arranges the anchor system that spiral bar, 20cm * 20cm * 2cm anchor plate and specialized nut form.
1.2.2 vertical anchor bolt construction
Vertical anchor pole adopts HRB335 φ 28 screw-thread steels, and Bower Anchor case bay 50cm * 50cm lays 21, and balance anchor case bay 50cm * 50cm lays 9, HRB335 Steel Bar Tensile Strength standard value f
sk=335Mpa, single HRB335 φ 28 screw-thread steel shear strength f
v=0.75* f
sk, single HRB335 φ 28 screw-thread steel shearing resistance F=f
v* s=154.7KN.
1.3 hole path pressure grouting
After being inserted in anchor pole, need mud jacking as early as possible, anchor pole was inserted in the same day mud jacking same day is advisable most.
Hole path pressure grouting slurries adopt the configuration of M50 match ratio (cement: grouting agent: water=1295:144:410), mud jacking water temperature must not be lower than 5 ℃, mud jacking overflow rear waits 2min also repeatedly ftercompction until slurries ooze no longer down.
The processing of 1.4 reinforcing bars and template and installation
The vertical main muscle of load-bearing anchor beam and balance anchor beam all adopts φ 25 screw-thread steels; other all use φ 16 screw-thread steels; inner pre-buried 90 * 25mm plastic film capicitor, anchor plate before installation form; reserved some φ 28 screw-thread steels of end face are as track cable traction fixed end, the clean topping 3cm of reinforcing cage and template are installed.
Buttress reinforcing cage adopts φ 16 screw-thread steels, spacing 15cm lays, section is trapezoidal, the wide 60cm of upper end face, the face width of going to the bottom 90cm, high 80cm, the pre-buried 1/4 φ 530mm of end face, δ=8mm seamless steel pipe arc cable saddle, cable saddle end face is accurately located main rope steel strand position with total powerstation, adopts the spacing steel plate of the little Plate Welding steel strand of δ=14mm.
1.5 anchor beams and buttress concreting
1.5 * 5.0 * 2.0 meters of load-bearing anchor beam design sizes, 1.5 * 1.5 * 2.0 meters of balance anchor beam design sizes, anchor beam concrete design class C50 used, buttress concrete design class C30.
1.6 concrete healths
Cable way bridge anchor beam and foundation construction time are January November to next year, and bridge site place average temperature is-5 ℃, and air humidity is less than 35%.In the quality of this severe Under Concrete health, be directly connected to the functional performance of anchor system.
In view of the shortage of water of bridge location place, to have inconvenient traffic, night, wind was large, the features such as temperature is low, take the wetting covered with plastic film of concrete surface and cotton-wadded quilt, the whole covering of outermost layer thickening plastic foil, inside arranges electric heating appliance sealing insulation the wetting Curing Method of timing adding water.The method has been saved the cost of transhipment boiler and coal cinder, and constructing operation is simple and easy, health temperature, moisture stable.Through practical operation, plastics temperature of shed remains on more than 13 ℃, and 28 days intensity of concrete all can reach designing requirement.
1.7 fill first
After buttress and anchor beam concreting health, fill first, buttress and anchor beam surrounding adopt stone brick work, and packed height is to main rope reserving hole channel 30cm once, and packing material adopts C25 concrete.
1.8 counter drawing are strengthened anchor construction
For the axial stress after the stretch-draw of balance main rope and bridge floor laying, anchor beam being applied, the anti-reinforcement anchor beam that draws of prestress wire together with being all provided with between each balance anchor beam at load-bearing anchor beam.The anti-reinforcement anchor beam that draws is welded by I20b I steel composite, and centre arranges ribs version, reserved prestressed pore passage in anchor beam.
Prestressing tendon adopts presses the underrelaxation steel strand that GB/T5224-2007 technical standard is produced, and specification is Φ
s15.2, tensile strength standard value f
pk=1860MPa.8 of the every bundles of steel strand, 4 bundles are respectively established in two sides, and steel wire bundle one end anchors into massif rock stratum 20m, and hole path pressure grouting adopts M50 cement paste.Counter drawing between anchor beam and massif treats to carry out Concrete Filled after hole path pressure grouting, after hole path pressure grouting and fill concrete intensity reach 90%, exposed junction steel strand carry out stretch-draw by being arranged on the 15-8 ground tackle of strengthening on anchor beam, stretching construction need carry out after mud jacking intensity expires, and proof stress is 0.75 * 0.75f
pk.
Anti-straining beam single steel strand design tensile stress is 14.6T, a side total pulling force value 467.2T.It is Y=0.2023X-0.0818(X unit K N that jack is demarcated regression equation), substitution equation obtains oil meter reading and should be: 29.5MPa.
2. track cable construction
Track cable adds PE topping Φ by epoxide-resin glue
s15.2 prestress wire forms.
The blanking of 2.1 track cables
Cable way bridge two sides anchor beam sealing off and covering anchorage end horizontal range 121m, buttress centres 103m, according to catenary formula
L=a(chx/a-1)
When steel strand center sag is 10m, between the ground tackle of two sides, steel strand overall length is 123.5m, and cutting length is decided to be 125 meters, and so both having met length does not waste material, and after guaranteed traction, horizontal component is unlikely to excessive and causes constructional difficulties.
The traction of 2.2 track cables
Load-bearing steel strand, by Fenyang bank blanking, utilize horizontal cable crane traction to Xingtai side.Steel strand termination clamps with self-made clamp, is transported to after the bank of Xingtai and draws to reserving hole channel with the artificial bottle gouard moved by hands that coordinates.
The skin of dispelling of 2.3 track cables
Anchoring track cable needs exposed steel strand; adopting abrasive machine that polishing steel form wire wheel used is installed polishes to load-bearing steel strand top layer topping; wire wheel hardness is greater than topping and is less than steel strand, has not only dispelled unnecessary crust but also can not injure steel strand itself.
The stretch-draw of 2.4 track cables
If track cable is ordinary steel twisted wire, just main rope available jack after traction fixedly completes carries out stretch-draw operation according to theoretical oil meter reading.But steel strand that contain special protection layer that this project adopts, and single steel strand length is larger, thus need accurately to determine the position that steel strand tension its ground tackle when designing sag clamps, to control the dispel accurate location of skin of steel strand polishing.
By theory, calculate catenary equation formula, in conjunction with level gauge, orient polishing steel strand position.
As calculated, when steel strand sag is 10 meters, steel strand are carried out to measurement of the level polishing position, location the best.
Catenary equation has
Y=a(chx/a-1)；
Y gets 10m;
X gets span centre 51.5m;
Bring to obtain a=134 into
A brings catenary length equation into
L=2ash (x/a) tries to achieve catenary length L=105.55m
After theoretical stretch-draw completes, between buttress, empty rope catenary is about 103.05 meters.
Now near 105.55-103.05=2.5 place, anchor beam ground tackle the place ahead, concentrate the skin polishing of dispelling, wherein anchor beam width is 1.5 meters.
After having polished, just can carry out stretch-draw operation, tension steel strand, according to design arrow degree, oil meter reading, temperature three control principles, be take and designed arrow degree as main, and other are auxiliary.
The maximum empty rope arrow degree in design steel strand center is 0.35m, and the empty rope design of main rope tensile stress is 5.04T, and jack is demarcated regression equation and is
Y=0.2023X-0.0818 (X unit KN)
Bringing equation into obtains oil meter reading and should be: 10.1MPa.
3. floor system construction
Design parameters and technical indicator
(1) design span: 103m;
(2) design load: 40 tons, bicycle, 13 tons of axial compressions;
(3) bridge ratio of rise to span: 1/35;
(4) bridge floor is wide: roadway 3.72 m;
Bridge deck mainly comprises the structures such as equalizer roadway Steel plate bridge, edge material, railing.Roadway steel bridge deck has 2 kinds: standard steel bridge deck, equalizer bridge deck.In conjunction with bridge location place route trend, equalizer adopts the design of " one " font, and bridge deck adopt 3mm low-alloy high-strength steel Q420 steel mould to press-fit the type of being welded into, wide 40 cm, thick 8.5cm, and bridge deck are directly layered on main rope institute face.Roadway edge material adopts 15 cm * 20 cm(high * wide) northeast pine, several piece bridge deck are unified and are connected with main rope.Baluster adopts the pipe of φ 60 * 3.5, and railing rope adopts Φ 16mm wire rope that steel railing is connected.
The installation of 3.1 crossbeams
Because landform is limited, all can only being lifted by Fenyang side of crossbeam.Given this situation, installs a 1.5T small winch in advance at Xingtai bank, and hoist engine and first joint crossbeam stable connection, after crossbeam promotes complete and fixing isometric Ф 10 steel cable, start hoist engine crossbeam is drawn, and once completes crossbeam location and installation.
The sliding axle of crossbeam and steel strand is completed by the pin joint roller bearing of crossbeam both sides, and balance anchor beam 16 steel strand in both sides are born whole 11 gooseneck weight, the every heavy 850Kg of gooseneck, and after checking computations, steel strand load meets the demands.Before traction, each pin joint axle needs coating butter to reduce the frictional force between crossbeam and steel strand, guarantees that elevator function draws crossbeam smoothly to predeterminated position.
Between every 2 joint crossbeams, lay 20 standard bridge deck, control Ф 10 steel cables control length and should be slightly larger than 20 times of bridge deck length so that artificial accurate adjustment crossbeam of later stage position.
The laying of 3.2 bridge deck
Bridge deck are laid by Fenyang side block-by-block, every laying 4 joints adopt 15cm * 150cm δ=10mm steel plate to connect, every laying completes bridge deck between one section of two joint crossbeam and carries out the pre-buried of curb wood and fence upright, crossbeam and steel strand, curb wood is with steel strand, all adopt U-shaped the linking of Ф 16 to connect, overlap and on each U-shaped card, with pad, add double nut and fix, to guarantee its stability of cable way bridge operational phase.
As shown in Figure 2, crossbeam is connected by connecting bolt 5 with special crossbeam bridge deck with bridge floor, and it is Ф 20 hex boltss that connecting bolt 5 adopts.Because whole goosenecks have drawn in earlier stage, only by 16 of both sides steel strand, born stressed, therefore crossbeam and bridge deck have certain arrow degree poor.Adopt 2 self-control triangle pylons to place in bridge floor bilateral symmetry, 3 tons of bottle gouard moved by hands bilateral symmetry promote crossbeam, and small-size jack fine setting crossbeam position, has located rear connecting bridge panel and crossbeam.
Fill for 3.3 2 times
Complete and after bridge floor is laid, carry out Concrete Filled between buttress and anchor beam for the second time, concrete grade C25.
3.4 cable wind ropes are installed
Cable wind rope basis is chosen in more complete massif place, rock stratum, both sides, and it is anchor rod anchored that each basis adopts 4 Ф 32 to enter rock 1.8m, screwing steel bars cage fluid concrete, the reserved Ф 30 round steel arc closed hoops of end face before cast.
Cable wind rope is used Ф 22 hemp core steel cables, and it is upper that one end is used 5T turnbuckle to be fixed on basis, and another end has connected to form cable wind system with the 7th, 8 goosenecks respectively.
In the present invention, NM structure and technique belong to the known technology in this area, therefore do not repeat them here.
Claims (5)
1.PE epoxy coating strand heavy duty cable way bridge design and construction, is characterized in that: at least comprise anchor system construction, track cable construction, floor system construction, wherein:
The first step, anchor system construction comprises the processing of anchor hole construction, anchor bolt construction, hole path pressure grouting, reinforcing bar and template and installation, anchor beam (1) and buttress (2) concreting, concrete health, fills and counter drawing strengthened anchor construction first; During anchor system construction, construction is first cleared up earth's surface, anchoring position to massif basement rock before anchor pole duct, after having shown clearly, starts to set up hidden hole drilling support, and orientation angle is also implemented bore operation, after anchor hole has applied, residual stone dirt in duct is blown out and plugging hole road junction, anchor pole is inserted in, and mud jacking is carried out in duct, reinforcing bar and template are installed, anchor beam (1) and buttress (2) are carried out to concreting health, after health, fill first, and the anti-reinforcement anchor that draws of steel strand is set;
Second step, track cable construction comprises the blanking of track cable, draw, dispel skin and stretch-draw, during track cable construction, steel strand between the ground tackle of two sides (6) overall length is 123.5m, cutting length is 125 meters, steel strand (6) are by one end blanking, utilize horizontal cable crane to draw to the other end, steel strand (6) termination clamps with self-made clamp, after being transported to the other end, with the artificial bottle gouard moved by hands that coordinates, draw to reserving hole channel, adopt abrasive machine that polishing steel form wire wheel used is installed steel strand (6) top layer topping is polished;
The 3rd step, floor system construction comprises the installation of crossbeam (3), the laying of bridge deck (4), secondary is filled and cable wind rope is installed, during floor system construction, crossbeam (3) is first installed, the sliding axle of crossbeam (3) and steel strand (6) is completed by the pin joint roller bearing of crossbeam (3) both sides, next carries out the laying of bridge deck (4), adopt 2 self-control triangle pylons to place in bridge floor bilateral symmetry, 3 tons of bottle gouard moved by hands bilateral symmetry promote crossbeam (3), small-size jack fine setting crossbeam (3) position, rear connecting bridge panel (4) and crossbeam (3) have been located, complete and after bridge floor is laid, carry out Concrete Filled between buttress (2) and anchor beam (1) for the second time, concrete grade C25, cable wind rope is finally installed, cable wind rope basis is chosen in more complete massif place, rock stratum, both sides, it is anchor rod anchored that each basis adopts 4 Ф 32 to enter rock 1.8m, screwing steel bars cage fluid concrete, the reserved Ф 32 screw-thread steel arc closed hoops of end face before cast.
2. according to the PE epoxy coating strand heavy duty cable way bridge design and construction described in claim 1, it is characterized in that: described anchor system is comprised of anchor pole, anchor beam (1) and the anti-reinforcement anchor that draws, and anchor pole adopts oblique fining twisted steel and vertical plain bars combining form; Anchor beam (1) is comprised of load-bearing anchor beam and balance anchor beam, load-bearing anchor beam size 1.5m * 2.0m * 5.0m, and balance anchor beam size 1.5m * 2.0m * 1.5m, anchor beam (1) is C50 reinforced concrete cast-in-situ; The anti-reinforcement anchor that draws is comprised of 4 Combination Welding crossbeams and 8 bundle steel strand (6), act as balance track cable self axial stress.
3. according to the PE epoxy coating strand heavy duty cable way bridge design and construction described in claim 1, it is characterized in that: described track cable adds PE topping Φ by epoxide-resin glue
s15.2 steel strand (6) form.
4. according to the PE epoxy coating strand heavy duty cable way bridge design and construction described in claim 1, it is characterized in that: described floor system is comprised of steel Q420 special steel material crossbeam (3), Q420 special steel material bridge deck (4), curb wood, flexible safety fence, cable wind rope.
5. according to the PE epoxy coating strand heavy duty cable way bridge design and construction described in claim 1, it is characterized in that: when described anchor system is constructed, wherein, during anchor hole construction, every operation one to two joint drilling rod need check and adjust orientation angles, and on anchor hole, row of horizontal angle of incidence is 20 °, 37 ° of lower row of horizontal angle of incidence, axis direction is parallel with cable way bridge design axis, pierces 16.5 meters of the degree of depth;
Bower Anchor bar adopts φ 32 fining twisted steels, fining twisted steel length is 12m and two kinds of specifications of 6m, every Bower Anchor bar is combined by a 12m and a 6m fining twisted steel, every Kong Shoujie is inserted in termination point of anchor rod and all screws in φ 32 fining twisted steel specialized nuts to strengthen end anchorage power, tieback connector adopts special-purpose φ 32 connectors to connect, exposed junction arranges spiral bar, the anchor system that 20cm * 20cm * 2cm anchor plate and specialized nut form, vertical anchor pole adopts HRB335 φ 28 screw-thread steels, Bower Anchor case bay 50cm * 50cm lays 21, balance anchor case bay 50cm * 50cm lays 9, anchor into rock stratum 2m HRB335 Steel Bar Tensile Strength standard value f
sk=335Mpa, single HRB335 φ 28 screw-thread steel shear strength f
v=0.75* f
sk, single HRB335 φ 28 screw-thread steel shearing resistance F=f
v* s=154.7KN,
The vertical main muscle of load-bearing anchor beam and balance anchor beam all adopts φ 25 screw-thread steels, other all use φ 16 screw-thread steels, inner pre-buried 90 * 25mm plastic film capicitor before installation form, anchor plate, reserved some φ 28 screw-thread steels of end face are as track cable traction fixed end is installed, the clean topping 3cm of reinforcing cage and template, buttress (2) reinforcing cage adopts φ 16 screw-thread steels, spacing 15cm lays, section is trapezoidal, the wide 60cm of upper end face, the face width of going to the bottom 90cm, high 80cm, the pre-buried 1/4 φ 530mm of end face, δ=8mm seamless steel pipe arc cable saddle, cable saddle end face is accurately located main rope steel strand position with total powerstation, adopt the spacing steel plate of the little Plate Welding steel strand of δ=14mm,
1.5 * 5.0 * 2.0 meters of load-bearing anchor beam design sizes, 1.5 * 1.5 * 2.0 meters of balance anchor beam design sizes, anchor beam concrete design class C50 used, buttress concrete design class C30;
Packing material adopts C25 concrete first.
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| CN105821765A (en) * | 2015-01-05 | 2016-08-03 | 任丘市永基建筑安装工程有限公司 | Steel bow bridge base installation technology |
| CN104805770B (en) * | 2015-04-15 | 2016-09-07 | 中交二公局第二工程有限公司 | A kind of it is applicable to the mountain area occasional passage erection method across valley |
| CN105239499A (en) * | 2015-11-10 | 2016-01-13 | 中国建筑第六工程局有限公司 | Post-pressure-grouting structure of steel-concrete combined section |
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