CN1186140A - Building structure whose piles are partly used for columns - Google Patents
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- CN1186140A CN1186140A CN97122741A CN97122741A CN1186140A CN 1186140 A CN1186140 A CN 1186140A CN 97122741 A CN97122741 A CN 97122741A CN 97122741 A CN97122741 A CN 97122741A CN 1186140 A CN1186140 A CN 1186140A
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Abstract
The lower part of every integral stump is arranged underground, and the upper part which stretches out of the ground is used as a stump. Under the condition that is free from underground beam, the floor plate is installed and a supporting beam is arranged at the top end of the stump. In addition, a roof is installed on the supporting beam. A building structure is finally formed. If necessary, the consolidation with soil body is processed at the ground surface. Therefore, although the building structure is free from underground beams, the strength required by the building structure can be sufficiently ensured; moreover, the work period can be greatly shortened and the construction application can be reduced.
Description
The present invention relates to the building structure of part stake as post is related in particular to the building structure that is applicable to low layer, as storehouse, warehouse etc.
This type of common building structure is disclosed in the flat 6-81342 document of TOHKEMY.A kind of method that supports floor is disclosed in this patent application, the concrete pile upper support floor that elevates above the soil, be driven underground in its underpart.Can save basis (footing) with this ways customary.
According to this mode, can not need footing, but must be provided with connect stake the ground underbeam to guarantee the required intensity of building structure.But underground because the ground underbeam should be embedded in, so this operation is very complicated, and need the long duration.
Technical problem to be solved has been proposed thus, guaranteeing to have enough intensity satisfying the requirement of this type of building structure, and the reduction of erection time.Therefore, the objective of the invention is to solve this technical problem.
The objective of the invention is to address the above problem.
Exactly, the invention provides a kind of will part stake as the building structure of post, it comprises: monolithic stake, its underpart place ground, its top protrudes in ground and as post; The floor that any ground underbeam is not set and forms; Be placed on the joist on post (i.e. Zhuan top) top; The roof.
The part stake is being used as in the building structure of post, and the present invention constitutes in the following manner.
The present invention discloses the method for surface layer being carried out soil stabilization on the other hand.
The present invention discloses the mode that above-mentioned floor and stake are disconnected on the other hand.
The present invention discloses a kind of seat structure of first floor floor on the other hand, wherein floor is by the top supporting of stake, each described stake is in a certain regional center or close on this regional center and be driven underground, and this zone is that the stake part (under ground portion of stake) according to the front, rear, left and right side forms.
The present invention discloses a kind of seat structure of floor on the other hand, and wherein floor is by the bearing support that is positioned at floor king-pile edge, and this bearing is along the upper end outer rim that laterally is positioned on the stake part.
The present invention discloses a kind of seat structure of supporting wall on the other hand, and wherein wall places on the wall beam, and this wall beam laterally is positioned on the partly bearing support of upper end outer rim of stake by the edge, and this wall beam frame is between a plurality of bearings.
The present invention discloses a kind of job practices on the other hand, and it comprises: bore vertical hole in ground, the predetermined depth of penetration of the corresponding stake of the depth ratio in each vertical hole is dark slightly, and the diameter in each vertical hole is bigger slightly than the diameter of stake; The footing retaining wall liquid of stake end and the fixer of parcel stake are injected vertical hole; Vertical hole is passed in the bottom (stake part) of stake to be squeezed in the ground; Steel part is set to form support on ground around vertical hole inlet; After stake being squeezed into ground or stake is squeezed into ground, with the bool of bearing pile on post; Support colluded pacifies on the bool of bearing pile, at the bottom of height that this support colludes is installed is equaled to the height and the backing thickness sum of the predetermined depth of penetration of stake; Support colluded pacify to support so that lifting stake vertically; After the fixer of stake end group pin retaining wall liquid and parcel stake solidifies, the bool of unloading lower carriage and bearing pile.
The present invention discloses a kind of job practices on the other hand, and it comprises: the flange of giving prominence to a plurality of each intervals in the end face outer rim of annular steel part is to form the staking out device, and the external diameter of this annular steel part is identical with the diameter of stake; The hole that to offer on staking out device annular steel part is stacked and placed on the screwed hole, and this screwed hole is used for that the steel strand to prestressed concrete (PC) carry out stretch-draw on the pile cover on each top; Bolt is screwed in the hole of alignment so that the staking out device is fixed on the pile cover end face; The lifting stake is so that squeeze into its underpart (stake part) in the vertical hole; Be positioned on each flange of staking out device with the clip-on cap of bayonet socket connected mode the drive rod end; By rotation and each vertical precision and depth of penetration of vertical mobile clip-on cap fine tuning; Unload clip-on cap from the staking out device; Unload the staking out device from pile cover.
The present invention discloses a kind of method of regulating the setting height(from bottom) of joist on the other hand, and it comprises: anchor slab is installed on the top at each; Bolt is positioned on the anchor slab end face; Regulate the absolute altitude of joist bottom flange with following nut, but offer the bolt hole of inserting bolt on this bottom flange, this time nut matches with bolt; Above-mentioned bottom flange is clipped between the upper and lower nut so that joist and bolt, this nut matches with bolt; Joist is set up on top in stake.
The present invention discloses a kind of method that connects shaped steel and stake on the other hand, it comprises: when with centrifugal compacting molded each the time, the embedding steel circular cylindrical part in precalculated position in the post part, so that steel circular cylindrical part external surface is exposed in the stake outside the concrete bodies, this steel circular cylindrical part is connected on each top pile cover with longitudinal reinforcement; After ground is squeezed in stake, shaped steel directly or by bearing is connected with the steel circular cylindrical part.
The present invention discloses the method for mounting bracket on the other hand, support is positioned between the predetermined pillar, and does not seal by the formed zone of front, rear, left and right pillar, and it can freely be come in and gone out.
The present invention discloses upright stake and the post formation method in a kind of building structure on the other hand, and it comprises: in left and right groove anchor bar is set, this groove is to be made of the web of steel H pile and the upper and lower edge of a wing; In groove, inject concrete and make its sclerosis; Formed stake is constructed so that these can be used for stake and post in the building structure.
Most preferred embodiment is described in detail purpose that the present invention may be better understood and advantage according to the reference accompanying drawing.
Fig. 1 is that it represents basic embodiment of the present invention with the phantom drawing of part stake as the building structure of post;
Fig. 2 studies the analytical model schematic diagram of the distortion of stake under external force;
Fig. 3 is the plan view of the described soil stabilization embodiment of the present invention of claim 2;
Fig. 4 is the plan view of described another soil stabilization embodiment of the present invention of claim 2;
Fig. 5 is the described embodiments of the invention of claim 3, and this figure is near the longitudinal sectional drawing of the major part of this embodiment ground;
Fig. 6 represents claim 4 and 5 described embodiments of the invention, and this figure is with the longitudinal sectional drawing of part stake as the building structure of post;
Fig. 7 is along the cross-sectional view of A-A hatching line among Fig. 6 before floor is installed;
Fig. 8 represents the described an alternative embodiment of the invention of claim 4, and this figure is with the longitudinal sectional drawing of part stake as the building structure of post;
Fig. 9 is the plane of arrangement schematic diagram of Fig. 8 king-pile and additional stake;
Figure 10 represents the described improvement embodiment of the present invention of claim 4, and this figure is with the longitudinal sectional drawing of part stake as the building structure of post;
Figure 11 is the plane of arrangement schematic diagram of Fig. 8 king-pile and thin stake;
Figure 12 represents the described an alternative embodiment of the invention of claim 5, and Figure 12 (a) is before floor is installed, and surface layer plan view in the ground is squeezed in stake, and Figure 12 (b) is the longitudinal sectional drawing of surface layer when squeezing into stake in the ground;
Figure 13 represents the described embodiments of the invention of claim 6, and this figure is with the longitudinal sectional drawing of part stake as the building structure of post;
Figure 14 is the floor map that the embodiment of the load-bearing wall panel among Figure 13 is installed;
Figure 15 represents the described embodiments of the invention of claim 7, this figure is the vertical section schematic diagram of the work progress of this embodiment king-pile, Figure 15 (a) expression forms vertical hole and extracts the state of fluted drill, Figure 15 (b) is illustrated in the state of entrance, the vertical hole mounting bracket on the face of land, the state of stake is inserted in Figure 15 (c) expression in vertical hole, Figure 15 (d) is illustrated in a state of the bool of last mounting support stake usefulness, Figure 15 (e) is illustrated in stake is squeezed into after the vertical hole, the state that the fixer of the footing retaining wall liquid of stake end and parcel stake solidifies, the state after Figure 15 (f) expression pile driving construction finishes;
Figure 16 is the phantom drawing of the entrance, vertical hole on the face of land in the state of Figure 15 (d), and wherein chain line is represented stake;
Figure 17 represents the described embodiments of the invention of claim 8, the figure shows the construction of stake;
Figure 18 is the decomposition diagram of a top and staking out device;
Figure 19 is the elevation of the partly cut-away that matches in the bayonet socket mode of staking out device and the clip-on cap among Figure 17,
Figure 20 represents the described embodiments of the invention of claim 9, and this figure is a lateral view of top major part;
Figure 21 represents the phantom drawing of the partly cut-away of the described stake of the present invention of claim 10;
Figure 22 represents the described embodiments of the invention of claim 10, and this figure is with the longitudinal sectional drawing of part stake as the building structure of post;
Figure 23 represents the described embodiments of the invention of claim 11, and this figure is with the longitudinal sectional drawing of part stake as the building structure of post;
Figure 24 represents the described floor map of the present invention of claim 11, the figure shows an embodiment of support total arrangement;
Figure 25 represents the described embodiments of the invention of claim 12, and this figure is with the longitudinal sectional drawing of part stake as the building structure of post;
Figure 26 is the phantom drawing that is used as the i iron major part of stake among Figure 25, and Figure 26 (a) is illustrated in the step of establishing anchor bar in the groove, and Figure 26 (b) is illustrated in the step of fluid concrete in the groove;
Figure 27 is the cross-sectional view of strong axle of i iron and weak axle;
Figure 28 is the floor map of the layout of Figure 25 king-pile.
1～28 describe embodiments of the invention in detail with reference to the accompanying drawings.Fig. 1 is illustrated in the building structure frame that the job site is built up.In ground G with borings such as auger such as fluted drills and form vertical hole 2,2 ...Vertically the top in hole extends bearing stratum Gb.Then to vertical hole 2,2 ... middle grout injection drops into stake 4,4 respectively in the hole ...This type of stake can be but be not limited only to concrete pile, as PHC stake, PRC stake, steel sleeve PC stake etc., also can be by steel pipe, and i iron etc. are made.(in an embodiment of the present invention, except that pointing out Special Category or material, all adopt prefabricated PC stake.) stake 4 self directly falls into ground, rather than be driven in the vertical hole.
Like this, the length overall of each is not all squeezed in the ground, and only is that a bottom is squeezed in the ground, and remainder promptly elevates above the soil on stake top, and at this moment, its top extends the position of the ceiling of building structure 1, thereby the top of stake constitutes the post of building structure 1.In the following description, each stake bottom at below ground in 4 represents that with 4P the stake top of elevating above the soil is represented with 4C.Because part stake is not had the ground underbeam as the building structure 1 of post, so reduction of erection time and reduce engineering cost greatly.
When will be when the post, guarantee that it is very important with loads such as the deadweight of bearing building structure and horizontal seismic forces that stake (post) has sufficient intensity as the stake on building structure basis.
Thus, the inventor analyzes by the distortion situation of following of the external power effect of model shown in Figure 2.In the drawings, bar L represents stake (post) in analysis.In this analyzed, bar L length overall was 1300mm.Imbed the long 9000mm of being of the partial L p corresponding with the stake part in the ground among the bar L, the partial L c length corresponding with the post part that elevates above the soil is 4000mm.The end of bar L (bottom) is by the bearing pin bearing support.Corresponding to the spring K1 that the partial L p and the spacing of stake is 1000mm, K2 ... the K9 level connects.These springs with produce the damping force correspondence that is subjected to by pile by ground.Axle power P and horizontal force H act on the top of bar L as external force.
Found that the top spring is more a lot of greatly to the influence of bar than other spring to the influence of bar L distortion, other spring K2 ... K9 only produces less influence to distortion.Existing oneself to the distortion of bar L how with spring K1, K2 ... the spring constant of K9 changes and changes and done research.The variation of spring constant K1 makes bar L produce very large deformation, but spring constant K2, K3 ... the variation of K9 does not make bar L produce very large deformation.
Hence one can see that, only depends on the character of correct understanding surface layer just can control the distortion of post.Given this true, can estimate whole system very simply.If adopt this analytical model at the construction field (site), need following process: the first, hole to set the spring constant of the various degree of depth respectively in the ground at the scene.Secondly, these spring constants are used for the spring constant K1 of above-mentioned spring, K2 ... on the K9.In this case, because in borehole data, there is error, so be difficult to obtain exact value.But the spring constant that only is positioned at the spring 1 of surface layer should be accurately, and is positioned at the spring constant K2 of other spring of putting than deep-seated than spring K1, K3 ... it is like that accurate that K9 does not just need.
According to above-mentioned situation, as shown in Figure 1, inject the surface layer that extends to the degree of depth shown in the figure chain-dotted line from ground by the fixer that will wrap up stake, can carry out soil stabilization to the top layer (soil stabilization layer R) of ground G.By carrying out soil stabilization, can increase the rigidity of surface layer, simultaneously because character that can manual type control ground, so can accurately calculate the spring constant of spring K1.(should note under some place situation, not needing soil stabilization.)
The result can draw reliable evaluation, and the deformation extent of post 4C is controllable.Although because of there not being the ground underbeam than building structure 1, but still can fully guarantee the intensity that it is required.
The degree of depth of soil stabilization layer R is about 1m, but it also can be regulated according to the height of building structure 1, the load on the post 4C, the material parameter (as rigidity etc.) and the other factors of fixer.Preferably primary surface is entirely all carried out soil stabilization.But as shown in Figure 3, consider, the proportionately stake 4,4 of latticed layout from economic aspect ... it is more suitable that soil stabilization is carried out in formed zone.In addition, the arrangement mode of this stake can be used as the ground underbeam.Therefore, it is effectively in the manner described above the soil body being reinforced.As shown in Figure 4, to stake 4,4 ... it is possible that the soil of periphery carries out soil stabilization.
Can be sure of can improve the rigidity of surface layer by carrying out soil stabilization, soil stabilization layer R is still than flexible by the soil layer of underground beam support.In addition, in soil stabilization layer R, cause stake 4,4 owing to seismic forces and on ground ... distortion very big.For addressing this problem, as shown in Figure 5, when first floor floor 5 is laid on surface layer,, several millimeters to several centimetres gap (not contact portion) is arranged near each because of floor 5 does not contact with stake 4.Like this, even produce distortion at seismic process king-pile 4, but since stake 4 do not contact with floor 5, so can not damage 4 and floor 5.
Thus as shown in Figure 1, in stake 4,4 ... with post 4C, 4C ... top joist 7,7 ...In addition, for example at joist 7,7 ... loam cake flap roof 8, thus building structure 1 finished.
Therefore, shown in Fig. 6 and 7, four stakes 4,4 ... the additional in addition stake 9 of formed regional center, the front, rear, left and right side of these four stakes all toward each other.Should additional stake 9 can be preformed pile or present walling pile.Type as preformed pile is, but is not limited only to the PHC stake, steel pipe pile and shaped steel such as the stake of H shaped steel, U shaped steel stake etc.Usefulness is preformed pile in the present embodiment, and additional stake 9 is constructed in the mode identical with stake 4.Specifically, bore vertical hole 2; Grout injection in vertical hole 2; To add stake 9 is arranged in the vertical hole 2.But be driven underground so that will add stake 9 in the top of the additional stake 9 of mode hammering as an alternative.So additional stake 9 ends (lower end) are supported by bearing stratum Gb.On the other hand, the top of additional stake 9 is inserted into below the surface layer, thereby forms pit 10 between top that adds stake 9 and ground, and the diameter of this pit is greater than the diameter of additional stake.The depth of drive that should note additional stake 9 bottoms depends on added load, and so in some cases, the stake bottom had just stopped squeezing into of additional stake 9 before arriving bearing stratum Gb.
Make stake 4 o'clock, be arranged in the embedding in advance box-shaped nut 11,11 of stake part 4P upper end outer fringe surface of stake 4 ...(this upper end is the boundary member between post part 4C and the stake part 4P, the i.e. part that contacts with ground).Subsequently, load onto driffractive ring bearing 12,12 from right to left, with bolt 13,13 ends in the upper end of each part 4P ... insert bearing 12,12 from the outside ... the inboard is screwed into box-shaped nut 11,11 ..., make bearing 12,12 fixing with stake 4.Bearing 12 can be made by precast concrete or steel.Cement paste 3 is poured in the vertical hole 2 that is placed with a part 4P, and the grouting degree of depth is bearing 12 bottom surface absolute altitudes.Can prevent that like this cement paste from stopping up bearing 12.
When fluid concrete on first floor floor 5, concrete is also inserted in the pit 10, thereby forms bearing 14.Floor 5 is by additional stake 9 supportings thus, and this additional stake 9 is positioned at four front, rear, left and right stakes 4,4 ... formed regional center.In addition, floor is also by bearing 12,12 ... four jiaos (being the outer rim of floor 5 king-piles) supporting in this zone, thus 4 bearings formed.Like this can low cost and prevent the differential settlement and the deflection deformation of floor 5 with plain mode.In addition, owing to floor 5 can be by bearing 14 by additional stake 9 supportings, so can disperse to pass to the stress that adds in the stake 9 from floor 5.
When the single additional stake 9 that is positioned at the center if sedimentation and distortion are excessive can not be born, then can increase the quantity of additional stake 9.For example: shown in Fig. 8 and 9, squeeze into two additional stakes 9,9 closing on the center.If single stake or many additional stakes 9,9 ... be enough to prevent sedimentation and distortion, then do not need bearing 12,12 ...
As shown in figure 10, thin stake 9a can be used to replace additional stake 9.Should thin stake 9a have than minor diameter and be that several centimetres to tens centimetres steel pipe is made by diameter.It can be squeezed among the ground G with dropping hammer of reduced size etc. easily.In the present embodiment, adopt diameter to be about the small size steel pipe of 8cm.If with the same way as that additional stake 9 is set by four front, rear, left and right stakes 4,4 ... squeeze into a thin stake 9a or many thin stake 9a in the formed zone, 9a ..., then excessive the so that thin stake 9a of the stress that descends from floor 5 can not bear.Thus, as shown in figure 11, with a large amount of thin stake 9a, 9a ... line up latticed with four front, rear, left and right stakes 4,4 of whole covering ... formed zone.It is just enough little and can bear to reach every stress on the thin stake 9a like this.In addition, because thin stake 9a, the end reaction of 9a can on average be distributed in the whole floor 5, so can effectively prevent the differential settlement and the deflection deformation of floor 5.
As shown in figure 10, with thin stake 9a, 9a ... squeeze in the ground so that their top is positioned at the plane, ground, the ground surface that is positioned at thin stake top outer rim forms pit 10a, 10a respectively ...Therefore ground surface is stretched out in the center of each pit 10a in the top of each thin stake 9a.Anchor pole 15,15 ... extend radially from the side on each top.When fluid concrete on floor 5, concrete is also inserted among each pit 10a.Top and the anchor pole 15,15 of each thin stake 9a are embedded in the concrete, become whole bearing 14a thereby form with thin stake 9a top.Also can adopt and additional stake 9 and bearing 14 between identical syndeton.
The also available cast-in-situ concrete of above-mentioned bearing 12 is made in the mode identical with bearing 14.As shown in figure 12, after stake 4 construction finishes, in ground, each stake part 4P upper end outer rim place formation pit 16 in 4, thus pit is towards the ground surface opening.In pit 16, expose box-shaped nut 11,11 ...At box-shaped nut 11,11 ... in be provided with anchor pole bolt 17,17 ...This pit constitutes the mould of cast-in-place bearing.If ground G is the self-support type, then only digs and to form pit 16 with hand.If ground G is not the self-support type, then form pit 16 with wooden or steel tool.
When at the ground fluid concrete, concrete is also inserted in the pit 16, above-mentioned anchor pole 17,17 ... as anchor bar the upper end outer rim of concrete and each part 4P is fixed.Like this, cast-in-place mould has formed the annular ledge 18 that wraps in each 4P of upper end outer rim.So this bearing 18 supports first floor floor 5 in the mode identical with above-mentioned bearing 12, to prevent the sedimentation of floor 5.
In this type of building structure, with regard to its anti-seismic performance, no longer need the ground underbeam.If first floor floor 5 then need not be provided with the ground underbeam with supporting first floor floor by supportings such as above-mentioned additional stake or bearings.For example, when wall during, just need the structure support wall as the ground underbeam as skin.But it is uneconomic only adding the ground underbeam for this purpose.Specifically, if in this type of building structure, do not save foundation structure, then can not reach the initial reduction of erection time and reduce the purpose of cost as ground underbeam etc.
Can adopt the structure support skin etc. of simple cheap such as similar above-mentioned bearing here.Shown in Figure 13 and 14, stake 4 is squeezed in building and each outside ground of 4; Stake 4a is squeezed in the ground of wall 23 (following) position.Subsequently, in mode as hereinbefore, when forming stake 4a, at the embedding box-shaped nut 19,19 of the upper end outer edge surface of stake part 4P ...(this upper end is the boundary member between stake part 4P and the post part 4C, the i.e. part that contacts with ground.) after stake 4 constructions finish, for each 4a, by inserting anchor pole 21,21 at stake part 4P upper end erection support 20 with from inboard, bearing 20 laterals ... the end and a bearing 20 and a stake part 4P are fixed, thereby make this bearing 20 and above-mentioned box-shaped nut 19,19 ... match.
By the two ends of wall beam 22 being propped up end face, can respectively each wall beam 22 be positioned on left and right stake part 4a, between the bearing 20 and 20 of 4a at bearing 20.Can form the wall supporting construction of supporting wall 23 so at an easy rate.
At first, analyze the situation about overlapping of axle with the stake part 4a of wall 23.Outside the building side is positioned at the stake part 4a that Figure 14 left side is provided with vertical arrangement, 4a, 4a.Within building, the center and the right side that are positioned at Figure 14 are provided with a part 4a, 4a.When wall 23 when above-mentioned axle is built by laying bricks or stones, the installation direction of each bearing 20 and each part 4a is identical with the installation direction of wall beam 22.And this side up with a pair of bearing 20 of stake part 4a adjacency toward each other.Thus, wall beam 22 is supported by a pair of bearing 20,20 in the simply supported beam mode.
Secondly, analyze the axis outward-dipping situation of wall 23 along stake part 4a.Side outside the building, being positioned at Figure 14 bottom has and lines up the stake part 4a that walks crosswise, 4a.When 23 on wall during in the stake part 4a outside, each bearing 20 is vertical with the installation direction of wall beam 22 with the installation direction of each part 4a.That is: each bearing 20 and a stake part 4a circumscribed (downside among the figure).So, walk crosswise the stake part 4a of arrangement, 4a, the bearing 20,20 of 4a, 20 is parallel to each other.Thus, wall beam 22 is supported by three (more than three) bearings 20,20,20 as continuous beam.
At this type of part stake is used as in the building structure of post, when staking out, the lower part of stake (stake part) should vertically be driven into the design depth of penetration of post, to satisfy the bearing capacity of required level of pile foundation and vertical direction.In addition, in this type of building structure, guarantee that the vertical precision of post and the accuracy of the post operative tip absolute altitude that assurance is elevated above the soil are necessary.Specifically, in the present invention, every pile all should satisfy the requirement of pile foundation and pillar respectively.This requirement can be satisfied according to the job practices of the stake shown in Figure 15 and 16.
At first, shown in Figure 15 (a), have with fluted drill 24 drilling tools bigger slightly than stake 4 diameters, than the predetermined dark slightly vertical hole 2 of depth of penetration of stake.Form after the vertical hole 2, when extracting fluted drill 24, divide the footing retaining wall liquid that injects protection stake top to vertical Kongzui deep.Shown in Figure 15 (b), inject the fixer 3B of parcel stake in above-mentioned deepest part.
Subsequently, support 25 is set so that it encloses a ground inlet, the bottom of stake 4 is squeezed in the vertical hole 2 as Figure 15 (c).In this case, can be according to the distance adjustment stake 4 unsettled centers of gravity of stake 4 and two grouser (not shown), be separated with predetermined distance on the both direction that this grouser is arranged on vertically hole 2 center lines are vertical and with the centreline space in vertical hole 2.The vertical precision of stake 4 is by two transit (not shown) controls perpendicular to vertical hole 2 centerline directions.Although the method for this adjustment axis gradient and control verticality is very typical, be not limited in this kind method.
As shown in figure 16, above-mentioned support 25 is by the i iron 25x of four following simple configurations, 25x, and 25y, 25y constitutes.Direction (along Y direction) from front to back is provided with two i iron 25y, 25y on the edge, the left and right outside of vertical 2 ground, hole inlet.On the other hand, in the edge, the forward and backward outside of vertical 2 ground, hole inlet direction (along X-direction) from left to right two i iron 25x, 25x are set, thus with two i iron 25x, 25x places two i iron 25y, the upper surface of 25y, and between their front and back ends, pass.Also can before stake 4 is squeezed into or in the process that stake 4 is squeezed into, set in advance support 25.
Shown in Figure 15 (d), bool 26 hoops of bearing pile are in stake 4, thereby the height from stake 4 ends (bottom) to bool 26 bottoms equals pile penetration D and backing thickness h sum: D+h.Can be when stake 4 be squeezed into or load onto bool afterwards.If bool is installed when stake is squeezed into, is reduced in the position of bool setting to be suitable for and bool is installed when operating on the ground again will be convenient to operation.Can consider that oneself is positioned in the stake 4 bool in advance before stake is squeezed into.But after need having on the bool with flange of describing and the flange that stretches out from bool.In addition, if install bool in advance, temporarily stake 4 being set level can be pretty troublesome.If bool is installed in advance, a bool 26 pacified the used time can be very long to the stake 4, reduce bool 26 and be used in other number of times on 4 once more, thereby caused poor efficiency.
The bool 26 of bearing pile is made up of two semicircular ring steel parts 27,27, and this semicircular ring steel part faces with each other with the form of annulus, with 27,27 the pasts of two semicircular ring steel parts, rear side bag position stake 4.Radially outwards be extruded with flange 28,28 from the circumference two ends of each semicircular ring steel part 27.That is: because two semicircular ring steel parts 27,27 face with each other, so the flange 28 of a semicircular ring steel part 27 is in the face of the flange 28 of another opposite semicircular ring steel part 27.Use bolt 29,29 to connect two flange that face with each other 27,27 subsequently, screw bolt 29,29, the bool 26 of bearing pile just can be pressed in the stake.
From the radially outwards outstanding respectively rectangular flange 30,30 in the center of semicircular ring steel part 27,27 outer edge surfaces.Shown in Figure 15 (e), after stake 4 was driven into the predetermined depth of penetration D of stake fully, the bottom of flange 30,30 was parked in described i iron 25x, 25x upper surface like this.In this case, flange 28,28,28,28 with i iron 25y, leave the space between the 25y, thereby flange floats on the i iron.Promptly stake 4 is by 2 bearing supports and be suspended in the described vertical hole 2.
Subsequently,,, then establish sleeve pipe between flange 30 in an inclined direction and the i iron 25x, to revise gradient if favour Y-axis with the vertical precision of the definite stake 4 of described transit.Guarantee in this way Y direction vertically, stake 4 itself is just automatically perpendicular to X-direction.Its reason is: stake 4 is bearing in Y direction by forward and backward 2, thereby stake 4 can freely swing with parallel with Y-axis in X-direction with respect to forward and backward 2 determined balance staffs.This absolute altitude of 2 is than vertical mid point height of whole stake 4.(because stake part 4P is longer than post part 4C).Promptly the center of gravity of stake 4 is under balance staff.Because action of gravity, center of gravity level off to balance staff under, if stake 4 favours X-axis, then stake 4 itself is to reducing the swing of gradient direction to keep vertical.Mode can be guaranteed the vertical precision of stake 4 at an easy rate whereby.
Shown in Figure 15 (f), behind the footing retaining wall liquid 3A and stake fixer 3B curing on every side of stake end, remove the bool 26 and the support 25 of bearing pile, again they are used to squeeze into other stake.In this case, for the bool 26 of bearing pile, if unload lower flange 28,28,28,28 bolt 29,29,29,29, bool 26 is with separated into two parts, and it can disassemble at an easy rate thus, and the top that does not need bool 26 to be moved on to stake 4 is unloaded.For support 25, because it is by i iron 25x, 25x, 25y, 25y forms lattice shape on ground, also is easy to disassemble.
Thus, the vertical stake part 4P that reaches predetermined depth of penetration in the ground with formation is squeezed in the bottom of stake 4, and produce required vertical force and horizontal force.In addition, stake 4 tops with predetermined altitude H vertically stand on the ground and to form post part 4C.The length overall of measuring stake 4 is D+H, thereby predetermined altitude H is a capital end absolute altitude, and the top absolute altitude of post part 4C is capital end absolute altitude.Like this, can guarantee the absolute altitude accuracy on vertical precision and stake top.And then with joist 7 level frames at post part 12C, 12C ... the top.
Shown in Figure 15 (c), in the staking out process,, can more effectively guarantee the vertical precision and the top absolute altitude accuracy of stake if operate as Figure 17.
In the front side of pile driver 31 pile frame 32 is set, can excavates vertical hole 2 and driven pile 4 by this pile driver.In order to bore vertical hole 2, as being furnished with fluted drill 24 on Fig. 5 (a) institute pile frame that is shown in 32.For stake 4 being squeezed into vertical hole 2,, partly close on the place, summit in stake and fasten the hoist cable that hangs a usefulness, thereby stake can be inserted in the vertical hole 2 at the pile frame 32 hoist cable (not shown) of having hung oneself.
Before lifting stake 4, staking out device 33 is positioned on temporarily lies in ground stake 4 tops as shown in figure 18.Staking out device 33 comprises annular steel part 34 and four steel poles 35,35,35,35 that are welded on the steel part 34, thereby steel part 34 is divided into four parts by steel pole 35,35,35,35.(35a 35a) stretches out from the end face outer rim of annular steel part 34 for ledge 35a, 35a in the steel pole outer end.The external diameter of annular steel part 34 is identical with stake 4 diameters.On steel part 34 circumference, be formed with eight through holes 36,36 that extend through soffit from the steel part upper surface by equidistant place ...
Above-mentioned hoist cable lifting stake earlier 4, staking out device 33 inserts stake again.As shown in figure 17, be equipped with drive unit 41 in pile frame 32 fronts of pile driver 31, this drive unit 41 can vertically move in hawser 42 upper and lower scrolling processes.At the outstanding drive rod 43 that has as outrigger shaft in the bottom of drive unit 41, be equipped with clip-on cap 44 in the end of drive rod 43.At first, with above-mentioned hoist cable vertical hole 2 certain depths are inserted in the bottom of stake 4.Then, with operating platform 46 rises of high-altitude operation vehicle 45, the workman 47 on the operating platform 46 unties hoist cable and above-mentioned clip-on cap 44 is inserted the top of stake 4, thereby clip-on cap 44 is connected in the bayonet socket mode with staking out device 33.
As shown in figure 19, clip-on cap 44 is the cylindrical of bottom surface opening.Circumferential surface contains terrace 48 within it.The circumference internal diameter of terrace below 48 is bigger than terrace top circumference internal diameter.In the circumference more than terrace, be formed with down L shaped groove 49,49,49,49.Two adjacent on circumferential surface grooves meet at right angles.Groove 49,49,49,49 cannelure part lower end 49a, 49a, 49a, 49a is corresponding with the lower part of terrace 48.On the outer edge surface of the top of clip-on cap 44, offer square hole 50,50,50,50, discharge with the waste gas that above-mentioned air vent 40 is discharged.
Clip-on cap 44 directly is positioned in the stake 4.When the outer rim of the steel pole 35,35,35,35 of above-mentioned staking out device 33 slided in the terrace 48 bottom inner peripherys, the inside of clip-on cap 44 was inserted on the top of stake 4.Subsequently, steel pole 35,35,35,35 ledge 35a, 35a, 35a, 35a place terrace 48 places.Slowly rotate clip-on cap 44 then, make cannelure part 49a, 49a, 49a, 49a and ledge 35a, 35a, 35a, 35a correspondence.With ledge 35a, 35a, 35a, 35a insertion groove 49,49,49,49.Like this, the outer rim of each ledge and circumference side slide to groove 49,49,49,49 bottom surfaces and side.Simultaneously, the circumferential surface of the outer round surface of annular steel part and pile cover 37 slides to cross section 48 top circumferential surfaces.In this state, can adjust this device up to ledge 35a, 35a, 35a, 35a install to cannelure part 49a, 49a, 49a, the upper end of 49a.Then, slightly rotate clip-on cap 44 by this figure clockwise direction, with ledge 35a, 35a, 35a, 35a place groove 49,49,49,49 transverse groove part 49b, 49b, 49b among the 49b, has so just finished the connection of bayonet type.
After this, as shown in figure 17, drive rod 43 is rotated in the direction of the clock with rotation clip-on cap 44 with drive unit 41.So just, can rotate stake 4.Stake 4 is in stable state and is tending towards vertical automatically.Simultaneously, for the depth of penetration of accurately regulating stake reaching predetermined value, can the above-mentioned hawser 42 of upper and lower scrolling, vertically to move stake 4.Subsequently, improve the vertical precision of stake 4 as much as possible, and stake bottom (stake part 4P) accurately inserted underground predetermined depth of penetration.Can guarantee the vertical and horizontal bearing capacity that pile foundation is required.Also can guarantee simultaneously vertical precision and the top absolute altitude precision of the post part 4C that elevates above the soil.
After according to said method pile driving construction being finished, by the counterclockwise slight rotation clip-on cap 44 of this figure.With ledge 35a, 35a, 35a, 35a move on to cannelure part 49a, 49a, 49a, the upper end of 49a.Then, mention clip-on cap 44, pull down the bayonet socket device and the staking out device 33 of clip-on cap 44.Subsequently, workman's 47 usefulness ratchet spanneres etc. unload bolt 39,39 to unload staking out device 33 from pile cover 37.Although staking out device 33 is positioned at several meters to tens meters height, stand in because of the workman on the operating platform 46 of high-altitude operation vehicle, so be easy to operate.Then, again staking out device 33 is used for other stake.The all piles 4,4 of building structure 1 can very accurately be installed like this ..., also can make post part 4C, 4C ... the top absolute altitude consistent each other with the absolute altitude of wall.Thus, can be between each capital horizontal positioned joist 7,7 ...
As previously mentioned, Figure 15～two kinds of methods of regulating stake 4 vertical precision and ground depth of penetration of 19 expressions can make the crown level unanimity of each 4 (post part 4C) like this, and joist can flatly be arranged between the top.On the other hand, Figure 20 represents joist 7 levels are pacified to the method on stake top, even error is arranged aspect the vertical precision of stake and depth of penetration or differently also have no relations.
At first as shown in figure 20, utilize screwed hole (not shown) anchor slab 51 to be fixed on the end face of pile cover 37, so that the high strength steel strand on the pile cover 37 that is fixed in stake 4 tops (post part 4C) is carried out stretch-draw with bolt at this figure.Then, draw the axis that runs through of revising the shaft flexing degree, and set four normal places of stud 20 in the front, rear, left and right of standard axle side at the end face of anchor slab 51.Then, stud is welded on the normal place.Screw on respectively and stud 52,52, the following nut of 52,52 correspondences, thus can regulate each top absolute altitude of nut down, make its standard absolute altitude identical with the joist bottom surface.
After to each stake 4 complete operation, move the bolt hole 55 on the bottom flange 54 of i iron joist 7 along stud 52, each stud is all inserted in the bolt hole.Then, tighten the upper cap nut corresponding with the outstanding top of stud 52 56, bottom flange 54 is clipped between upper cap nut 56 and the following nut 53, joist 7 closely is connected with stud 52 thus.Like this, can be rapidly simply along continuous straight runs joist 7 is installed in a plurality of stakes 4,4 at standard absolute altitude place ... the top, and need not consider the stake 4,4 ... the accuracy on top (vertical and depth of penetration).For reaching same purpose, can be at the stacked backing plate in the top of stake 4.But, and adopt backing plate relatively, method shown in Figure 20 is simpler, and is own because of the position 55 of just regulating nut down that will do.
When selecting precast concrete for use, when making the material of stake, can utilize the driving cap link that is positioned on a top shaped steel joist on the stake top as steel concrete.In this case, Steel section member also can be positioned in the stake part except that being positioned on the stake top.In this assembling, if outside without any processing concrete bodies being exposed to, will being difficult to make this Steel section member and being connected, and support it.
For addressing this problem, as shown in figure 21, be provided with steel circular cylindrical part 57 in the post part 4C precalculated position of stake 4.Here, steel circular cylindrical part 57 and top pile cover 37 are by many longitudinal reinforcements 58,58, and 58 are linked to be integral body.Specifically, pile cover 37 and steel circular cylindrical part 57 are intervally installed with preset distance, then with longitudinal reinforcement 58,58,58 upper end is welded in the inner circumferential surface of pile cover 37, simultaneously with longitudinal reinforcement 58,58,58 lower end is welded in the inner circumferential surface of steel circular cylindrical part 57.
Then, mobile steel circular cylindrical part 57 is to encase the top of bar chair (not shown), and this bearing is inserted into longitudinal reinforcement 58,58,58 inside, and pile cover 37 covers the top at bar chair.Be provided with the high strength steel strand (not shown) along the bar chair inner edge surface, the steel strand top places on the top board inner surface of pile cover 37.
On the other hand, be stamped bottom 59 in the bar chair bottom surface, the high strength steel strand lower end just places on the plate inner surface of bottom 59.
After this, bar chair is inserted the mould (not shown), be connected with the pressure actuated device (not shown) in the top board outside of pile cover 37.Load for each high strength steel strand, the summit of steel strand is as the force side at this moment, and the bottom is as fixed end.Subsequently, fluid concrete in mould, and the bar chair that pivots.Available so centrifugal compacting is molded into stake 4, thereby bar chair, high strength steel strand and longitudinal reinforcement 58,58,58 are all imbedded in the concrete, at this moment, the external surface of pile cover 37, bottom 59 and steel circular cylindrical part 57 are exposed to outside the concrete bodies.
As shown in figure 22, with stake 4,4 ... squeeze in the ground, place joist 7 on the stake top,, bearing 60 can be welded on the steel circular cylindrical part 57 that is exposed to the apex portion external surface that closes on stake 4 for stake is placed outside the building.As joist, shaped steel 61 is positioned between the bearing 60,60 of adjacent studs 4,4 in the freely-supported mode then.Shaped steel 61 with H cross section is installed, so that bearing upwards arrives on the web of shaped steel 61 of horizontal placement herein.
As mentioned above, when making stake 4, need in advance steel circular cylindrical part 57 is embedded in the position that shaped steel 61 is installed.Like this after upright good stake 4, the steel part corresponding with above-mentioned steel circular cylindrical part 57 needn't be set.Thus, not only simplified operation process but also can guarantee to connect precision at an easy rate.In this case, because steel circular cylindrical part 57 is by longitudinal reinforcement 58,58,58 are connected with pile cover 37, so they are enough to bear the load on the shaped steel 61.
Subsequently, in stake 4,4 ... among the wall 23 in the outside, the bottom of shaped steel 61 supporting walls 23, described each wall is all between joist 7 and shaped steel 61.On the other hand, each is in stake 4,4 ... the wall 23 in the outside all is positioned at ground, although not shown in the drawings, this wall 23 supports by following mode.Shown in Figure 13 and 14, respectively bearing 20,20 edges laterally are located at stake top outer edge surface (this part is the border of a part 4P and post part 4C, the i.e. part that contacts with ground) as stake part 4P.Then, at bearing 20,20 ... between wall beam 22 is installed.Like this, 22 supportings of wall fine strain of millet are positioned at the bottom of each wall 23 on ground.
Analysis shown in Figure 2 is to be primarily aimed at the single with light roof to carry out.In this building, be applicable to storehouse, warehouse etc. for making building, can be with the ground panel as first floor floor.Here not consider to be applicable to the heavy roof building thing of garage etc., if but consideration, the memory space of this type of building structure maybe can utilize the space to double, because the space enlargement utilized on roof.For reaching this purpose, the post part of stake is stretched out from ground becomes cantilever construction, bearing horizontal seismic force, and increases horizontal rigidity and intensity.
Specifically, as shown in figure 23, at front, rear, left and right side post part 4C adjacent one another are, mounting bracket 62,62 between the 4C.At post part 4C, the precalculated position of 4C, the doughnut-shaped steel plate 63,63 that is used to connect wraps in the Support joint place in outward extending mode.In this embodiment, the lower end adjacency of each steel plate 63 and each post part 4C.When with the molded stake of centrifugal compacting 4, also doughnut-shaped steel plate 63 can be embedded in the post part.Mode can or be provided with doughnut-shaped steel plate 63 when molded stake after pile driving construction finishes as an alternative.Doughnut-shaped steel plate 63 is made up of two crack steel pipes.Be extruded with flange from each crack steel pipe two circumferential end, thereby each flange of a crack steel pipe is all faced the flange of opposite crack steel pipe.Then, connect the flange face with each other to become whole with bolt.
Batten plate 64,64 is welded in the steel plate 63 that is used to connect, and at post part 4C, freely-supported i iron joist 65 is installed in the precalculated position of 4C by batten plate 64,64.Then, the bearing 66,66 that the bottom of support 62,62 and the rest fine strain of millet two ends end face of conforming to the principle of simplicity are respectively stretched out connects.Be extruded with bearing 67 downwards at joist 7 bottom center places (by the determined span mid point in the precalculated position of post part 4C and 4C), support 62,62 upper ends are connected with bearing 67.With respect to the situation of only bearing horizontal seismic force by single stake 4 relatively, can improve the standard rigidity and intensity of this structure.When handling like this, if floor 8A is placed on the joist 7, and be heavy roof structure, then can enlarge this type of with the range of application of part stake as the building structure of post, can adopt this type of building structure efficiently thus.
Adopt bolt or welding all support 62 can be connected with 67 with bearing 66.The structure of support also is not limited to said structure, can be the X type, any kinds such as broken line type.
If at the contiguous post part 4C in all front, rear, left and right, this type of support 62 is installed all between the 4C, then support 62 is with four post parts of front, rear, left and right side 4C, 4C, 4C, the formed zone sealing of 4C, that is: anyone, thing etc. all cannot pass in and out this zone.For avoiding this situation, only at the post part 4C of " appointment ", mounting bracket 62 between the 4C, and other post part 4C, the space between the 4C is open.As mentioned above, note and to determine overall structure obtaining enough horizontal rigidities and intensity, to be applicable to heavy roof structure such as garage.
Figure 24 represents the instantiation of the shape that the support 62 in the building structure is formed, and wherein indoor (first floor) and roof all are used as garage.In indoor garage, automobile passes two post part 4C that do not have mounting bracket 62, the opening that 4C forms.Automobile also can successfully be walked around All Ranges ε, ε ..., each zone is all by the adjacent post part 4C in front, rear, left and right, 4C, and 4C, 4C forms.And this will part stake as in the building structure of post, automobile not only can be parked in indoor (first floor), also can be parked in the roof.Thus, this type of is with the memory space multiplication of part stake as the building structure of post.In this case, because building structure is as garage, so can expose ground surface.Mode as an alternative, also can be on ground surface the making asphalt layer.(as shown in Figure 1, if indoor as storehouse, warehouse etc., the ground panel of need spreading concrete on the ground is so that at upper berth, first floor floor floor 5).
The configuration of the support 62 shown in Figure 24 is an embodiment.Can consider multiple configural way,, and automobile etc. is advanced smoothly get final product as long as this type of building can satisfy required horizontal rigidity and intensity.
In the description in front, stake can be selected concrete pile for use, as the PC stake.In the beginning of " describing in detail " with reference to embodiment, available i iron do stake (shown in Figure 25 with the building structure 1H of stake as post in, make by i iron 68 with the stake that 4H represents).But if do not do any processing, very difficult assurance has enough rigidity to satisfy the required requirement of stake of this type of building structure.
For addressing this problem, shown in Figure 26 (a), on as the i iron 68 of stake part 4HP (front side among the figure), anchor bar 72,72 ... be welded in the groove 71,71, each groove is made of the web 69 and the edge of a wing 70,70 that is positioned at the web two ends.Shown in Fig. 6 (b), penetration concrete 73 is until sclerosis in groove 71,71 then.After this, i iron 68 just forms the stake 4H of building structure 1H.
Through handling like this, can improve the rigidity of stake part 4HP of the stake 4H of i iron 68 as much as possible, stake partly can be satisfied the pile foundation requirement thus.If having enough rigidity, i iron, then can guarantee that i iron has as the required enough rigidity of pillar by the quantity of adjusting anchor bar and the rigidity of concrete seven 3 as pillar.When adopting concrete pile such as PC stake, because must set the rigidity of stake, so can be very big as the formed rigidity of post according to the required rigidity of pile foundation.But in the situation of Figure 26, above-mentioned processing procedure can not produce the situation of this super rigidity, can produce high-effect like this.In Figure 25 and 26,4HC represents the post part of stake 4H.
In i iron 68, the intensity of geometrical moment of inertia depends on its direction.As dotted line x-x axle among Figure 27 is strong axle, and dotted line y-y axle is weak axle.As shown in figure 28, the stake 4HA of equal number and a stake 4HB form like this, thus the X of the weak direction of the strong axle of each 4HA and each 4HB and building structure 1 to or Y to (this figure be X to) identical.In the present embodiment, be formed with two stake 4HA and two stake 4HB.
Have at least two stake 4H X to or Y to continuous formation, the X of their strong direction of principal axis and building structure to or Y to consistent.Among the figure, be formed with two row stake 4HA in left and right inboard, their strong direction of principal axis and X be to consistent, and four stake 4HA at X to being continuous.On the other hand, be formed with two row stake 4HB in the left and right outside, their strong direction of principal axis and Y be to consistent, and four stake 4HB at Y to being continuous.
In Figure 28, chain line is represented joist 7, some of them and X to parallel, other with Y to parallel, and all be positioned on a 4H top.When with joist 7 in the junction along it when strong direction of principal axis is positioned on the 4H, herein for being rigidly connected (among Figure 28 shown in the black triangle).On the other hand, the link position except that above-mentioned junction can connect (among Figure 28 white triangle shown in) with pin.Chain-dotted line is represented angle bar frame 74 among Figure 28, and they are contained between the parallel to each other or vertical carriage 7,7.
Distortion in this building structure is uniform like this.In addition, all be the span of rigidly connected each carriage 7 for its both ends, this strides the stake 4H with its two ends, and 4H constitutes rigid frame structure, can increase rigidity like this and reduce the sectional dimension of i iron 68.
As previously mentioned, of the present invention will part stake as in the building structure of post, can guarantee that enough intensity satisfies the requirement of this type of building structure, so greatly reduction of erection time and reduce engineering cost.
For the present invention of claim 2, the soil property of surface layer is reinforced the rigidity that can increase surface layer, can accurately estimate the performance of geology simultaneously, the controlled thus deflection that is made as the stake top of post.In addition, because only estimate topsoil, thus only surface layer is carried out soil stabilization, thus the design and construction of simplified structure.
For the present invention of claim 3, because of stake and place between the floor on ground and disconnect, even stake produces distortion in earthquake, stake can not contact with floor yet, can prevent stake and floor generation brisement.
For the present invention of claim 4, first floor floor is being used as the part stake in the building structure of post by pile bearing, and each stake comprises stake part and post part.In this building structure, can low cost, prevent effectively that easily floor from sinking and elastic deformation.
For the present invention of claim 5, because the bearing support first floor floor in the stake, so need not just can prevent that floor from sinking by soil stabilization.
For the present invention of claim 6, by the horizontal formation bearing between stake, can form the structure of supporting wall easily, this wallboard is supported between the bearing.For partly a building structure, adopt the structure of this supporting wall, further reduction of erection time, and minimizing engineering cost as post.
For the present invention of claim 7, by bool that is used for bearing pile and support simple in structure, can be with the predetermined depth of penetration of the bottom driven pile of stake, and vertically supporting stake till the fixer of the footing retaining wall liquid of stake end and parcel stake solidifies.In addition, at the under ground portion of stake, i.e. stake part can have the vertical and horizontal bearing capacity that satisfies the pile foundation requirement.Simultaneously, the stake top that can guarantee to elevate above the soil, the i.e. verticality and the top absolute altitude precision of post part.
For the present invention of claim 8, because rotate, so can increase the vertical degree of stake as far as possible at staking out process king-pile.In addition, vertically move stake, predetermined depth of penetration accurately squeezed in the stake bottom, can improve installation accuracy like this, thus guarantee to satisfy pile foundation requires vertically and horizontal bearing capacity, and the verticality and the end points absolute altitude accuracy of the post part that guarantees to elevate above the soil.Can with bolt the staking out device be positioned on a top at an easy rate.Because the connection between staking out device and the clip-on cap is a bayonet type, so be very easy to carry out dismounting.After pile driving construction finishes, although the stake crown level utilizes the high-altitude operation vehicle platform as scaffold from several meters to tens meters, can be easy to unload the staking out device from the stake top, be used further to other stake.Can install efficiently like this and the reduction of erection time.
For the present invention of claim 9, by the relative position that nut is descended in the following nut cooperates with bolt and adjusting is set, can be easily and promptly regulate the absolute altitude of joist.
For the present invention of claim 10, when making stake, the steel circular cylindrical part is embedded in the position that shaped steel is installed in the stake in advance, thereby exposes the external surface of steel circular cylindrical part.In addition, shaped steel can directly be connected with the steel circular cylindrical part or connect by strut.Thus, after pile driving construction finishes, do not need the steel part corresponding with the steel circular cylindrical part is installed in stake, thereby reduce workload herein, also can guarantee to connect precision at an easy rate.In addition, because the steel circular cylindrical part is connected by longitudinal reinforcement with pile cover, so can guarantee that enough intensity is to bear the load that shaped steel descends.
For the present invention of claim 11, by support is set between given column, with respect to the situation that is subjected to horizontal seismic force by single pile, this structure can increase horizontal rigidity and intensity.Because can adopt heavy roof structure, thus the roof can be utilized efficiently, as being used as garage.Support is provided with according to the mode in the turnover space that the post that does not seal by the front, rear, left and right side forms, and does not therefore influence the available interior space (at the first floor).
For the present invention of claim 12, by with concrete spouting in the groove of steel H pile, can make the rigidity of stake part be increased to predetermined value.Be enough to satisfy the requirement of pile foundation and base for post like this.
Can on the basis of not departing from the present invention's design, do some variation to the present invention.Obviously these change in protection scope of the present invention.
Claims (12)
1. partly building structure as post, it comprises: its underpart places ground, and elevate above the soil as the monolithic stake of post in its top; The floor slab structure that any ground underbeam is not set and forms; Be installed in the joist of described capital end; The roof.
2. building structure according to claim 1 is characterized in that the surface layer of described ground is carried out soil stabilization.
3. building structure according to claim 1 is characterized in that disconnecting between described floor and the described stake
4. seat structure that supports the floor in claim 1 building structure is characterized in that the top supporting of floor by stake, and each described stake is in a certain regional center or close on this regional center and be driven underground, and this zone is formed by the stake of front, rear, left and right side.
5. seat structure according to claim 4 is characterized in that floor by the bearing support that is positioned at floor king-pile outer rim, and this bearing is along the upper end outer rim that laterally is positioned on the stake part.
6. a seat structure that supports the wall in claim 1 building structure is characterized in that wall places on the wall beam, and this wall beam laterally is positioned on the partly bearing support of upper end outer rim of stake by the edge, and this wall beam frame is between a plurality of bearings.
7. the job practices of the stake in the described building structure of claim 1, it comprises: bore vertical hole in ground, the predetermined depth of penetration of the corresponding stake of the depth ratio in each vertical hole is dark slightly, and the diameter in each vertical hole is bigger slightly than the diameter of stake; The footing retaining wall liquid of stake end and the fixer of parcel stake are injected vertical hole; Vertical hole is passed in the bottom of stake to be squeezed in the ground; Steel part is set to form support on ground around vertical hole inlet; After when squeezing into stake in the ground or with stake, squeezing in the ground, the bool of bearing pile is positioned on the post; Support colluded pacifies on the bool of bearing pile, at the bottom of height that this support colludes is installed is equaled to the height and the backing thickness sum of the predetermined depth of penetration of stake; Support colluded pacify to support so that lifting stake vertically; After the fixer of stake end group pin retaining wall liquid and parcel stake solidifies, the bool of unloading lower carriage and bearing pile.
8. the job practices of the stake in the described building structure of claim 1, it comprises: at the flange of the outstanding a plurality of each intervals of end face outer rim of annular steel part forming the staking out device, the external diameter of this annular steel part with diameter identical; The hole of offering on will the annular steel part in the staking out device is stacked and placed on the screwed hole, and this screwed hole carries out stretch-draw to high strength steel strand on the pile cover on each top; Bolt is screwed in the hole of alignment and tightens so that the staking out device is fixed on the pile cover end face; The lifting stake is so that squeeze into its underpart in the vertical hole; Be positioned on each flange of staking out device with the clip-on cap of bayonet socket connected mode the drive rod end; By rotation and each vertical precision and depth of penetration of vertical mobile clip-on cap fine tuning; Unload clip-on cap from the staking out device; Unload the staking out device from pile cover.
9. the control method of joist in the described building structure of claim 1, it comprises: anchor slab is installed on the top at each; Bolt is positioned on the anchor slab end face; Regulate the absolute altitude of joist bottom flange with following nut, but offer the bolt hole of inserting bolt on this bottom flange, this time nut matches with bolt; Above-mentioned bottom flange is clipped between the upper and lower nut so that joist and bolt, this nut matches with bolt; Joist is set up on top in stake
10. one kind with the method that is connected of stake in the described building structure of shaped steel and claim 1, it comprises: when with centrifugal compacting molded each the time, the embedding steel circular cylindrical part in precalculated position in the post part, so that steel circular cylindrical part external surface is exposed in the stake outside the concrete bodies, this steel circular cylindrical part is connected on each top pile cover with longitudinal reinforcement; After squeezing into stake in the ground, shaped steel directly or by bearing is connected with the steel circular cylindrical part.
11. building structure according to claim 1 is characterized in that support is positioned between the appointment pillar, and does not seal by the formed zone of the pillar of front, rear, left and right side, and it can freely be come in and gone out.
12. building structure according to claim 1 is characterized in that i iron is used as stake, and in left and right groove anchor bar is set, this groove is to be made of the web of steel H pile and the upper and lower edge of a wing, injects concrete again and make its sclerosis in groove.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP08275116A JP3098719B2 (en) | 1996-10-17 | 1996-10-17 | Building structures using piles as pillars |
| JP275116/96 | 1996-10-17 |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN1186140A true CN1186140A (en) | 1998-07-01 |
Family
ID=17550950
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN97122741A Pending CN1186140A (en) | 1996-10-17 | 1997-10-15 | Building structure whose piles are partly used for columns |
Country Status (3)
| Country | Link |
|---|---|
| JP (1) | JP3098719B2 (en) |
| CN (1) | CN1186140A (en) |
| ID (1) | ID18595A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106948547A (en) * | 2017-04-26 | 2017-07-14 | 黑龙江施耐达建筑技术有限公司 | Large span assembled open-type builds base plate I-beam erection support and mounting assembly |
| CN108457268A (en) * | 2018-04-28 | 2018-08-28 | 中交航局第工程有限公司 | A kind of piling bar afloat joining limiter and its application method |
| CN109914431A (en) * | 2019-04-08 | 2019-06-21 | 中国铁建大桥工程局集团有限公司 | A kind of novel prefabrication cast-in-place combination Row Piles Supporting Structure |
| CN112282047A (en) * | 2020-10-21 | 2021-01-29 | 吉林建筑大学 | Connecting structure and connecting method for assembled composite floor slab and composite wallboard |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3794020B2 (en) * | 2001-10-19 | 2006-07-05 | 株式会社テノックス | Dust concrete and its construction method |
| JP5396196B2 (en) * | 2009-08-24 | 2014-01-22 | 株式会社熊谷組 | building |
-
1996
- 1996-10-17 JP JP08275116A patent/JP3098719B2/en not_active Expired - Fee Related
-
1997
- 1997-10-15 CN CN97122741A patent/CN1186140A/en active Pending
- 1997-10-16 ID IDP973452A patent/ID18595A/en unknown
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106948547A (en) * | 2017-04-26 | 2017-07-14 | 黑龙江施耐达建筑技术有限公司 | Large span assembled open-type builds base plate I-beam erection support and mounting assembly |
| CN108457268A (en) * | 2018-04-28 | 2018-08-28 | 中交航局第工程有限公司 | A kind of piling bar afloat joining limiter and its application method |
| CN108457268B (en) * | 2018-04-28 | 2023-12-26 | 中交一航局第一工程有限公司 | Steel pile water butt joint limiter and use method thereof |
| CN109914431A (en) * | 2019-04-08 | 2019-06-21 | 中国铁建大桥工程局集团有限公司 | A kind of novel prefabrication cast-in-place combination Row Piles Supporting Structure |
| CN112282047A (en) * | 2020-10-21 | 2021-01-29 | 吉林建筑大学 | Connecting structure and connecting method for assembled composite floor slab and composite wallboard |
Also Published As
| Publication number | Publication date |
|---|---|
| ID18595A (en) | 1998-04-23 |
| JPH10121489A (en) | 1998-05-12 |
| JP3098719B2 (en) | 2000-10-16 |
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