CN1048062C - Horizontal substitution reinforcement method for foundation - Google Patents
Horizontal substitution reinforcement method for foundation Download PDFInfo
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- CN1048062C CN1048062C CN 93105052 CN93105052A CN1048062C CN 1048062 C CN1048062 C CN 1048062C CN 93105052 CN93105052 CN 93105052 CN 93105052 A CN93105052 A CN 93105052A CN 1048062 C CN1048062 C CN 1048062C
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- soil
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Abstract
The present invention relates to a horizontal substitution reinforcement method for foundations, particularly to an improvement on foundation soil with weak soil interlayers or expansive soil in force supporting layers of foundations which belongs to a soil improvement method for building foundations. A guiding pit is arranged on one side of a foundation; a soil layer to be treated is exposed; a jack is used for horizontally topping a tool type sleeve pipe in the soil layer; material is filled in the pipe; the pipe is pulled into a pile; finally, the guiding pit is backfilled and tamped; for an expansive soil layer, the soil layer with certain thickness is taken out firstly; then, the material is filled and replaced. The method is simple and practical, has no need of large equipment, and has specific reinforcing target, low cost and good effect.
Description
The invention belongs to building foundation reclamation reinforcement means.Be particularly related to the reinforcing and processing method that weak native interlayer or other bad soil property (if any expansile slag soil) are arranged in the soil supporting layer.
The vertical replacing and reinforcing method in building ground and basis, as, sand pile, broken stone pile, lime pile, lime soil pile etc. have formed ripe know-how.But under following foundation condition, these methods just are difficult to realize or can't adopt at all:
(1) in existing building soil supporting layer scope, weak native interlayer or dilatancy soil have been buried, and other soil layer more solid (as boulder bed, sandy gravel stratum etc.), adopt vertical substitution reinforcement rule to make the drilling construction difficulty because of running into firm stratum, and be difficult to judge buried depth and the concrete reinforcing scope of desiring the reinforcing soft soil layer, also be not easy to check the consolidation process effect.
(2) at adding building layer foundation reinforcement stabilization works and built house because the local immersion of ground or when having weak native interlayer need carry out ground stabilization to handle, adopt vertical substitution reinforcement method, be difficult in the following scope of substrate, carry out substitution reinforcement, and this part emphasis of consolidation process exactly, sometimes for addressing this problem, have to adopt vertically penetrate existing basis, realize with boring method, thereby increased workload and difficulty of construction, corresponding make the reinforcing expense and reinforce the duration increase.In addition, also reduced intensity, rigidity and the integrality of original base during reinforcing to a certain extent, so also need sometimes reinforcement is carried out on former basis.
(3) vertical displacement method is often in underground certain depth (general about 0.5 meter) scope, the soil body is disturbed and become dredge soft, therefore when the new construction ground is handled, basic foundation is stressed evenly often to be wanted compacting or excavates this layer soil in order to make, the auxilliary again bed course of establishing other material, but ground stabilization for existing building, then the loose soil layer in top is difficult to consolidation process, so often causes the basis after the reinforcing to produce additional densification sedimentation, can not satisfy the requirement of superstructure to foundation settlement.
(4) some vertical substitution reinforcement methods are in the drilling construction process, and are normal with bigger vibration, are soft when moulding shape weak soil layer in reinforcing, are difficult to pore-forming, even if use sleeve pipe technology, also are difficult to guarantee to avoid the vertical necking down fracture accident of reinforcing stake.
(5) the vertical general pore-forming of substitution reinforcement method aperture big (0.3～0.4m), the aperture is too for a short time to be difficult to guarantee pore-forming and pile quality, the most important thing is by the free water in the reinforced material adsorptional earth for the reinforcing of saturated soft clay, change the plastic state of saturated soft clay, realize reinforcing purpose.Therefore, the area that reinforced material contacts with soil particle is big more, then adsorbs liberation and finishes also soon more, and consolidation effect is also good more, and general vertical substitution reinforcement method is inaccessible.
Japan puts down into a disclosed patent application on (1992) April 28 " ground improvement method and device " (flat 4-128415) in 4 years, its reinforcement means is the base tunnel of side excavation at pending foundation, pending soil layer is come out, horizontal drilling in this soil layer, insert the triple injection pipe, inject high pressure water, compressed air and slurries in soil layer are forced the soil body to mix and stir and fixed, thus consolidated subsoil.This is used for the foundation level substitution reinforcement with the triple pipe rotary spray reinforcing method of extensive use in the vertical substitution reinforcement of ground in fact exactly, and its shortcoming is:
1. because this appliance arrangement is comparatively huge, use auger, triple injection pipe, high-pressure pump, slush pump, air compressor machine etc.,, move inconvenience in addition, be unfavorable for constructing at narrow space so need big construction space;
2. in this device pore forming process, vibration is arranged, soil mass consolidation is had disturbing influence;
3. the reinforced material (mainly being cement paste) that adopted of this worker's method also can emit slurry along drilling rod except that to reinforcing area sprays, causes base tunnel collection slurry and base tunnel surrounding environment to pollute;
4. the uniformity of high pressure jet grouting soil mass consolidation relatively poor (existence adds solid soft heart phenomenon) is unfavorable for improving the overall performance that is reinforced the soil body, so the consolidation effect instability.
The objective of the invention is to overcome the above-mentioned weak point of prior art, a kind of feasible foundation level replacing and reinforcing method is provided.In reinforcing weak native process, the soil body there are not disturbance and vibration substantially, can construct at narrow space, free from environmental pollution, the soil mass consolidation good uniformity.
Horizontal substitution reinforcement method for foundation provided by the invention, its step is included in base tunnel of basis one side excavation of desiring consolidated subsoil, and (single footing can once be excavated, strip foundation sectional excavation), the soil layer that needs to handle is come out, the steel pipe that more piece two ends band spiral shell is buckled is reinforced in the soil layer by saving laterally to head into by the joint connection and with jack, promptly connect a joint and head into a joint, reach the length of design reinforcement scope until heading into length, form a steel sleeve, then reinforced material is inserted in the steel sleeve limit filler, the limit tamping, sleeve pipe is pulled out on the limit, all extracts until steel pipe, so far finishes a construction of reinforcing stake.Afterwards,, so that other reinforces soil layer, adopt, finish all the other and reinforce stake with the quadrat method construction at same reinforcing soil layer according to the design needs, after the check strengthening quality is qualified, the backfilling compaction base tunnel.
The reinforcing principle of this worker method is to make the soil body be subjected to the squeezing action of steel sleeve on the one hand, be subjected on the other hand the reinforced material expanded radially to the further extruding of soil mass consolidation and reinforced material to the absorption of free water in the soil mass consolidation and the sclerosis consolidation of self, thereby realize changing the plastic state of bury, form horizontal composite foundation, reach the purpose of reinforcing the improvement ground.
In order correctly to implement the inventive method, and obtain good effect, following explanation further provides the scheme of optimizing:
Reinforce accurately location of stake in order to make, can be at installing stake position, the absolute altitude place of the soil layer that needs reinforcement plate, it can be a steel plate that has some circular holes, these circular holes (promptly reinforcing stake position or hole, stake position) should be greater than steel sleeve, its pitch-row and pilespacing are suitable, stake position plate both can make the reinforcing pile positioning, can play support action to base tunnel again.
Base tunnel should satisfy L＞B/2 (B is a foundation width, down together), base tunnel width W=E+nSp (E is the contour length of jack, and Sp is long for the steel bushing tube coupling, and n is the steel sleeve adjustment factor, n＞1) apart from the safe distance L on existing basis.
The diameter, quantity of reinforcing stake is to be mutually related with being reinforced the thickness of the layer, soil property and reinforcing that the back soil strength requires etc., needs to determine after the tentative calculation repeatedly.If, improve consolidation effect and set out, should adopt the reinforcing stake and be advisable for minor diameter, close spacing mode merely from helping the contact of reinforced material with weak intercalated layer soil; If but soft layer is that sensitivity is higher, when being plastic flow and moulding the state soil layer, stake footpath and pilespacing are too small, and the soil body repeatedly is disturbed, and in addition, the too high excess pore water pressure that forms in the soil can cause the loss of the soil body, can influence pile-forming effect in the time of seriously.So, in general, the diameter d=50～200mm of stake, the total sectional area Fp of control stake and the ratio (Fp/Fs)＜0.25 of the long-pending Fs of compacted soil layer cross section.
Reinforce an at least one row of stake, if reinforce thicker soil, can be arranged to two rows or more than two rows, the desirable b=1.5～2.0d of array pitch b; Can adopt quincunx or other form lays out pile, the spacing a that reinforces stake with row is comparatively reasonable with a=2～3d, the desirable P＞B/4 of reinforcement protection district P beyond the basic scope.
If it is dilatancy soil, slag backfill etc. that desire is handled soil layer, then be to draw the soil layer that thickness is H with special-purpose machines and tools earlier, fill replacing material with this law again, its displacement thickness is H,
In the formula,
ε
n, h
n-be respectively expansion rate and thickness that desire is handled soil layer;
Δε＝|ε
2-ε
1|
ε
2, ε
1Be respectively the porosity of replacing material densification front and back.
Like this, replacing material is under the expansion force effect of the foundation soil of the following thickness of displacement layer, and compaction deformation amount S is more than or equal to the deflection Sn of foundation expansion, thereby eliminated the harm of the expansion force of foundation soil to basis and superstructure.
Reinforced material should be selected according to different soil properties with the displacement material, as reinforces weak native interlayer, and for improving the intensity of soil, can adopt quicklime is main reinforced material; As handle the dilatancy soil layer, then adopt the sandy soil of non-expansibility or cohesive soil as replacing material.
Convenient for ease of filler and tamping, reinforced material or displacement material are all packed in the paper bag or woven bag of diameter less than steel sleeve, bag long with the long coupling of steel bushing tube coupling.
" composite foundation " after the inventive method is handled calculates bearing capacity with mattress method principle.
The present invention has the following advantages and good effect:
(1) effective to reinforcement of soft soil, the soil strength after the reinforcing can improve 2～4 times; Through after the consolidation process, can eliminate the harm that expansion brings basis and superstructure to dilatancy soil.
(2) method is simple, and the work efficiency height does not need heavy mechanical equipments such as pile driver, engineering driller, and the not disturbance soil body can reduce reinforcement cost greatly.
(3) friction, pollution-free, the strengthening construction place takies little (can construct at indoor narrow space), applied widely, except that being applicable to that the weak native interlayer of existing building ground is reinforced, also can be used for ground stabilizations such as building are remodeled and expand, building inclination correction.
(4) reinforce with clearly defined objective, in the work progress, the filling densification situation ocular and clear of and substitution reinforcement material compacted to weak soil, the consolidation process quality is easy to control and check.
(5) test confirms, by the cylinder that the displacement material forms, its expanded radially rate is 4～6 times of axial expansion rate.Vertical displacement is being main service orientation axially; And the horizontal substitution rule is radially being main service orientation.Obviously, using under the equal replacing material condition, the horizontal substitution effect is better.
(6) horizontal substitution reinforcement method for foundation is because the cloth hole is flexible, and the reinforcement material choice is big, in the construction to desiring the compacted soil body disturbance-free, so soil mass consolidation good uniformity.
Below in conjunction with drawings and Examples, describe method of the present invention in detail:
Fig. 1 desires the sectional drawing on consolidated subsoil basis
Fig. 2 desires the plan view on consolidated subsoil basis
Fig. 3 reinforces the arrangement diagram of stake
Fig. 4 stake position plate schematic diagram
Fig. 5 handles the displacement thickness schematic diagram of dilatancy soil layer
Embodiment: (Fig. 1,2) certain independence pile foundation basis, workshop 1 long A=4.0m, wide B=3.1m, the following soil property of substrate is the proluvial boulder bed, the one soft shape clay parting of moulding of alluvial that is the convex lens occurrence is wherein arranged, pile foundation basis 1 one sides apart from substrate distance L=1.6m (＞B/2=1.5m) locate to excavate base tunnel 2, wide W=E+nSp=0.6+1.5 * the 0.6=1.5m of this base tunnel, behind the excavation base tunnel, expose above-mentioned weak soil interlayer 3, its thickness is 0.9m, buried depth for reinforcing this weak soil layer, is established stake position plate 6 and baffle plate 8 (Fig. 4) apart from substrate 1.2m at its reinforcing design absolute altitude place; Installing profile length in base tunnel is the YL-60 type double acting jack of E=0.6m and manual very heavy item 4, be that the common steel tube (the long Sp=0.6m of every joint) of 159mm connects by joint and laterally heads into weak soil interlayer 3 by stake positional plate hole 7 with diameter, form steel sleeve 5, for preventing that steel sleeve from heading in the process, soil enters steel sleeve inside, need first segment sleeve pipe head make can unidirectional unlatching flap valve or similar precast concrete pile crown, treat that its first segment steel pipe head reaches basic opposite side B/4 reinforcing scope, when promptly reaching the outer rim of stabilization zone, reinforced material is inserted in the steel sleeve 5 by bag, and the packer tamping that connects to form with pipe collar with diameter 40mm steel pipe (requires the unit weight after the tamping to reach 15.3KN/m
3, relative density reaches 90%), the limit filler, the limit tamping, sleeve pipe is pulled out on the limit, after steel sleeve 5 was all extracted, a construction of reinforcing stake was promptly accused and is finished, remaining horizontal reinforcing pile construction method roughly the same, sequence of construction should adopt every the hole, every discharge method.
Reinforcing the stake diameter in this example is d=200mm, reinforces stake and is designed to 2～3 rows, and array pitch b=350mm is quincuncial arrangement (Fig. 3), and same row reinforces the spacing a=450mm of stake.
Reinforced material in this example is 155mm with cement, quicklime, medium sand by 1: 3: 5 the volume ratio composition and the diameter of packing into, in the paper bag of long 300mm.
According to designing and calculating, the Bearing Capacity of Composite Foundation after this example requires to reinforce reaches 350KPa, reaches 419KPa through the actual measurement assay, improves 3 times than before reinforcing.Backfill is also tamped base tunnel, finishes reinforcing.
Claims (6)
1. horizontal substitution reinforcement method for foundation, the modification method that belongs to building foundation soil, its step comprises: a side excavation base tunnel (2) of the foundation of handling in desire, the soil layer (3) that needs to handle is come out, along continuous straight runs is filled reinforced material in this soil layer, it is characterized in that the steel pipe that the two ends band spiral shell that more piece is isometric is buckled laterally heads into a composition steel sleeve (5) in the soil layer with jack (4) by joint, reinforced material is inserted in the steel sleeve when reaching the length of design reinforcement scope heading into length, the limit filler, the limit tamping, sleeve pipe is pulled out on the limit, all extracts until steel sleeve, so far finishes a construction of reinforcing stake; Afterwards, according to the design needs, again at same reinforcing soil layer so that other reinforces soil layer, pile in kind, after the sampling observation strengthening quality qualified after, the backfilling compaction base tunnel.
2. according to the said method of claim 1, it is characterized in that adding stake position plate (6), again by the construction of stake position at the absolute altitude place of the soil layer that needs reinforcement.
3. according to claim 1 or 2 said methods, it is characterized in that the distance L＞B/2 of base tunnel (2), base tunnel width W=E+nSp apart from basis (1), wherein, B is a foundation width, and E is the contour length of jack, Sp is long for the steel bushing tube coupling, and n is the steel sleeve adjustment factor, n＞1.
4. according to the said method of claim 3, it is characterized in that reinforcing the diameter d=50～200mm of stake, the ratio of reinforcing stake total sectional area Fp and soil layer sectional area Fs is less than 0.25, reinforce at least one row of stake, also can be arranged to two row or two row more than, array pitch b=1.5～2.0d, same row reinforces pilespacing a=2～3d.
5. according to the said method of claim 4, it is characterized in that basis (1) in addition the reinforcement protection area edge be P apart from the distance of homonymy edge of foundation, P＞B/4.
6. according to the said method of claim 1,, it is characterized in that steel sleeve (5) is is that the common steel tube of 50～200mm is formed by connecting the packer that tamping reinforced material diameter is made for the 40mm steel pipe by diameter.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 93105052 CN1048062C (en) | 1993-05-18 | 1993-05-18 | Horizontal substitution reinforcement method for foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 93105052 CN1048062C (en) | 1993-05-18 | 1993-05-18 | Horizontal substitution reinforcement method for foundation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1086279A CN1086279A (en) | 1994-05-04 |
| CN1048062C true CN1048062C (en) | 2000-01-05 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 93105052 Expired - Fee Related CN1048062C (en) | 1993-05-18 | 1993-05-18 | Horizontal substitution reinforcement method for foundation |
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| CN (1) | CN1048062C (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100513708C (en) * | 2006-11-24 | 2009-07-15 | 浙江理工大学 | Method for transversal reinforcement and grouting underpinning of ready construction foundation |
| CN102198955B (en) * | 2010-03-22 | 2014-10-29 | 贵阳铝镁设计研究院有限公司 | Reinforcing method and structure for instable seed mixer foundation |
| CN102817381A (en) * | 2012-08-05 | 2012-12-12 | 河北省建筑科学研究院 | Construction method of rear-embedded pile foundation |
| CN103882849B (en) * | 2014-03-03 | 2016-08-24 | 中国核电工程有限公司 | A kind of argument and analysis and method for processing foundation containing vertical weak foundation for nuclear power plant |
| CN104912125B (en) * | 2015-04-13 | 2016-09-28 | 步向义 | A kind of reinforcement means of strip footing |
| CN106087957A (en) * | 2016-06-03 | 2016-11-09 | 浙江圣井电力安装工程有限公司 | Power distribution room cable duct anti-settling method is built on a kind of coastal sludge matter soil |
| CN109797733B (en) * | 2019-01-22 | 2020-10-13 | 中国五冶集团有限公司 | Perforating construction method for earthwork below highway drainage ditch |
| CN110777859B (en) * | 2019-10-16 | 2021-04-06 | 太原理工大学 | Horizontal foundation replacement and pile body jacking reinforcement deviation rectifying method |
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1993
- 1993-05-18 CN CN 93105052 patent/CN1048062C/en not_active Expired - Fee Related
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| Publication number | Publication date |
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| CN1086279A (en) | 1994-05-04 |
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