CN101696577B - Anti-subsidence structure and method for new buildings on deep saturated soft-soil groundwork - Google Patents
Anti-subsidence structure and method for new buildings on deep saturated soft-soil groundwork Download PDFInfo
- Publication number
- CN101696577B CN101696577B CN2009100938783A CN200910093878A CN101696577B CN 101696577 B CN101696577 B CN 101696577B CN 2009100938783 A CN2009100938783 A CN 2009100938783A CN 200910093878 A CN200910093878 A CN 200910093878A CN 101696577 B CN101696577 B CN 101696577B
- Authority
- CN
- China
- Prior art keywords
- hollow thin
- soil
- many lattice
- wall caisson
- lattice hollow
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Foundations (AREA)
Abstract
The invention provides an anti--subsidence structure and a method for new buildings on a deep saturated soft-soil groundwork. The method comprises the following steps of sinking a hollow thin-wall caisson with a plurality of grids during excavation on the deep saturated soft-soil groundwork; casting reinforced concrete sealed bottom plates after the hollow thin-wall caisson with a plurality of grids sank to the designed elevation of the construction, and sealing the bottom of the hollow thin-wall caisson with a plurality of grids; substituting the weight of soil of the same volume with the hollow thin-wall caisson with a plurality of grids to bear the total weight or the partial weight of a building and the hollow thin-wall caisson with a plurality of grids to prevent the subsidence of the building.
Description
Technical field
The present invention relates to a kind of foundation structure and construction method thereof that is built in the anti-depression of newly constructed house below six layers on the deep mud saturated soft soil ground.
Background technology
At present by the sea, the building built on the deep saturated soft soil grounds such as lakeside, river marsh ground has a large capacity and a wide range, but has following problem:
1. if all with very long deep pile foundation, then cost is very high, simultaneously elongated stake in the weak mud of periphery, saturated soft soil medium, shortage restraint forces and easy unstability is very dangerous;
2. if adopt common strip foundation or raft foundation, then can cause a large amount of depressions even inclination, cause very large economy loss, the case history of failure is a lot.
For this reason, the invention provides a kind of new buildings on deep saturated soft-soil groundwork anti-subsidence structure and method, can be used on deep saturated soft soil ground, building the building of the firm anti-depression in basis.
Summary of the invention
At the deficiencies in the prior art, the objective of the invention is to: a kind of new buildings on deep saturated soft-soil groundwork anti-subsidence structure and method are provided, can be used on deep saturated soft soil ground, building the firm building in basis, the problem of the easy depression of building that solves by the sea, builds on the deep saturated soft soil grounds such as lakeside, river marsh ground.
For achieving the above object, the technical solution used in the present invention comprises:
A kind of new buildings on deep saturated soft-soil groundwork anti-subsidence structure, it is characterized in that: inserted at least one many lattice hollow thin-wall caisson on this deep saturated soft soil ground, the bottom of this many lattice hollow thin-wall caisson is sealed with the steel concrete seal base, and steel bar concrete raft plate is done at the top of this many lattice hollow thin-wall caisson, is used for support of buildings; This many lattice hollow thin-wall caisson take up space weight Q, the building weight q of the solid soil body in Central Plains
1And the deadweight q of this many lattice hollow thin-wall caisson
2Between satisfy following relation: Q 〉=q
1+ q
2
Wherein: this many lattice hollow thin-wall caisson has a plurality of wallboards of arranging in length and breadth that are, be respectively arranged with a double tenon groove structure on the opposite flank of any two relative wallboard bottoms, be arranged on that correspondence is formed with the double tenon header structure on the steel concrete seal base between the wallboard.
Wherein: also to being arranged with prefabricated concrete stake, the lower end of this prefabricated concrete stake enters holds in the power soil layer on this steel concrete seal base.
For achieving the above object, the technical solution used in the present invention also comprises:
The anti-depression method of a kind of new buildings on deep saturated soft-soil groundwork is characterized in that, may further comprise the steps:
Step (1): smooth in advance by designing requirement on this deep saturated soft soil ground, accurately unwrapping wire is located, and determines the position and the working design absolute altitude of building;
Step (2): on this deep saturated soft soil ground, shoveling limit, limit sinking lattice hollow thin-wall more than caisson;
Step (3): to this design elevation, the casting reinforced concrete seal base is with the bottom sealing of this many lattice hollow thin-wall caisson at this many lattice hollow thin-wall caisson sinking; This many lattice hollow thin-wall caisson take up space weight Q, the building weight q of the solid soil body in Central Plains
1And the deadweight q of this many lattice hollow thin-wall caisson
2Between satisfy following relation: Q 〉=q
1+ q
2
Step (4): utilize this many lattice hollow thin-wall caisson displacement equal volume soil heavy, gross weight or part weight to bear building and many lattice hollow thin-wall caisson prevent building subsidence.
Wherein: in the step (2), specifically comprise following each step by step:
Step (2a): on this deep saturated soft soil ground, place the prefabricated many lattice hollow thin-wall caisson of first segment, be provided with tip steel boots in the bottom of this many lattice hollow thin-wall caisson, each of this Jie Duoge hollow thin-wall caisson wallboard welding cast in length and breadth connects into integral body, forms wellhole one by one;
Step (2b): evenly cut the earth in the wellhole of this many lattice hollow thin-wall caisson, the position of many lattice hollow thin-wall caisson is controlled in the measurement update while digging simultaneously, prevents from and uneven subsidence; When evenly cutting the earth, correspondingly, cooperatively interact not disconnecting Gao Duoge hollow thin-wall caisson with the shoveling progress according to the wallboard height of many lattice hollow thin-wall caisson.
Wherein: described " connecing height " is that the reinforcing bar of wallboard is welded spreading by designing requirement, and by the joint fluid concrete.
Wherein: in the step (3), make precipitation with the method for adjacent wellbore precipitation earlier and handle, perhaps make precipitation at building foundation peripheral hardware precipitation well earlier and handle, then the casting reinforced concrete seal base.
Wherein: in the step (3), underground water can't be drained at the bottom of the case of this many lattice hollow thin-wall caisson, or has basic soil to pour in to emit phenomenon, then water filling in the wellhole of this many lattice hollow thin-wall caisson earlier, make the interior water level of wellhole be higher than groundwater table,, pour into a mould back cover element concrete bed course under water then to prevent the base soil come-up of this many lattice hollow thin-wall caisson bottom, to seal the shaft bottom, after plain concrete condenses firmly, drain the water in the wellhole again, do leveling layer, place cage of reinforcement, the casting reinforced concrete seal base.
Wherein: in the step (3), on this steel concrete seal base, be reserved with anchor hole and piling hole, and it is as follows to increase step (3a) between step (3) and step (4): utilize this anchor hole to insert crab-bolt earlier, and water the epoxy mortar and fix this crab-bolt, utilize this crab-bolt that the piling frame is fixed on the steel concrete seal base then, utilize piling frame and jack should prefabricated concrete stake to be pressed into substrate again and hold in the power soil layer.
Compared with prior art, the beneficial effect that has of the present invention is:
1, on deep saturated soft soil ground, the hollow wellhole of utilizing many lattice hollow thin-wall caisson to be had, displacement equal volume soil is heavy, bear building weight, the subsidiary stress that makes many lattice hollow thin-wall Bottom plate of sinkbox place is zero, can prevent that building from sinking, solve the problem that building below six layers sinks on the soft foundation dexterously.
2, on deep saturated soft soil ground, need not to build deep pile foundation, saved construction cost greatly; And solve elongated stake in weak soil a little less than the lateral restriction and the problem of unstability.
3, adopt stake case method, can make flexibly at the soft foundation of different depth and adjusting, reduce construction costs and difficulty greatly.
4, adopt structure of the present invention and method, can make full use of " barren lands " such as China's lakeside, seashore, river bank and marshes and build the house, save large quantities of arable lands, the offspring benefits future generations.
5, many lattice hollow thin-wall caisson is not only the basis of building, also is the underground part of building simultaneously, can utilize this underground space, and mechanical floor, storage, office or inhabitation are set, thereby enlarges building usable floor area and space.
6, for reducing the height and the construction costs of many lattice hollow thin-wall caisson, above-ground structures should adopt light wall and roofing materials (as hollow foam brick, light wall plate and light roof structure and steel-wood structure etc.) as far as possible.
7, patent hypothesis mud saturated soft soil bearing capacity of foundation soil of the present invention is zero, but actual conditions are quite a lot of.Though mud saturated soft soil bearing capacity of foundation soil is low, general minimum is 6～8t/m
2(60～80kN/m
2), if can make full use of, can further reduce the height and the cost of many lattice hollow thin-wall caisset again, so the time also should carrying out the foundation deformation inspection, design calculates.
With ground 6 one storey buildings is example, and every layer of maneuvering load is according to 2t/m
2(20kN/m
2) calculate, comprise the gross weight of top lightweight structures deadweight and maneuvering load and underground many lattice hollow thin-wall caisson, then the gross pressure of 6 one storey buildings is 6 * 2=12t/m
2(120kN/m
2), the desirable minimum 6t/m of this mud saturated soft soil bearing capacity of foundation soil
2(60kN/m
2), the two pressure differential is 6t/m
2(60kN/m
2).
Be 2.5t/m if dig out each cubic metre soil heavy (moisture)
3(25kN/m
3), the many lattice hollow thin-wall caisson sinking overall height H=(6t/m of this 6 one storey building then
2)/(2.5t/m
3)=(60kN/m
2/ 25kN/m
3)=2.4m.
If building indoor and outdoor terrace elevation difference is decided to be 0.5m, then the building overall height of many lattice hollow thin-wall caisson is 2.9m (containing top raft plate and base plate back cover plate height), and headroom is about 2.3m in the case, can satisfy the instructions for use of the underground space fully.
8, owing to adopt many lattice hollow thin-wall caisset, casing can face down certainly from going along with sb. to guard him the excavation and construction sinking, thereby has saved the construction costs of complex technology such as the required slope retaining of on deep saturated soft soil ground excavation pit, dash and costliness.Even,, on the weak soil muck foundation, all be difficult to form foundation ditch, do not adopt the inventive method, can't finish construction at all at this deep saturated soft soil ground building though pay big cost sometimes.
Description of drawings
Fig. 1 is the overall schematic of new buildings on deep saturated soft-soil groundwork anti-subsidence structure provided by the invention;
Fig. 2 is the structural representation of many lattice hollow thin-wall caisson of adopting of the present invention;
Fig. 3 is that the present invention sinks to underground method of operating schematic diagram with many lattice hollow thin-wall caisson;
Fig. 4 is the structural representation of many lattice hollow thin-wall caisson steel concrete seal base of the present invention;
Fig. 5 is the local enlarged diagram of the R part of Fig. 4;
Fig. 6 a is the back cover structural representation of many lattice of the present invention hollow thin-wall caisson;
Fig. 6 b is the detailed structure schematic diagram of the back cover of many lattice of the present invention hollow thin-wall caisson;
Fig. 7 is that piling hole and anchor hole are arranged schematic diagram on the steel concrete seal base when adopting stake case method;
Fig. 8 is the overall structure schematic diagram that adopts the anti-depression of stake case method building.
The specific embodiment
At first, see also shown in Figure 1, it is the overall structure schematic diagram of first embodiment of the invention, deep saturated soft soil ground provided by the invention (generally is called " deep saturated soft soil ground " with sludge soft thickness greater than 10 meters ground, and sludge soft thickness is called " super deep saturated soft soil ground " greater than 20 meters ground) go up new building thing anti-subsidence structure, be the deep saturated soft soil ground 80 design elevation places below building 10 bases, put prefabricated about 0.8～1.2 meter high many lattice hollow thin-wall caisson 30 of first segment (in conjunction with shown in Figure 3, the thick 250mm that all is about of the thick and middle steel concrete wallboard of outer ring steel concrete wallboard of the first segment of this many lattice hollow thin-wall caisson 30), and at the high about 0.1 meter tip steel boots 33 (shown in Fig. 6 a) of the bottom of this many lattice hollow thin-wall caisson 30 installation, cut the earth by the limit then, the limit sinks, long tank wall of edge joint and partition wall (the about 250mm of the thick still maintenance of the outer ring steel concrete wallboard of these many lattice hollow thin-wall caisson 30 continued accesses, the thick 200mm that then is about of middle steel concrete wallboard) way, constantly increase the weight and the height of many lattice hollow thin-wall caisson 30, make this many lattice hollow thin-wall caisson 30 reach projected depth (as Fig. 1, shown in Figure 2).Then, with steel concrete seal base 40 sealings (in conjunction with shown in Figure 4) of the bottom of this many lattice hollow thin-wall caisson 30, construction of buildings 10 on the raft plate of the top of this many lattice hollow thin-wall caisson 30 at last.
As for the final structure of this many lattice hollow thin-wall caisson 30, then as shown in Figure 2, it has a plurality of wallboards of arranging in length and breadth 31, and is formed with a plurality of wellholes 32.
As can be known, the present invention is by the load method of replacement, and the hollow wellhole 32 of utilizing many lattice hollow thin-wall caisson 30 to be had is excavated and the suitable foundation soil of case base appearance and size, and the full payload of replaceable one-tenth building is sunk to prevent building 10.Subsidiary stress σ from Fig. 1 shown in the right part
ZThe X-Y scheme that changes with depth H as can be known, when the shoveling gross weight equals the gross weight of building 10 and many lattice hollow thin-wall caisson 30, the subsidiary stress σ at the place, bottom of this many lattice hollow thin-wall caisson 30
ZH=0, the foundation soil of this explanation below the H degree of depth is not subjected to the influence of building weight.More popular says, weight Q, the building weight q of these many lattice hollow thin-wall caisson 30 solid soil bodys in Central Plains that take up space
1And the deadweight q of this many lattice hollow thin-wall caisson 30
2Between need to satisfy following relation: Q 〉=q
1+ q
2
As for the anti-depression method of new buildings on deep saturated soft-soil groundwork provided by the present invention, the step that comprises is as follows.
Step (1): smooth in advance by designing requirement on this deep saturated soft soil ground, accurately unwrapping wire is located, and determines the position and the working design absolute altitude of building.
Step (2): on this deep saturated soft soil ground, shoveling limit, limit sinking lattice hollow thin-wall more than caisson 30.
Specifically comprise in the step (2) following each step by step:
(2a) as shown in Figure 3, on this deep saturated soft soil ground, place the prefabricated many lattice hollow thin-wall caisson 30 of first segment, high about 0.8～1.2 meter of the case of many lattice hollow thin-wall caisson 30 that this joint is prefabricated, and with each in length and breadth wallboard 31 welding cast connect into integral body, form wellhole 32 one by one.In order to accelerate subsidence velocity, be provided with in the bottom of the first segment of this many lattice hollow thin-wall caisson 30 tip steel boots 33 (high approximately by 10～15cm), utilize the tip of tip steel boots 33 to shear weak soil, can reduce resistance.
(2b) as shown in Figure 3, cut the earth by the limit, the limit sinks, and the way of edge joint longwell plate 31 (comprising tank wall and partition wall) makes this many lattice hollow thin-wall caisson 30 sink to reaching projected depth (as shown in Figure 1 and Figure 2) gradually.
Wherein: need evenly cut the earth in the wellhole that first segment had 32 of this prefabricated many lattice hollow thin-wall caisson 30, the position of many lattice hollow thin-wall caisson 30 is controlled in the measurement update while digging simultaneously, prevents from and uneven subsidence.
And, when evenly cutting the earth, correspondingly, cooperatively interact not disconnecting Gao Duoge hollow thin-wall caisson 30 with the shoveling progress according to wallboard 31 height of many lattice hollow thin-wall caisson 30.
" connecing height " and operate, is that the reinforcing bar of wallboard 31 is welded spreading by designing requirement, and by the joint fluid concrete.Wherein, each joint length is advisable with 1 meter.
Step (3): to this design elevation, the casting reinforced concrete seal base is with the bottom sealing of this many lattice hollow thin-wall caisson at this many lattice hollow thin-wall caisson sinking.It comprises following three kinds of situations at least:
Situation 1: if these many lattice hollow thin-wall caisson 30 bottoms are viscous soil horizon, during no underground water, shown in Fig. 6 b, just smooth basic native in the wellhole 32 of this many lattice hollow thin-wall caisson 30 earlier, spread one deck macadam 41 then, repave the thick plain concrete bed course 42 of 10cm on the macadam 41, place cage of reinforcement 43 then, and this cage of reinforcement 43 is penetrated in the double tenon groove structure 311 on the wallboard 31, next, pour into a mould the thick back cover concrete 44 of about 30cm, fixed back forms this steel concrete seal base 40.Shown in Fig. 6 a, the present invention has set in advance a double tenon groove structure 311 respectively on the opposite flank of any two relative wallboard 31 bottoms, thereby makes steel concrete seal base 40 correspondences that are cast between the wallboard 31 be formed with double tenon header structure 411.Utilize the interlocking of peripheral double tenon groove structure in length and breadth 311 and double tenon header structure 411, reliable sealing performance is provided.
Situation 2: if the groundwater run off of this many lattice hollow thin-wall caisson 30 bottoms than hour, can make precipitation with the method for adjacent wellbore 32 precipitation earlier handles, perhaps make precipitation at building 10 basic peripheral hardware precipitation wells earlier and handle, when anhydrous, once finish the cast of this steel concrete seal base 40.
Above-mentioned " method of adjacent wellbore precipitation " is provided with pumping equipment exactly in the wellhole of the wellhole side of desiring back cover, the water level in the side wellhole reduces, and the water level that must drive the wellhole of desiring back cover reduces; And above-mentioned " making precipitation at building foundation peripheral hardware precipitation well handles " then have a detailed description in the Chinese patent publication number is " a kind of negative skin friction of pile inclined correction precipitation well " novel patent of CN2654698, just will not give unnecessary details at this.
Situation 3: if the groundwater run off of these many lattice hollow thin-wall caisson 30 bottoms is very big, and phreatic buoyancy is very big, can't drain underground water or draw water in the time of to cause that foundation soil bodies pour in many lattice hollow thin-wall caisson 30, then should in wellhole 32, pour water, make wellhole 32 interior water levels be higher than groundwater table, push down the water and soil that gushes.In wellhole 32, pour into a mould the plain concrete bed course of back cover under water again, seal the shaft bottom.After plain concrete condenses, drain the water in the wellhole 32 again, do leveling layer, place cage of reinforcement, casting reinforced concrete seal base 40.
Step (4): utilize these many lattice hollow thin-wall caisson 30 displacement equal volume soil heavy,, prevent building 10 depressions to bear the gross weight of building 10 and many lattice hollow thin-wall caisson 30.
Behind these many lattice hollow thin-wall caisson 30 back covers, arrange top rebars, do the steel bar concrete top board of building 10 then, and then the construction of buildings 10 that makes progress, just the raft foundation of this building 10 is fixed on the top of this many lattice hollow thin-wall caisson 30.
When the shoveling gross weight equaled the gross weight of building 10 and Duo Ge hollow thin-wall caisson 30, the subsidiary stress at place, the bottom of this many lattice hollow thin-wall caisson 30 was zero, can avoid the generation of depression certainly.
In the embodiment that above-mentioned anti-depression is transformed, be that hypothesis soft foundation 80 is darker, and bearing capacity is zero situation, for six layers with lower room, soft foundation 80 greater than the 30m degree of depth is arranged, have only this moment many lattice hollow thin-wall caisson 30 of building all constuction loadses of displacement to be advisable.
Yet, the power of holding soil layer buried depth medium (10 to 20m) under soft foundation 80, and when having the suitable power of holding soil layer, many lattice hollow thin-wall caisson 30 is numerous and diverse because of its construction, can do less this moment as far as possible, reduce the height of many lattice hollow thin-wall caisson 30, and another foundation structure form that adopts following stake case method to form, promptly on the basis of patent stephanoporate thin wall caisson of the present invention, be extended to the anti-depression stake box structure of piling.
Stake case method and above-mentioned load displacement method are basic identical, may further comprise the steps:
Step (1): smooth in advance by designing requirement on this deep saturated soft soil ground, accurately unwrapping wire is located, and determines the position and the working design absolute altitude of building.
Step (2): on this deep saturated soft soil ground, shoveling limit, limit sinking lattice hollow thin-wall more than caisson 30.
Step (3): to this design elevation, the casting reinforced concrete seal base is with the bottom sealing of this many lattice hollow thin-wall caisson at this many lattice hollow thin-wall caisson sinking.
Difference is: in the above-mentioned steps (3), as shown in Figure 7, be reserved with anchor hole 41 and piling hole 42 on this steel concrete seal base 40; And,
Increase step (3a): be pressed into prefabricated concrete stake 50 (preferred stake footpath is side's stake of 250mm～300mm) by this piling hole 42 in ground, this prefabricated concrete stake 50 is depressed into holds power soil layer 60 (entering the degree of depth of holding power soil layer 60 is advisable with 0.5～1.0 meter).
Wherein, utilize anchor hole 41 to insert crab-bolt (preferred diameter 30mm, length are no less than the preprocessing part of the band microgroove of 300mm) and water the epoxy mortar and fix earlier, utilize this crab-bolt that the piling frame is fixed on the steel concrete seal base 40 then, utilize piling frame and jack should prefabricated concrete stake 50 to be pressed into substrate again and hold in the power soil layer 60.The piling shelf structure belongs to common technology, and is just not shown in the drawings.
Step (4): utilize these many lattice hollow thin-wall caisson 30 displacement equal volume soil heavy, bear the part weight of building and many lattice hollow thin-wall caisson, the bearing capacity of utilization stake is born the gross weight of building and Duo Ge hollow thin-wall caisson 30 jointly again, prevents building 10 depressions.
As seen, building 10 anti-subsidence structures on the deep saturated soft soil ground 80 that obtains with stake case method, as shown in Figure 8, be in the deep saturated soft soil ground 80 below building 10 bases borehole 20 to be set, and insert many lattice hollow thin-wall caisson 30, the bottom of this many lattice hollow thin-wall caisson 30 is with 40 sealings of steel concrete seal base, and the top of this many lattice hollow thin-wall caisson 30 builds the steel concrete raft plate that binds in addition, to support this building 10; And, also being provided with prefabricated concrete stake 50 on this steel concrete seal base 40, the lower end of this prefabricated concrete stake 50 is pressed into holds in the power soil layer 60.
Compare with deep pile foundation, the length of prefabricated concrete stake 50 of the present invention can obviously reduce, and has saved construction cost.Simultaneously, also reduced the degree of depth of many lattice hollow thin-wall caisson 30, stub is stable easily, can not produce elongated stake in weak soil a little less than the lateral restriction and the situation of unstability.As seen, the stake box structure also is a scheme quite reasonable, very economical.
At last, it is as follows to sum up advantage of the present invention:
1, on deep saturated soft soil ground, the hollow wellhole 32 of utilizing many lattice hollow thin-wall caisson 30 to be had, displacement equal volume soil is heavy, bear building 10 weight, the subsidiary stress that makes many lattice hollow thin-wall caisson 30 base plate places is zero, can prevent that building 10 from sinking, and solved the problem that building below six layers 10 sinks on the soft foundation 80 dexterously.
2, on deep saturated soft soil ground, need not to build deep pile foundation, saved construction cost greatly; And solve elongated stake in weak soil a little less than the lateral restriction and the problem of unstability.
3, adopt stake case method, can make flexibly at the soft foundation 80 of different depth and adjusting, reduce construction costs and difficulty greatly, and stub is difficult for unstability.
4, adopt structure of the present invention and method, can make full use of " barren lands " such as China's lakeside, seashore, river bank and marshes and build the house, save large quantities of arable lands, the offspring benefits future generations.
5, many lattice hollow thin-wall caisson is not only the basis of building, also is the underground part of building simultaneously, can utilize this underground space, and mechanical floor, storage, office or inhabitation are set, thereby enlarges building usable floor area and space.
6, for reducing the height and the construction costs of many lattice hollow thin-wall caisson, above-ground structures should adopt light wall and roofing materials (as hollow foam brick, light wall plate and light roof structure and steel-wood structure etc.) as far as possible.
7, patent hypothesis mud saturated soft soil bearing capacity of foundation soil of the present invention is zero, but actual conditions are quite a lot of.Though mud saturated soft soil bearing capacity of foundation soil is low, general minimum is 6～8t/m
2(60～80kN/m
2), if can make full use of, can further reduce the height and the cost of many lattice hollow thin-wall caisset again.
With ground 6 one storey buildings is example, and every layer of maneuvering load is according to 2t/m
2(20kN/m
2) calculate, comprise the gross weight of top lightweight structures deadweight and maneuvering load and underground many lattice hollow thin-wall caisson, then the gross pressure of 6 one storey buildings is 6 * 2=12t/m
2(120kN/m
2), the desirable minimum 6t/m of this mud saturated soft soil bearing capacity of foundation soil
2(60kN/m
2), the two pressure differential is 6t/m
2(60kN/m
2).
Be 2.5t/m if dig out each cubic metre soil heavy (moisture)
3(25kN/m
3), the many lattice hollow thin-wall caisson sinking overall height H=(6t/m of this 6 one storey building then
2)/(2.5t/m
3)=(60kN/m
2/ 25kN/m
3)=2.4m.
If building indoor and outdoor terrace elevation difference is decided to be 0.5m, then the building overall height of many lattice hollow thin-wall caisson is 2.9m (Korea Spro top raft plate and a base plate back cover plate height), and headroom is about 2.3m in the case, can satisfy the instructions for use of the underground space fully.
8, owing to adopt many lattice hollow thin-wall caisset, casing can face down certainly from going along with sb. to guard him the excavation and construction sinking, thereby has saved the construction costs of complex technology such as the required slope retaining of on deep saturated soft soil ground excavation pit, dash, retaining soil and costliness.Even,, on the weak soil muck foundation, all be difficult to form foundation ditch, do not adopt the inventive method, can't finish the construction of building at all though pay big cost sometimes.
Patent of the present invention is diverse with case base (or raft foundation) structure that common building has basement, and not only design is different with structure, and the construction construction method all has tangible difference, and the two can not be obscured.The present invention is specifically designed to the special efficacy basis of the newly-built anti-depression of building below six layers on the deep saturated soft soil ground.
More than explanation is just illustrative for the purpose of the present invention; and nonrestrictive, those of ordinary skills understand, under the situation of the spirit and scope that do not break away from claim and limited; can make many modifications, variation or equivalence, but all will fall within protection scope of the present invention.
Claims (9)
1. new buildings on deep saturated soft-soil groundwork anti-subsidence structure, it is characterized in that: inserted at least one many lattice hollow thin-wall caisson on this deep saturated soft soil ground, the bottom of this many lattice hollow thin-wall caisson is sealed with the steel concrete seal base, and steel bar concrete raft plate is done at the top of this many lattice hollow thin-wall caisson, is used for support of buildings; This many lattice hollow thin-wall caisson take up space weight Q, the building weight q of the solid soil body in Central Plains
1And the deadweight q of this many lattice hollow thin-wall caisson
2Between satisfy following relation: Q 〉=q
1+ q
2
2. new buildings on deep saturated soft-soil groundwork anti-subsidence structure according to claim 1, it is characterized in that: this many lattice hollow thin-wall caisson has a plurality of wallboards of arranging in length and breadth that are, be respectively arranged with a double tenon groove structure on the opposite flank of any two relative wallboard bottoms, make the steel concrete seal base correspondence that is arranged between the wallboard be formed with the double tenon header structure.
3. new buildings on deep saturated soft-soil groundwork anti-subsidence structure according to claim 1 and 2 is characterized in that: also to being arranged with prefabricated concrete stake, the lower end of this prefabricated concrete stake enters holds in the power soil layer on this steel concrete seal base.
4. the anti-depression method of new buildings on deep saturated soft-soil groundwork is characterized in that, may further comprise the steps:
Step (1): smooth in advance by designing requirement on this deep saturated soft soil ground, accurately unwrapping wire is located, and determines the position and the working design absolute altitude of building;
Step (2): on this deep saturated soft soil ground, shoveling limit, limit sinking lattice hollow thin-wall more than caisson;
Step (3): to this design elevation, the casting reinforced concrete seal base is with the bottom sealing of this many lattice hollow thin-wall caisson at this many lattice hollow thin-wall caisson sinking; This many lattice hollow thin-wall caisson take up space weight Q, the building weight q of the solid soil body in Central Plains
1And the deadweight q of this many lattice hollow thin-wall caisson
2Between satisfy following relation: Q 〉=q
1+ q
2
Step (4): utilize this many lattice hollow thin-wall caisson displacement equal volume soil heavy,, prevent building subsidence to bear the gross weight of building and many lattice hollow thin-wall caisson.
5. the anti-depression method of new buildings on deep saturated soft-soil groundwork according to claim 4 is characterized in that: in the step (2), specifically comprise following each step by step:
Step (2a): on this deep saturated soft soil ground, place the prefabricated many lattice hollow thin-wall caisson of first segment, be provided with tip steel boots in the bottom of this many lattice hollow thin-wall caisson, each of this Jie Duoge hollow thin-wall caisson wallboard welding cast in length and breadth connects into integral body, forms wellhole one by one;
Step (2b): evenly cut the earth in the wellhole of this many lattice hollow thin-wall caisson, the position of many lattice hollow thin-wall caisson is controlled in the measurement update while digging simultaneously, prevents from and uneven subsidence; When evenly cutting the earth, correspondingly, cooperatively interact not disconnecting Gao Duoge hollow thin-wall caisson with the shoveling progress according to the wallboard height of many lattice hollow thin-wall caisson.
6. according to the anti-depression method of claim 5 new buildings on deep saturated soft-soil groundwork, it is characterized in that: described " connecing height " is that the reinforcing bar of wallboard is welded spreading by designing requirement, and by the joint fluid concrete.
7. the anti-depression method of new buildings on deep saturated soft-soil groundwork according to claim 4, it is characterized in that: in the step (3), making precipitation with the method for adjacent wellbore precipitation earlier handles, perhaps make precipitation at building foundation peripheral hardware precipitation well earlier and handle, then the casting reinforced concrete seal base.
8. the anti-depression method of new buildings on deep saturated soft-soil groundwork according to claim 4, it is characterized in that: in the step (3), underground water can't be drained at the bottom of the case of this many lattice hollow thin-wall caisson, or have basic soil to pour in to emit phenomenon, then water filling in the wellhole of this many lattice hollow thin-wall caisson earlier, make the interior water level of wellhole be higher than groundwater table, to prevent the base soil come-up of this many lattice hollow thin-wall caisson bottom, pour into a mould the plain concrete bed course of back cover under water then, to seal the shaft bottom, after plain concrete condenses firmly, drain the water in the wellhole again, do leveling layer, place cage of reinforcement, the casting reinforced concrete seal base.
9. the anti-depression method of new buildings on deep saturated soft-soil groundwork according to claim 4, it is characterized in that: in the step (3), on this steel concrete seal base, be reserved with anchor hole and piling hole, and it is as follows to increase step (3a) between step (3) and step (4): utilize this anchor hole to insert crab-bolt earlier, and water the epoxy mortar and fix this crab-bolt, utilize this crab-bolt that the piling frame is fixed on the steel concrete seal base then, utilize piling frame and jack should prefabricated concrete stake to be pressed into substrate again and hold in the power soil layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100938783A CN101696577B (en) | 2009-09-23 | 2009-09-23 | Anti-subsidence structure and method for new buildings on deep saturated soft-soil groundwork |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100938783A CN101696577B (en) | 2009-09-23 | 2009-09-23 | Anti-subsidence structure and method for new buildings on deep saturated soft-soil groundwork |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101696577A CN101696577A (en) | 2010-04-21 |
| CN101696577B true CN101696577B (en) | 2011-09-07 |
Family
ID=42141703
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009100938783A Active CN101696577B (en) | 2009-09-23 | 2009-09-23 | Anti-subsidence structure and method for new buildings on deep saturated soft-soil groundwork |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101696577B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109139114A (en) * | 2018-09-25 | 2019-01-04 | 广州码云互联网科技有限公司 | High pressure underground gas well emits monitoring device on sinking |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5833398A (en) * | 1996-10-18 | 1998-11-10 | Lenormand; Edward J. | Dynamic self-compensating volume deformation support system |
| CN1246569A (en) * | 1998-08-28 | 2000-03-08 | 接革 | Ship-shaped foundation able to resist against settlement and correct deviation |
| CN2853905Y (en) * | 2005-07-06 | 2007-01-03 | 唐业清 | Foundation structure of anti-sink foundation |
| KR20070103655A (en) * | 2006-04-19 | 2007-10-24 | (주)다이크 | Method for fortifying supporting force of weak land and device for fortifying supporting force of weak land having geotextile installed on piles |
| CN101148890A (en) * | 2007-11-08 | 2008-03-26 | 中交武汉港湾工程设计研究院有限公司 | Bridge caisson composite pile foundation and reverse construction method thereof |
-
2009
- 2009-09-23 CN CN2009100938783A patent/CN101696577B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5833398A (en) * | 1996-10-18 | 1998-11-10 | Lenormand; Edward J. | Dynamic self-compensating volume deformation support system |
| CN1246569A (en) * | 1998-08-28 | 2000-03-08 | 接革 | Ship-shaped foundation able to resist against settlement and correct deviation |
| CN2853905Y (en) * | 2005-07-06 | 2007-01-03 | 唐业清 | Foundation structure of anti-sink foundation |
| KR20070103655A (en) * | 2006-04-19 | 2007-10-24 | (주)다이크 | Method for fortifying supporting force of weak land and device for fortifying supporting force of weak land having geotextile installed on piles |
| CN101148890A (en) * | 2007-11-08 | 2008-03-26 | 中交武汉港湾工程设计研究院有限公司 | Bridge caisson composite pile foundation and reverse construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101696577A (en) | 2010-04-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102454167B (en) | The construction method of especially big & deep open caisson | |
| CN108612117A (en) | A kind of seabed water-retaining structure across municipal tunnel greatly and construction method | |
| CN101761069B (en) | Construction method of three-in-one underground diaphragm wall | |
| CN101319501B (en) | Construction method of deep foundation ditch | |
| CN1155606A (en) | Foundation side wall as basement wall and construction method thereof | |
| CN102635126B (en) | Method for constructing casting well for aluminum alloy hot-rolled sheet ingots | |
| CN102234995A (en) | Ecological overtopping dam and construction method thereof | |
| CN107700434A (en) | A kind of dome grating formula armored concrete mud-rock flow blocking dam and its construction process | |
| CN208266896U (en) | A kind of seabed water-retaining structure across municipal tunnel greatly | |
| CN101696577B (en) | Anti-subsidence structure and method for new buildings on deep saturated soft-soil groundwork | |
| CN110080234A (en) | A method of it is excavated in the secondary central island of deep foundation pit of soft soil foundation | |
| CN115506382A (en) | Construction method for pile plate wall of island building platform | |
| CN211773608U (en) | Prefabricated assembled rectangle friction pile dado | |
| CN211547830U (en) | Structure for preventing ground from being wetted | |
| CN106677216B (en) | Access gallery structure and its construction method under deep water | |
| CN110984143A (en) | Prefabricated rectangular slide-resistant pile retaining wall and construction method thereof | |
| CN110284511A (en) | The cofferdam open cutting construction method of the more storehouse rollers of overlength lake Tunnel | |
| CN217580475U (en) | Beam-slab type overhead sinking reduction channel | |
| CN113931228B (en) | Material platform construction method for basement construction | |
| Wong | Design of substructures against hydrostatic uplift | |
| CN109680695A (en) | Bore forming technique is perfused in anhydrous thickness sand cobble stratum long auger | |
| CN111155429A (en) | Construction method for bridge sand blowing island building in still water deep water area | |
| CN112609706B (en) | Construction method of opposite-bracing angle brace concrete horizontal supporting structure of foundation pit in sea reclamation area | |
| CN221001020U (en) | Pit-in-pit waterproof structure | |
| CN115217114B (en) | Construction method of foundation pit rescue back pressure platform |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| ASS | Succession or assignment of patent right |
Free format text: FORMER OWNER: WU RUJUN Effective date: 20131230 Owner name: WU RUJUN Free format text: FORMER OWNER: TANG YEQING Effective date: 20131230 |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| COR | Change of bibliographic data |
Free format text: CORRECT: ADDRESS; FROM: 100044 HAIDIAN, BEIJING TO: 510168 GUANGZHOU, GUANGDONG PROVINCE |
|
| TR01 | Transfer of patent right |
Effective date of registration: 20131230 Address after: 510168, Guangdong, Guangzhou Baiyun District, Jinshazhou, No. 11 West Street, victory building, three floor Patentee after: Wu Rujun Address before: 100044 Beijing Xizhimen Beijing Jiaotong University 54 District No. 58 Patentee before: Tang Yeqing Patentee before: Wu Rujun |