CN105484160A - Method for digging deep foundation pit by gravity anchor - Google Patents
Method for digging deep foundation pit by gravity anchor Download PDFInfo
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- CN105484160A CN105484160A CN201510920455.XA CN201510920455A CN105484160A CN 105484160 A CN105484160 A CN 105484160A CN 201510920455 A CN201510920455 A CN 201510920455A CN 105484160 A CN105484160 A CN 105484160A
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- excavation
- fender pile
- gravity anchor
- foundation ditch
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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
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a method for digging a deep foundation pit by a gravity anchor, belonging to the technical field of engineering construction. The method comprises the following steps: S100, constructing a protection pile of a foundation pit; S200, digging a second-grade side slope, and arranging a first catch drain at the top of the second-grade side slope, wherein the first catch drain is positioned outside the protection pile; S300, constructing a cap beam: arranging the cap beam at the top of the protection pile, and arranging a second catch drain at the side of the cap beam; and S400, digging the foundation pit, wherein in the digging process, an anchor cable and an anchor rod are installed in the protection pile. By using the method for digging, the required operation space is small, so that the traffic of peripheral paths can not be influenced; and meanwhile, the method has the advantages that the positioning of the anchor cable and the anchor rod is accurate, the stability of the side slope is good, the protection structure of the side slope is firm, and the like.
Description
Technical field
The present invention relates to engineering construction technical field, in particular to a kind of gravity anchor deep pit digging method.
Background technology
Anchorage is the major bearing structures of suspension bridge, resist the pulling force from main rope, and by pull transfer to foundation.When building rope bridge, need two sides anchorage being fixed on rope bridge.Anchorage is divided into gravity anchor and tunnel type grappling by form of structure, the weight resistance main rope pulling force that gravity grappling relies on it huge, and the anchor body of tunnel-type anchorage embeds in basement rock, by basement rock opposing main rope pulling force.Gravity grappling uses comparatively extensive, when carrying out gravity anchor and fixing, needs the excavation first carrying out foundation ditch.
Inventor finds under study for action, at least there is following shortcoming in gravity anchor Excavation Process of the prior art:
In Excavation Process, because the covering layer in anchorage district is thicker, slope stability is poor, and excavation of foundation pit soil stone amount is more, and earthwork is large, and the duration is tight, adopts that common to put the working space that slope excavating load needs large, and traffic affect periphery is current.
Summary of the invention
The object of the present invention is to provide a kind of gravity anchor deep pit digging method, cause greatly with the poor stability of side slope in the gravity anchor Excavation Process improving prior art, excavated volume the problem that construction period working space that is tight and needs is large.
The present invention is achieved in that
Based on above-mentioned purpose, the invention provides a kind of gravity anchor deep pit digging method, comprise the steps:
The fender pile construction of step S100, foundation ditch;
Step S200, excavation secondary side slope, arrange the first catchwater, and the first catchwater is positioned at the outside of fender pile on top, the slope of secondary side slope;
Step S300, cap are constructed: arrange cap at fender pile top, arrange the second catchwater at cap avris;
Step S400, excavation pit, in digging process, by anchor cable and rockbolt installation in fender pile.
Preferably, described step S100 comprises, and is treating the outline line of excavation area field mark foundation ditch, the outline line of described foundation ditch is rectangle frame, bearing of trend along described outline line evenly arranges described fender pile, and wherein, a width side of described foundation ditch does not arrange described fender pile.
Preferably, in step S100, adopt manually digging hole pore-forming mode: along the bearing of trend borehole of the outline line of described foundation ditch, in hole, arrange reinforcing cage, concreting in hole, vibrated concrete makes described fender pile.
Preferably, in described step S100, after pore-forming, impurity in labor cleaning hole before placing reinforcing cage.
Preferably, in described step S100, described reinforcing cage is cylindrical, and described reinforcing cage comprises main muscle and stirrup, and described stirrup is welded on described main muscle in the shape of a spiral continuously.
Preferably, in described step S100, the two ends of described reinforcing cage are separately installed with metal end plate, and the periphery of described metal end plate is provided with bevel for welding, and described metal end plate and described reinforcing cage are welded and fixed.
Preferably, in described step S200, adopt the groove of catchwater described in mechanical equivalent of light excavation, meanwhile, manually carry out auxiliary excavation; The groove of described catchwater adopts mortar flag stone to build and makes, and the inner surface of described catchwater adopts sand finish.
Preferably, described step S300 comprises: along the arragement direction assembling reinforcement of many described fender piles, fix around reinforcing bar by template, in template, concreting makes described cap, and the cross section of described cap is rectangle.
Preferably, in described step S400, foundation ditch adopts vertical stage excavation: top layer soft layer adopts excavator directly to excavate, and strongly weathered sand-rock adopts quartering hammer broken, and competent bed adopts loosening blasting.
Preferably, in described step S400, excavation adopts shallow bore hole elementary errors Loose Control Blasting, medium-length hole elementary errors Loose Control Blasting; Arrange pre-ceasma at explosion position, described pre-ceasma is between the excavation face and blasting body of fender pile.
The invention has the beneficial effects as follows:
In sum, the invention provides a kind of gravity anchor deep pit digging method, this excavation method is convenient to operation, effectively can ensure the stability of side slope and ensure that the location of pre-buried anchor cable pipeline is more accurate in digging process.Specific as follows:
This gravity anchor deep pit digging method comprises fender pile construction, and after setting-out is carried out in excavation region, correspondence arranges fender pile, ensure the accuracy of foundation ditch size in digging process, meanwhile, ensure that the earth of foundation ditch during excavation not easily falls in foundation ditch, ensure the smooth excavation of foundation ditch; Before excavation, at arranged outside first catchwater of fender pile, ensure the aridity in excavation of foundation pit region, be convenient to excavate; Further, after fender pile installs, fender pile arranges cap, fender pile connects for overall by cap, and the structure on the top of foundation ditch is more tight, and in digging process, the top sides of foundation ditch is subsided along not easily producing, and ensures carrying out smoothly of excavation.During excavation pit, by anchor cable and rockbolt installation in fender pile, be convenient to the installation site determining anchor cable and anchor pole, the position of anchor cable and anchor pole is more accurate, and structure is more solid and reliable, better stressed.
Accompanying drawing explanation
In order to be illustrated more clearly in the technical scheme of the embodiment of the present invention, be briefly described to the accompanying drawing used required in embodiment below, be to be understood that, the following drawings illustrate only some embodiment of the present invention, therefore the restriction to scope should be counted as, for those of ordinary skill in the art, under the prerequisite not paying creative work, other relevant accompanying drawings can also be obtained according to these accompanying drawings.
Fig. 1 is the floor map of gravity anchor deep pit digging method provided by the invention;
Fig. 2 is the structure chart of the reinforcing cage of gravity anchor deep pit digging method provided by the invention.
Reference numeral gathers:
Fender pile 100, cap 200, main muscle 300, stirrup 400.
Detailed description of the invention
The weight resistance main rope pulling force that gravity grappling relies on it huge, gravity grappling uses comparatively extensive, when carrying out gravity anchor and fixing, needs the excavation first carrying out foundation ditch.In Excavation Process, because the covering layer in anchorage district is thicker, slope stability is poor, and excavation of foundation pit soil stone amount is more, and earthwork is large, and the duration is tight, adopts that common to put the working space that slope excavating load needs large, and traffic affect periphery is current.
Given this, designer of the present invention provides a kind of gravity anchor deep pit digging method, and the method is reliably swift to operate, the reduction of erection time, meanwhile, in the method digging process, the slope stability of foundation ditch is good, the sound construction of side slope, not easily occur situation about collapsing, construction safety is reliable; The position of anchor cable and anchor pole is accurate, is convenient to be fixed on fender pile.
For making the object of the embodiment of the present invention, technical scheme and advantage clearly, below in conjunction with the accompanying drawing in the embodiment of the present invention, technical scheme in the embodiment of the present invention is clearly and completely described, obviously, described embodiment is the present invention's part embodiment, instead of whole embodiments.The assembly of the embodiment of the present invention describing and illustrate in usual accompanying drawing herein can be arranged with various different configuration and design.Therefore, below to the detailed description of the embodiments of the invention provided in the accompanying drawings and the claimed scope of the present invention of not intended to be limiting, but selected embodiment of the present invention is only represented.Based on the embodiment in the present invention, those of ordinary skill in the art, not making the every other embodiment obtained under creative work prerequisite, belong to the scope of protection of the invention.
It should be noted that: represent similar terms in similar label and letter accompanying drawing below, therefore, once be defined in an a certain Xiang Yi accompanying drawing, then do not need to define further it and explain in accompanying drawing subsequently.
In describing the invention, it should be noted that, term " " center ", " on ", D score, " left side ", " right side ", " vertically ", " level ", " interior ", orientation or the position relationship of the instruction such as " outward " are based on orientation shown in the drawings or position relationship, or this invention product orientation of usually putting or position relationship when using, only the present invention for convenience of description and simplified characterization, instead of indicate or imply that the device of indication or element must have specific orientation, with specific azimuth configuration and operation, therefore limitation of the present invention can not be interpreted as.In addition, term " first ", " second ", " the 3rd " etc. only for distinguishing description, and can not be interpreted as instruction or hint relative importance.
In describing the invention, also it should be noted that, unless otherwise clearly defined and limited, term " setting ", " installation ", " being connected ", " connection " should be interpreted broadly, and such as, can be fixedly connected with, also can be removably connect, or connect integratedly; Can be mechanical connection, also can be electrical connection; Can be directly be connected, also indirectly can be connected by intermediary, can be the connection of two element internals.For the ordinary skill in the art, concrete condition above-mentioned term concrete meaning in the present invention can be understood.
Please refer to Fig. 1-2, present embodiments provide a kind of gravity anchor deep pit digging method, the method comprises the steps,
The fender pile 100 of step S100, foundation ditch is constructed; Before excavating, waiting to excavate the measurement that size is carried out in region, and then determining the excavation contour line excavating region, during excavation of foundation pit, the position of foundation ditch is determined, in digging process, there will not be the problem of size offset.After determining the region of excavation, around excavation region, fender pile 100 is set, because gravity anchor is positioned at deep foundation ditch, the side of gravity anchor is fixed for cable, therefore, the side of foundation ditch need not arrange fender pile 100, generally, the rectangular structure of foundation ditch, three sides of foundation ditch arrange fender pile 100.After fender pile 100 sets, can at the arranged outside drainage system of fender pile 100, drainage system ensures the aridity of the soil in excavation region, ensures carrying out smoothly of excavation, improves the speed of excavation.Drainage system can be that irrigation canals and ditches can be passed into neighbouring crops, realize recycling of water, also directly can be passed into job site, mix, save water resource with concrete at fender pile 100 arranged outside irrigation canals and ditches.
Step S200, excavation secondary side slope, arrange the first catchwater, and the first catchwater is positioned at the outside of fender pile 100 on top, the slope of secondary side slope; Secondary side slope is convenient to the height controlling excavation, and during excavation, excavation height is lower, not easily occurs the situation that side slope is collapsed down, is convenient to the progress controlling excavation.When reality is excavated, each cutting depth, at about 1.5m, is convenient to the degree of depth controlling excavation.
Step S300, cap 200 are constructed: arrange cap 200 at fender pile 100 top, arrange the second catchwater at cap 200 avris; Cap 200 is the structures playing connection function be arranged on fender pile 100, and can connect as a whole by multiple fender pile 100, the structure of whole fender pile 100 is compacter, overall construction intensity is high, better stressed, in digging process, the top sides of fender pile 100 is subsided along not easily producing.Cap 200 adopts concreting to form, sound construction, and intensity is high.Preferably be set to, along the arragement direction assembling reinforcement of many described fender piles 100, fix by template around reinforcing bar, in template, concreting makes described cap 200, the cross section of described cap 200 is the convenient and quick construction of rectangle, cap 200, and obtained cap 200 sound construction is reliable.
Step S400, excavation pit, in digging process, by anchor cable and rockbolt installation in fender pile 100.Measure every preparation of construction work ready after, according to set up SURVEYING CONTROL NETWORK, by section configuration on drawing and excavation scope, setting-out is carried out to each angle of foundation ditch, and lime line as excavation control line, each angle point plug flag do indicate.Absolute altitude control point is introduced in foundation ditch, control excavation ground elevation.Side slope is set up deformation observation point, monitors the deformation of side slope at any time.In Excavation Process, the excavation height of foundation ditch is up to 38.5 meters, and cutting depth is darker, preferred employing adopts vertical top and bottom process excavation, in digging process, first floor, according to 3.5 meters of constructions, is constructed according to 3 meters for all the other every layer, ensure the foundation ditch fastness in digging process, meanwhile, in digging process, limit excavation frontier defense is protected, the inwall of foundation ditch arranges supporting component, ensures that body of wall not easily subsides.In digging process, subregion is excavated, and refers to Fig. 1, is divided into 9 excavation regions, first excavates 1 region that middle area is maximum, meanwhile, when carrying out the excavation in middle 1 region, according to the sequence of excavation in 1 region, first dig mid portion, then dig two side portions; When being excavated to fender pile 100, anchor cable is arranged on fender pile 100.After 1 region excavation, then carry out the excavation in 2,3,4,5,6 regions from right to left successively, 2,3,4,5,6 regions are positioned at the both sides of the width in 1 region and are symmetrical arranged, and the order of finally installing from top to bottom once carries out the excavation in 7,8,9 regions.The excavation construction of foundation ditch is reasonable, can improve the efficiency of excavation of foundation pit, the reduction of erection time, and meanwhile, in digging process, the sound construction of foundation ditch is reliable, not easily occurs the situation of subsiding, and decreases and repeats the manpower and materials needed of constructing.
In digging process, top layer soft layer adopts excavator directly to excavate, and strongly weathered sand-rock adopts quartering hammer broken, and competent bed adopts loosening blasting, to reduce the disturbance to original place base.
Foundation ditch first floor excavates, and carries out same degree of depth excavation, first carry out the excavation in 1 region, after digging dark 3.5m, build at 1 region place sidewalk of slagging tap along earth's surface, when excavating back section, conveniently to slag tap.After 1 region first floor has excavated, carry out the construction in 2 regions, excavate 2 regions when digging dark about 3.5m, according to design drawing, just in time be positioned at 50cm under top layer anchor cable position, survey crew carries out setting-out to position, prestress anchorage cable duct, starts anchor cable, anchor bolt construction, carry out the excavation construction in 3 regions, the construction of other subregions is carried out in circulation successively simultaneously.
The second layer excavation of foundation ditch, soil layer and the severely-weathered layer being easy to mechanical execution carry out same degree of depth excavation along original place table, are easy to anchor cable construction.Rope constructed after-stage excavation.Now substantially enter middle weathered layer, the longitudinal gradient of the whole foundation ditch aspect of reduction in good time in digging process and horizontal wall inscription, middle weathered layer excavation bottom line is tried one's best and foundation ditch bottom surface line parallel.Excavation layer depth standard is 3m.Anchor cable construction completes, and enters the main rock excavation stage, and in digging process, according to site contour situation, in good time control east, both sides, west length of shot, to guarantee in follow-up digging process, excavation bottom surface is as far as possible parallel with base plane.
The present embodiment excavation adopts shallow bore hole, medium-length hole elementary errors Loose Control Blasting, and main armament hole adopts common millisecond electric detonator elementary errors blasting in groups, ensures the stable, smooth of construction speed and side slope.Before construction, the every obstacle thing in blast area must safety be removed, and permanent building strictly should consider protection.In order to ensure the safety of explosion and reduce explosion to the impact of foundation pit structure, preferably be set to, during blast working, in order to ensure the safety of fender pile 100, between pile foundation side excavation face and blasting body, pre-ceasma is set, before the explosion of Zhu Bao district, first carries out presplit blasting, make to be formed between fender pile 100 and Zhu Bao district a through crack, reduce explosion to the impact of pile foundation.
In the preferred version of this embodiment, in step S100, adopt manually digging hole pore-forming mode: along the bearing of trend borehole of the outline line of described foundation ditch, in hole, arrange reinforcing cage, concreting in hole, vibrated concrete makes described fender pile 100.Main construction techniques comprises levelling of the land, the setting-out of stake position, guard ring construction, sets up lifting bracket and hoist engine, borehole, panelling construction, the clear hole of pore-forming, reinforcing cage system peace, anchor cable pipe built-in, installs the important procedures such as tumbling barrel, concreting and pile measurement.After borehole, for the ease of the placement of reinforcing cage, and improve the fastness of fender pile 100, before placement reinforcing cage, carry out impurity in labor cleaning hole.
In the preferred version of this embodiment, described reinforcing cage is cylindrical, and described reinforcing cage comprises main muscle 300 and stirrup 400, and described stirrup 400 is welded on described main muscle 300 in the shape of a spiral continuously, and the sound construction of reinforcing cage is reliable, and intensity is high, stressed good.Preferably be set to, the two ends of described reinforcing cage are separately installed with metal end plate, the periphery of described metal end plate is provided with bevel for welding, described metal end plate and described reinforcing cage are welded and fixed, bevel for welding is set at metal end plate periphery, is convenient to metal end plate and is welded on reinforcing cage, after welding, overall sound construction is reliable, and the power of bearing is larger.
In the preferred version of this embodiment, in described step S200, adopt the groove of catchwater described in mechanical equivalent of light excavation, meanwhile, manually carry out auxiliary excavation; The groove of described catchwater adopts mortar flag stone to build and makes, and the inner surface of described catchwater adopts sand finish.In catchwater channel excavation process, its Cross section Design is inverted trapezoidal, is convenient to storage and the circulation of water.
The foregoing is only the preferred embodiments of the present invention, be not limited to the present invention, for a person skilled in the art, the present invention can have various modifications and variations.Within the spirit and principles in the present invention all, any amendment done, equivalent replacement, improvement etc., all should be included within protection scope of the present invention.
Claims (10)
1. a gravity anchor deep pit digging method, is characterized in that, comprises the steps:
The fender pile construction of step S100, foundation ditch;
Step S200, excavation secondary side slope, arrange the first catchwater, and the first catchwater is positioned at the outside of fender pile on top, the slope of secondary side slope;
Step S300, cap are constructed: arrange cap at fender pile top, arrange the second catchwater at cap avris;
Step S400, excavation pit, in digging process, by anchor cable and rockbolt installation in fender pile.
2. gravity anchor deep pit digging method according to claim 1, is characterized in that,
Described step S100 comprises, and is treating the outline line of excavation area field mark foundation ditch, and the outline line of described foundation ditch is rectangle frame, and the bearing of trend along described outline line evenly arranges described fender pile, and wherein, a width side of described foundation ditch does not arrange described fender pile.
3. gravity anchor deep pit digging method according to claim 2, is characterized in that,
In step S100, adopt manually digging hole pore-forming mode: along the bearing of trend borehole of the outline line of described foundation ditch, in hole, arrange reinforcing cage, concreting in hole, vibrated concrete makes described fender pile.
4. gravity anchor deep pit digging method according to claim 3, is characterized in that, in described step S100, after pore-forming, and impurity in labor cleaning hole before placing reinforcing cage.
5. gravity anchor deep pit digging method according to claim 3, is characterized in that,
In described step S100, described reinforcing cage is cylindrical, and described reinforcing cage comprises main muscle and stirrup, and described stirrup is welded on described main muscle in the shape of a spiral continuously.
6. gravity anchor deep pit digging method according to claim 5, is characterized in that,
In described step S100, the two ends of described reinforcing cage are separately installed with metal end plate, and the periphery of described metal end plate is provided with bevel for welding, and described metal end plate and described reinforcing cage are welded and fixed.
7. gravity anchor deep pit digging method according to claim 1, is characterized in that,
In described step S200, adopt the groove of catchwater described in mechanical equivalent of light excavation, meanwhile, manually carry out auxiliary excavation; The groove of described catchwater adopts mortar flag stone to build and makes, and the inner surface of described catchwater adopts sand finish.
8. gravity anchor deep pit digging method according to claim 1, is characterized in that,
Described step S300 comprises: along the arragement direction assembling reinforcement of many described fender piles, fix around reinforcing bar by template, in template, concreting makes described cap, and the cross section of described cap is rectangle.
9. gravity anchor deep pit digging method according to claim 1, is characterized in that,
In described step S400, foundation ditch adopts vertical stage excavation: top layer soft layer adopts excavator directly to excavate, and strongly weathered sand-rock adopts quartering hammer broken, and competent bed adopts loosening blasting.
10. gravity anchor deep pit digging method according to claim 9, is characterized in that,
In described step S400, excavation adopts shallow bore hole elementary errors Loose Control Blasting, medium-length hole elementary errors Loose Control Blasting; Arrange pre-ceasma at explosion position, described pre-ceasma is between the excavation face and blasting body of fender pile.
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| CN201510920455.XA CN105484160A (en) | 2015-12-11 | 2015-12-11 | Method for digging deep foundation pit by gravity anchor |
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| CN201510920455.XA CN105484160A (en) | 2015-12-11 | 2015-12-11 | Method for digging deep foundation pit by gravity anchor |
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| CN111119192A (en) * | 2019-12-31 | 2020-05-08 | 中铁十六局集团北京轨道交通工程建设有限公司 | Foundation pit excavation method |
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| CN111119192A (en) * | 2019-12-31 | 2020-05-08 | 中铁十六局集团北京轨道交通工程建设有限公司 | Foundation pit excavation method |
| CN111119192B (en) * | 2019-12-31 | 2021-11-02 | 中铁十六局集团北京轨道交通工程建设有限公司 | Foundation pit excavation method |
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