CN111622126A - Construction method of high-altitude vertical manned channel in high mountain rock area - Google Patents
Construction method of high-altitude vertical manned channel in high mountain rock area Download PDFInfo
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- CN111622126A CN111622126A CN202010549004.0A CN202010549004A CN111622126A CN 111622126 A CN111622126 A CN 111622126A CN 202010549004 A CN202010549004 A CN 202010549004A CN 111622126 A CN111622126 A CN 111622126A
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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
- E01D19/00—Structural or constructional details of 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
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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Abstract
The invention discloses a construction method of a high-altitude vertical manned channel in a high mountain rock area, which comprises the following steps: arranging a front fulcrum close to the cliff and a rear fulcrum far away from the cliff, wherein the front fulcrum and the rear fulcrum are formed by pouring concrete; the method comprises the following steps that two Bailey beams are adopted as a main body, the Bailey beams are sequentially assembled from a front fulcrum to a rear fulcrum, and one end of each Bailey beam extends out of a cliff to form a cantilever; a lifting portal opening of the hanging basket is reserved at the cantilever end of the Bailey beam, and the hanging basket is installed at the lifting portal opening. The invention has the advantages of small material consumption, short installation period, unlimited erection height, effective construction cost saving, no limitation of height and actual foundation conditions and stable structure.
Description
Technical Field
The invention relates to the technical field of natural scenic spot building engineering. More specifically, the invention relates to a construction method of a high-altitude vertical manned channel in a high mountain rock area.
Background
The existing vertical channel construction generally adopts the combined application of various mechanical equipment such as scaffolds, derricks, trusses and the like, and is built from bottom to top, the materials of the equipment have the defects of large consumption, long installation period, limited erection height and the like, and cannot be popularized and applied, the vertical channel applicable to the method is generally limited to high-rise buildings in plain areas, and the height of the buildings is generally about 90 m;
however, in naturally developed scenic spots, particularly in mountainous karst scenic spots or pits and other scenic spots with obvious landform characteristics and large height difference, the vertical height is usually more than 150m, when a vertical lifting channel needs to be built, the construction is limited by height conditions and landform, the construction is difficult, and when a scaffold structure from bottom to top is adopted for construction, the risk coefficient is high, and the structure is unstable.
Disclosure of Invention
An object of the present invention is to solve at least the above problems and to provide at least the advantages described later.
The invention also aims to provide a construction method of the high-altitude vertical manned passage in the high mountain rock area, which has the advantages of small equipment material consumption, short installation period, unlimited erection height, effective construction cost saving, no limitation of height and actual foundation conditions and stable structure.
To achieve these objects and other advantages in accordance with the purpose of the invention, there is provided a construction method of a high altitude vertical manned passageway in a high mountain rock area, comprising:
arranging a front fulcrum close to the cliff and a rear fulcrum far away from the cliff, wherein the front fulcrum and the rear fulcrum are formed by pouring concrete; the method comprises the following steps that two Bailey beams are adopted as a main body, the Bailey beams are sequentially assembled from a front fulcrum to a rear fulcrum, and one end of each Bailey beam extends out of a cliff to form a cantilever; a lifting portal opening of the hanging basket is reserved at the cantilever end of the Bailey beam, and the hanging basket is installed at the lifting portal opening.
Preferably, the construction method of the high-altitude vertical manned passageway in the high mountain rock area comprises the following specific steps:
s1, excavating the foundation of the front supporting point and the rear supporting point; the excavation slope ratio of the front supporting point to the rear supporting point is 1:1, and excavation is carried out until the bottom of the corresponding supporting point falls on a complete rock surface; pouring concrete by using the combined steel template, and curing to the designed strength to obtain a front supporting point and a rear supporting point;
s2, arranging a rear anchor embedded part on the rear supporting point; splicing two Bailey beams as a main body, arranging a shoulder pole beam on the top surface of the Bailey beam close to a rear pivot as a temporary fixing device, connecting the temporary fixing device with the rear anchor embedded part through a connecting screw rod, and fixing the top surface of the shoulder pole beam by adopting a bolt; moving the two Bailey beams to corresponding positions according to a construction drawing, installing permanent rear anchors, locating anchoring positions on the top surfaces of the lower chords, and removing temporary rear anchors at the tops; paving a thick pattern steel plate on the back section of the Bailey beam close to the front supporting point to serve as a platform channel;
s3, paving a channel steel support pad at the edge of the lifting portal opening of the Bailey beam, and splicing the lifting portal of the hanging basket at the upper part of the lifting portal opening on the Bailey beam; after a hanging basket to be installed is hung at the position of a lifting portal opening, the installation position of a hanging basket steel wire rope is positioned, after the steel wire rope is fixed, the hanging basket is started to be automatically lifted, and the channel steel support pad is moved out;
s4, removing the foundation soil of the cliff bottom, paying off corresponding to a floor point of a hanging basket to determine the axis of each row of steel pipes of the full-hall support to be built, manually chiseling the rock surface of the cliff bottom into a step shape, repairing the step shape to be flat, positioning the building position of the full-hall support, paving a support steel plate in the longitudinal direction of the bridge, and building the full-hall support; after the full support is erected, the bamboo plywood is used as a panel.
Preferably, two vertical cable towers are arranged at the positions, corresponding to the two Bailey beams, of the center of the front fulcrum, each cable tower corresponds to one Bailey beam, the bottoms of the cable towers are fixed by adopting steel plate anchor bolts, the waist of each cable tower is provided with a reserved stay through hole, and two stays are arranged to be tied with the lower chord of the corresponding Bailey beam.
Preferably, the hanging baskets are arranged in parallel, and the two hanging baskets form an operation and emergency double channel.
Preferably, the assembling of the beret beam in S1 is specifically: dividing two Bailey beams into two groups, wherein each group comprises two Bailey beams which are sequentially spliced from a front fulcrum to a rear fulcrum; hoisting and positioning a single group of first Bailey beams, using steel pipes as temporary supports, and adjusting the verticality and the horizontal axis of the Bailey beams; hoisting and positioning a corresponding second Bailey beam, hammering a bolt on the Bailey beam to be in place after positioning, and inserting a bayonet lock; mounting a support frame to connect two Bailey beams into a whole, wherein the support frame is connected with the Bailey beams by bolts; paving sleepers, namely paving sleepers at the two ends of the second group of Bailey beams to enable the paving height to be equal to the supporting point, and filling the insufficient positions with wood boards; hoisting a second group of first Bailey beams, installing a bolt after the beams are in place, and installing a spring clamp pin; and mounting a second group of second Bailey beams and a support frame to connect the Bailey beams into a whole.
Preferably, in S2, a plurality of vertical columns are welded at even intervals on two sides of the platform steel plate on the platform channel near the edge along the extending direction of the beret beam, and after the columns are welded, a protective net is hung on the plane where the plurality of columns are located.
Preferably, after the hanging basket is installed, trial carrying is carried out before the hanging basket is used; trial carrying, taking 1.2 times of the basket load according to the load; the load test is carried out in two steps, the platform is observed in the first step, and after the two hanging baskets are simultaneously weighed, the deflection of the platform and the deformation condition of the Bailey beam are observed, so that the requirement of allowable deflection is met. And a second dynamic load test is used for observing the operation condition of the hanging baskets, one hanging basket of the two hanging baskets is static after being loaded, the first hanging basket of the two hanging baskets is operated in a test mode for 3 to 5 times, and the second hanging basket is operated in a test mode in the same way after safety is confirmed.
Preferably, the cable tower is I-shaped steel, the type of the steel wire rope stay is 6 × 19, anchor points of the steel wire rope stay are located at the front end and the rear end of the cable tower by 6m, and the bottom of the cable tower is fixed by steel plate anchor bolts, specifically, reinforcing steel plates are arranged at the bottom of the I-shaped steel, and 4 reinforcing steel plates are reserved on the reinforcing steel plates
Anchor eye, in diameter
The anchor rod is chemically anchored on the front pivot by using the bar planting glue and is fixed on the front pivot through an anchor rod bolt.
Preferably, a pair of vertical limiting sleeves is arranged at the corner below a lifting door frame of the hanging basket, the two limiting sleeves are arranged in axial symmetry relative to a central shaft of the hanging basket, a limiting steel wire rope penetrates through the limiting sleeves, the upper end of the limiting steel wire rope is fixedly connected with a cross beam at the bottom of the door frame, the lower end of the limiting steel wire rope penetrates through the limiting sleeves and then is anchored with the substrate, and the steel wire rope is tensioned and is in a vertical state; a horizontally arranged damping rod is arranged above the hanging basket, a rod body of the damping rod is a sliding chute which penetrates up and down, two damping springs are embedded in the sliding chute, a sliding block is arranged between the two damping springs and fixedly connected with the two damping springs, free ends of the two damping springs are fixedly connected with the inner wall of the sliding chute, and the two damping springs are in a compressed state; a through limiting hole is formed in the middle of the sliding block, and a steel wire rope for hanging the hanging basket penetrates through the limiting hole to be connected with a winch; two free ends of the damping rod are respectively provided with a vertical guide groove, a pulley with a horizontal axis is arranged in each guide groove, a limiting steel wire rope respectively penetrates through the corresponding guide grooves, the limiting steel wire rope is abutted against the corresponding pulley, and the length of the damping rod is slightly larger than the length of a diagonal line of the horizontal section of the hanging basket.
The invention at least comprises the following beneficial effects:
the invention adopts the Bailey beam high-altitude overhanging manned hanging basket construction technology, realizes the construction of a high-altitude vertical manned channel in a high mountain rock area, has strong stability of combined components in the construction mode, not only solves the difficulty of limited building height, but also effectively controls the traffic safety of operating personnel, fills the blank of building the construction technology from high altitude of a cliff to a base construction channel, and greatly promotes the development and utilization of similar sky pit scenic spots in China along with the popularization and application of the technology;
the invention adopts an assembling and combining action mode, accelerates the installation of combined equipment, effectively shortens the construction period of a construction project, reduces the total power of machinery and equipment investment compared with other construction schemes, and has obvious energy-saving and environment-friendly effects; meanwhile, the technical structural component can be repeatedly utilized, so that the investment and waste of resources such as various material equipment and materials are reduced, and potential economic benefits are achieved;
according to the hanging basket, the limiting steel wire ropes are arranged between the cantilever end and the base, the damping rods are arranged at the top of the hanging basket and are in sliding connection with the two limiting steel wire ropes and the steel wire ropes of the hanging basket, so that the three steel wire ropes are in the same plane, the stability of the hanging basket is improved, meanwhile, the damping springs are embedded in the damping rods, the sliding blocks are fixedly connected with the damping springs and are in sliding connection with the damping rods, the sliding blocks are sleeved with the steel wire ropes of the hanging basket, the suspended swinging amplitude of the steel wire ropes of the hanging basket is reduced through the damping springs, and the stability of the.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
Fig. 1 is a side view of a bailey beam high-altitude cantilever structure according to one technical scheme of the invention;
FIG. 2 is a top view of the Bailey beam high-altitude overhanging structure and the hanging basket according to one of the technical solutions of the present invention;
FIG. 3 is a schematic structural diagram of a damping rod according to one embodiment of the present invention;
FIG. 4 is a top view of the pylon according to one embodiment of the invention;
FIG. 5 is a schematic diagram of an anchor point structure of the front pivot point according to one embodiment of the present invention;
fig. 6 is a schematic structural diagram of a cable tower anchor point on a beret beam according to one of the technical solutions of the present invention;
fig. 7 is a schematic structural diagram of a damping rod according to one embodiment of the present invention.
Detailed Description
The present invention is further described in detail below with reference to embodiments, as shown in fig. 1-7, so that those skilled in the art can implement the present invention by referring to the description text.
Example 1
A construction method of a high-altitude vertical manned channel in a high mountain rock area comprises the following steps:
s1, arranging a front fulcrum 1 close to the cliff and a rear fulcrum 2 far away from the cliff, and forming the front fulcrum 1 and the rear fulcrum 2 by pouring concrete; excavating a foundation of the front supporting point 1 and the rear supporting point 2; the excavation slope ratio of the front supporting point 1 to the rear supporting point 2 is 1:1, and excavation is carried out until the bottom of the corresponding supporting point falls on a complete rock surface; pouring concrete by using the combined steel template, and curing to the designed strength to obtain a front supporting point 1 and a rear supporting point 2;
s2, arranging a rear anchor embedded part on the rear pivot 2; splicing the two Bailey beams 3 as a main body, splicing the Bailey beams from a front pivot 1 to a rear pivot 2 in sequence, wherein the splicing from the front pivot 1 to the rear pivot 2 is a splicing direction, namely, the splicing sequence of the two Bailey beams 3 is a splicing direction extending from the front pivot 1 to the rear pivot 2; the top surface of the Bailey beam 3 close to the rear fulcrum 2 is provided with a shoulder beam as a temporary fixing device, the shoulder beam is connected with the rear anchor embedded part through a connecting screw rod, the top surface of the shoulder beam is fixed by bolts, the fixed Bailey beam 3 cannot move in the direction vertical to the main body of the Bailey beam, but can move in the extending direction of the Bailey beam, namely, the Bailey beam 3 can shuttle back and forth along the length direction of the Bailey beam, so that the effect of temporarily fixing the Bailey beam 3 is achieved, and meanwhile, one end of the Bailey beam can also be moved out of the cliff to form a cantilever in the subsequent step; moving the two Bailey beams 3 to corresponding positions according to construction drawings, namely, extending one end of each Bailey beam out of the cliff to form a cantilever; installing permanent rear anchors, wherein the anchoring positions are positioned on the top surfaces of the lower chords, and removing the temporary rear anchors at the tops; laying a thick pattern steel plate 4 on the back section of the Bailey beam 3 close to the front pivot 1 as a platform channel;
s3, reserving a lifting door frame opening of the hanging basket at the cantilever end of the Bailey beam; channel steel is welded on the edge of the opening of the lifting door frame to form a square frame structure; paving channel steel support pads along the edges of the opening of the lifting portal 5 of the Bailey beam 3, and splicing the lifting portal 5 of the hanging basket 6 at the upper part of the opening of the lifting portal 5 on the Bailey beam 3; after a hanging basket 6 to be installed is hung at the opening of the lifting portal 5, the installation position of a steel wire rope of the hanging basket 6 is positioned, after the steel wire rope is fixed, the hanging basket 6 is started to be automatically lifted, and the channel steel support pad is moved out;
s4, removing the foundation soil of the cliff bottom, paying off corresponding to the floor point of the hanging basket 6 to determine the axis of each row of steel pipes of the full-hall support to be built, manually chiseling the rock surface of the cliff bottom into a step shape, repairing the step shape to be flat, positioning the building position of the full-hall support, paving a support steel plate in the longitudinal direction of the bridge, and building the full-hall support; after the full support is erected, the bamboo plywood is used as a panel.
The construction method has the advantages that the construction of the high-altitude vertical manned passageway in the high mountain rock area is realized by adopting the Bailey beam high-altitude overhanging manned hanging basket construction technology, the stability of the combined components is high, the difficulty that the building height is limited is solved, the passing safety of operators is effectively controlled, the blank of building the construction technology from the high altitude of the cliff to the base construction passageway is filled, and along with the popularization and application of the technology, the development and utilization of similar sky pit scenic spots in China are greatly promoted; the assembly and combination action mode is adopted, the installation of the combined equipment is accelerated, the construction period of a construction project is effectively shortened, the total power of the investment of machinery and equipment is reduced compared with other construction schemes, and the energy-saving and environment-friendly effects are obvious; meanwhile, the technical structural component can be repeatedly utilized, the investment and waste of resources such as various material equipment and materials are reduced, and potential economic benefits are achieved.
Example 2
A construction method of a high-altitude vertical manned channel in a high mountain rock area comprises the following steps:
s1, arranging a front fulcrum 1 close to the cliff and a rear fulcrum 2 far away from the cliff, and forming the front fulcrum 1 and the rear fulcrum 2 by pouring concrete; excavating a foundation of the front supporting point 1 and the rear supporting point 2; the excavation slope ratio of the front supporting point 1 to the rear supporting point 2 is 1:1, and excavation is carried out until the bottom of the corresponding supporting point falls on a complete rock surface; pouring concrete by using the combined steel template, and curing to the designed strength to obtain a front supporting point 1 and a rear supporting point 2;
s2, arranging a rear anchor embedded part on the rear pivot 2; splicing the two Bailey beams 3 as a main body, splicing the Bailey beams from a front pivot 1 to a rear pivot 2 in sequence, wherein the splicing from the front pivot 1 to the rear pivot 2 is a splicing direction, namely, the splicing sequence of the two Bailey beams 3 is a splicing direction extending from the front pivot 1 to the rear pivot 2; the top surface of the Bailey beam 3 close to the rear fulcrum 2 is provided with a shoulder beam as a temporary fixing device, the shoulder beam is connected with the rear anchor embedded part through a connecting screw rod, the top surface of the shoulder beam is fixed by bolts, the fixed Bailey beam 3 cannot move in the direction vertical to the main body of the Bailey beam, but can move in the extending direction of the Bailey beam, namely, the Bailey beam 3 can shuttle back and forth along the length direction of the Bailey beam, so that the effect of temporarily fixing the Bailey beam 3 is achieved, and meanwhile, one end of the Bailey beam can also be moved out of the cliff to form a cantilever in the subsequent step; moving the two Bailey beams 3 to corresponding positions according to construction drawings, namely, extending one end of each Bailey beam out of the cliff to form a cantilever; installing permanent rear anchors, wherein the anchoring positions are positioned on the top surfaces of the lower chords, and removing the temporary rear anchors at the tops; laying a thick pattern steel plate 4 on the back section of the Bailey beam 3 close to the front pivot 1 as a platform channel;
two vertical cable towers 101 are arranged at the positions corresponding to two Bailey beams 3 at the center of the front supporting point 1, each cable tower 101 corresponds to one Bailey beam 3, the bottoms of the cable towers 101 are fixed by steel plate 1011 anchor bolts 1012, the waist of each cable tower 101 is provided with a cable reserved through hole 1013, two cables are arranged to be tied with the lower chord of the corresponding Bailey beam 3, wherein each cable tower 101 is I-shaped steel, the type of each steel wire rope 102 is 6 × 19, the anchor points of each steel wire rope 102 are positioned at the front end and the rear end of each cable tower 101, the bottoms of the cable towers 101 are fixed by steel plate 1011 anchor bolts 1012, specifically, reinforcing steel plates 1011 are arranged at the bottoms of the I-shaped steel, and 4 Bailey beams are reserved on the reinforcing steel plates 1011
Anchor eye, in diameter
The anchor rod is chemically anchored on the front fulcrum 1 by using a bar planting gel and is fixed on the front fulcrum 1 through an anchor rod bolt;
s3, reserving a lifting door frame opening of the hanging basket at the cantilever end of the Bailey beam; channel steel is welded on the edge of the opening of the lifting door frame to form a square frame structure; paving a channel steel support pad along the edge of the opening of the lifting portal 5 of the Bailey beam 3, and splicing the lifting portal 5 of the hanging basket 6 at the upper part of the opening of the lifting portal 5 on the Bailey beam 3; after a hanging basket 6 to be installed is hung at the opening of the lifting portal 5, the installation position of a steel wire rope of the hanging basket 6 is positioned, after the steel wire rope is fixed, the hanging basket 6 is started to be automatically lifted, and the channel steel support pad is moved out;
wherein the lift gantry comprises:
four channel beams 503 at the bottom, two top ends of each group of Bailey beams, four gantry upright columns 502, two gantry cross beams 501, two gantry longitudinal beams 505 and four inclined struts 506;
mounting an upright post, wherein the bottom of the upright post is in full-welding connection with the bottom channel steel; an obliquely arranged channel steel upright support bracket 504 is welded between each portal upright 502 and the channel steel 503 on the corresponding Bailey beam; mounting a gantry beam 501, falling on the top end of a gantry upright column 502 and fully welding; and the gantry longitudinal beam 505 and the diagonal brace 506 are installed and are connected by full welding.
S4, removing the foundation soil of the cliff bottom, paying off corresponding to the floor point of the hanging basket 6 to determine the axis of each row of steel pipes of the full-hall support to be built, manually chiseling the rock surface of the cliff bottom into a step shape, repairing the step shape to be flat, positioning the building position of the full-hall support, paving a support steel plate in the longitudinal direction of the bridge, and building the full-hall support; after the full support is erected, the bamboo plywood is used as a panel.
Adopt this technical scheme, through setting up cable tower 101 for the platform that beiLei beam 3 set up is more stable, effectively prevents the platform skew etc. that leads to because of the anchor is unstable that appear in the construction, prolongs the life of anchor simultaneously.
Example 3
A construction method of a high-altitude vertical manned channel in a high mountain rock area comprises the following steps:
s1, arranging a front fulcrum 1 close to the cliff and a rear fulcrum 2 far away from the cliff, and forming the front fulcrum 1 and the rear fulcrum 2 by pouring concrete; excavating a foundation of the front supporting point 1 and the rear supporting point 2; the excavation slope ratio of the front supporting point 1 to the rear supporting point 2 is 1:1, and excavation is carried out until the bottom of the corresponding supporting point falls on a complete rock surface; pouring concrete by using the combined steel template, and curing to the designed strength to obtain a front supporting point 1 and a rear supporting point 2;
s2, arranging a rear anchor embedded part on the rear pivot 2; splicing the two Bailey beams 3 as a main body, splicing the Bailey beams from a front pivot 1 to a rear pivot 2 in sequence, wherein the splicing from the front pivot 1 to the rear pivot 2 is a splicing direction, namely, the splicing sequence of the two Bailey beams 3 is a splicing direction extending from the front pivot 1 to the rear pivot 2; the top surface of the Bailey beam 3 close to the rear fulcrum 2 is provided with a shoulder beam as a temporary fixing device, the shoulder beam is connected with the rear anchor embedded part through a connecting screw rod, the top surface of the shoulder beam is fixed by bolts, the fixed Bailey beam 3 cannot move in the direction vertical to the main body of the Bailey beam, but can move in the extending direction of the Bailey beam, namely, the Bailey beam 3 can shuttle back and forth along the length direction of the Bailey beam, so that the effect of temporarily fixing the Bailey beam 3 is achieved, and meanwhile, one end of the Bailey beam can also be moved out of the cliff to form a cantilever in the subsequent step; moving the two Bailey beams 3 to corresponding positions according to construction drawings, namely, extending one end of each Bailey beam out of the cliff to form a cantilever; installing permanent rear anchors, wherein the anchoring positions are positioned on the top surfaces of the lower chords, and removing the temporary rear anchors at the tops; laying a thick pattern steel plate 4 on the back section of the Bailey beam 3 close to the front pivot 1 as a platform channel;
s3, reserving a lifting door frame opening of the hanging basket at the cantilever end of the Bailey beam; channel steel is welded on the edge of the opening of the lifting door frame to form a square frame structure; paving a channel steel support pad along the edge of the opening of the lifting portal 5 of the Bailey beam 3, and splicing the lifting portal 5 of the hanging basket 6 at the upper part of the opening of the lifting portal 5 on the Bailey beam 3; after a hanging basket 6 to be installed is hung at the opening of the lifting portal 5, the installation position of a steel wire rope of the hanging basket 6 is positioned, after the steel wire rope is fixed, the hanging basket 6 is started to be automatically lifted, and the channel steel support pad is moved out; two groups of hanging baskets 6 are arranged in parallel, and the two groups of hanging baskets 6 form an operation and emergency double channel;
wherein the lift gantry comprises:
four channel beams 503 at the bottom, two top ends of each group of Bailey beams, four gantry upright columns 502, two gantry cross beams 501, two gantry longitudinal beams 505 and four inclined struts 506;
mounting an upright post, wherein the bottom of the upright post is in full-welding connection with the bottom channel steel; an obliquely arranged channel steel upright support bracket 504 is welded between each portal upright 502 and the channel steel 503 on the corresponding Bailey beam; mounting a gantry beam 501, falling on the top end of a gantry upright column 502 and fully welding; and the gantry longitudinal beam 505 and the diagonal brace 506 are installed and are connected by full welding.
S4, removing the foundation soil of the cliff bottom, paying off corresponding to the floor point of the hanging basket 6 to determine the axis of each row of steel pipes of the full-hall support to be built, manually chiseling the rock surface of the cliff bottom into a step shape, repairing the step shape to be flat, positioning the building position of the full-hall support, paving a support steel plate in the longitudinal direction of the bridge, and building the full-hall support; after the full support is erected, the bamboo plywood is used as a panel. The method is as follows.
Set up the efficiency that the effective increase personnel of binary channels removed, when taking precautions against simultaneously that a hanging flower basket 6 goes wrong, can adopt another hanging flower basket 6 emergent.
Example 4
A construction method of a high-altitude vertical manned channel in a high mountain rock area comprises the following steps:
s1, arranging a front fulcrum 1 close to the cliff and a rear fulcrum 2 far away from the cliff, and forming the front fulcrum 1 and the rear fulcrum 2 by pouring concrete; excavating a foundation of the front supporting point 1 and the rear supporting point 2; the excavation slope ratio of the front supporting point 1 to the rear supporting point 2 is 1:1, and excavation is carried out until the bottom of the corresponding supporting point falls on a complete rock surface; pouring concrete by using the combined steel template, and curing to the designed strength to obtain a front supporting point 1 and a rear supporting point 2;
s2, arranging a rear anchor embedded part on the rear pivot 2; splicing the two Bailey beams 3 as a main body, splicing the Bailey beams from a front pivot 1 to a rear pivot 2 in sequence, wherein the splicing from the front pivot 1 to the rear pivot 2 is a splicing direction, namely, the splicing sequence of the two Bailey beams 3 is a splicing direction extending from the front pivot 1 to the rear pivot 2; the top surface of the Bailey beam 3 close to the rear fulcrum 2 is provided with a shoulder beam as a temporary fixing device, the shoulder beam is connected with the rear anchor embedded part through a connecting screw rod, the top surface of the shoulder beam is fixed by bolts, the fixed Bailey beam 3 cannot move in the direction vertical to the main body of the Bailey beam, but can move in the extending direction of the Bailey beam, namely, the Bailey beam 3 can shuttle back and forth along the length direction of the Bailey beam, so that the effect of temporarily fixing the Bailey beam 3 is achieved, and meanwhile, one end of the Bailey beam can also be moved out of the cliff to form a cantilever in the subsequent step; moving the two Bailey beams 3 to corresponding positions according to construction drawings, namely, extending one end of each Bailey beam out of the cliff to form a cantilever; installing permanent rear anchors, wherein the anchoring positions are positioned on the top surfaces of the lower chords, and removing the temporary rear anchors at the tops; laying a thick pattern steel plate 4 on the back section of the Bailey beam 3 close to the front pivot 1 as a platform channel; wherein, the assembling of the Bailey beam 3 is specifically as follows: dividing two Bailey beams 3 into two groups, wherein each group comprises two Bailey beams which are spliced from a front fulcrum 1 to a rear fulcrum 2 in sequence; hoisting and positioning a single group of first Bailey beams 3, adopting steel pipes as temporary supports, and adjusting the verticality and the horizontal axis of the Bailey beams 3; hoisting and positioning the corresponding second Bailey beam 3, hammering a bolt on the Bailey beam 3 to be in place after positioning, and inserting a bayonet lock; the two Bailey beams 3 are connected into a whole by installing a support frame, and the support frame is connected with the Bailey beams 3 by bolts; paving sleepers, namely paving sleepers at the two ends of the second group of Bailey beams 3 to enable the paving height to be equal to the supporting point, and filling the insufficient positions with wood boards; hoisting a second group of first Bailey beams 3, installing a bolt after the beams are in place, and installing a spring clamp pin; mounting a second group of second Bailey beams 3 and a support frame to connect the Bailey beams 3 into a whole;
s3, reserving a lifting door frame opening of the hanging basket at the cantilever end of the Bailey beam; channel steel is welded on the edge of the opening of the lifting door frame to form a square frame structure; paving a channel steel support pad along the edge of the opening of the lifting portal 5 of the Bailey beam 3, and splicing the lifting portal 5 of the hanging basket 6 at the upper part of the opening of the lifting portal 5 on the Bailey beam 3; after a hanging basket 6 to be installed is hung at the opening of the lifting portal 5, the installation position of a steel wire rope of the hanging basket 6 is positioned, after the steel wire rope is fixed, the hanging basket 6 is started to be automatically lifted, and the channel steel support pad is moved out;
wherein the lift gantry comprises:
four channel beams 503 at the bottom, two top ends of each group of Bailey beams, four gantry upright columns 502, two gantry cross beams 501, two gantry longitudinal beams 505 and four inclined struts 506;
mounting an upright post, wherein the bottom of the upright post is in full-welding connection with the bottom channel steel; an obliquely arranged channel steel upright support bracket 504 is welded between each portal upright 502 and the channel steel 503 on the corresponding Bailey beam; mounting a gantry beam 501, falling on the top end of a gantry upright column 502 and fully welding; and the gantry longitudinal beam 505 and the diagonal brace 506 are installed and are connected by full welding.
S4, removing the foundation soil of the cliff bottom, paying off corresponding to the floor point of the hanging basket 6 to determine the axis of each row of steel pipes of the full-hall support to be built, manually chiseling the rock surface of the cliff bottom into a step shape, repairing the step shape to be flat, positioning the building position of the full-hall support, paving a support steel plate in the longitudinal direction of the bridge, and building the full-hall support; after the full support is erected, the bamboo plywood is used as a panel.
The Bailey beams 3 are spliced in sections, so that the splicing efficiency of the Bailey beams 3 is improved, the construction speed is accelerated, the moving requirements for the Bailey beams 3 are low, the Bailey beams 3 can be quickly positioned, and the next construction operation is carried out.
Example 5
A construction method of a high-altitude vertical manned channel in a high mountain rock area comprises the following steps:
s1, arranging a front fulcrum 1 close to the cliff and a rear fulcrum 2 far away from the cliff, and forming the front fulcrum 1 and the rear fulcrum 2 by pouring concrete; excavating a foundation of the front supporting point 1 and the rear supporting point 2; the excavation slope ratio of the front supporting point 1 to the rear supporting point 2 is 1:1, and excavation is carried out until the bottom of the corresponding supporting point falls on a complete rock surface; pouring concrete by using the combined steel template, and curing to the designed strength to obtain a front supporting point 1 and a rear supporting point 2;
s2, arranging a rear anchor embedded part on the rear pivot 2; splicing the two Bailey beams 3 as a main body, splicing the Bailey beams from a front pivot 1 to a rear pivot 2 in sequence, wherein the splicing from the front pivot 1 to the rear pivot 2 is a splicing direction, namely, the splicing sequence of the two Bailey beams 3 is a splicing direction extending from the front pivot 1 to the rear pivot 2; the top surface of the Bailey beam 3 close to the rear fulcrum 2 is provided with a shoulder beam as a temporary fixing device, the shoulder beam is connected with the rear anchor embedded part through a connecting screw rod, the top surface of the shoulder beam is fixed by bolts, the fixed Bailey beam 3 cannot move in the direction vertical to the main body of the Bailey beam, but can move in the extending direction of the Bailey beam, namely, the Bailey beam 3 can shuttle back and forth along the length direction of the Bailey beam, so that the effect of temporarily fixing the Bailey beam 3 is achieved, and meanwhile, one end of the Bailey beam can also be moved out of the cliff to form a cantilever in the subsequent step; moving the two Bailey beams 3 to corresponding positions according to construction drawings, namely, extending one end of each Bailey beam out of the cliff to form a cantilever; installing permanent rear anchors, wherein the anchoring positions are positioned on the top surfaces of the lower chords, and removing the temporary rear anchors at the tops; laying a thick pattern steel plate 4 on the back section of the Bailey beam 3 close to the front pivot 1 as a platform channel; a plurality of vertical stand columns are welded at equal intervals on two sides, close to the edge, of a platform steel plate on the platform channel along the extending direction of the Bailey beam 3, and after the stand columns are welded, a protective net is hung on the plane where the stand columns are located; the vertical columns are arranged to be used as the railings, so that the construction safety of constructors can be effectively guaranteed, and the accident rate is reduced;
s3, reserving a lifting door frame opening of the hanging basket at the cantilever end of the Bailey beam; channel steel is welded on the edge of the opening of the lifting door frame to form a square frame structure; paving a channel steel support pad along the edge of the opening of the lifting portal 5 of the Bailey beam 3, and splicing the lifting portal 5 of the hanging basket 6 at the upper part of the opening of the lifting portal 5 on the Bailey beam 3; after a hanging basket 6 to be installed is hung at the opening of the lifting portal 5, the installation position of a steel wire rope of the hanging basket 6 is positioned, after the steel wire rope is fixed, the hanging basket 6 is started to be automatically lifted, and the channel steel support pad is moved out;
wherein the lift gantry comprises:
four channel beams 503 at the bottom, two top ends of each group of Bailey beams, four gantry upright columns 502, two gantry cross beams 501, two gantry longitudinal beams 505 and four inclined struts 506;
mounting an upright post, wherein the bottom of the upright post is in full-welding connection with the bottom channel steel; an obliquely arranged channel steel upright support bracket 504 is welded between each portal upright 502 and the channel steel 503 on the corresponding Bailey beam; mounting a gantry beam 501, falling on the top end of a gantry upright column 502 and fully welding; and the gantry longitudinal beam 505 and the diagonal brace 506 are installed and are connected by full welding.
S4, removing the foundation soil of the cliff bottom, paying off corresponding to the floor point of the hanging basket 6 to determine the axis of each row of steel pipes of the full-hall support to be built, manually chiseling the rock surface of the cliff bottom into a step shape, repairing the step shape to be flat, positioning the building position of the full-hall support, paving a support steel plate in the longitudinal direction of the bridge, and building the full-hall support; after the full support is erected, the bamboo plywood is used as a panel.
Example 6
S1, arranging a front fulcrum 1 close to the cliff and a rear fulcrum 2 far away from the cliff, and forming the front fulcrum 1 and the rear fulcrum 2 by pouring concrete; excavating a foundation of the front supporting point 1 and the rear supporting point 2; the excavation slope ratio of the front supporting point 1 to the rear supporting point 2 is 1:1, and excavation is carried out until the bottom of the corresponding supporting point falls on a complete rock surface; pouring concrete by using the combined steel template, and curing to the designed strength to obtain a front supporting point 1 and a rear supporting point 2;
s2, arranging a rear anchor embedded part on the rear pivot 2; splicing the two Bailey beams 3 as a main body, splicing the Bailey beams from a front pivot 1 to a rear pivot 2 in sequence, wherein the splicing from the front pivot 1 to the rear pivot 2 is a splicing direction, namely, the splicing sequence of the two Bailey beams 3 is a splicing direction extending from the front pivot 1 to the rear pivot 2; the top surface of the Bailey beam 3 close to the rear fulcrum 2 is provided with a shoulder beam as a temporary fixing device, the shoulder beam is connected with the rear anchor embedded part through a connecting screw rod, the top surface of the shoulder beam is fixed by bolts, the fixed Bailey beam 3 cannot move in the direction vertical to the main body of the Bailey beam, but can move in the extending direction of the Bailey beam, namely, the Bailey beam 3 can shuttle back and forth along the length direction of the Bailey beam, so that the effect of temporarily fixing the Bailey beam 3 is achieved, and meanwhile, one end of the Bailey beam can also be moved out of the cliff to form a cantilever in the subsequent step; moving the two Bailey beams 3 to corresponding positions according to construction drawings, namely, extending one end of each Bailey beam out of the cliff to form a cantilever; installing permanent rear anchors, wherein the anchoring positions are positioned on the top surfaces of the lower chords, and removing the temporary rear anchors at the tops; laying a thick pattern steel plate 4 on the back section of the Bailey beam 3 close to the front pivot 1 as a platform channel;
two vertical cable towers 101 are arranged at the positions corresponding to two Bailey beams 3 at the center of the front supporting point 1, each cable tower 101 corresponds to one Bailey beam 3, the bottoms of the cable towers 101 are fixed by steel plate 1011 anchor bolts 1012, the waist parts of the cable towers 101 are provided with cable reserved through holes 1013,two guys are arranged and tied with the corresponding lower chord of the Bailey beam 3, wherein the cable tower 101 is made of I-shaped steel, the type of the steel wire rope 102 is 6 × 19, anchor points of the steel wire rope 102 are located at the front end and the rear end of the cable tower 101, the bottom of the cable tower 101 is fixed by steel plate 1011 anchor bolts 1012, specifically, a reinforcing steel plate 1011 is arranged at the bottom of the I-shaped steel, and 4 reinforcing steel plates 1011 are reserved on the reinforcing steel plate 1011
Anchor eye, in diameter
The anchor rod is chemically anchored on the front fulcrum 1 by using a bar planting gel and is fixed on the front fulcrum 1 through an anchor rod bolt;
s3, reserving a lifting door frame opening of the hanging basket at the cantilever end of the Bailey beam; channel steel is welded on the edge of the opening of the lifting door frame to form a square frame structure; paving a channel steel support pad along the edge of the opening of the lifting portal 5 of the Bailey beam 3, and splicing the lifting portal 5 of the hanging basket 6 at the upper part of the opening of the lifting portal 5 on the Bailey beam 3; after a hanging basket 6 to be installed is hung at the opening of the lifting portal 5, the installation position of a steel wire rope of the hanging basket 6 is positioned, after the steel wire rope is fixed, the hanging basket 6 is started to be automatically lifted, and the channel steel support pad is moved out;
wherein the lift gantry comprises:
four channel beams 503 at the bottom, two top ends of each group of Bailey beams, four gantry upright columns 502, two gantry cross beams 501, two gantry longitudinal beams 505 and four inclined struts 506;
mounting an upright post, wherein the bottom of the upright post is in full-welding connection with the bottom channel steel; an obliquely arranged channel steel upright support bracket 504 is welded between each portal upright 502 and the channel steel 503 on the corresponding Bailey beam; mounting a gantry beam 501, falling on the top end of a gantry upright column 502 and fully welding; and the gantry longitudinal beam 505 and the diagonal brace 506 are installed and are connected by full welding.
S4, removing the foundation soil of the cliff bottom, paying off corresponding to the floor point of the hanging basket 6 to determine the axis of each row of steel pipes of the full-hall support to be built, manually chiseling the rock surface of the cliff bottom into a step shape, repairing the step shape to be flat, positioning the building position of the full-hall support, paving a support steel plate in the longitudinal direction of the bridge, and building the full-hall support; after the full support is erected, the bamboo plywood is used as a panel.
S5, a pair of vertical limiting sleeves are arranged at the edge below a lifting door frame of the hanging basket 6, the two limiting sleeves are arranged in axial symmetry relative to the central shaft of the hanging basket 6, a limiting steel wire rope 606 penetrates through the limiting sleeves, the upper end of the limiting steel wire rope 606 is fixedly connected with a cross beam at the bottom of the door frame, the lower end of the limiting steel wire rope 606 penetrates through the limiting sleeves and then is anchored with a substrate, and the steel wire rope is tensioned and is in a vertical state;
a horizontally arranged damping rod 601 is arranged above the hanging basket 6, the rod body of the damping rod 601 is a sliding chute which penetrates up and down, two damping springs 603 are embedded in the sliding chute, a sliding block 602 is arranged between the two damping springs 603, the sliding block 602 is fixedly connected with the two damping springs 603, the free ends of the two damping springs 603 are fixedly connected with the inner wall of the sliding chute, and the two damping springs 603 are in a compressed state;
a through limiting hole 607 is arranged in the middle of the sliding block 602, and a steel wire rope for hanging the hanging basket 6 passes through the limiting hole 607 to be connected with a winch; two free ends of the damping rod 601 are respectively provided with a vertical guide groove 605, the guide grooves 605 are of cylindrical structures and are welded with the damping rod 601, a pulley 604 with a horizontal axis is arranged in each guide groove 605, a wheel groove is arranged on each pulley 604 and is abutted to a limiting steel wire rope 606, the length of each damping rod 601 is slightly greater than the length of a diagonal line of the horizontal section of the hanging basket 6, the length of the damping rod is slightly greater than the range of 10-15 cm, and when the damping rod 601 is strung on the limiting steel wire rope 606, the limiting steel wire rope 606 is in a stretched state;
the specific use method is that the guide grooves 605 at the two ends of the damping rod 601 are sleeved with the corresponding limiting steel wire ropes 606, and the limiting holes 607 in the middle of the sliding block 602 are sleeved with the steel wire ropes of the hanging basket 6, so that the three steel wire ropes are positioned on the same plane; through set up spacing wire rope 606 between cantilever end and base, set up damping rod 601 at the top of hanging flower basket 6, damping rod 601 carries out sliding connection with two spacing wire ropes 606 and the wire rope of hanging flower basket 6, make three wire ropes in the coplanar, the stability of hanging flower basket 6 has been promoted, and simultaneously, damping spring 603 is embedded to damping rod 601, slider 602 and damping spring 603 rigid coupling, slider 602 and damping rod 601 sliding connection, slider 602 cup joints with the wire rope of hanging flower basket 6, reduce the unsettled swing range of the wire rope of hanging flower basket 6 through damping spring 603, realize the stability of hanging flower basket 6 oscilaltion.
DETAILED DESCRIPTION OF EMBODIMENT (S) OF INVENTION
The major structure of the vertical sightseeing elevator adopts a steel frame system with inclined struts, the height of the main structure of the elevator is 155.3 meters, and counterfort trusses are arranged every 36 meters and connected with a rock wall.
Because the cliff is arranged around the sky pit, the technical scheme of the invention is adopted for construction on site to ensure that constructors can work at the bottom of the pit;
preparation for construction
Rechecking the geological rock condition of a field at the high-altitude overhanging end of a bailey beam in a sky pit, accurately lofting the position of a bailey beam pivot, customizing a lifting special hanging basket, and preparing 2 groups of single-layer double-row bailey beams, steel plates, channel steel, steel pipes, sleepers, chain blocks, concrete, air compressors and other construction material equipment.
The front fulcrum is provided with a C30 concrete buttress with the length of 3m (height) multiplied by 4m (width) multiplied by 4m, and the bottom of the buttress is arranged on the complete foundation rock surface. The large-scale machinery can not be constructed, the geology of the place is the rock stratum, an air compressor is matched with an air pick to perform manual excavation, the exposed surface of the rock stratum is mainly cleared away in the excavation process, and the local protruding part of the fulcrum position is chiseled.
The rear supporting point is provided with a C30 concrete sleeper beam position of 1.2m (height) multiplied by 1.5m (width) multiplied by 6m (length), and in an operation field constructed in the earlier stage, the concrete sleeper beam position is mainly used for backfilling broken stones, and mechanical excavation is adopted for excavation according to 1:1, slope releasing and excavating.
Front and rear supporting point concrete pouring
Bedding construction
And (4) measuring and lofting, and applying a 10 cm-thick cushion layer by using C15 concrete, wherein each side of the cushion layer exceeds the outline of the foundation by 15 cm.
Installing steel bars; before the processing of the reinforcing steel bar, the surface greasiness, the paint skin, scale rust and the like are removed, the reinforcing steel bar mainly comprises the bottom and top construction reinforcing steel bars of a front pivot and a rear pivot, wherein the front pivot adopts
The steel bars are longitudinally and transversely arranged at intervals of 15cm, and the rear supporting points are arranged
The reinforcing steel bars are longitudinally and transversely arranged at a distance of 10 cm.
Template engineering; the templates are combined steel templates, and the surfaces of the templates are cleaned before the templates are assembled. By using
The steel pipe is provided with ribs. The single pipe is used as a vertical rib, the double pipes are used as a transverse rib, A14 round steel is used as a pull rod, and the butterfly buckle is used for fastening the transverse rib to fix the template.
Pouring concrete; the front and rear supporting point concretes are poured by commercial concretes, are self-unloaded after being transported to the site by a concrete transport vehicle, and enter the mold through a chute. Pouring the concrete layer by layer after the concrete is filled into a mold, and tamping the concrete poured in each layer in place by using an inserted vibrating rod; during the curing of the concrete with the mold, the measures of wrapping with the mold, watering, spraying water and the like are adopted for moisturizing and moisture curing, so that the seam of the template is prevented from being dehydrated and dried.
Bailey beam intra-field assembly
Hoisting the first Bailey beam; and the Bailey beams are assembled by adopting a truck crane for hoisting, and after the front supporting point and the rear supporting point are maintained to the designed strength, the Bailey beams are assembled from the front supporting point to the rear supporting point in sequence. And hoisting and positioning the single group of first Bailey beams, temporarily supporting the Bailey beams by adopting steel pipes, and adjusting the verticality and the horizontal axis of the Bailey beams. And hoisting a second Bailey beam, hammering the bolt by a sledge hammer after positioning to enable the bolt to be in place, and inserting the bayonet lock. The two Bailey beams are connected into a whole by the mounting support frame, the stability of the Bailey beams is guaranteed, the support frame and the Bailey beams are connected through bolts, gaskets are mounted firstly during assembly, and then the bolts are screwed down through fixing spanners.
Hoisting the residual sections of the Bailey beams; and (3) paving sleepers, namely paving the sleepers at the two ends of the second section of the Bailey beam, and ensuring that the paving height is equal to the fulcrum, and if the paving height is not enough, leveling by adopting a wood board. And hoisting the second one-beam Bailey beam, installing a bolt after the beam is in place, and installing a spring clamp pin. And mounting the second truss and the mounting support frame to connect the Bailey beams into a whole. And (4) repeatedly hoisting the Bailey beams, installing the bolts, the spring clamping pins and the support frames until the assembly of 13 Bailey beams (total 39m) is completed. And (4) checking whether all the assembled parts of the Bailey beam are installed and whether all bolts, bolts and the like are screwed down in the hoisting process.
The method comprises the steps of arranging a Bailey beam high-altitude cantilever in place, arranging 2 No. 16a channel steel carrying pole beams on the top surface of a single group of Bailey beams at a rear fulcrum, connecting the Bailey beams with a rear anchor embedded part through connecting screws, fixing the top surfaces of the carrying pole beams by bolts, arranging 2 hand chain blocks at a front fulcrum, arranging two sides of the single group of Bailey beams respectively, arranging hook points of the hand chain blocks on embedded steel bars at the front fulcrum, manually pulling the hand chain blocks to drag the Bailey beams to move forwards, changing hooks every 1.5m of dragging, re-installing the dragging until the Bailey beams move to a designed position, arranging a permanent rear anchor after the Bailey beams are in place, arranging a lower chord at an anchoring position, removing the temporary rear anchor at the top, similarly moving the other group of Bailey beams to be in place and anchoring, arranging I-steel cable towers at two sides of a longitudinal axis of the front fulcrum, arranging two steel wire ropes 6 × 19 at the front end and the rear end of each steel wire rope, reserving and fastening the pull cables with the lower chord of the Bailey beams, arranging a left I-steel tower and a right I-steel tower at the center of the front fulcrum
Anchor eye, in diameter
The anchor rod is chemically anchored on the front pivot by using the bar planting glue and is fixed on the front pivot through an anchor rod bolt.
Construction of front pivot back end platform passageway and railing can be under construction in step, 8# channel-section steel is laid at bailey roof beam top, and the channel-section steel interval is 50cm, then lays the thick decorative pattern steel sheet of 3mm, and the steel sheet is connected with the channel-section steel spot welding, spot welding interval 20 cm. Balustrade adopts
The height of the steel pipe upright is 1.2m, after the platform steel plate is laid, the upright is fully welded with the contact surface of the steel plate, 2m of the upright is arranged, and the horizontal rod adopts
And three steel pipes are arranged at intervals of 40 cm. After the steel pipe is welded, the inner side of the railing is fully hung with a dense mesh net for protection.
The lifting hanging basket portal frame is made of 16a # channel steel, and mainly comprises four portal stand columns, two cross beams, two top supporting longitudinal beams and 4 inclined struts, wherein the top ends of each group of Bailey beams are provided with bottom longitudinal beams respectively.
It is installed as follows:
mounting a bottom longitudinal beam, wherein the end head of the longitudinal beam is in full-welding connection with the laid 16a # I-steel; mounting a stand column, wherein the bottom of the stand column is in full-welding connection with the bottom longitudinal beam; installing a portal beam, falling on the top end of the upright post and performing full-weld connection; the longitudinal beam and the inclined strut are installed and supported and are connected through full welding.
Lifting basket installation
After the lifting hanging basket is produced by a professional manufacturer, the lifting hanging basket is integrally transported to a construction site. Before the hanging basket is installed, 4 16a # channel steel support cushions are laid at a reserved hole at the overhanging end of the Bailey beam, the hanging basket is hung to the installation position, the installation position of a steel wire rope is positioned, and after the steel wire rope is fixed, the hanging basket is started to be automatically lifted, and the support cushion channel steel is moved out.
The operation height of the hanging basket is 155m, the front end of the winch is provided with a limiting snap ring, the limiting snap ring is made of a steel plate with the thickness of 10cm multiplied by 2cm, the middle of the steel plate is provided with a hole of 2.5cm, the snap ring is fully welded and fixed at the front end of the hanging basket winch, and the centers of the steel plate and the steel plate are overlapped. And (2) installing steel wire rope buckles (respectively) on the steel wire rope according to the corresponding position of the basket operation height 155m, wherein when the winch operates to the position, the buckles are clamped at the clamping rings for limiting.
Basket load test
After the platform is set up and the basket is installed, trial delivery must be performed before use. The test was carried 756kg of load (taking 1.2 times the basket load for consideration). The load test is carried out in two steps, the platform is observed in the first step, and after the two hanging baskets are simultaneously weighed, the deflection of the platform and the deformation condition of the Bailey beam are observed, so that the requirement of allowable deflection is met. And the second part is a dynamic load test, the operation condition of the hanging baskets is observed, one hanging basket of the two parts is static after being loaded, the first hanging basket of the two parts is in trial operation for 3 to 5 times, the second hanging basket is in trial operation in the same way after the safety is confirmed, and the record registration procedure is handled after the hanging baskets are accepted.
The operating personnel take the special hanging baskets to the lower part of the pit bottom for construction operation through the Bailey beam cantilever platform, the operating personnel taking the hanging baskets must be uniformly distributed, and when the hanging baskets are normally taken and passed, the working load of the hanging baskets must not be greater than 80% of the rated load.
Platform for setting up base full support
Treating a foundation; the field topography is uneven, the soil covering thickness is thin, the base soil is removed firstly during construction, the axis of each row of steel pipes is determined by paying off, and the rock surface is dug into a step shape by adopting an air pick manually and is repaired to be flat. Erecting a pipe frame; and after the foundation is repaired to be flat, positioning the full-hall support erection position, paving a support steel plate in the longitudinal direction of the bridge, and erecting the support. The pipe frames are arranged from the lower part of the terrain to the high part one by one. After the vertical rods are arranged, the floor sweeping rods and the first-step large and small cross rods are arranged in time, and the floor sweeping rods are arranged at a distance of 20cm from the base surface. After the frame body and the thin-wall pier are firmly pulled, the cross braces are synchronously arranged along with the rising of the frame body, and the safety net is installed in time.
After the support is erected, the adjustable jacking support is installed to adjust the height of the support. After the jacking is adjusted, transverse 10 multiplied by 12cm square timber longitudinal beams are laid, then longitudinal 10 multiplied by 10cm square timbers are laid at intervals of 20cm, and bamboo plywood which is 15mm is laid according to the lofted center line to serve as a panel.
Setting a scissor support; the vertical rods and the vertical rods in the longitudinal and transverse directions are 5 rows, and the cross braces are provided with three ways according to the principle that one is arranged at intervals. The elevation angle of the cross brace is about 50 degrees, and the cross brace is connected with each upright stanchion by adopting a movable fastener. The support overall arrangement is 1.2m, sets up 5 layers of vertical horizontal poles altogether, and the bridging is swept ground pole, intermediate level, top according to the bottom, sets up three, and bridging and horizon bar contained angle 45, horizontal bridging adopts movable fastener to be connected with the horizon bar.
While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.
Claims (9)
1. The construction method of the high-altitude vertical manned channel in the high mountain rock area is characterized by comprising the following steps of:
arranging a front fulcrum close to the cliff and a rear fulcrum far away from the cliff, wherein the front fulcrum and the rear fulcrum are formed by pouring concrete;
the method comprises the following steps that two Bailey beams are adopted as a main body, the Bailey beams are sequentially assembled from a front fulcrum to a rear fulcrum, and one end of each Bailey beam extends out of a cliff to form a cantilever; a lifting door frame opening of the hanging basket is reserved at the cantilever end of the Bailey beam;
and a hanging basket is arranged at the opening of the lifting door frame.
2. The construction method of the high-altitude vertical manned passageway in the high mountain rock area according to claim 1, is characterized by comprising the following steps:
s1, excavating the foundation of the front supporting point and the rear supporting point; the excavation slope ratio of the front supporting point to the rear supporting point is 1:1, and excavation is carried out until the bottom of the corresponding supporting point falls on a complete rock surface; pouring concrete by using the combined steel template, and curing to the designed strength to obtain a front supporting point and a rear supporting point;
s2, arranging a rear anchor embedded part on the rear supporting point; splicing two Bailey beams as a main body, arranging a shoulder pole beam on the top surface of the Bailey beam close to a rear pivot as a temporary fixing device, connecting the temporary fixing device with the rear anchor embedded part through a connecting screw rod, and fixing the top surface of the shoulder pole beam by adopting a bolt; moving the two Bailey beams to corresponding positions according to a construction drawing, installing permanent rear anchors, locating anchoring positions on the top surfaces of the lower chords, and removing temporary rear anchors at the tops; paving a thick pattern steel plate on the back section of the Bailey beam close to the front supporting point to serve as a platform channel;
s3, paving a channel steel support pad at the edge of the lifting portal opening of the Bailey beam, and splicing the lifting portal of the hanging basket at the upper part of the lifting portal opening on the Bailey beam; after a hanging basket to be installed is hung at the position of a lifting portal opening, the installation position of a hanging basket steel wire rope is positioned, after the steel wire rope is fixed, the hanging basket is started to be automatically lifted, and the channel steel support pad is moved out;
s4, removing the foundation soil of the cliff bottom, paying off corresponding to a floor point of a hanging basket to determine the axis of each row of steel pipes of the full-hall support to be built, manually chiseling the rock surface of the cliff bottom into a step shape, repairing the step shape to be flat, positioning the building position of the full-hall support, paving a support steel plate in the longitudinal direction of the bridge, and building the full-hall support; after the full support is erected, the bamboo plywood is used as a panel.
3. The construction method of the high-altitude vertical manned channel in the high mountain rock area according to claim 1, characterized in that two vertical cable towers are arranged at positions corresponding to two Bailey beams at the center of the front fulcrum, each cable tower corresponds to one Bailey beam, the bottoms of the cable towers are fixed by steel plate anchor bolts, the waist of each cable tower is provided with a reserved stay through hole, and two stays are tied with the lower chord of the corresponding Bailey beam.
4. The method for constructing the high-altitude vertical manned passageway in the high mountain rock area as claimed in claim 1, wherein the hanging baskets are arranged in two groups in parallel, and the two groups of hanging baskets form a dual passageway for operation and emergency.
5. The construction method of the high-altitude vertical manned passageway in the high mountain rock area according to claim 2, wherein the assembling of the bailey beam in S1 is specifically: dividing two Bailey beams into two groups, wherein each group comprises two Bailey beams which are sequentially spliced from a front fulcrum to a rear fulcrum; hoisting and positioning a single group of first Bailey beams, using steel pipes as temporary supports, and adjusting the verticality and the horizontal axis of the Bailey beams; hoisting and positioning a corresponding second Bailey beam, hammering a bolt on the Bailey beam to be in place after positioning, and inserting a bayonet lock; mounting a support frame to connect two Bailey beams into a whole, wherein the support frame is connected with the Bailey beams by bolts; paving sleepers, namely paving sleepers at the two ends of the second group of Bailey beams to enable the paving height to be equal to the supporting point, and filling the insufficient positions with wood boards; hoisting a second group of first Bailey beams, installing a bolt after the beams are in place, and installing a spring clamp pin; and mounting a second group of second Bailey beams and a support frame to connect the Bailey beams into a whole.
6. The construction method of the high-altitude vertical manned passageway in the high mountain rock area according to claim 2, characterized in that in S2, a plurality of vertical upright posts are welded at even intervals along the extending direction of the bailey beam on the platform steel plate close to both sides of the edge on the platform passageway, and after the welding of the upright posts is completed, a protective net is hung on the plane where the plurality of upright posts are located.
7. The construction method of the high-altitude vertical manned passageway in the high mountain rock area according to claim 4, characterized in that after the hanging basket is installed, trial carrying is carried before use; trial carrying, taking 1.2 times of the basket load according to the load; the load test is carried out in two steps, the platform is observed in the first step, and after the two hanging baskets are simultaneously weighed, the deflection of the platform and the deformation condition of the Bailey beam are observed to meet the requirement of allowable deflection; and a second step of dynamic load test is carried out, the operation condition of the hanging baskets is observed, one hanging basket of the two hanging baskets is static after being loaded, the first hanging basket is tried for 3-5 times, and the second hanging basket is tried after safety is confirmed.
8. The construction method of the high-altitude vertical manned passageway in the high mountain rock area according to claim 2, characterized in that the cable tower is an I-shaped steel, the type of the steel wire rope inhaul cable is 6 × 19, the anchor points of the steel wire rope inhaul cable are located at the front end and the rear end of the cable tower, the bottom of the cable tower is fixed by steel plate anchors, specifically, a reinforcing steel plate is arranged at the bottom of the I-shaped steel, and 4 reinforcing steel plates are reserved on the reinforcing steel plate
Anchor eye, in diameter
The anchor rod is chemically anchored on the front pivot by using the bar planting glue and is fixed on the front pivot through an anchor rod bolt.
9. The construction method of the high-altitude vertical manned passageway in the high mountain rock area as claimed in claim 2, characterized in that a pair of vertical limiting sleeves are arranged at the corners below the lifting gantry of the hanging basket, the two limiting sleeves are arranged in axial symmetry with respect to the central axis of the hanging basket, limiting steel wire ropes are arranged in the limiting sleeves in a penetrating manner, the upper ends of the limiting steel wire ropes are fixedly connected with the bottom cross beam of the gantry, the lower ends of the limiting steel wire ropes are anchored with the base after penetrating through the limiting sleeves, and the steel wire ropes are tensioned and are in a vertical state; a horizontally arranged damping rod is arranged above the hanging basket, a rod body of the damping rod is a sliding chute which penetrates up and down, two damping springs are embedded in the sliding chute, a sliding block is arranged between the two damping springs and fixedly connected with the two damping springs, free ends of the two damping springs are fixedly connected with the inner wall of the sliding chute, and the two damping springs are in a compressed state; a through limiting hole is formed in the middle of the sliding block, and a steel wire rope for hanging the hanging basket penetrates through the limiting hole to be connected with a winch; two free ends of the damping rod are respectively provided with a vertical guide groove, a pulley with a horizontal axis is arranged in each guide groove, a limiting steel wire rope respectively penetrates through the corresponding guide grooves, the limiting steel wire rope is abutted against the corresponding pulley, and the length of the damping rod is slightly larger than the length of a diagonal line of the horizontal section of the hanging basket.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112663478A (en) * | 2020-12-14 | 2021-04-16 | 中铁二十局集团第三工程有限公司 | Temporary steel trestle of sea is striden to nearly font |
| CN114212727A (en) * | 2021-12-21 | 2022-03-22 | 浙江天管久立特材有限公司 | Flat plate surfacing welding machine and plane support type flat plate surfacing welding placing platform thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202194072U (en) * | 2011-07-25 | 2012-04-18 | 中铁四局集团第一工程有限公司 | Cradle suspension type walking device |
| CN202881859U (en) * | 2012-11-13 | 2013-04-17 | 中交一公局厦门工程有限公司 | Offshore gantry lifting device with high and low legs |
| CN103273926A (en) * | 2013-05-02 | 2013-09-04 | 翁志远 | Plateau and hilly and mountain area optimum transportation act high ladder transport system |
| JP2015034394A (en) * | 2013-08-08 | 2015-02-19 | 東日本高速道路株式会社 | Inspection passage |
| CN204571264U (en) * | 2015-03-24 | 2015-08-19 | 中建八局第一建设有限公司 | A kind of fastening devices without counterweight hanging basket |
| CN204873353U (en) * | 2015-07-07 | 2015-12-16 | 中国建筑第八工程局有限公司 | Slope hanging flower basket device |
-
2020
- 2020-06-16 CN CN202010549004.0A patent/CN111622126B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202194072U (en) * | 2011-07-25 | 2012-04-18 | 中铁四局集团第一工程有限公司 | Cradle suspension type walking device |
| CN202881859U (en) * | 2012-11-13 | 2013-04-17 | 中交一公局厦门工程有限公司 | Offshore gantry lifting device with high and low legs |
| CN103273926A (en) * | 2013-05-02 | 2013-09-04 | 翁志远 | Plateau and hilly and mountain area optimum transportation act high ladder transport system |
| JP2015034394A (en) * | 2013-08-08 | 2015-02-19 | 東日本高速道路株式会社 | Inspection passage |
| CN204571264U (en) * | 2015-03-24 | 2015-08-19 | 中建八局第一建设有限公司 | A kind of fastening devices without counterweight hanging basket |
| CN204873353U (en) * | 2015-07-07 | 2015-12-16 | 中国建筑第八工程局有限公司 | Slope hanging flower basket device |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112663478A (en) * | 2020-12-14 | 2021-04-16 | 中铁二十局集团第三工程有限公司 | Temporary steel trestle of sea is striden to nearly font |
| CN114212727A (en) * | 2021-12-21 | 2022-03-22 | 浙江天管久立特材有限公司 | Flat plate surfacing welding machine and plane support type flat plate surfacing welding placing platform thereof |
| CN114212727B (en) * | 2021-12-21 | 2024-06-04 | 浙江久立特材科技股份有限公司湖州复合管分公司 | Flat plate surfacing machine and flat support type flat plate surfacing placing platform thereof |
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| CN111622126B (en) | 2021-08-06 |
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