CN115341597A - Implementation method for additional construction of four sides of slope-shaped independent foundation - Google Patents
Implementation method for additional construction of four sides of slope-shaped independent foundation Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
Abstract
The application relates to an implementation method for additionally building four sides of a slope-shaped independent foundation, which belongs to the technical field of building structure engineering reinforcement and reconstruction and mainly comprises the following steps and characteristics: laying isolation plates on the inclined surface and the vertical surface of the four sides of the original foundation; laying a new plain concrete foundation cushion layer on the old ground soil around the original foundation; taking the isolation plate and the new cushion layer of the plain concrete foundation as templates, pouring four independent newly-added arm plate combinations with a column compression-resistant hinged connection structure above the four independent newly-added arm plate combinations, and removing the isolation plate and restoring the original position after the newly-added arm plate combinations are fully solidified, thereby forming an isolation gap with the original foundation; simultaneously, pre-counterforce tensioning is carried out on four groups of lower reinforcing steel bars in the mutually vertical direction in the two groups of newly-added arm plate combinations which are oppositely arranged, so that the newly-added arm plates in each group are mutually close, the newly-added foundation plate sinks, and the foundation soil is enabled to generate support counterforce in advance; the method and the device have the effect of enhancing the working efficiency of the newly added component of the reconstructed foundation.
Description
Technical Field
The application relates to the field of building structure engineering reinforcement and reconstruction, in particular to an implementation method for building four sides of a slope-shaped independent foundation.
Background
The foundation is an important component of a building, and the slope-shaped independent expansion foundation is a foundation form commonly used in the building foundation. The original foundation reconstruction and additional construction are more common because of the defects of the original foundation or the load increase after the additional construction project.
The first disadvantage of the reconstruction method for increasing the bearing capacity by increasing the base area of the conventional independent foundation is that when the number of the reticular through stressed steel bars at the bottom of the foundation needs to be increased, the steel bars which need to be increased in the original foundation range cannot be filled. The second disadvantage is that the foundation reaction force lags in the area of the foundation to be supplemented. The newly added foundation lacks the foundation soil which is compressed together with the original foundation under the action of upper load, and the foundation soil sinks together. And the bearing capacity of the foundation comes from the upward foundation reaction force provided by the foundation to the foundation after the foundation is pressed down, and basically no foundation reaction force but no contribution to the old foundation except the self-weight of the foundation under the condition that no new vertical load is added. On the occasion that the load needs to be newly added at the upper part, the base counter force cannot keep up with the increase of the original foundation, and the bearing potential of the foundation cannot be exerted far away, so that the working efficiency is not high. Both of the two aspects seriously affect the increasing and rebuilding benefits of the foundation.
The purpose of the scheme is to establish foundation reaction in advance to the maximum extent in the area range of the newly-built foundation, effectively share the burden of the original foundation, enable the respective foundation reaction stresses in the two ranges to approach each other, or keep a certain proportion, fully excavate the foundation soil bearing potential, and reasonably control settlement. The invention is especially suitable for the engineering that the available space between the original foundations is small and the bearing capacity of the foundation needs to be greatly improved.
Disclosure of Invention
In order to greatly enhance the effect of the working efficiency of the new foundation component newly added on the original foundation, the application provides an implementation method for additionally establishing four sides of the slope-shaped independent foundation.
An implementation method for building four sides of a slope-shaped independent foundation comprises the following steps:
s1: paving isolation plates on the surface of an original foundation, wherein the isolation plates comprise inclined isolation plates positioned on four slope surfaces of the top of the original foundation and vertical isolation plates positioned on four side edges of the original foundation;
s2: laying a new plain concrete foundation cushion layer on old ground around the original foundation;
s3: installing internal corner embedded abutting steel plates on each side surface of a building column above an original foundation, wherein each internal corner embedded abutting steel plate comprises an internal corner vertical plate and an internal corner inclined plate which are welded and fixed with each other; the adjacent two internal corner vertical plates are connected with each other in an end-to-end welding mode at the corners of the building columns, and the adjacent two internal corner inclined plates are connected with each other in an end-to-end welding mode at the corners of the building columns; the internal corner vertical plate is fixedly arranged on the building column along the side surface of the building column; a column reinforcing concrete sleeve is poured around the building column above the internal corner inclined plate, and one side of the internal corner inclined plate, which is close to the column reinforcing concrete sleeve, is embedded in the column reinforcing concrete sleeve; the internal corner pre-buried abutting steel plate forms an internal corner at the joint of the inclined plate and the vertical plate, and the opening direction of the internal corner faces to the direction far away from the column reinforced concrete sleeve;
s4: pouring four newly-added arm plate combinations on the partition plates and the newly-added plain concrete foundation cushion layers by taking the partition plates and the newly-added plain concrete foundation cushion layers as templates, wherein gaps are formed between the adjacent slope surface boundary lines and the extension lines of the adjacent slope surface boundary lines on the top of the original foundation by every two adjacent newly-added arm plate combinations; an external corner embedded abutting steel plate is embedded and fixed in the top end of the newly-added arm plate combination, and comprises an external corner vertical plate, an external corner flat plate and a steel bar; a gap is reserved between the external corner vertical plate and the side surface of the column, the top edge of the external corner vertical plate and one side of the external corner flat plate are fixedly welded, an external corner is formed at the position where the external corner vertical plate is connected with the external corner flat plate, and the steel bar is fixedly welded at the external corner; the circle center of the section of the steel bar is positioned on a line extending reversely from an angular bisector of a crossing angle of the external corner vertical plate and the external corner flat plate. The steel bar is pressed in the internal corner of the internal corner embedded butt steel plate and forms compression-resistant hinged connection with the internal corner embedded butt steel plate;
s5: after the newly added arm plate combination is fully solidified, detaching the inclined isolation plate and the vertical isolation plate, and reserving an inner overturning space for the newly added arm plate combination to be folded and overturned around the steel bar between the newly added arm plate combination and the original foundation;
s6: for the two pairs of newly-added arm plate combinations which are respectively arranged oppositely, two bundles of tensioning steel bars are respectively penetrated between each pair of newly-added arm plate combinations, two ends of each bundle of tensioning steel bar are respectively connected with the newly-added arm plate combination which respectively corresponds to the two bundles of tensioning steel bars, and simultaneously, the four bundles of tensioning steel bars in two directions in the two pairs of newly-added arm plate combinations are respectively tensioned in a pre-counter force manner, so that the two pairs of newly-added arm plate combinations which respectively correspond to each other rotate in the direction of mutually approaching each other by taking the steel bars as overturning axes, and the newly-added foundation plate is enabled to be settled downwards;
s7: filling gaps between the original foundation and the four newly added arm plate combinations and gaps between the four newly added arm plate combinations; and installing reinforcing steel bars at the gap between the internal corner embedded abutting steel plate and the external corner embedded abutting steel plate, and pouring concrete.
By adopting the technical scheme, the newly added arm plate combination is poured and placed on the original slope foundation and the newly added foundation cushion layer, and before the reinforcing steel bars are not tensioned, the newly added arm plate combination does not provide any foundation bearing capacity for the original foundation except the self gravity; the steel bars between the two opposite newly-added arm plate combinations are tensioned in a pre-counter force mode, so that the two opposite newly-added arm plate combinations rotate towards the direction close to the original foundation by taking the steel bars as rotating axes, the newly-added arm plate combinations apply pressure to the newly-added foundation cushion layer, the newly-added foundation cushion layer applies pressure downwards to the foundation, the foundation provides upward base counter force to the newly-added arm plate combinations through the newly-added cushion layer, meanwhile, the newly-added arm plate combinations are hinged to the original building column through connecting pieces, the foundation counter force transmitted by the newly-added arm plate combinations through the foundation is transmitted to the building column through the connecting pieces and the connecting part of the original building column, the bearing area of the original foundation is increased, meanwhile, the building column connected with the original foundation is loaded, part of the bearing capacity of the original foundation is shared, and the working efficiency of the newly-added arm plate combinations is greatly improved.
Optionally, in the step S1, each inclined isolation plate completely covers the original foundation slope on the side, a compression amount display rod perpendicular to the slope surface is fixedly installed in the middle of the lower edge of each slope surface of the original foundation, a circular hole into which the compression amount display rod can be smoothly inserted and separated is formed in the position of the compression amount display rod of each inclined isolation plate, and a sleeve which can freely slide along the compression amount display rod but is poured and fixed in the combined concrete of the newly added arm plate is sleeved on the outer surface of the compression amount display rod.
Through adopting above-mentioned technical scheme, at the in-process of pouring newly-increased arm board combination, the sleeve pipe is pour in newly-increased arm board combination, the compression display stick can slide newly-increased arm board combination relatively, carry out the in-process of counterforce stretch-draw in advance to two relative newly-increased arm board combination reinforcing bars, through the motion of observing the relatively newly-increased arm board combination of flexible volume display stick, conveniently master the stretch-draw process, for the actual settlement volume that records newly-increased arm board combination provides the reference, and record the foundation bearing capacity that newly-increased arm board combination received at counterforce stretch-draw in advance through the conversion.
Optionally, the step S2 includes the following steps: s21: cutting the plain concrete cushion layer at the edge of the original foundation to enable the tangent plane of the plain concrete cushion layer of the original foundation to be flush with the vertical side face of the original foundation; s22: repairing the cutting stubbles on the section of the original foundation cushion layer to ensure that the surface of the cutting stubbles is smooth and flat; s23: tightly attaching to the vertical side surface of the edge of the original foundation, and paving the vertical isolation plate, wherein the bottom elevation of the vertical isolation plate is flush with the bottom elevation of the original foundation cushion layer; s24: lay and lay in the adjacent all around certain extent of former basis plain concrete basis newly-increased bed course, plain concrete basis newly-increased bed course is the same with former basic plain concrete bed course thickness, and plain concrete basis newly-increased bed course elevation is less than former basic plain concrete bed course.
By adopting the technical scheme, the isolation plate can be tightly attached to the original foundation and the original foundation plain concrete cushion layer, and the phenomenon that a gap exists between the isolation plate and the original foundation plain concrete cushion layer due to cutting of the section of the original foundation cushion layer is avoided as much as possible, so that the quality of the newly added arm plate combination is influenced when the newly added arm plate combination is poured; meanwhile, the partition plate covers the cutting surface of the original foundation plain concrete cushion layer, the original foundation cushion layer is protected when the newly-added arm plate combined cushion layer is laid, the foundation soil bearing layer below the original foundation plain concrete cushion layer is not disturbed easily, and the foundation soil bearing layer is prevented from being loosened as much as possible.
Optionally, in the step S4, the isolation plate is made of wood or other hard materials, and before the newly added arm plate combination is poured in the step S4, a plastic film is laid on the isolation plate and the newly added cushion layer of the plain concrete foundation; an avoidance space is arranged between the internal corner inclined plate and the newly added arm plate combination.
Further, the S5 step includes the steps of: s51: removing all the isolation plates after the newly added arm plate combination and the column reinforced concrete sleeve are fully solidified; s52: moving the newly added arm plate combination to enable the newly added arm plate combination to be turned into the outer turning space around the steel bar in the direction far away from the original foundation, and taking out the isolation plate; s53: and (4) overturning the newly added arm plate combination to the original position, wherein the newly added arm plate combination and the original foundation form the inner overturning space at the position of the isolation plate taken out.
By adopting the technical scheme, the isolating plate made of wood or other hard materials plays a role in isolating the newly-added arm plate combination from the original foundation in the process of pouring the newly-added arm plate combination; after the newly added arm plate combination is formed, the arrangement of the outward turning space between the internal corner inclined plate and the newly added arm plate combination is convenient for turning up the newly added arm plate combination and taking out the isolation plate; the plastic film laid on the newly-added cushion layers of the partition board and the plain concrete foundation prevents the newly-added arm board combination from being adhered to the newly-added cushion layers of the partition board or the plain concrete foundation.
Optionally, the newly added arm plate assembly comprises a supporting arm plate with one end connected with the external corner embedded abutting steel plate and a newly added foundation plate connected with the other end of the supporting arm plate, and the newly added foundation plate is placed on the newly added plain concrete foundation cushion; wherein the two opposite newly added foundation plates form a first tensioning combination plate, and the other two opposite newly added foundation plates form a second tensioning combination plate; in the process of pouring the newly added arm plate combination in the step S4: reserving a through hole and two anchoring holes which are vertical to the through hole at the same time on one side of each newly added foundation plate close to the original foundation; the through hole is horizontally arranged and is parallel to a vertical section plane on one side of the original foundation close to the newly-added foundation plate, and the two anchoring holes are positioned at two ends of the through hole; in the first tensioning combination plate, the straight line in the axial direction of the through hole in one newly added foundation plate is in the same elevation with the straight line in the axial direction of the two anchoring holes in the two newly added foundation plates in the second tensioning combination plate; the straight line of the axial direction of the through hole in the other newly added foundation plate in the first tensioning combination plate and the straight line of the axial direction of the other two anchoring holes in the second tensioning combination plate are at the same elevation and collinear; in the second tensioning combination plate, the straight line of the axial direction of the through hole in one newly added base plate is collinear with the straight line of the axial direction of the two anchoring holes on the two newly added base plates in the first tensioning combination plate, and the straight line of the axial direction of the through hole in the other newly added base plate is collinear with the straight line of the same elevation of the axial direction of the other two anchoring holes in the second tensioning combination plate; meanwhile, two pairs of through holes which penetrate through the two tensioning combination plates and are vertical to each other and crossed are close in elevation but staggered with each other, and holes are completely avoided.
Further, the S6 step includes the steps of:
s61: a predetermined total tension; s62: two beams of tensioning steel bars penetrate through two anchoring holes of one newly-added foundation plate of the first tensioning combination plate, respectively pass through holes of two newly-added foundation plates of the two second tensioning combination plates, and respectively penetrate out of two anchoring holes of the other newly-added foundation plate of the first tensioning combination plate;
s63: two bundles of tensioning reinforcing steel bars penetrate through two anchoring holes of one newly-added foundation plate of the second tensioning combination plate, pass through holes of two newly-added foundation plates of the two first tensioning combination plates respectively and then penetrate out of two anchoring holes of the other newly-added foundation plate of the second tensioning combination plate respectively;
s64: the four bundles of tensioning steel bars in the first tensioning combination plate and the second tensioning combination plate are tensioned in a pre-counterforce mode, so that the two newly-added base plates which are opposite to each other are close to each other; the tension force is based on the total tension force predetermined in the step S61.
By adopting the technical scheme, each bundle of steel bars simultaneously penetrates through the three newly-added foundation plates, and two bundles of tensioning steel bars which are intersected in the two tensioning combination plates are different in elevation and mutually avoided, so that the four bundles of tensioning steel bars are not influenced mutually in the process of performing pre-reaction tensioning on the two groups of tensioning combination plates; the two opposite newly-added foundation plates are tensioned in a pre-counterforce mode through tensioning steel bars, the lower ends of the four newly-added foundation plates are gathered together and sink at the same time, and the bottom of the four newly-added foundation plates presses foundation soil downwards; under the condition that the upper load is not changed, the newly added arm plate combination increases the obtained foundation counter force, namely, the load of the original foundation is shared and reduced; under the condition that a new load is added at the upper part, the original and newly added arm plate combinations are commonly borne, and the counter force of each base is still uniform and reasonable; simultaneously the reaction reinforcing bar in advance is located former basis outside, compares in wearing to establish the difficult bulk strength that influences former basis in former basis with the reaction reinforcing bar in advance.
Optionally, the step of predetermining the total tension in step S61 includes:
s611: calculating the theoretical value N of the total tension force required by the tension composition board where the newly added foundation board (41) is located fp The calculation method comprises the following steps:
wherein, f a : the modified characteristic value of the bearing capacity of the foundation;
α: the plane included angle between the boundary between two adjacent slopes of the original foundation (a) and the perpendicular line of the side edge of the newly added foundation plate (41); l is 0 : the horizontal vertical distance from the intersection point of two adjacent slope boundary lines of the original foundation (a) close to the extension line of the building column (b) to the side face of one side of the building column (b) close to the newly added foundation plate (41); l is 1 : two adjacent slope boundary lines of former basis (a) are close to the plane perpendicular distance of one side edge of this newly-increased foundatin plate (41) to former basis (a) to the intersection point that is close to building post (b) direction extension line: l is 2 : the vertical distance from the intersection point of two adjacent slope boundary lines of the original foundation (a) close to the extension line of the building column (b) to the plane of one side edge of the newly-added foundation plate (41) far away from the original foundation (a); h: tensioning the vertical distance from the reinforcing steel bar (5) to the steel bar (433); s612: calculating the foundation unilateral bearing capacity increment of one newly-added foundation plate (41), wherein the calculation method comprises the following steps:
s613: and (3) calculating the actual tension operation value of the single bundle of steel bars in a through long hole in which the direction of the tension composition plate is positioned by considering the friction force of the superposed foundation soil:
wherein: mu is the coefficient of soil friction.
Optionally, determining to finish the tensioning of the newly added foundation slab steel bars, and controlling the final settlement amount of the newly added foundation slab steel bars; determining the relation between the total absolute settlement value S and the increment of the bearing capacity of the single side of the foundation by a common soil mechanics method according to the geometric planar shape of the newly added foundation plate and the compression modulus of the foundation soil; determining the final settlement S required by construction according to the single-side bearing capacity increment required by the engineering c (ii) a In the construction, the absolute settlement value of the newly added base plate is mainly observed, and the change of the compression amount display rod (d) is used as a reference. And when the calculated numerical value of the increment delta F of the bearing capacity of the single side of the foundation cannot meet the engineering requirement corresponding to a certain geometric dimension, the dimension of the newly added foundation plate is increased to carry out trial calculation again.
Each part of the newly added basic integral component should use the computer finite element method technology to calculate stress and reinforce bars according to the existing national standard. The component itself may be computationally designed independently of the prestressing technique.
The setting mode of the pre-reaction reinforcing steel bar and the stretching, anchoring and rust prevention can adopt common pre-stress technology and equipment, adopt post-tensioning construction of the pre-stress technology and calculate the tension loss of the reinforcing steel bar by referring to the pre-stress technology. And grouting in the pore and the vertical isolation joint after tensioning.
Drawings
FIG. 1 is a schematic diagram of the original basic structure.
Fig. 2 is a schematic structural view of a longitudinal section of a slope-shaped independent foundation after newly added arm plates are poured and combined in the implementation method for adding four sides of the slope-shaped independent foundation.
Fig. 3 is a partial enlarged view of a part a of the method for building the four sides of the slope-shaped independent foundation.
Fig. 4 is a schematic top-view structure diagram of a newly added arm plate combination poured in the implementation method for adding four sides of the slope-shaped independent foundation.
Fig. 5 is a schematic structural diagram of a state when the partition plate is removed in the implementation method for building the four sides of the slope-shaped independent foundation.
Fig. 6 is a schematic plan view of parameters determined in the process of presetting the total tension value in the implementation method of the slope-shaped independent foundation four-side addition.
FIG. 7 is a schematic diagram of a three-dimensional calculation of pre-reaction tensioning of a newly added foundation slab in an implementation method of the slope-shaped independent foundation four-side additional building; and the lower right corner of the steel bar tensioning device provides the geometric relationship of two displacement components of the anchoring position of the tensioned steel bar along the steel bar tensioning direction and the vertical direction.
Fig. 8 is a schematic diagram of spatial calculation for analyzing external force load and internal force of a general newly added arm plate combination in an implementation method for building four sides of a slope-shaped independent foundation according to the present application, and the schematic diagram is used for reinforcement and construction diagram design.
Fig. 9 is a schematic view of a partial matching structure at the position of a steel bar in a second embodiment in an implementation method for building four sides of a slope-shaped independent foundation according to the application.
Description of the reference numerals: a. original foundation; a1, a slope surface; a2, a vertical section; a3, inward turning space; b. a building column; b1, reinforcing a concrete sleeve by the column; b2, embedding an abutting steel plate at the internal corner; b21, a vertical internal corner plate; b22, a reentrant corner sloping plate; c. original basic plain concrete cushion layer; d. a compression amount display bar; 1. an oblique separator plate; 2. erecting a partition board; 3. newly adding a cushion layer on the plain concrete foundation; 4. newly adding an arm plate combination; 41. newly adding a foundation plate; 411. a through hole; 412. an anchoring hole; 413. a sleeve; 42. a support arm plate; 43. embedding an abutting steel plate at an external corner; 431. an external corner vertical plate; 432. an external corner panel; 433. a steel bar; 44. turning the space outwards; 5. stretching the reinforcing steel bars; 6. a first drawing composition board; 7. and a second tensioned composite panel.
Detailed Description
The present application is described in further detail below with reference to the attached drawings.
Referring to fig. 1, an original foundation a is a square slope-shaped independent foundation, four isosceles trapezoid-shaped slope surfaces a1 are arranged at the top of the slope-shaped independent foundation, and a vertical section a2 with the height of 30cm is arranged from the bottom of the foundation to the bottom of a slope surface; the cross section of the building column b is square, and the building column b is integrally poured at the top end of the original foundation a and is positioned among the four slope surfaces a 1; an original foundation plain concrete cushion layer c is laid at the bottom of the original foundation a, and the peripheral side edge of the original foundation plain concrete cushion layer c exceeds the vertical section a2 of the original foundation a.
The embodiment of the application discloses an implementation method for building four sides of a slope-shaped independent foundation.
Example 1
Referring to fig. 1 and 2, the construction method for building four sides of the slope-shaped independent foundation comprises the following steps: the early preparation work, specifically, the middle part of one end of each slope surface a1 close to the vertical section a2 is provided with a hole, a compression amount display rod d is implanted in the hole perpendicular to the slope surface a1 by using a bar planting technology, and the compression amount display rod d is a section of straight steel bar. Cutting the original foundation plain concrete cushion layer c at the edge of the original foundation a to enable the section of the original foundation plain concrete cushion layer c of the original foundation a to be flush with the vertical side surface of the original foundation a, and enabling the surface of the cut section of the original foundation a cushion layer to be smooth and flat; removing the floating soil on the surface of the foundation within the thickness range of the peripheral vertical isolation plates of the original foundation a to ensure that the foundation elevation in the range is the same as the bottom elevation of the original foundation plain concrete cushion layer c; referring to fig. 1 and 2, a wooden partition board is laid on an original foundation a, the partition board is divided into four inclined partition boards 1 which are respectively and completely covered on four slope surfaces a1 of the original foundation a and four vertical partition boards 2 which are completely covered on four vertical sections a2 of the original foundation a, a through hole for a compression amount display rod d to freely penetrate is formed in the position where the compression amount fixing rod is arranged on the inclined partition board 1, and the bottom elevation of the vertical partition board 2 is flush with the bottom elevation of a plain concrete cushion layer cut by the original foundation a; and (3) cleaning the floating soil in a certain range around the just-installed vertical isolation plate and exposing undisturbed old soil to enable the floating soil to be lower than the bottom elevation of the original foundation plain concrete cushion layer c, paving and pouring the plain concrete new foundation cushion layer 3 on the surface of the new foundation cushion layer 3, wherein the thickness of the plain concrete new foundation cushion layer 3 is the same as that of the original foundation plain concrete cushion layer c.
In the construction process, as personnel walk and equipment vibrate, the foundation soil on the surface of the foundation around the original foundation a is easily disturbed, and the bearing capacity stability of the disturbed foundation soil are reduced, so that the new plain concrete foundation cushion layer 3 is laid below the original foundation soil, the disturbed foundation soil above the original foundation is removed, the new plain concrete foundation cushion layer 3 is laid on undisturbed old soil, and the bearing stability of the new plain concrete foundation cushion layer 3 is improved.
Referring to fig. 2 and 3, a column reinforcing concrete sleeve b1 is poured on the foundation column, specifically, on each side surface of the building column b above a certain height position above the original foundation a, an original concrete surface protection layer of the building column b is chiseled off, so that the surface of the building column b is rough; installing an internal corner embedded abutting steel plate b2 on the building column b, wherein the internal corner embedded abutting steel plate b2 comprises an internal corner vertical plate b21 and an internal corner inclined plate b22 which are welded and fixed with each other, wherein short steel bars capable of being implanted into the building column b are welded on one side of the vertical plate, steel bar hooks capable of being embedded into concrete are welded on the top surface of the internal corner inclined plate b22, and the vertical plate is attached to the side wall of the building column b and fixed on the building column b through the short steel bars; one end of the internal corner sloping plate b22 far away from the internal corner vertical plate b21 inclines towards the direction far away from the original foundation a; the internal corner sloping plate b22 is used as a template bottom plate, reinforcing steel bars are installed on a formwork above the internal corner sloping plate b22, a column reinforcing concrete sleeve b1 is poured and fixed with the building column b, and the rough surface of the building column b increases the stability of connection and matching of the column reinforcing concrete sleeve b1 and the building column b; reentrant corner swash plate b22 keeps away from the steel bar hook that sets up on one side surface of former basis a and reentrant corner swash plate b22 and buries underground in post reinforcement concrete cover b1, and reentrant corner pre-buried butt steel sheet b2 forms a reentrant corner in reentrant corner swash plate b22 and reentrant corner riser b21 junction, and reentrant corner opening direction orientation is kept away from the direction of post reinforcement concrete cover b 1.
Referring to fig. 1 and 2, a sleeve 413 is sleeved on the compression amount display rod d, the sleeve is a steel pipe with the inner diameter of the section larger than that of the compression amount display rod d, foam plastic is filled between the sleeve and the compression amount display rod d, so that the sleeve and the compression amount display rod d are coaxially arranged, and the sleeve can freely slide along the rod after being demoulded; paving a plastic film on the partition board and the plain concrete foundation newly-increased cushion layer 3, taking the partition board and the plain concrete foundation newly-increased cushion layer 3 as templates, installing reinforcing steel bars on the partition board and the plain concrete foundation newly-increased cushion layer 3, and pouring four unconnected newly-increased arm plate combinations 4; the newly added arm plate combination 4 comprises a newly added foundation plate 41 arranged above the newly added cushion layer 3 of the plain concrete foundation and a supporting arm plate 42 which covers the slope surface a1 of the original foundation a and is integrally poured with the newly added foundation plate 41, and the sleeve is poured and fixed in the supporting arm plate 42; each supporting arm plate 42 covers the whole area of the slope surface at one side of the original foundation a, the supporting arm plates 42 are shaped like isosceles trapezoids with the width gradually increasing towards the bottom direction of the slope surface a1 along the top of the slope surface a1 of the original foundation a, and the lower ends of the supporting arm plates 42 partially cover the newly added foundation plates 41 connected with the supporting arm plates.
Referring to fig. 2 and 3, when the newly-added arm plate combination 4 is poured, an external corner pre-buried abutting steel plate 43 is pre-buried at one end of a building column b close to a supporting arm plate 42, the external corner pre-buried abutting steel plate 43 comprises an external corner vertical plate 431, an external corner flat plate 432 and a steel bar 433 which are welded mutually, wherein a steel bar hook capable of being buried in the supporting arm plate 42 is welded on each of the external corner vertical plate 431 and the external corner flat plate 432, the external corner vertical plate 431 and the external corner flat plate 432 are perpendicular to each other, the external corner vertical plate 431 and the external corner flat plate 432 are fixedly poured in the supporting arm plate 42, the external corner vertical plate 431 is vertically arranged and adjacent to the building column b and keeps a certain distance, one side surface of the external corner flat plate 432 far away from an original foundation a is positioned at the top of the supporting arm plate 42, the external corner pre-buried abutting steel plate 43 forms an external corner at the joint of the external corner vertical plate 431 and the external corner flat plate 432, the steel bar 433 is fixedly welded at the external corner, the external corner vertical plate 431 and the external corner flat plate 432 is welded at the external corner, the intersection line of the external corner vertical plate 431 and the external corner 431 is parallel to the steel bar 433, the intersection line of the external corner 433, the circle center of the external corner steel bar 433 is in the extended section, and the external corner flat plate 433, and the external corner steel bar 433 are in the opposite direction, and the embedded steel plate 431 have opposite sections, and the embedded steel bar sections 431 are in the same plane 431; an outer overturning space 44 is formed between one end, close to the column reinforcing concrete sleeve b1, of the supporting arm plate 42 and the internal corner sloping plate b22, and the steel bar 433 is pressed in the internal corner of the internal corner embedded abutting steel plate b2 in a propping mode and forms compression-resistant hinged connection with the internal corner embedded abutting steel plate b 2.
Referring to fig. 2 and 4, when the new arm plate assembly 4 is poured, a through hole 411 and two anchoring holes 412 horizontally penetrating through the new base plate 41 are reserved in the new base plate 41. In the same newly-added base plate 41, two anchoring holes 412 are arranged in parallel, a through hole 411 is perpendicular to the anchoring holes 412, the elevations of the two anchoring holes 412 are the same, and the elevations of the through hole 411 and the anchoring holes 412 are different, so that the two anchoring holes 412 and the through hole 411 in one newly-added base plate 41 are not communicated with each other; in the four newly added arm plate combinations 4, two newly added base plates 41 opposite to each other form a first tension combination plate 6, and the other two newly added base plates 41 opposite to each other form a second tension combination plate 7.
In the first tensioning combination board 6, the straight line of the axial direction of the through hole 411 in one of the newly added base boards 41 is collinear with the straight lines of the axial directions of the two anchoring holes 412 respectively located on the two newly added base boards 41 in the second tensioning combination board 7; the straight line of the axial direction of the through hole 411 in the other newly added foundation plate 41 in the first tensioned composite slab 6 is collinear with the straight line of the axial direction of the other two anchoring holes 412 in the second tensioned composite slab 7.
In the second tensioning composition board 7, the straight line of the axial direction of the through hole 411 in one of the newly added foundation boards 41 is collinear with the straight lines of the axial directions of the two anchoring holes 412 respectively located on the two newly added foundation boards 41 in the first tensioning composition board 6; the straight line of the axial direction of the through hole 411 in the other newly added foundation plate 41 in the second tension combination plate 7 is collinear with the straight line of the axial direction of the other two anchoring holes 412 in the first tension combination plate 6.
Meanwhile, two pairs of through holes which penetrate through the two tensioning combination plates and are vertical to each other and crossed have similar elevation but are staggered with each other, and the holes are completely avoided.
Mortar injection holes with the diameter of 60 and the interval of about 250 are arranged above the vertical isolation plate 2 along the strip-shaped position on the support arm plate a2. Above the sloped surface a1, the pour holes in the support wall are arranged in a planar, bi-directional spacing 250. The distance from the pouring hole to the edge of the supporting wall plate is not less than 200.
Referring to fig. 2 and 5, after the newly added arm plate combination 4 and the column reinforced concrete sleeve b1 are fully solidified, the template on the newly added cushion layer 3 of the plain concrete foundation is detached, the top of the support arm plate 42 in the newly added arm plate combination 4 is moved, the newly added arm plate combination 4 is turned in the direction far away from the original foundation a by taking the contact line of the bottom edge of the outer side of the newly added foundation plate 41 and the cushion layer as the axis, and all the isolation plates are taken out; the arrangement of the outer turning space 44 plays a role of avoiding the steel bar 433 in the turning process of the newly added arm plate combination 4; and because before pouring newly-increased arm plate combination 4, laid plastic film on the division board for newly-increased arm plate combination 4 and division board adhesion each other, conveniently take off the division board.
After the partition board is taken down, the newly added arm board combination 4 is turned to the original position, and an inner turning space a3 for turning the newly added arm board combination 4 is formed at the position of the removed partition board between the newly added arm board combination 4 and the original foundation a; promote newly-increased arm plate combination 4 to the direction that is close to former basic a for the reentrant corner department of rod iron 433 butt at the pre-buried butt steel sheet b2 of reentrant corner, and constitute resistance to compression articulated connection with the pre-buried butt steel sheet b2 of reentrant corner, reentrant corner swash plate b22 restriction rod iron 433 upward movement and the axial force of newly-increased arm plate combination of transmission in the pre-buried butt steel sheet b2 of reentrant corner.
Referring to fig. 6 and 7, a theoretical value N of the predetermined total tension is calculated fp According to the following formula:
wherein f is a : the modified characteristic value of the bearing capacity of the foundation; α: a plane included angle between a boundary between two adjacent slopes of the original foundation a and a perpendicular line of the side edge of the newly added foundation plate 41; l is a radical of an alcohol 0 : the horizontal vertical distance from the intersection point of the two adjacent slope boundary lines of the original foundation a close to the extension lines of the building column b to the side face of the building column b close to one side of the newly added foundation plate 41;
L 1 : the vertical distance from the intersection point of the two adjacent slope boundary lines of the original foundation a close to the extension lines of the building column b to the plane of one side edge of the original foundation a close to the newly added foundation plate 41;
L 2 : the vertical distance from the intersection point of two adjacent slope boundary lines of the original foundation a close to the extension lines of the building column b to the plane of the edge of one side, far away from the original foundation a, of the newly added foundation plate 41;
h: the vertical distance of the tensioned steel bar 5 to the steel bar 433.
Referring to fig. 2, 4 and 7, two bundles of tension steel bars 5 respectively penetrate through two anchoring holes 412 of one newly added foundation plate 41 in the first tension composition plate 6 and penetrate out from two anchoring holes 412 of the other newly added foundation plate 41 in the first tension composition plate 6 through two through holes 411 in the second tension composition plate 7; the other two bundles of tensioning reinforcing steel bars 5 respectively penetrate through the two anchoring holes 412 of one newly added foundation slab 41 in the second tensioning combination slab 7 and penetrate out of the two anchoring holes 412 of the other newly added foundation slab 41 in the second tensioning combination slab 7 through the two through holes 411 in the first tensioning combination slab 6; the four bundles of the tensioning steel bars 5 are arranged in a staggered manner in a shape like a Chinese character 'jing', and the four bundles of the tensioning steel bars 5 in the first tensioning combination plate 6 and the second tensioning combination plate 7 are symmetrically arranged relative to the original foundation a.
Because the steel bars 433 in four directions abut against the corresponding internal corners, the internal corner embedded abutting steel plates b2 limit the newly added arm plate combination 4 to move upwards and towards the direction close to the center of the original foundation a. By performing pre-reaction force tensioning operation on the four bundles of tensioning steel bars 5, two pairs of newly added foundation plates 41 which are oppositely arranged in the first tensioning combination plate 6 and the second tensioning combination plate 7 rotate to approach each other by taking the corresponding steel bars 433 as rotation axes; the newly added foundation plate 41 is settled and applies pressure to the newly added cushion layer 3 of the plain concrete foundation, the newly added cushion layer 3 of the plain concrete foundation applies pressure downwards to the foundation, the foundation provides upward foundation counter force to the newly added arm plate combination 4 through the newly added cushion layer 3 of the plain concrete foundation, the foundation counter force transmitted by the newly added arm plate combination 4 is transmitted to the building column b through the steel bar 433, the bearing area of the original foundation a is increased, meanwhile, the bearing effect is achieved on the building column b connected with the original foundation a, and therefore partial bearing capacity is shared for the original foundation a.
Referring to fig. 6 and 7, when the pre-reaction force tensioning operation is performed on the two newly added foundation slabs 41 opposite to each other, the theoretical value N of the total tensioning force calculated according to the above calculation is gradually applied to each bundle of tensioning steel bars 5 at the same time fp The tension force of half, the absolute settlement volume of newly-increased foundatin plate is mainly observed at the in-process of tensioning to consult and observe the compression volume and show stick d, judge the degree that plain concrete basis newly-increased bed course 3 subsides, when plain concrete basis newly-increased bed course 3 takes place to subside, then need consider newly-increased foundatin plate 41 and plain concrete basis newly-increased bed course 3, to the frictional force between the foundation soil, need adjust the tension force:
calculating the increment delta F of the bearing capacity of the single side of the foundation of one newly added foundation plate 41, wherein the calculation method comprises the following steps (all parameters have the same meanings as above):
the theoretical value N of the total tensile force required by the two newly added base plates 41 opposite to each other fp The calculation formula is as follows:
and (3) calculating the actual tension operation value of the single bundle of steel bars in a through long hole in which the direction of the tension composition plate is positioned by considering the friction force of the superposed foundation soil:
where μ is the coefficient of friction of the soil.
In the tensioning of the pre-reaction reinforcing steel bar, in the design stage of the implementation process, the change of the relative position of each part caused by each stage of pre-reaction application is simulated and predicted through a geometric relationship, so that each position of the pre-reaction reinforcing steel bar has enough mutual avoidance space in the reserved hole channel in each tensioning stage, the positions and the sizes of the sections of the reserved hole channel in two directions are designed according to the mutual avoidance space, and the thickness of all partition plates is determined, so that the newly added arm plate combination has enough deformation space after the partition plates are removed.
Determining to finish the tensioning of the steel bars of the newly added foundation plate 41, wherein the final settlement of the newly added foundation plate 41 is controlled; determining the relation between the total absolute settlement value and the increment of the bearing capacity of the single side of the foundation by a common soil mechanics method according to the geometric plane shape of the newly added foundation plate 41 and the compression modulus of the foundation soil; determining the final settlement required by construction according to the single-side bearing capacity increment required by the engineering; in the construction, the absolute settlement value of the newly added foundation plate 41 is mainly observed, and the change of the compression display rod d is used as a reference.
Referring to fig. 2 and 4, the thickness of the supporting arm plate 42 is gradually reduced towards the bottom of the inclined slope surface a1 along the top of the slope surface a1 of the original foundation a, so that in the process of tensioning the newly added foundation plate 41, the internal force applied to each position of the supporting arm plate 42 is balanced, and when the newly added arm plate is not easily damaged, the pouring material of the supporting arm plate 42 is saved.
Referring to fig. 3 and 5, after the pre-reaction force is completed and the tensioning operation is performed, cement mortar is poured into the inward turning space a3 from the pouring hole, and the inward turning space a3 is filled; erecting a formwork and installing reinforcing steel bars in the outer turnover space 44, and filling the outer turnover space 44; therefore, the newly added arm plate combination 4 is connected with the original foundation a and the building column b, and the overall connection stability is improved.
Example 2
Referring to fig. 2 and 9, the present embodiment is different from embodiment 1 in that the isolation plate is a compressible flexible plate with a low elastic modulus, in the present embodiment, the isolation plate is a foam plate, and the internal corner sloping plate b22 is horizontally disposed; because the division plate is a flexible plate, after the newly-added arm plate combination 4 and the column reinforced concrete sleeve b1 are fully solidified, the division plate does not need to be detached by turning the newly-added arm plate combination 4, and therefore the horizontally-arranged internal corner inclined plate b22 can better limit the steel bar 433; after the pre-reaction force tensioning operation of the two opposite newly-added foundation plates 41 is completed, only cement mortar is filled in the gap between the internal corner inclined plate b22 and the newly-added arm plate combination 4.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (8)
1. An implementation method for building four sides of a slope-shaped independent foundation is structurally characterized in that: the original foundation and the post-construction part are symmetrical structures with two plane symmetry axes which are perpendicular to each other, and the construction process comprises the following steps: s1: paving isolation plates on the surface of an original foundation (a), wherein the isolation plates comprise inclined isolation plates (1) positioned on four slope surfaces at the top of the original foundation (a) and vertical isolation plates (2) positioned on four side edges of the original foundation (a); s2: laying a new plain concrete foundation cushion layer (3) around the original foundation (a); s3: each side surface of a building column (b) above an original foundation (a) is provided with an internal corner embedded abutting steel plate (b 2), and the internal corner embedded abutting steel plate (b 2) comprises an internal corner vertical plate (b 21) and an internal corner inclined plate (b 22) which are welded and fixed with each other; the adjacent two internal corner vertical plates (b 21) are connected with each other in an end-to-end welding mode at the corners of the building columns (b), and the adjacent two internal corner inclined plates (b 22) are connected with each other in an end-to-end welding mode at the corners of the building columns (b); the internal corner vertical plate (b 21) is fixedly arranged on the building column (b) by being attached to the side surface of the building column (b); a column reinforcing concrete sleeve (b 1) is attached to the side edge of the building column (b) around the building column (b) above the internal corner sloping plate (b 22), and one side, close to the column reinforcing concrete sleeve (b 1), of the internal corner sloping plate (b 22) is embedded in the column reinforcing concrete sleeve (b 1); the internal corner pre-buried abutting steel plate (b 2) forms an internal corner at the joint of the inclined plate and the vertical plate, and the opening direction of the internal corner faces to the direction far away from the column reinforced concrete sleeve (b 1); s4: the inclined isolation plates (1), the vertical isolation plates (2) and the newly-added plain concrete foundation cushion layer (3) are taken as templates, four newly-added arm plate combinations (4) are poured on the isolation plates and the newly-added plain concrete foundation cushion layer (3), and gaps are formed between adjacent slope surface boundary lines on the top of the original foundation (a) and the extension lines of the adjacent slope surface boundary lines by every two adjacent newly-added arm plate combinations (4); an external corner embedded abutting steel plate (43) is fixedly embedded in the top end of the newly added arm plate combination (4), and the external corner embedded abutting steel plate (43) comprises an external corner vertical plate (431), an external corner flat plate (432) and a steel bar (433); a gap is reserved between the external corner vertical plate (431) and the side surface of the column, the top edge of the external corner vertical plate (431) and one side of the external corner flat plate (432) are fixedly welded, an external corner is formed at the joint of the external corner vertical plate (431) and the external corner flat plate (432), and the steel bar (433) is fixedly welded at the external corner; the center of a section of the steel bar (433) is on an angular bisector reverse extension line of a crossing angle of the external corner vertical plate (431) and the external corner flat plate (432); the steel bar (433) is pressed in the internal corner of the internal corner embedded butt steel plate (b 2) in a propping mode and forms compression-resistant hinged connection with the internal corner embedded butt steel plate (b 2); the newly added arm plate combination (4) comprises a supporting arm plate (42) and a newly added base plate (41), wherein one end of the supporting arm plate (42) is connected with the external corner embedded abutting steel plate (43), the newly added base plate (41) is connected with the other end of the supporting arm plate (42), and the plane of the newly added base plate (41) is trapezoidal and is arranged on the newly added base cushion layer (3) of the plain concrete foundation; wherein the two opposite newly-added foundation plates (41) form a first tensioning combination plate (6), and the other two opposite newly-added foundation plates (41) form a second tensioning combination plate (7); reserving a through hole (411) and two anchoring holes (412) which are perpendicular to the through hole (411) at the same time on one side, close to the original foundation (a), of each newly added foundation plate (41); the through hole (411) is horizontally arranged and parallel to a vertical section plane on one side of the original foundation (a) close to the newly-added foundation plate (41), and the two anchoring holes (412) are positioned at two ends of the through hole (411); in the first tensioning combination plate (6), the straight line of the axial direction of the through hole (411) in one newly-added base plate (41) is in the same elevation with the straight line of the axial direction of the two anchoring holes (412) respectively positioned on the two newly-added base plates (41) in the second tensioning combination plate (7); the straight line of the axial direction of the through hole (411) in the other newly-added foundation plate (41) in the first stretching combination plate (6) is at the same level and collinear with the straight line of the axial directions of the other two anchoring holes (412) in the second stretching combination plate (7); in the second tensioning combination plate (7), the straight line where the axial directions of the through holes (411) in one newly-added foundation plate (41) are located is collinear with the straight line where the axial directions of the two anchoring holes (412) in the two newly-added foundation plates (41) in the first tensioning combination plate (6) are located respectively at the same elevation, and the straight line where the axial directions of the through holes (411) in the other newly-added foundation plate (41) in the second tensioning combination plate (7) are collinear with the straight line where the axial directions of the other two anchoring holes (412) in the second tensioning combination plate (7) are located at the same elevation; meanwhile, two pairs of through holes which penetrate through the two tensioning combination plates and are vertical to each other and crossed have similar elevation but are staggered with each other, and the holes are completely avoided. S5: after the newly added arm plate combination (4) is fully solidified, detaching the inclined isolation plate (1) and the vertical isolation plate (2), and reserving an inner overturning space (a 3) between the newly added arm plate combination (4) and the original foundation (a) for the newly added arm plate combination (4) to be folded and overturned around the steel bar (433); s6: for the two pairs of newly-added arm plate combinations which are respectively arranged oppositely, two bundles of tensioning steel bars (5) are respectively penetrated between each pair of newly-added arm plate combinations (4), two ends of each bundle of tensioning steel bars (5) are respectively connected with the newly-added arm plate combination (4) which respectively corresponds to the two bundles of tensioning steel bars in two directions in the two pairs of newly-added arm plate combinations (4), and simultaneously, pre-counter force tensioning is respectively carried out on the four bundles of tensioning steel bars (5) in two directions in the two pairs of newly-added arm plate combinations (4), so that the two pairs of newly-added arm plate combinations (4) which respectively correspond to each other rotate in the directions which are close to each other by taking the respective steel bars (433) as turnover axes, and the newly-added foundation plate (41) is settled downwards; s7: filling gaps between the original foundation (a) and the four newly added arm plate combinations (4) and gaps between the four newly added arm plate combinations (4); and (3) installing reinforcing steel bars at the gap between the internal corner embedded abutting steel plate (b 2) and the external corner embedded abutting steel plate (43), and pouring concrete.
2. The implementation method of the four-side additional building of the slope-shaped independent foundation according to claim 1, is characterized in that: in the step S1, the inclined isolation plate (1) completely covers each side of the original foundation (a) corresponding to the slope, a compression amount display rod (d) perpendicular to the slope surface is fixedly installed in the middle of the lower edge of each slope surface of the original foundation (a), a round hole for the compression amount display rod (d) to be smoothly sleeved and separated is formed in the position of the compression amount display rod (d) of the inclined isolation plate (1), and a sleeve (413) which can freely slide along the compression amount display rod (d) and is poured into concrete of the newly added arm plate combination (4) is sleeved on the outer surface of the compression amount display rod (d).
3. The implementation method of the four-side additional building of the slope-shaped independent foundation according to claim 2, is characterized in that: the step S2 comprises the following steps: s21: cutting the plain concrete cushion layer at the peripheral edge of the original foundation (a) to enable the plain concrete cushion layer section of the original foundation (a) to be flush with the vertical side face of the original foundation (a); s22: repairing the cutting stubbles on the cushion layer section of the original foundation (a) to ensure that the surface of the cutting stubbles is smooth and flat; s23: tightly attaching to the vertical side face of the edge of the original foundation (a), laying the vertical isolation plate (2), wherein the elevation of the bottom of the vertical isolation plate (2) is flush with the elevation of the bottom surface of the cushion layer of the original foundation (a); s24: lay with adjacent all around certain extent of former basis (a) plain concrete basis newly-increased bed course (3), plain concrete basis newly-increased bed course (3) are the same with former basic plain concrete bed course thickness, and plain concrete basis newly-increased bed course (3) top elevation is less than former basic plain concrete bed course top elevation.
4. The implementation method of the four-side additional building of the slope-shaped independent foundation according to claim 1, is characterized in that: in the step S4, the isolation plate is made of wood or other hard materials, and before the newly-added arm plate combination (4) is poured in the step S4, plastic films are laid on the inclined isolation plate (1), the vertical isolation plate (2) and the newly-added plain concrete foundation cushion layer (3); an outer overturning space (44) for overturning the newly added arm plate combination (4) is arranged between the internal corner inclined plate (b 22) and the newly added arm plate combination (4).
5. The implementation method of the four-side additional building of the slope-shaped independent foundation according to claim 4, is characterized in that: the step S5 comprises the following steps: s51: after the newly added arm plate combination (4) and the column reinforced concrete sleeve (b 1) are fully solidified, removing all the isolation plates; s52: moving the top end of the newly added arm plate combination (4), enabling the newly added arm plate combination (4) to turn over in the direction far away from the original foundation (a) through the outer turning space (44) by taking one side edge of the bottom surface of the newly added foundation plate (41) far away from the original foundation (a) as an axis, and taking out the isolation plate; s53: will newly increase arm plate combination (4) upset to the normal position, newly increase between arm plate combination (4) and original basis (a) and being taken out the position of division board forms around S4 interior upset space (a 3) that steel bar (433) fold the upset.
6. The implementation method for adding four sides of the slope-shaped independent foundation according to claim 1, wherein the step S6 comprises the following steps: s61: a predetermined total tension; s62: two bundles of tensioning reinforcing steel bars (5) in the same direction respectively penetrate through two anchoring holes (412) of one newly-added foundation plate (41) in the first tensioning combined plate (6) and penetrate out of two anchoring holes (412) of the other newly-added foundation plate (41) in the first tensioning combined plate (6) through two through holes (411) in the second tensioning combined plate (7); s63: the other two bundles of tensioning steel bars (5) vertical to the two bundles of tensioning steel bars (5) penetrate through two anchoring holes (412) of one newly added foundation plate (41) in the second tensioning combination plate (7) respectively, pass through two through holes (411) in the first tensioning combination plate (6), and penetrate out of two anchoring holes (412) of the other newly added foundation plate (41) in the second tensioning combination plate (7); s64: and tensioning four bundles of tensioning steel bars (5) in the first tensioning combination plate (6) and the second tensioning combination plate (7) by using pre-counterforce to enable two opposite newly-added foundation plates (41) to be close to each other, wherein the tensioning force is based on the total tensioning force preset in the step S61.
7. The implementation method of the four-side additional building of the slope-shaped independent foundation according to claim 6, characterized in that: the step of predetermining the total tension in the step S61 includes: s611: calculating the theoretical value N of the total tension force required by the tension composite board where the newly added foundation board (41) is positioned fp The calculation method comprises the following steps:
wherein, f a : the modified characteristic value of the bearing capacity of the foundation; α: the plane included angle between the boundary between two adjacent slopes of the original foundation (a) and the perpendicular line of the side edge of the newly added foundation plate (41); l is a radical of an alcohol 0 : the horizontal vertical distance from the intersection point of two adjacent slope boundary lines of the original foundation (a) close to the extension line of the building column (b) to the side face of the building column (b) close to one side of the newly added foundation plate (41); l is a radical of an alcohol 1 : the vertical distance from the intersection point of two adjacent slope boundary lines of the original foundation (a) close to the direction extension lines of the building columns (b) to the plane of one side edge of the original foundation (a) close to the newly added foundation plate (41): l is 2 : the vertical distance from the intersection point of two adjacent slope boundary lines of the original foundation (a) close to the extension line of the building column (b) to the plane of one side edge of the newly-added foundation plate (41) far away from the original foundation (a); h: the vertical distance from the steel bar (433) to the steel bar (5) is tensioned; s612: calculating the foundation unilateral bearing capacity increment of one newly-added foundation plate (41), wherein the calculation method comprises the following steps:
s613: and (3) calculating the actual tension operation value of the single bundle of steel bars in the through long pore in which the tension combination slab is positioned in the direction by considering the friction force of the superposed foundation soil:
wherein: mu is the coefficient of soil friction.
8. The implementation method of the four-side additional building of the slope-shaped independent foundation according to claim 6, characterized in that: determining to finish the tensioning of the newly added foundation slab steel bars, and controlling the final settlement amount of the newly added foundation slab steel bars; determining the relation between the total absolute settlement value S and the increment of the bearing capacity of the single side of the foundation by a common soil mechanics method according to the geometric planar shape of the newly added foundation plate and the compression modulus of the foundation soil; determining the final settlement S required by construction according to the single-side bearing capacity increment required by the engineering c (ii) a In the construction, the absolute settlement value of the newly added foundation plate is mainly observed, and the change of the compression display rod (d) is used as a reference.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
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| JP2007211514A (en) * | 2006-02-10 | 2007-08-23 | Shoji Matsuzawa | Method and device for constructing foundation, and anchor bolt support device for construction |
| CN101215840A (en) * | 2007-12-26 | 2008-07-09 | 南京工业大学 | Airplane-type foundation reinforcement given-force construction method |
| CN208363120U (en) * | 2018-06-20 | 2019-01-11 | 郑州市第一建筑工程集团有限公司 | The closed formwork erecting structure in isolated footing |
| CN111270701A (en) * | 2020-02-13 | 2020-06-12 | 青岛理工大学 | Recoverable steel-wood independent foundation and installation method |
| CN113774972A (en) * | 2021-09-28 | 2021-12-10 | 中国矿业大学 | Reinforcing method for overload punching damage of independent foundation under column |
| CN115341596A (en) * | 2022-09-21 | 2022-11-15 | 深圳市清华苑工程结构鉴定有限公司 | Implementation method for bilateral additional construction of slope-shaped independent foundation |
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Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007211514A (en) * | 2006-02-10 | 2007-08-23 | Shoji Matsuzawa | Method and device for constructing foundation, and anchor bolt support device for construction |
| CN101215840A (en) * | 2007-12-26 | 2008-07-09 | 南京工业大学 | Airplane-type foundation reinforcement given-force construction method |
| CN208363120U (en) * | 2018-06-20 | 2019-01-11 | 郑州市第一建筑工程集团有限公司 | The closed formwork erecting structure in isolated footing |
| CN111270701A (en) * | 2020-02-13 | 2020-06-12 | 青岛理工大学 | Recoverable steel-wood independent foundation and installation method |
| CN113774972A (en) * | 2021-09-28 | 2021-12-10 | 中国矿业大学 | Reinforcing method for overload punching damage of independent foundation under column |
| CN115341596A (en) * | 2022-09-21 | 2022-11-15 | 深圳市清华苑工程结构鉴定有限公司 | Implementation method for bilateral additional construction of slope-shaped independent foundation |
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