CN103911989A - Underwater pouring root type foundation with retaining wall and construction method thereof - Google Patents
Underwater pouring root type foundation with retaining wall and construction method thereof Download PDFInfo
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- CN103911989A CN103911989A CN201410171844.2A CN201410171844A CN103911989A CN 103911989 A CN103911989 A CN 103911989A CN 201410171844 A CN201410171844 A CN 201410171844A CN 103911989 A CN103911989 A CN 103911989A
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Abstract
The invention discloses an underwater pouring root type foundation with a retaining wall and a construction method thereof. The underwater pouring root type foundation with the retaining wall is characterized in that a retaining wall layer formed by pouring underwater quick set materials is arranged between a cast-in-place reinforcing concrete tubular column and the pore-forming inner wall, the side wall of the concrete tubular column is provided with root keys in the radial direction of the tubular column, the bottom of the concrete tubular column is provided with a concrete back cover, and a top cover is arranged on the top of the concrete tubular column in a pouring mode so that the underwater pouring root type foundation with the retaining wall can be formed. The underwater pouring root type foundation can be effectively applied to civil engineering, bridge buildings and water conservancy project structures, and the construction efficiency is improved.
Description
Technical field
The present invention relates to that civil engineering, bridge room are built, basic cast-in-situ construction method in hydro-structure.
Background technology
Existing open caisson and immersed tube foundation construction adopt the method that relies on deadweight or ancillary method heightening and sinking then to carry out mud jacking processing after segmentation prefabricating member to construct.For this technique, except existing, construction prefabricated component transportation difficulty, hanging device are large, prefabricated component sinks the problems such as difficulty, also has following what time being difficult to control: after sinking because the easy integral inclination of residue is arranged at bottom; Segmentation prefabricating, respectively saves interface concatenation construction difficulty large; Mud jacking complex process, squeezing quality is difficult to control, and cost long in time limit is high.The above problem of prefabrication construction has become a difficult problem recognized within the industry.
Summary of the invention
The present invention is for avoiding the existing weak point of above-mentioned prior art, and a kind of underwater casting base type foundation and construction method thereof with retaining wall is provided, with convenient construction, raising efficiency of construction.
The present invention is that technical solution problem adopts following technical scheme:
The present invention with the design feature of the underwater casting base type foundation of retaining wall is: described base type foundation is between cast-in-place reinforced-concrete tubing string and pore-forming inwall, to adopt under water fast gel material to build to be formed with retaining wall layer, on the sidewall of described concrete tubing string, be radially provided with root key along tubing string, be formed with concrete back cover in the bottom of described concrete tubing string, build top cover at the top of described concrete tubing string and form the underwater casting base type foundation with retaining wall.
The present invention is to carry out as follows with the feature of the construction method of the underwater casting base type foundation of retaining wall:
A, set basic position place, with drilling machine construction pore-forming;
B, in described pore-forming, utilize annular sliding form apparatus to build retaining wall layer along pore-forming inwall with fast gel material under water from bottom to top, form retaining wall hole; In described retaining wall hole, transfer tubular reinforcing cage, described reinforcing cage is reserved with root keyhole at desired location;
C, in the cylinder of described reinforcing cage, transfer coxopodite template, in described coxopodite template, assembling transfer each precast segment inner formword by plug-in counterweight and form internal mold section by section from bottom to top; Locking is built underplate concrete after internal mold and is formed concrete back cover in retaining wall hole, and coxopodite template is cast in the concrete back cover in tubing string hole and positions, and makes retaining wall hole shape become the circular cylinder of back cover;
D, in the circular cylinder of described back cover, take described retaining wall layer as external mold, between described external mold and internal mold, build pipe shaft concrete and in root keyhole, heading into root key, reach after intensity at described pipe shaft concrete, remove the locking to internal mold, take out each precast segment inner formword from top to bottom, form the underwater casting radical tubing string with retaining wall;
E, complete the construction with the underwater casting base type foundation of retaining wall at the end face cast top cover of described radical tubing string.
The feature of construction method of the present invention is also:
It is hollow pontoon structure that described each precast segment inner formword is set, and after discharging the locking of internal mold, each sections inner formword can rely on buoyancy floating to realize and reclaim.
The epimere of described coxopodite template is cylindrical tube, and hypomere is divergent-cone wall, and described coxopodite template is to position in the concrete back cover to be cast in tubing string hole at the bottom of its conical tube.
Described each precast segment inner formword is to be formed by tile template assembly; In described each precast segment inner formword, be horizontally disposed " ten " word bracing frame and be supported with positioning vertical column on it is four support levels of " ten " word, the mutual inlay card of positioning vertical column on each tile template and adjacent position, and can vertically slide take described positioning vertical column as lead; Between the prefabricated inner formword of adjacent segment, the positioning vertical column on correspondence position is threaded mutually; Be in adjacent locational the first precast segment inner formword of described coxopodite template in positioning vertical column be to be threaded on the end face of described coxopodite template, between described each precast segment inner formword, run through the locking steel hinge line for stretch-draw; Described locking steel hinge line utilizes jack to carry out stretch-draw on the limiting platform of top, hole.
The center of Ge road " ten " word bracing frame is respectively arranged with steel strand and fastens node, and has the steel strand of recovery to fasten the aperture that is connected in series and extends to tubing string hole between node at each steel strand, for reclaiming " ten " word bracing frame.
Compared with the prior art, the useful technique effect of the present invention is embodied in:
1, in the present invention, retaining wall layer has higher intensity mass ratio, rigidity mass ratio and good decay resistance, and barrier performance is good, using it as the concrete protecting sheathing of pipe shaft, concrete structure is implemented to life-cycle protection;
2, in the present invention retaining wall layer can retrain preferably immersed tube longitudinally and hoop strain, cage of reinforcement can configure according to minimum steel ratio, greatly reduces with ordinary reinforced concrete immersed tube reinforcement ratio, and after construction, Inner template is reused, thereby saving cost, consumption has also alleviated cage of reinforcement lifting weight.
3,, compared with concrete prefabricated immersed tube, the matching of retaining wall layer and inner formword in the present invention, has solved the prefabricated Large-diameter Sinking Pipe in place and has transported difficult problem, can greatly improve efficiency of construction, reduction of erection time;
4, the present invention heads into root key to form base type foundation at tubing string sidewall, utilizes base type foundation to play the carrying effect of footing beam, gives full play to soil bearing capacity.Due to the implantation of root key, base type foundation is compared with other form bases of same diameter, and its effective diameter strengthens, bearing capacity is effectively improved, for thick-covering, Large Span Bridges basis, traditional underlying table reveals slenderness ratio seriously lacks of proper care especially, and base type foundation can effectively solve above-mentioned engineering problem.
5, and in prior art the prefabricated height that connects is in junction difficult treatment, and quality is wayward, and the present invention realizes cylinder pile foundation primary concreting and completes, and basis is complete entirety, can effectively improve fundamental mechanics performance, and mass of foundation is reliable.
6, the prefabricated sinking engineering method in prior art needs to carry out mud jacking processing after prefabricated component has sunk, and mud jacking complex process is difficult to control for cylinder pile foundation bottom squeezing quality especially, causes foundation bottom periphery loose, and foundation bearing capacity is reduced.The present invention realizes disposable cast-in-place, does not need mud jacking processing.And the present invention adopts steel work taper coxopodite template, can stretch to compared with depths, then completes and builds, because the concrete flowability of building can be infiltrated each space, the loose problem of bottom periphery that there will not be traditional engineering method to cause through extruding by force.
Accompanying drawing explanation
Fig. 1 is self-floating inner formwork system elevation of the present invention;
Fig. 2 is self-floating inner formwork system plan view of the present invention;
Fig. 3 is coxopodite locating template scheme of installation in the present invention;
Fig. 4 is second section column and cross supporting frame scheme of installation in the present invention;
Fig. 5 is from floating template and positioning vertical column connection diagram in the present invention;
Fig. 6 is cross supporting frame and positioning vertical column connection diagram in the present invention;
Fig. 7 is the underwater casting base type foundation elevational schematic view of the present invention with retaining wall;
Fig. 8 is the underwater casting base type foundation floor map of the present invention with retaining wall;
Fig. 9 is that the present invention has built rear structural representation with the underwater casting base type foundation of retaining wall.
Number in the figure: 1 retaining wall layer, 2 reinforcing cages, 3 inner formwords, 3a stiffener, 4 coxopodite templates, 5 is " ten " word bracing frame, 5a cone pin, 6 positioning vertical columns, 6a supports bracket, 7 locking steel hinge lines, 8 top, hole limiting platforms, 9 jack, 10 steel strand are fastened node, 11 concrete back covers, 12 recovery steel strand, 13 through wires holes, 14 keyholes, 15 keys, 16 pipe shaft concrete.
The specific embodiment
Referring to Fig. 1, Fig. 2, Fig. 3, Fig. 4, Fig. 5 and Fig. 6, in the present embodiment, be provided for construction and with the form of structure of the inner formwork system of the underwater casting base type foundation of retaining wall be:
As shown in Figure 1, comprise a steel work coxopodite template 4, in coxopodite template 4, assemble section by section each precast segment inner formword 3 from bottom to top; Each precast segment inner formword 3 is for can obtain the totally-enclosed steel work hollow pontoon structure of buoyancy in water, and after discharging the locking of internal mold, each sections inner formword 3 can rely on buoyancy floating to realize and reclaim; Coxopodite template 4 is cast in the concrete back cover 11 in tubing string hole and positions.
As shown in Figure 2 and Figure 5, each precast segment inner formword 3 is to be formed by tile template assembly; In each precast segment inner formword 3, be horizontally disposed " ten " word bracing frame 5 and be supported with positioning vertical column 6 on it is four support levels of " ten " word, the mutual inlay card of positioning vertical column 6 on each tile template and adjacent position, and can vertically slide take positioning vertical column 6 as lead; Each tile template is hollow totally-enclosed floating template, is provided with each road stiffener 3a in it; Each precast segment inner formword 3 can 6-15m according to practice of construction condition.
As shown in Fig. 3, Fig. 4 and Fig. 5, between the prefabricated inner formword 3 of adjacent segment, the positioning vertical column 6 on correspondence position is threaded mutually; Be in adjacent locational the first precast segment inner formword of coxopodite template 4 in positioning vertical column be to be threaded on the end face of coxopodite template 4, between each precast segment inner formword 3, run through the locking steel hinge line 7 for stretch-draw by the through wires hole 13 being arranged in prefabricated inner formword 3; Locking steel hinge line 7 utilizes jack 9 to carry out stretch-draw on top, hole limiting platform 8.
In concrete enforcement, the epimere of coxopodite template 4 is cylindrical tube, and hypomere is divergent-cone wall, and coxopodite template 4 is to position in the concrete back cover 11 to be cast in tubing string hole at the bottom of its conical tube;
As shown in Figure 6, " ten " word bracing frame 5 arranges according to stressing conditions, every joint positioning vertical column 6 at least arranges twice " ten " word bracing frame 5, the center of Ge road " ten " word bracing frame 5 is respectively arranged with steel strand and fastens node 10, and have to reclaim and fasten and between node 10, be connected in series and extend to aperture at each steel strand with steel strand 12, for reclaiming " ten " word bracing frame 5, on the inside wall of positioning vertical column 6, arrange and support bracket 6a, " ten " word bracing frame 5 is connected to and is supported bracket 6a by cone pin 5a.
Referring to Fig. 7, Fig. 8 and Fig. 9, in the present embodiment, be between cast-in-place reinforced-concrete tubing string and pore-forming inwall, to adopt under water fast gel material to build to be formed with retaining wall layer 1 with the form of structure of the underwater casting base type foundation of retaining wall, on the sidewall of concrete tubing string, be radially provided with root key 15 along tubing string, be formed with concrete back cover 11 in the bottom of concrete tubing string, build top cover at the top of concrete tubing string and form the underwater casting base type foundation with retaining wall.
Construction method with the underwater casting base type foundation of retaining wall in the present embodiment is carried out as follows:
1, at the basic position place setting, with drilling machine construction pore-forming.
2, in pore-forming, utilize annular sliding form apparatus to build retaining wall layer 1 along pore-forming inwall with fast gel material under water from bottom to top, form retaining wall hole; In retaining wall hole, transfer tubular reinforcing cage 2, reinforcing cage 2 is reserved with root keyhole 14 at desired location.
3, in the cylinder of reinforcing cage 2, transfer coxopodite template 4, in coxopodite template 4, assembling transfer each precast segment inner formword 3 by plug-in counterweight and form internal mold section by section from bottom to top; Locking is built underplate concrete after internal mold and is formed concrete back cover 11 in retaining wall hole, and coxopodite template 4 is cast in the concrete back cover 11 in tubing string hole and positions, and makes retaining wall hole shape become the circular cylinder of back cover; Concrete implement be below coxopodite template 4 to its end face while being in position, aperture, at the end face of coxopodite template 4, positioning vertical column and " ten " word bracing frame in the first sections prefab form is installed; Again transfer to the top end of the positioning vertical column in the first sections prefab form when the position, aperture, with the positioning vertical column and " ten " word bracing frame that are threaded in a upper precast segment template; Continue to transfer positioning vertical column and " ten " word bracing frame in the pre-inner formword of each sections, when utilizing plug-in counterweight that each tile template in each precast segment template is sunk on assigned address for 6 times along positioning vertical column successively from aperture place, on top, hole limiting platform 8, utilize jack 9 stretch-draw to be applied in the locking steel strand 7 in through wires hole 13 on each precast segment inner formword 3 and carry out compacting locking, complete internal mold and install.
4, in the circular cylinder of back cover, take retaining wall layer 1 as external mold, between external mold and internal mold, build pipe shaft concrete 16 and in root keyhole 14, heading into root key 15, reach after intensity at pipe shaft concrete, remove the locking to internal mold, take out each precast segment inner formword 3 from top to bottom, form the underwater casting radical tubing string with retaining wall;
5, complete the construction with the underwater casting base type foundation of retaining wall at the end face cast top cover of radical tubing string.
In concrete enforcement, under water fast gel material be with cement, gypsum, HPMC material and water by 1: 1: 0.01: 0.5 quality mixture ratio mixes, can highly wait actual condition suitably to adjust according to building, fast gel material setting time is 1 hour, intensity is 2MPa, and the thickness of building the retaining wall layer 1 of formation is 5 to 20cm.
The casting process of annular sliding form apparatus is to build the strength of materials at initial position to reach after permissible value, mobile traveling formwork to the next position continues to build, realize continuous placing, sliding traveling formwork in annular sliding form apparatus is annular, and this construction technology is used widely at present in engineering construction.
The length of single-unit inner formword 3 is 6～15 meters, and each precast segment inner formword 3 is set to hollow pontoon structure, and after discharging the locking of inner formword, each sections inner formword 3 can rely on buoyancy floating to realize and reclaim, and it is reused, and saves cost, saves the duration; Be pressed into pore-forming bottom with steel work taper coxopodite template 4 and put compared with deep-seated, can effectively play effect fixing and location inner formword.
Tubing string diameter of the present invention to 6m, can be widely used in the engineering construction fields such as bridge room is built, hydro-structure 3, applicable to the construction on land conventional basis, as open caisson, tubing string etc.; Be particularly suited for the construction on basis in water, as Anchor Foundation, group wells basis etc. in the king-post basis of bridge, water.Also can on the basis of this structure, implement to increase the measure of frictional force, as head into root key formation base type foundation etc.
Claims (6)
1. the underwater casting base type foundation with retaining wall, it is characterized in that: described base type foundation is between cast-in-place reinforced-concrete tubing string and pore-forming inwall, to adopt under water fast gel material to build to be formed with retaining wall layer (1), on the sidewall of described concrete tubing string, be radially provided with root key (15) along tubing string, be formed with concrete back cover (11) in the bottom of described concrete tubing string, build top cover at the top of described concrete tubing string and form the underwater casting base type foundation with retaining wall.
2. a construction method for the underwater casting base type foundation with retaining wall claimed in claim 1, is characterized in that carrying out as follows:
A, set basic position place, with drilling machine construction pore-forming;
B, in described pore-forming, utilize annular sliding form apparatus to build retaining wall layer (1) along pore-forming inwall with fast gel material under water from bottom to top, form retaining wall hole; In described retaining wall hole, transfer tubular reinforcing cage (2), described reinforcing cage (2) is reserved with root keyhole (14) at desired location;
C, in the cylinder of described reinforcing cage (2), transfer coxopodite template (4),, from bottom to top section by section assembling by plug-in counterweight transfer each precast segment inner formword (3) form internal mold upper in described coxopodite template (4); After locking internal mold, in retaining wall hole, build underplate concrete and form concrete back cover (11), coxopodite template (4) is cast in the concrete back cover (11) in tubing string hole and positions, and makes retaining wall hole shape become the circular cylinder of back cover;
D, in the circular cylinder of described back cover, take described retaining wall layer (1) as external mold, between described external mold and internal mold, build pipe shaft concrete (16) and in root keyhole (14), heading into root key (15), reach after intensity at described pipe shaft concrete, remove the locking to internal mold, take out each precast segment inner formword (3) from top to bottom, form the underwater casting radical tubing string with retaining wall;
E, complete the construction with the underwater casting base type foundation of retaining wall at the end face cast top cover of described radical tubing string.
3. construction method according to claim 2, it is characterized in that: described each precast segment inner formword (3) is set for hollow pontoon structure, after discharging the locking of internal mold, each sections inner formword (3) can rely on buoyancy floating to realize and reclaim.
4. construction method according to claim 2, it is characterized in that: the epimere of described coxopodite template (4) is cylindrical tube, hypomere is divergent-cone wall, and described coxopodite template (4) is to position in the concrete back cover (11) to be cast in tubing string hole at the bottom of its conical tube.
5. construction method according to claim 2, is characterized in that: described each precast segment inner formword (3) is to be formed by tile template assembly; In described each precast segment inner formword (3), be horizontally disposed " ten " word bracing frames (5) and be supported with positioning vertical column (6) on it is four support levels of " ten " word, positioning vertical column (6) inlay card mutually on each tile template and adjacent position, and can vertically slide take described positioning vertical column (6) as lead; Between the prefabricated inner formword (3) of adjacent segment, the positioning vertical column (6) on correspondence position is threaded mutually; Be in adjacent locational the first precast segment inner formword of described coxopodite template (4) in positioning vertical column be to be threaded on the end face of described coxopodite template (4), between described each precast segment inner formword (3), run through the locking steel hinge line (7) for stretch-draw; Described locking steel hinge line (7) utilizes jack (9) to carry out stretch-draw on top, hole limiting platform (8).
6. construction method according to claim 5, it is characterized in that: the center of Ge road " ten " word bracing frame (5) is respectively arranged with steel strand and fastens node (10), and have recovery to fasten the aperture that is connected in series and extends to tubing string hole between node (10) at each steel strand with steel strand (12), for reclaiming " ten " word bracing frame (5).
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| CN201410171844.2A CN103911989B (en) | 2014-04-25 | 2014-04-25 | A kind of underwater casting base type foundation with retaining wall and construction method thereof |
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Cited By (4)
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| CN106638585A (en) * | 2016-11-25 | 2017-05-10 | 淮阴工学院 | Construction platform for facilitating root key construction of root type cast-in-place pile |
| CN106677173A (en) * | 2016-11-25 | 2017-05-17 | 淮阴工学院 | Root key construction device for root pouring pile |
| CN107142929A (en) * | 2017-05-25 | 2017-09-08 | 中国电建集团华东勘测设计研究院有限公司 | Sea is non-to squeeze into type large diameter single pile foundation structure and its construction method |
| CN110093942A (en) * | 2019-05-30 | 2019-08-06 | 安徽省交通控股集团有限公司 | A kind of assembled radical well foundation of two-wall hollow |
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| CN103911989B (en) | 2015-11-18 |
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