CN103243722B - The construction method of novel inner support of foundation trench - Google Patents
The construction method of novel inner support of foundation trench Download PDFInfo
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Abstract
The present invention relates to a kind of construction method of novel inner support of foundation trench, it comprises the following steps: by design, construction, original horizontal inner support beam is changed into deformable supports beam, as the part-structure of agent structure beam and/or plate and/or post; After main structure construction that is relevant to described deformable supports beam, that be connected meets related request, by the agent structure be connected with described deformable supports beam, support replacement is carried out to described deformable supports beam; Remove the vertical supporting column of described deformable supports beam.The construction method of novel inner support of foundation trench of the present invention, both the needs of braced structures had been met, meet again subsequent construction convenient and swift, simultaneously consider environmental factor, fund cost and other design, use needs, that one is weighed from comprehensive angle, economic benefit is more outstanding, considers the construction method of the novel inner support of foundation trench of environmental problem and constructing operation difficulty or ease simultaneously comprehensively.
Description
Technical field
The invention belongs to underground structrue engineering field, relate to a kind of construction method of foundation pit supporting construction, be particularly useful for construction surrounding enviroment being had to the large-area deep foundation pit engineering of being comparatively strict with.
Background technology
Internal support of foundation pit has two kinds of conventional constructions at present, and one is contrary sequence method (hereinafter referred to as category-B construction method), and it is the effective ways of construction multilayer basement of high-rise building and other multi-layer underground structure.As Fig. 1 b illustrates the horizontal inner supporting structure 12 of contrary sequence method.The transverse beam of this class methods agent structure, vertical upright column are as braced structures, and this support need not be removed.Because its braced structures had both been agent structure beam, post, thus design, before construction must etc. Design of Main Structure can after meeting the demands in foundation ditch.Owing to wanting first constructing structure stake, post, engineering quantity is comparatively large, and the engineering time is longer, and cost is higher; Go out soil in hole and will dig soil digging in intensive support structure, be unearthed quite slow and difficult; Support (constructing) structure is combined with rear construction and acquires a certain degree of difficulty, easy after difficult before institute.
Relative to the another kind of multiple material handling method of deep foundation pit of contrary sequence method, namely the usually said suitable practice (hereinafter referred to as category-A construction method), equally also has its advantage and drawback: this type of construction method is transverse beam, vertical supporting column will destroy the form of structure walked clearly after corresponding construction of having constructed (support changing structure for use).Along the horizontal inner supporting structure 11 of the practice as shown in Fig. 1 a.These class methods need not wait foundation ditch inner structure to design, as long as support post does not affect subsequent structural, construction just can be constructed, and support post spacing is larger, hole soil impact is gone out not quite to foundation ditch, the pattern foundation pit supporting structure deadline can be reduced, but the subsequent structural in foundation ditch is constructed in order to support replacement will wait for the long period, and support replacement one has potential safety hazard; Two is destroy former support, but can delay the engineering time again like this; If three are foundation ditch limit diaphragm walls is vertical supporting structure, support replacement may be destroyed this body of wall and to be connected globality, the leakproofness of tenon because internal force is too large, cause joint seepage from now on, and produce a large amount of useless muscle, especially a large amount of concrete rubbish produced, can to environment.The time that construction foundation pit is seized out is in advance delayed because of the processing procedure of subsequent structural construction again, has even used the more time, therefore easily then difficult before being.
The construction method of above-mentioned two kinds of pattern foundation pit supporting structures, the designer of contrary sequence method is mainly structural engineer, often too much takes structure design and structure construction into account, and is ignorant of or takes construction in inadequate foundation ditch into account, wants to aspire after perfection and result imperfect, even can no good cake.Designer along the practice mostly then is geotechnical engineer, and they are ignorant of structure design mostly, also no matter subsequent structural is constructed, oneself convenient then row; Do not know, do not scruple as subsequent construction adds how many difficulties, trouble, even disaster yet.Visible these two kinds of inner support designs, form of construction work at present, all there is respective defect, time in the balance work progress of failing in all directions, economy and environmental factor, especially in the operating mode that foundation ditch is larger, high building is more, the drawback of the construction method of these two kinds of pattern foundation pit supporting structures is given prominence to, be difficult to ignore.Now pattern foundation pit supporting structure safety, fast, save, the construction principle of energy-saving and environmental protection becomes main flow.Now foundation ditch area is increasing, more and more deeply, above two kinds of conventional inner supporting structure form negative effects, impacts be also exaggerated again thereupon, or else reform and innovate increasing, more and more of a specified duration to negative effect of constructing in foundation ditch.
Therefore, be badly in need of a kind of construction method of novel inner support of foundation trench, both the construction method of above-mentioned pattern foundation pit supporting structure had been different from, can well its respective advantage be received, be overcome simultaneously again the construction method of its drawback, make it fully meet the needs of braced structures, meet again simultaneously subsequent construction convenient and swift, consider environmental factor, fund cost and other design, the needs that use.
Summary of the invention
The technical problem to be solved in the present invention overcomes the various defects existed in construction along the practice (hereinafter referred to as category-A construction method) and contrary sequence method (hereinafter referred to as category-B construction method), and fully utilize its respective advantage, there is provided a kind of convenient and swift, consider environmental factor, fund cost and other design, the construction method of novel novel inner support of foundation trench of needs that uses simultaneously, be particularly suitable for the supporting of large-scale excavation and effective base pit stand construction of multilayer basement of high-rise building and other multi-layer underground structure.
The technical solution adopted for the present invention to solve the technical problems is: the construction method constructing a kind of novel inner support of foundation trench, and it comprises following construction sequence:
S1, by design, construction, original horizontal inner support beam is changed into deformable supports beam, as the part-structure of agent structure beam and/or agent structure plate and/or agent structure post;
S2, relevant to described deformable supports beam, be connected main structure construction meet related request after, by the agent structure be connected with described deformable supports beam, support replacement is carried out to described deformable supports beam;
S3, remove the vertical supporting column of described deformable supports beam.
In the construction method of novel inner support of foundation trench of the present invention, in described step S1, the height relationships of described deformable supports beam and described agent structure plate is:
The beam face of described deformable supports beam and the plate face of described agent structure plate with the beam face of high and/or described deformable supports beam lower than the plate face of described agent structure plate and/or the beam face of the described deformable supports beam bottom surface lower than described agent structure plate, that is, the beam face, local of deformable supports beam there will be any one situation above-mentioned, thus generally speaking may produce above-mentioned a kind of situation, two kinds of situations or three kinds of situations for deformable supports beam and all produce.
In the construction method of novel inner support of foundation trench of the present invention, in described step S1, described deformable supports beam and described agent structure depth of beam are closed and are:
At the bottom of the beam of described deformable supports beam higher than at the bottom of the beam of the bottom surface of described agent structure beam and/or described deformable supports beam with the bottom surface of described agent structure beam with the bottom surface of high and/or described deformable supports beam lower than the bottom surface of described agent structure beam, that is, there will be any one situation above-mentioned at the bottom of the local beam of deformable supports beam, thus generally speaking may produce above-mentioned a kind of situation, two kinds of situations or three kinds of situations for deformable supports beam and all produce.
In the construction method of novel inner support of foundation trench of the present invention, in step sl, described deformable supports beam comprises girder and secondary beam; Wherein, described girder and the plane relation between secondary beam and agent structure beam comprise: orthogonal, oblique, part overlap and overlap; According to the connection needs of described agent structure beam, in the position that described deformable supports beam combines with described agent structure beam, need reserved corresponding horizontal joint bar according to structural beams connection and/or bury reinforcing bar connector underground and/or bury steel plate underground weld for beam muscle and/or stay horizontal tubule etc., connect so that body pillar muscle interts.
In the construction method of novel inner support of foundation trench of the present invention, in design, construct in the process of described deformable supports beam, for the position that described deformable supports beam combines with agent structure column, loop configuration and/or diamond structure is adopted to change the Path of Force Transfer of described deformable supports beam through described agent structure column; Or according to the connection needs of described agent structure column, in described deformable supports beam and the position Embedment Construction that described agent structure column combines well up and down, the corresponding joint bar in left and right and/or reinforcing bar connector and/or plug-in unit and/or jack and/or strength steel column built-in fitting, reserved concrete pouring gate or hole.
In the construction method of novel inner support of foundation trench of the present invention, described vertical supporting column comprises interim vertical supporting column, and described interim vertical supporting column is for reducing the deformation deflection of described deformable supports beam; Or described vertical supporting column is scaffolding steel pipe and fastener thereof; Or described vertical supporting column is for the reinforcing bar that sockets or wire rope when support high more than two floors.
In the construction method of novel inner support of foundation trench of the present invention, when construction agent structure beam and agent structure plate, retain the space that is positioned near described vertical supporting column, after described step S3 completes, then agent structure beam near described vertical supporting column of constructing and agent structure plate.
In the construction method of novel inner support of foundation trench of the present invention, at described foundation ditch top not higher than ± 0.00 position construction top braces, with by vertical cantilever support bottom foundation pit earth power.
In the construction method of novel inner support of foundation trench of the present invention, in the pre-buried vertical articles in described foundation ditch top.
In the construction method of novel inner support of foundation trench of the present invention, at described foundation ditch top, with soil nailing or anchor support limit soil.
Implement the construction method of novel inner support of foundation trench of the present invention, there is following beneficial effect: the construction method (hereinafter referred to as C class construction method) of novel inner support of foundation trench of the present invention, due to after construction completes, the cross binding girder construction of construction, be converted into horizontal distortion brace summer, do not affect using function from now on, therefore after main structure construction completes, this horizontal distortion brace summer need not be removed, but retained, be converted into agent structure beam and/or structural slab and/or structural column, a part for wall, meet again the needs of force request and execution conditions simultaneously.On this basis, inner support construction method of the present invention, well can receive the advantage of existing category-A construction method and category-B construction method, meet all features and the function of existing internal support of foundation pit technology, overcomes again its respective drawback and defect simultaneously; Such form of construction work, it is made both to have met the needs of support and relative subject structure, meet again subsequent construction convenient and swift, simultaneously consider environmental factor, fund cost and other design, use needs, that one is weighed from comprehensive angle, economic benefit is more outstanding, considers the construction method of the novel inner support of foundation trench of environmental problem and constructing operation difficulty or ease simultaneously comprehensively.
Accompanying drawing explanation
Below in conjunction with drawings and Examples, the invention will be further described, in accompanying drawing:
Fig. 1 a-Fig. 1 c is the comparison schematic diagram along the inner supporting structure in the practice, contrary sequence method and novel inner support of foundation trench construction method of the present invention;
Fig. 2 a-Fig. 2 c is respectively the vertical partial side sectional view in A-A cross section in Fig. 1 a-Fig. 1 c;
Fig. 3 is the agent structure beam orthogonal schematic diagram of deformable supports beam in the construction method of novel inner support of foundation trench of the present invention and rear construction;
Fig. 4 is the girder orthogonal of deformable supports beam in the construction method of novel inner support of foundation trench of the present invention, secondary beam and the agent structure beam/post schematic diagram that overlaps of oblique or part in the plane;
Fig. 5 is the girder of deformable supports beam in the construction method of novel inner support of foundation trench of the present invention and agent structure beam/post oblique or the part schematic diagram that overlaps or overlap in the plane;
Fig. 6 is that in the construction method of novel inner support of foundation trench of the present invention, deformable supports beam loop configuration walks around the schematic diagram that column carries out power transmission;
Fig. 7 is that in the construction method of novel inner support of foundation trench of the present invention, deformable supports beam diamond structure walks around the schematic diagram that column carries out power transmission;
Fig. 8 is the strength steel column schematic diagram in the pre-buried structure post of deformable supports beam in the construction method of novel inner support of foundation trench of the present invention;
Fig. 9 is the strength steel column schematic diagram in the part pre-buried structure post of deformable supports beam in the construction method of novel inner support of foundation trench of the present invention;
Figure 10 is the horizontal part sectioned view in B-B cross section in Fig. 1 c.
Detailed description of the invention
Below in conjunction with drawings and Examples, the present invention is described further.
As shown in Fig. 1 a to Fig. 1 c, for the comparison schematic diagram along the inner supporting structure in the practice (category-A construction method), contrary sequence method (category-B construction method) and novel inner support of foundation trench construction method of the present invention (C class construction method), at this, inner supporting structure comprises horizontal inner supporting structure and vertical inner supporting structure.Wherein, thick line portion in fig 1 a represents that the remaining dotted portion of the inner supporting structure of category-A construction method is then the inner supporting structure of category-B and C class, for comparing differentiation; Thick line portion in Figure 1b represents the inner supporting structure of category-B construction method, and remaining dotted portion is then the inner supporting structure of category-A and C class, for comparing differentiation; Thick line portion in figure 1 c represents the inner supporting structure of C class construction method, and remaining dotted portion is then the inner supporting structure of category-B and category-A, for comparing differentiation.Concrete label represents respectively:
The horizontal inner supporting structure 11 of category-A construction method, the horizontal inner supporting structure 12 of category-B construction method, the horizontal inner supporting structure 13 of C class construction method of the present invention, and three class construction methods are with common foundation ditch limit vertical supporting structure 16.The vertical supporting column 14a of category-A the construction method as shown in Figure 1a and vertical supporting column 14c of C class construction method of the present invention mostly is steel work, and 14b is the vertical supporting column of category-B construction method.
Fig. 2 a to Fig. 2 c is respectively the vertical local side generalized section at A-A place in Figure 11 a-Fig. 1 c.The generalized section (adding thick line portion) of the horizontal inner supporting structure 11 of category-A construction method shown in Fig. 2 a, the horizontal inner supporting structure 11 of these class methods, having constructed agent structure and after having met and carrying out the condition of support replacement to this bracing structure, all will removing.The internal force for support of foundation ditch is main in a lateral direction, so horizontal inner support beam is as main support, vertical supporting column is as supplemental support.Therefore, the engineering quantity of horizontal inner support beam wants large manyfold compared with the vertical supporting column of supplemental support, remove this horizontal inner support beam negative effect quite large (category-A construction method has a negative impact describe in detail in the introduction owing to removing this horizontal inner support beam, is not repeated at this).Technological core of the present invention, just from the above considerations, in order to avoid the dismounting work of this horizontal inner support beam, select to be incorporated as far as possible or be hidden in the agent structure of constructing from now on, namely by design, construction, original horizontal inner support beam is converted into deformable supports beam, in order to the part-structure as agent structure beam and/or main body knot tying and/or agent structure post, wall.Compared with original category-A construction method, C class construction method of the present invention, maximum difference is, this deformable supports beam, after agent structure of having constructed, does not affect using function from now on, need not remove.
Those skilled in the art all know, the cross sectional dimensions of horizontal inner supporting structure is usually comparatively large, is often greater than the sectional dimension of agent structure beam, is not out of shape it, then may affect the usage space of basement etc., therefore will adjust its cross sectional dimensions.Its deck-molding is preferably less than agent structure deck-molding, is secondly identical with agent structure deck-molding, worst can higher than structure deck-molding (prerequisite to affect basement usage space, and what have is designed to chainless drives).The inner support power of deformable supports beam can not be less than former designing requirement again, therefore the deformable supports beam adopted in the design strengthens lateral cross-sectional dimension or reduces vertical cross-section size, or improve the sectional dimension that concrete grade reduces this deformable supports beam simultaneously, or it is two-in-one, consider, meet structure space needs.Due to the horizontal inner support beam used in the present invention, be the horizontal inner support beam adopted in original form of construction work basis on done deformation design, therefore to be commonly referred to as in the present invention " deformable supports beam ".Here agent structure comprises agent structure post, agent structure shear wall, agent structure beam and agent structure plate etc., and for sake of convenience, below, agent structure post, agent structure shear wall are referred to as agent structure post.Because agent structure beam, plate absolute altitude same layer change limited or unchanged, and deformable supports beam will meet the often needs arch camber and have support replacement to be out of shape of support needs, the possibility of the same beam change of this beam face, bottom elevation same layer all comparatively greatly, but the scope that will it be controlled in permission.
The vertical supporting column 14b that thick line portion illustrates category-B construction method is added in Fig. 2 b, in category-B construction method, vertical supporting column 14b uses (mostly being reinforced concrete structure) as agent structure column, and the vertical supporting column 14c (mostly being steel work) of the vertical supporting column 14a of category-A construction method and C class construction method of the present invention, in the end will remove (shown in Fig. 2 a, Fig. 2 c).
The vertical supporting column that those skilled in the art knows in inner supporting structure mostly is steel work, and horizontal inner support mostly is reinforced concrete structure.And permanent vertical structure is from now on most important, especially high-rise and Super High.Must not because of this horizontal inner support to be changed to the beam of agent structure, plate, post reason and cause negative effect, so can not as category-B construction method, retain the vertical supporting column 14b in inner supporting structure, be translated into agent structure column (unless, non-agent structure column in agent structure column and the vertical supporting column in inner supporting structure just in time overlap, and this vertical supporting column bearing capacity is greater than this non-agent structure column, this type of situation is few, and the present invention does not inquire into).C class construction method of the present invention, for horizontal inner support, i.e. deformable supports beam of the present invention, after main structure construction that is relevant to each deformable supports beam, that be connected meets related request, with the agent structure beam be connected with this deformable supports beam and/or agent structure plate and/or agent structure post (agent structure post here refers to post and/or the shear wall of main body vertical structure), support replacement is carried out to it; For vertical supporting, after main structure construction roughly completes, quite easily and engineering quantity is little, the vertical supporting column 14c removed is owing to mostly being steel for the vertical supporting column 14c removing this deformable supports beam, therefore also reusable, also can waste recovery.
It is otherwise noted that the horizontal inner support beam for edge, can be converted into the part of agent structure beam, plate or agent structure column when not having vertical supporting, precondition to affect subsequent construction and structure function.
1, deformable supports beam and agent structure plate and agent structure depth of beam relation:
11, the height relationships of deformable supports beam and agent structure plate:
As added shown in thick line portion in Fig. 2 c, it is the generalized section of the horizontal inner support girder construction of C class construction method of the present invention; Correspondingly, remaining dotted portion is the horizontal inner support girder construction of category-A and category-B construction method, is used herein to explanation of making comparisons.Number in the figure 23 place is the beam of the agent structure beam of rear construction and the generalized section of corresponding beam slab thereof.In step S1 of the present invention, in the design for this distortion inner support beam, taken into full account above-mentioned factor, the height relationships that the deformable supports beam of design and agent structure plate are finally formed roughly has following several processing form:
The beam face of a, deformable supports beam 22u and the plate face of agent structure beam 23 are with high;
The beam face of b, deformable supports beam 22v is lower than the plate face of agent structure beam 23;
The beam face of c, deformable supports beam 22w is lower than the bottom surface of agent structure beam 23.
For the first situation, plate muscle (in Fig. 2 c shown in 20u) be reserved, the concrete of plate near this beam of also should constructing if desired.This way i.e. directization deformable supports beam is a part for agent structure plate.
The second situation, will reserve muscle at the bottom of plate (in Fig. 2 c shown in 20v) equally.
The third situation, then without the need to staying structural slab horizontal reinforcement, but will note being connected with the globality of plate.
The levels of planarity process problem that ordinary circumstance latter two situation construct with structural slab after mainly considering, wherein Equations of The Second Kind use must be some more, and the 3rd class is used less or need not.The first situation i.e. directization deformable supports beam 22u is the beam slab part of agent structure beam 23; Latter two situation is indirectly change the beam slab that deformable supports beam 22v is agent structure beam 23, or is hidden in the beam slab of agent structure beam 23 by deformable supports beam 22w.If deformable supports beam is very long very special, on same beam, three kinds of situations may use simultaneously.
With the height relationships at the bottom of beam of agent structure beam 23 at the bottom of the beam of 12, deformable supports beam 22:
In step S1 of the present invention, in design for this deformable supports beam 22, take into full account above-mentioned factor, at the bottom of the beam of the deformable supports beam 22 of design, roughly have following several processing form (all having expression in figure 2 c from top to bottom) with the height relationships at the bottom of beam of agent structure beam 23:
Higher than the bottom surface of agent structure beam 23 at the bottom of the beam of a, deformable supports beam 22u;
Same high with the bottom surface of agent structure beam 23 at the bottom of the beam of b, deformable supports beam 22v;
The bottom surface of c, deformable supports beam 22w is lower than the bottom surface (prerequisite does not affect usage space) of agent structure beam 23.
Due to various polytropy of structural beams, the in addition change of deformable supports beam, above three kinds of situations may occur separately, also may occur simultaneously.
In sum, deformable supports beam 22 is complicated with the beam of agent structure beam 23 and the height relationships of beam slab.
2, girder, the plane relation (specifically see Fig. 3 ~ 5) of secondary beam respectively and between the agent structure beam 23 will constructed future and agent structure column 25 of deformable supports beam:
Deformable supports beam comprises girder and secondary beam.Wherein, girder is for transmitting horizontal support internal force, and secondary beam then plays guarantee effect for the stability to girder transmission internal force, safety etc.Usually, the internal force that girder transmits is comparatively large, guarantees its integrality, safety, is the problem that should consider of standing in the breach in design.Thus, during structure design construction, the girder of this deformable supports beam, secondary beam place plane and structure girder place plane, preferably all do not overlap, intersection is that right angle is best, i.e. the situation of " orthogonal ", is secondly oblique, and worst is partly overlap and overlap.This deformable supports beam and structure girder place Plane intersects part are the part that structure girder is from now on constructed in advance.If meet the functional requirement of structure girder from now on, this part is not processed, otherwise the functional requirement that respective handling meets this Duan Liang will be carried out.This normal plane that does is like category-B construction method, and in fact more like category-A construction method, just inner support beam distortion, Support Position change.Category-B construction method requires design, the slab column of construction is useful agent structure.And C class construction method is selected to be incorporated or be hidden in the agent structure of constructing from now on as far as possible, and do not mind its in agent structure from now on effectively use have much ratios.So below:
21, best situation, as shown in Figure 3, wherein 23 is the agent structure beam in the agent structure of rear construction.For in C class construction method of the present invention in Fig. 3, the girder 31e place plane of deformable supports beam and agent structure beam 23 orthogonal, the secondary beam 32e place plane of deformable supports beam and the situation of agent structure beam 23 orthogonal.
22, secondly, as shown in Figure 4, the girder 31f place plane of this deformable supports beam and agent structure beam 23 place plane orthogonal, another secondary beam 32f place plane of deformable supports beam and agent structure beam 23 place plane oblique, another secondary beam 32h place plane and agent structure column 25, agent structure beam 23 place planar section overlap.
Due to secondary beam pressure or pulling force less, best processing method is: one is do secondary beam (if reinforcing bar increases reinforcing bar not), not pouring concrete with structural beams muscle, few to subsequent construction structure influence; Two is that this beam does not meet required rigidity requirement, reserves column cap region, remainder beam concreting; Three are reserved column cap top and the bottom dowel or connector or build mouth (hole) etc. and build this beam concrete (the third method does not advise employing usually) when satisfied construction and design needs.Method one is optimal case, but in practice of construction, often cannot thoroughly realize, so also must select according to actual conditions.The possibility that secondary beam is designed and constructed separately is maximum, if certainly by best way colligation good relative subject (all or part of) beam muscle even plate muscle etc. above, reduce subsequent construction trouble without negative effect to the follow-up earthwork, main structure construction.Under more susceptible condition do rule be to the girder of deformable supports beam, secondary beam junction according to structural beams connect need reserved corresponding horizontal joint bar or and bury underground reinforcing bar connector or and bury underground steel plate to weld for beam muscle or and stay horizontal tubule etc., be convenient to connect body pillar muscle and intert and connect.
23, worst situation, as shown in Figure 5, the girder 31g place plane of this deformable supports beam and agent structure beam 23, agent structure column 25 oblique, part overlap; Another girder 31h place plane and agent structure column 25, agent structure beam 23 overlap; The secondary beam 32i place plane of deformable supports beam and agent structure beam 23, agent structure column 25 oblique; Another secondary beam 32j place plane and agent structure column 25 overlap.
No matter be deformable supports beam, or agent structure beam, all must guarantee its stressed safety, but first will guarantee the girder of deformable supports beam, the safety conditions of the agent structure beam meeting subsequent construction must be created simultaneously.Specific practice can with reference to the way in above-mentioned 22nd, also can with reference to below about the practice of the relation of process deformable supports beam and agent structure column.
3, the relation of deformable supports beam and agent structure column:
Worst situation is in the vertical load supporting system of basement structure, because this load supporting system comprises post and wall, its complexity, polytropy cause deformable supports beam can orthogonal, oblique, the part situation that overlaps and overlap with it unavoidably, the especially girder of deformable supports beam.Therefore to taking to avoid or the processing mode of melting mutually, no matter where method, all can will adopt when guaranteeing vertical structure force request.Specific practice is as follows:
31, so-called avoidance, constructs new structure to keep its integrality for the deformable supports beam through this region exactly.As with the conversion of loop configuration, diamond structure and other corresponding construction, change internal force that deformable supports beam transmits through the path of vertical structure, thus eliminate its direct stressing influence to vertical structure.Specifically as shown in Figures 6 and 7.In figure 6, the dotted portion shown in 61 is the former Path of Force Transfer of deformable supports beam, because it is through agent structure column 25, therefore adopts loop configuration to walk around agent structure column 25, carries out power transmission.In the figure 7, situation and Fig. 6 similar, dotted portion 71 is the former Path of Force Transfer of deformable supports beam, adopt diamond structure walk around agent structure column 25, carry out power transmission.
32 and the processing mode that what is called is melted mutually refer to, power transmission for some deformable supports beams of local needs, the vertical structure of process can take certain technological means, make this part both meet the needs of braced structures in foundation pit construction in early stage, meet again vertical agent structure load and other design, the construction of subsequent construction, use needs.The concrete practice: locate, Embedment Construction well up and down, left and right (producing when vertical structure just has the pre-buried situation in left and right when only local is crossing with deformable supports beam) corresponding joint bar or and reinforcing bar connector or and plug-in unit or and jack or with strength steel column built-in fitting (84 in figure can represent above arbitrary object), need reserved concrete pouring gate or hole 85 etc. according to construction, the position that is connected, parts, material must meet design, necessary requirement of constructing.As shown in FIG. 8 and 9, be strength steel column 41 schematic diagram in the pre-buried structure post of deformable supports beam, the strength steel column 41u that to be pre-buried in Fig. 8 complete, pre-buried incomplete strength steel column 41v in Fig. 9, label 94 place is wherein horizontal joint bar.Not so should according to design requirement, if need to strengthen vertical structure component and related fittings specification, size meets its needs.Especially normal steel column connector will according to the position relationship of agent structure column 25 with deformable supports beam.If agent structure column is wrapped in deformable supports beam, strength steel column must cut one whole section and be embedded in deformable supports beam in advance, and its length must meet the needs such as subsequent construction connection---for deformable supports cantilever thickness adds its lower-upper length (highly).If agent structure column part is wrapped in deformable supports beam, strength steel column can with reference to way above; Also can the only pre-buried part strength steel column be wrapped in deformable supports beam, must pre-buried go out deformable supports beam outer after be connected (welding) with its another part, the partial-length outside this outstanding deformable supports beam, specification, size must meet design, construction requirement.Relevant perpendicular muscle needed for the agent structure column at strength steel column place and stirrup is pre-buried, also must meet related request in prearrangement of deformation amount brace summer.Note, strength steel column be here to refer in particular in post useful steel be processed as the general designation of the structure of steel column, shown in schematic diagram 8, be only wherein a kind of situation.
4, in addition, in work progress, for deformable supports beam and between problem on deformation, also have corresponding solution, specific as follows:
Because original cross binding cantilever thickness diminishes, become the deformable supports beam in the present invention, and use as the agent structure Liang Liang of rear construction and/or agent structure plate, vertical rigidity diminishes, and vertical supporting spacing is general comparatively large in addition, and thus winding degree becomes large.Horizontal axis power itself again due to deformable supports beam is larger, in addition mechanical movement such as construction excavator, vehicle etc., possible rock blasting etc. in foundation ditch, vibration can be produced, strengthen its winding degree, thus the horizontal axis power of deformable supports beam may be made to be transformed into the horizontal shear force of this beam, the possibility thus causing deformable supports beam destroyed increases.Control winding degree, prevent brace summer to be destroyed, ensure that deep pit monitor just seems very important and necessary.
First should according to design.If deformable supports variable shaped beam thickness meets safety supports requirement, then ancillary method need not be considered; If do not met, need to adopt ancillary method: the rigidity namely horizontal direction strengthening auxiliary secondary beam, especially increases the constraint to deformable supports beam at vertical supporting intercolumniation, reduce its winding degree; And sequence of construction is controlled in earthwork construction, make deformable supports beam hold axle power and change from small to big in an orderly manner, and formulate tight monitoring scheme and monitor, if any exception, effectively process at once.The so-called constraint increasing deformable supports beam at vertical supporting intercolumniation, refer on vertically deformable supports beam increase support force upwards and downward pressure, reduce the deflection up and down (winding degree) of this deformable supports beam, guarantee the safety of this deformable supports beam, thus guarantee the safety of this internal support of foundation pit and foundation ditch.
Specific practice is more.Owing to only requiring to control its vertical winding degree, thus do not need very large support force, the support post arranged herein is called interim vertical supporting column, for the deformation deflection of Reducing distortion brace summer.The steel pipe of the first-selected scaffold of interim vertical supporting material and fastener thereof.Upper top deformable supports beam, lower support is on foundation ditch subsoil.If the more than one deck of deformable supports beam, can first lower support on lower floor's deformable supports beam, so repeat, until lower support is on foundation ditch subsoil.But control influencing each other of lower support.As long as there is two-layer above deformable supports beam, just likely mutually strain up and down, material can use reinforcing bar, steel pipe, wire rope etc.Pressed by the top of appropriateness, control the upper and lower deformation deflection of deformable supports beam well.And use material with after can reuse in building site.In addition being also pointed out that for exceeding two-layer vertical supporting column, reinforcing bar or wire rope can be adopted to socket.
5, for the dismounting of vertical supporting column and the construction problem of agent structure:
When removing the vertical supporting column of deformable supports beam, to related request be met in main structure construction that is relevant to deformable supports beam, that be connected---support replacement and agent structure could carry out support replacement to deformable supports beam after all wanting safety.Now deformable supports beam be correlated with, be connected main structure construction may complete, also may all not complete.Because support system may be very complicated, the condition of removing support post also may be different; As long as so the dismounting condition in this support post region meets the demands, the dismounting of this district's support post can be implemented, until required dismounting partial demolition is complete.
Remove the vertical supporting column of deformable supports beam, deformable supports beam must be out of shape downwards, from vertical supporting column more close to position, distortion is larger downwards.So want prudent when processing this position concrete construction.If this place's braced structures is when constructing, its surrounding structural beams has been constructed concrete, and before dismounting vertical supporting column, constructing structure board concrete problem is little, and construction of not being eager is better.If not above-mentioned situation, then when construction agent structure beam and agent structure plate, retain the space be positioned near this vertical supporting column, the concrete near it etc. are constructed after removing vertical supporting column again and are advisable.Do like this, both can reduce and be out of shape internal stress to structural slab downwards because removing vertical supporting, again can control panel surface evenness.
6, the treatment process of the redundance of deformable supports beam (plate).
Complicated foundation ditch basement, a small amount of deformable supports beam may affect vertical current unavoidably, to the braced structures of this part, removes after it completes support task in good time.Some basements are staggered floor construction, and the engineering quantity of removing can strengthen.In any case few removing is always good than clear all.
7, the process of foundation ditch top braces.
As can be seen from Figure 1, this novel inner support supports from negative one deck.Foundation ditch surrounding situation is complicated, and structure design must meet the requirements such as building using function, so the height that a leafing foundation ditch top is born in underground is uncertain, so Fig. 1 is for top braces just a kind of perfect condition.
Foundation ditch surrounding situation is different, the requirement of pair of interior support is different, for processing this problem according to related request, has three kinds of processing methods: 1, by the inner support of category-A construction method, with after destroy removing.This is old law.If this inner support affects the vertical structure construction of succeeding body structure, reference way above, B-B cross section is top sectional view, as Figure 10 wherein pre-buried vertical articles of 101 way, meets structure construction.2, as 102 ways in Figure 10, with soil nailing or anchor support limit soil.3, as in Figure 10 103, top braces is carried out with C class construction method, directly higher than ± 0.00 first not unsettled or unsettled construction inner support of part (with the construction of C class methods), this support higher than all or part foundation ditch limit, by vertical cantilever support bottom foundation pit earth power.For the 2nd, 3 kind of method, bottom inner support should adjust respective support height according to actual conditions, meets system needs.
By above description, the advantage of technical scheme of the present invention is just cheer and bright, say for category-A construction method (" along the practice "), the technical scheme that C class construction method of the present invention adopts, its beneficial effect is: do not have plane support replacement, just do not have to remove the safety issue supported during support replacement, just there is no concrete rubbish to the pollution problem of environment yet; If exterior wall diaphragm wall, with regard to the negative effect problem not to its joint integrity, leakproofness.And the basement had needs Anti-floating design, the supporting deformation beam stayed can reduce design anti-floating power.Certainly, because supporting deformation beam and structural beams sheet-pile intersection exist load conversion, so the design at this place, structure, must meet its function with material materials, construction etc.
For category-B construction method, although its vertical supporting is without the need to removing, and C class construction method of the present invention, vertical supporting will be dismantled, stressed for this deformable supports beam of satisfied support, also to strengthen main beam structure arrangement of reinforcement (because beam slab load increase), however those advantages of category-B construction method are more, larger durations, quality, cost bring.In comparison, the construction method of novel inner support of foundation trench of the present invention, its beneficial effect is: due to after construction completes, deformable supports beam need not be removed, but retained, be converted into a part for agent structure beam and/or structural slab, meet again the needs of force request and execution conditions simultaneously.On this basis, inner support construction method of the present invention, well can receive the advantage of existing category-A construction method and category-B construction method, meet all features and the function of existing internal support of foundation pit technology, overcomes again its respective drawback and defect simultaneously; Such form of construction work, it is made both to have met the needs of braced structures, meet again subsequent construction convenient and swift, simultaneously consider environmental factor, fund cost and other design, use needs, that one is weighed from comprehensive angle, economic benefit is more outstanding, considers the construction method of the novel inner support of foundation trench of environmental problem and constructing operation difficulty or ease simultaneously comprehensively.Consider balance from composite factor, by advantage amplificationization, avoid the problem in the general orientation of impact construction, be gained large interests with little cost simultaneously.Especially foundation ditch is larger, and high building is more, and advantage of the present invention is more obvious.
More than show and describe general principle of the present invention, principal character and advantage of the present invention.The technician of the industry should understand; the present invention is not restricted to the described embodiments; what describe in above-described embodiment and manual just illustrates principle of the present invention; without departing from the spirit and scope of the present invention; the present invention also has various changes and modifications, and these changes and improvements all fall in the claimed scope of the invention.Application claims protection domain is defined by appending claims and equivalent thereof.
Claims (10)
1. a construction method for novel inner support of foundation trench, is characterized in that, comprises following construction sequence:
S1, by design, construction, original horizontal inner support beam is changed into deformable supports beam, as the part-structure of agent structure beam and/or agent structure plate and/or agent structure post; Described deformable supports beam comprises girder and secondary beam; Wherein, described girder and the plane relation between secondary beam and agent structure beam comprise: orthogonal, oblique, part overlap and overlap;
S2, relevant to described deformable supports beam, be connected main structure construction meet related request after, by the agent structure be connected with described deformable supports beam, support replacement is carried out to described deformable supports beam;
S3, remove the vertical supporting column of described deformable supports beam.
2. the construction method of novel inner support of foundation trench as claimed in claim 1, it is characterized in that, in described step S1, the height relationships of described deformable supports beam and described agent structure plate is:
The beam face of described deformable supports beam and the plate face of described agent structure plate with the beam face of high and/or described deformable supports beam lower than the plate face of described agent structure plate and/or the beam face of the described deformable supports beam bottom surface lower than described agent structure plate.
3. the construction method of novel inner support of foundation trench as claimed in claim 1, it is characterized in that, in described step S1, described deformable supports beam and described agent structure depth of beam are closed and are:
At the bottom of the beam of described deformable supports beam higher than at the bottom of the beam of the bottom surface of described agent structure beam and/or described deformable supports beam with the bottom surface of described agent structure beam with the bottom surface of high and/or described deformable supports beam lower than the bottom surface of described agent structure beam.
4. the construction method of novel inner support of foundation trench as claimed in claim 1, it is characterized in that, in step sl, according to the connection needs of described agent structure beam, in the position that described deformable supports beam combines with described agent structure beam, need reserved corresponding horizontal joint bar according to structural beams connection and/or bury reinforcing bar connector underground and/or bury steel plate underground weld for beam muscle and/or stay horizontal tubule, connect so that body pillar muscle interts.
5. the construction method of novel inner support of foundation trench as claimed in claim 2, it is characterized in that, in design, construct in the process of described deformable supports beam, for the position that described deformable supports beam combines with agent structure column, loop configuration and/or diamond structure is adopted to change the Path of Force Transfer of described deformable supports beam through described agent structure column; Or according to the connection needs of described agent structure column, in described deformable supports beam and the position Embedment Construction that described agent structure column combines well up and down, the corresponding joint bar in left and right and/or reinforcing bar connector and/or plug-in unit and/or jack and/or strength steel column built-in fitting, reserved concrete pouring gate or hole.
6. the construction method of novel inner support of foundation trench as claimed in claim 1, it is characterized in that, described vertical supporting column comprises interim vertical supporting column, and described interim vertical supporting column is for reducing the deformation deflection of described deformable supports beam; Or described vertical supporting column is scaffolding steel pipe and fastener thereof; Or described vertical supporting column is for the reinforcing bar that sockets or wire rope when support high more than two floors.
7. the construction method of novel inner support of foundation trench as claimed in claim 1, it is characterized in that, when construction agent structure beam and agent structure plate, retain the space be positioned near described vertical supporting column, after described step S3 completes, then agent structure beam near described vertical supporting column of constructing and agent structure plate.
8. the construction method of novel inner support of foundation trench as claimed in claim 1, is characterized in that, the position construction top braces at described foundation ditch top not higher than ± 0.00, with by vertical cantilever support bottom foundation pit earth power.
9. the construction method of novel inner support of foundation trench as claimed in claim 1, is characterized in that, in the pre-buried vertical articles in described foundation ditch top.
10. the construction method of novel inner support of foundation trench as claimed in claim 1, is characterized in that, at described foundation ditch top, with soil nailing or anchor support limit soil.
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| CN106948351A (en) * | 2017-04-21 | 2017-07-14 | 深圳市工勘岩土集团有限公司 | Foundation ditch support pit prop stake underpinning construction method |
| CN111424676B (en) * | 2020-03-31 | 2022-05-10 | 中国一冶集团有限公司 | Main frame beam support changing structure and construction method |
| CN113356232A (en) * | 2021-06-30 | 2021-09-07 | 山西五建集团有限公司 | Assembled profile steel combined foundation pit supporting method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE4231614A1 (en) * | 1992-09-22 | 1994-03-24 | Emunds & Staudinger Gmbh & Co | Shoring device |
| CN101117805A (en) * | 2007-08-22 | 2008-02-06 | 浙江大学 | Underground engineering one-pile multi-use semi reverse construction method |
| CN101886392A (en) * | 2010-06-30 | 2010-11-17 | 济南鼎汇土木工程技术有限公司 | Supporting design and construction method of foundation pit supporting system |
| CN201746839U (en) * | 2010-06-13 | 2011-02-16 | 中建三局建设工程股份有限公司 | Low-environment-disturbance device for removing supports from foundation pit |
| CN201809774U (en) * | 2010-09-16 | 2011-04-27 | 中建三局建设工程股份有限公司 | Foundation ditch support replacement and inner support removal construction structure |
| CN102071692A (en) * | 2010-12-02 | 2011-05-25 | 上海市第四建筑有限公司 | Construction method for performing bottom plate support replacement on foundation pit by using annular plate |
| CN102116027A (en) * | 2010-12-17 | 2011-07-06 | 上海市第四建筑有限公司 | Frame type combined support-replacing system and construction method thereof |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3353200B2 (en) * | 1997-08-26 | 2002-12-03 | 五洋建設株式会社 | Earth retaining method |
| JP2004150033A (en) * | 2002-10-28 | 2004-05-27 | Taisei Corp | Strut replacing tool and strut replacing method |
-
2012
- 2012-02-13 CN CN201210031492.1A patent/CN103243722B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE4231614A1 (en) * | 1992-09-22 | 1994-03-24 | Emunds & Staudinger Gmbh & Co | Shoring device |
| CN101117805A (en) * | 2007-08-22 | 2008-02-06 | 浙江大学 | Underground engineering one-pile multi-use semi reverse construction method |
| CN201746839U (en) * | 2010-06-13 | 2011-02-16 | 中建三局建设工程股份有限公司 | Low-environment-disturbance device for removing supports from foundation pit |
| CN101886392A (en) * | 2010-06-30 | 2010-11-17 | 济南鼎汇土木工程技术有限公司 | Supporting design and construction method of foundation pit supporting system |
| CN201809774U (en) * | 2010-09-16 | 2011-04-27 | 中建三局建设工程股份有限公司 | Foundation ditch support replacement and inner support removal construction structure |
| CN102071692A (en) * | 2010-12-02 | 2011-05-25 | 上海市第四建筑有限公司 | Construction method for performing bottom plate support replacement on foundation pit by using annular plate |
| CN102116027A (en) * | 2010-12-17 | 2011-07-06 | 上海市第四建筑有限公司 | Frame type combined support-replacing system and construction method thereof |
Non-Patent Citations (2)
| Title |
|---|
| "深基坑工程中换撑技术的应用";成关锋;《建筑技术》;20051215;第36卷(第12期);第905-906页 * |
| 刘智东."浅谈深基坑内支撑支护的施工方法".《中国科技信息》.2005, * |
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