CN1202319C - Constructive method for composite foundation - Google Patents
Constructive method for composite foundation Download PDFInfo
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- CN1202319C CN1202319C CN 03100715 CN03100715A CN1202319C CN 1202319 C CN1202319 C CN 1202319C CN 03100715 CN03100715 CN 03100715 CN 03100715 A CN03100715 A CN 03100715A CN 1202319 C CN1202319 C CN 1202319C
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- casing
- composite foundation
- stake
- job practices
- soil
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- 239000002131 composite material Substances 0.000 title claims abstract description 44
- 238000000034 method Methods 0.000 title claims description 6
- 239000002689 soil Substances 0.000 claims abstract description 51
- 238000010276 construction Methods 0.000 claims abstract description 28
- 238000002347 injection Methods 0.000 claims description 16
- 239000007924 injection Substances 0.000 claims description 16
- 239000004567 concrete Substances 0.000 claims description 15
- 150000001875 compounds Chemical class 0.000 claims description 14
- 239000004568 cement Substances 0.000 claims description 12
- 238000013461 design Methods 0.000 claims description 12
- 230000015572 biosynthetic process Effects 0.000 claims description 7
- 230000003028 elevating effect Effects 0.000 claims description 4
- 239000000945 filler Substances 0.000 claims description 4
- 238000012360 testing method Methods 0.000 claims description 4
- 239000002699 waste material Substances 0.000 claims description 4
- 230000006378 damage Effects 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 239000004744 fabric Substances 0.000 claims description 2
- 239000000835 fiber Substances 0.000 claims description 2
- 239000000203 mixture Substances 0.000 claims description 2
- 230000001965 increasing effect Effects 0.000 abstract description 4
- 239000000463 material Substances 0.000 abstract description 2
- 230000001681 protective effect Effects 0.000 abstract 3
- 239000000969 carrier Substances 0.000 abstract 1
- 238000005755 formation reaction Methods 0.000 description 5
- 238000012546 transfer Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 2
- 239000012530 fluid Substances 0.000 description 2
- 238000003672 processing method Methods 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 239000006185 dispersion Substances 0.000 description 1
- VKYKSIONXSXAKP-UHFFFAOYSA-N hexamethylenetetramine Chemical compound C1N(C2)CN3CN1CN2C3 VKYKSIONXSXAKP-UHFFFAOYSA-N 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
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- Piles And Underground Anchors (AREA)
Abstract
The present invention provides a construction method of a composite foundation, which can motivate the bearing capacity of deep layer soil bodies more fully through a pile to make up for the insufficiency of the bearing capacity of upper layer soil bodies in the composite foundation to form the composite foundation with higher bearing capacity and lower cost. The construction method of a composite foundation of the present invention comprises the following steps: (1), a protective cylinder (2) is arranged to a predetermined depth in the foundation through power, and the predetermined depth is determined by the facts that soil layers at the depth are soil bodies with stable position and good soil performance and the surface of the foundation can not be bulged when the soil layers are squeezed and tamped by filling materials; (2), the construction of composite carriers is carried out on the bottom of the protective cylinder; (3), a pipe body (8) and a pile top expanding part (9) are formed, wherein the pile top expanding part (9) is positioned on the top of the pipe and is used for increasing the contact area of the top of the pile and cushions, and the protective cylinder (2) is provided; (4), the cushions (12) are paved on the top surface of the pile top expanding part and the surface of the foundation.
Description
Technical field under the present invention
The present invention relates to civil engineering, particularly the technology in foundation field.
Prior art
As the construction technology of composite foundation, people know the job practices that is called " CFG ".This job practices comprises the construction of two parts, and a part is the construction of stake, and a part is the construction of mattress layer, its objective is to form the occasion that stake soil bears the composite foundation of upper load jointly.In this occasion, the stake of being adopted is most for not requiring the plain concrete pile that bearing capacity is higher, for side friction and the end load of bringing into play stake, have to the length of stake is increased on the better soil layer of certain depth, increase the quantity that lays out pile simultaneously, the length of stake and the increase of quantity have caused the increasing of engineering cost.Participate in stressedly owing to transfer the good soil layer in stake bottom, so the force mechanism of CFG stake is irrational, also is uneconomic in the cost contrast.On the other hand, from the construction aspect, above-mentioned form of construction work adopts auger boring, and pile body adopts auger stem grouting, can form bad pile crown like this, and the operation of pile crown clearly and secondary soil clearly must be arranged, the construction trouble, and thus, construction cost can increase greatly.
Content of the present invention
The present invention proposes in order to solve the above problems, the object of the present invention is to provide a kind of job practices of composite foundation, can form composite foundation quickly and easily by this method, in this composite foundation, it is stressed to give full play to the participation of pile shaft material and pile peripheral earth, increases replacement ratio, in the bearing capacity that improves stake, shorten long, a minimizing stake number, and a pile greatly reduces engineering quantity, thus the spending of saving engineering by a relatively large margin.
To achieve these goals, the job practices of composite foundation of the present invention comprises the steps:
1. by power casing is set to desired depth place in the ground, this desired depth is to determine like this, be that layer position is stable at this its soil layer of degree of depth place promptly, soil nature is the soil body preferably, and foundation surface can not produce protuberance or swell less when this soil layer is carried out the compacted compacting of filler in addition;
2. the construction of complex carrier is carried out in the bottom of casing;
What 3. form pile body and be positioned at a top is used to increase stake top wide diameter portion with the contact area of the mattress layer that will lay, proposes casing;
4. on the end face and foundation surface of formed stake top wide diameter portion, lay mattress layer.
In the job practices of above-mentioned composite foundation, above-mentioned steps 1. in, be with the mode of pipe casing to be set in the ground desired depth by hammering.
Job practices at above-mentioned composite foundation, be preferably in above-mentioned steps 2. in, the construction of described complex carrier is performed such, by this casing, insert building waste in the gradation of the bottom of casing, make hammer ram do elevating movement up and down along this casing, the building waste of being inserted is carried out macro-energy to be rammed, this rams degree is to determine like this: when hammer ram produces bounce-back, the injection amount that test hammer ram continuous three hits under the situation of filler not, wherein previous injection amount greater than after once injection amount, or with after once injection amount maintain an equal level, and above-mentioned three hit total injection amount less than design load, and this design load is according to the degree of depth 3～5m under the stake end, the soil body of scope 2～3m is farthest tamped, and still the mode that the outer adjacent stake soil body of this compact earth is not impacted destruction is again determined; The degree of depth of hammering casing is greater than 50cm when receiving hammer, thereby forms by inserts, the compacted soil body of compacting in the casing bottom and influence the complex carrier that the soil body is formed; Then, insert harsh concrete by above-mentioned casing gradation, it is rammed, the degree of depth that receipts hammer hour hammer goes out casing is not more than 5cm, thereby forms the stiff concrete of complex carrier, constitutes complete complex carrier with this.
In the job practices of above-mentioned composite foundation, best, above-mentioned step 2. in, at first at the ground surface borehole, be formed for pouring into a mould a slotted eye of top wide diameter portion, then, carry out the construction of complex carrier.
In the job practices of above-mentioned composite foundation, best, above-mentioned step 3. in, casing is proposed, and meanwhile pour into a mould the hydraulicity compound that comprises cement of pile body and be positioned at a top be used to increase the hydraulicity compound that comprises cement with the stake top wide diameter portion of the contact area of mattress layer.
In the job practices of above-mentioned composite foundation, best, above-mentioned step 3. in, casing is proposed on one side, that pours into a mould on one side the hydraulicity compound that comprises cement of pile body and be positioned at a top is used to increase the hydraulicity compound that comprises cement with the stake top wide diameter portion of the contact area of mattress layer, on one side the hydraulicity compound that comprises cement is vibrated.
In the job practices of above-mentioned composite foundation, best, above-mentioned step 3. in, in laying the process of mattress layer, in this layer, bury scholar worker's grid underground.
In the job practices of above-mentioned composite foundation, best, above-mentioned step 3. in, in the concrete of being poured into a mould, mix fiber or debris fabric.
In the job practices of above-mentioned composite foundation, best, the above-mentioned hydraulicity compound that comprises cement is a plain concrete.
In the job practices of above-mentioned composite foundation, best, what be positioned at a top is used to increase stake top wide diameter portion with the contact area of mattress layer by the following manner castable, this mode is: around the top of expanding tube, promptly the stake top around excavate the soil body, form the less funnel-form in bottom, place the funnel-form mould that is used to form this top wide diameter portion herein, when the pile body cast finishes, this top wide diameter portion is poured into a mould, make itself and pile body form one.
In the job practices of above-mentioned composite foundation, best, above-mentioned mattress layer is by sand stone layer, or the flexible layer of macadam formation.
The technical characterstic and the advantage of this composite foundation are:
1. improve the bearing capacity of stake.Improve the side friction of stake and hold load different with CFG stake employing increase stake is long, this composite foundation is by form the complex carrier with the compacted formation of continuous filling tamped under the stake end, at the stake end and form the load dispersion preferably between the foundation soil as bearing stratum, change the interactively between conventional piles end and the foundation soil body, avoid the local stress concentration of foundation soil body, transfer the bearing capacity of stake end foundation soil body separately fully, thereby improve the supporting capacity of stake.
2. the long shortening of stake.Owing to can be the lower soil body of bearing capacity near the soil body that is reinforced below the stake end, promptly the stake end needn't be arranged on the higher foundation soil of bearing capacity, just can shorten pile body length greatly.Therefore this composite foundation can obtain the bearing capacity identical or bigger with the CFG stake when making long the reducing of stake.
3. the replacement ratio of stake soil improves.Owing to have the hole enlargement part at the stake top, the contact area that itself and cotton-padded mattress push up increases, realize power transmission fully, the replacement ratio of stake soil can be improved greatly,, 3～4 times of area replacement ratios can be improved than general processing methods such as CFG stakes, can transfer the bearing capacity of the good soil layer below the complex carrier of a bottom to a greater degree, to remedy the deficiency of bearing capacity stake week, the top carrying soil body, can more effectively transfer the good soil layer of stake bottom, stressed with upper strata soil body fellowship.
4. reduce operation.Because the construction that method of the present invention is an employing casing soil compaction mode carries out stake, the soil body is not discharged like this, need not it is cleared, in addition, Yi Bian because the cast of pile concrete is by carrying pipe, one side fluid concrete, vibrate on one side and carry out, the casting quality of the wide diameter portion at pile body and stake top thereof is good, so need not the operation of pile crown clearly, thus, operating expenses reduces.
Brief Description Of Drawings:
Fig. 1 is the process chart of an embodiment of the job practices of composite foundation of the present invention.
Fig. 2 is the structure chart according to the composite foundation of the job practices formation of composite foundation of the present invention.
As shown in Figure 1, as an embodiment of the job practices of composite foundation of the present invention.At first, shown in Fig. 1 (A), the place, stake position in regulation carries out the borehole construction, it is determined by stake top wide diameter portion 9 (with reference to the Fig. 2 and the Fig. 1 (H)) that will form at diameter of the expansion section on ground, and below the expansion section on ground the casing guide hole of formation certain depth.Then, shown in Fig. 1 (B), casing 2 is erected, its bottom is inserted in the above-mentioned guide hole, realize the location of casing 2, weight 3 is suspended in the casing 2 by wire rope 10.Then, shown in Fig. 1 (C),, carry out hammering, make above-mentioned casing 2 progress into the ground depths with pipe construction by the elevating movement repeatedly up and down of weight 3.Afterwards, shown in Fig. 1 (D), make above-mentioned casing sink to the design elevation place in the manner described above.Then, shown in Fig. 1 (E), carry out the construction of the compound pile body of stake end, the construction of this compound pile body is rammed the expansion design discipline according to complex carrier and is carried out, specifically, utilize the elevating movement of weight 3 in above-mentioned casing 2 of hoisting rope 10 suspentions, insert inserts 4 to casing 2 bottoms on one side, on one side by above-mentioned weight 3, the above-mentioned inserts of inserting 4 is tamped, carried out this filling and compacting operation repeatedly, the bottom of above-mentioned casing 2, that is, the foundation soil body in the prescribed limit of stake end below carries out closely knit reinforcing.Thus, form by the inserts of tamping 4 at the stake end, the compacted soil body 5 and the complex carrier that influences the soil body 6 formations, until satisfying following condition, the final filling compacting degree that is above-mentioned inserts is hit total injection amount control by three, promptly, under situation about not feeding intake, weigh and the distance that falls with certain hammer, the injection amount that test weight continuous three hits, wherein previous injection amount greater than after once injection amount, or with after once injection amount maintain an equal level, and above-mentioned three hit total injection amount less than design load, this design load is according to (degree of depth 3～5m, scope 2～3m) is farthest tamped, but is not outward that the mode that the adjacent stake soil body impacts destruction is determined to this compact earth again to stake end surrounding soil.At this moment, ground is protuberance or less protuberance not, adjacent studs is not impacted.In this occasion, it is long to need not to adjust above-mentioned setting stake, finishes the construction of above-mentioned stake end complex carrier.Then, shown in Fig. 1 (F), by above-mentioned casing 2, to casing 2 bottoms, fill harsh concrete, by above-mentioned casing 2, it is tamped, and this compacting degree should satisfy the requirement of upper load to its flush shear force, and forms the harsh concrete layer 7 of top band concave surface.Then, as showing of Fig. 1 (G), by casing 2, fluid concrete, formin concrete pile body 8 until the stake top, and then forms stake top wide diameter portion 9, proposes casing 2 simultaneously.
As shown in Figure 2, after above-mentioned stake 11 constructions finish, on the end face and foundation surface of formed stake top wide diameter portion 9, lay sand, stone bed pad layer 12, carry out the construction of sole plate 13 then thereon.
A construction test example that carries out below by the applicant describes.In a work items, build 12 story frame structure residential buildings, the composite foundation design bearing capacity is 300kpa/m
2According to engineering geological conditions, if adopt the CFG pile composite foundation, the single pile design bearing capacity should be 600kN, and the stake footpath be 400mm, and long is 16m, can meet design requirement like this, lays out pile then every 4m with the pile spacing of 2m * 2m
2The area replacement ratio of the soil body be 3%.When adopting multiple ground of the present invention to handle, long of stake needs 6m, just can reach the single pile design bearing capacity of 600kN, greatly reduces construction volume and engineering cost.Simultaneously because a stake top diameter is 800mm, the every 4m of this composite foundation
2The area replacement ratio of the soil body can reach 12%, if adopt the CFG stake, reach equal replacement ratio, need change pile spacing into 1.6m * 1.6m, increased a considerable amount of stakes so virtually.Need increase secondary soil clearly as counting the CFG stake again, an operation such as cutter pile crown, through COMPREHENSIVE CALCULATING, this project adopts composite foundation construction method of the present invention than CFG pile composite foundation processing method, saves infrastructure investment more than 30%.
Claims (10)
1, a kind of job practices of composite foundation comprises the steps:
1. by power casing is set to desired depth place in the ground, this desired depth is to determine like this, be that layer position is stable at this its soil layer of degree of depth place promptly, soil nature is the soil body preferably, and foundation surface can not produce protuberance or swell less when this soil layer is carried out the compacted compacting of filler in addition;
2. the bottom of casing, carry out the construction of complex carrier:
What 3. form pile body and be positioned at a top is used to increase stake top wide diameter portion with the contact area of the mattress layer that will lay, proposes casing;
4. on the end face and foundation surface of formed stake top wide diameter portion, lay mattress layer.
2, the job practices of composite foundation according to claim 1, in it is characterized in that above-mentioned steps 2., the construction of described complex carrier is performed such, by this casing, insert building waste in the gradation of the bottom of casing, make hammer ram do elevating movement up and down along this casing, the building waste of being inserted is carried out macro-energy to be rammed, this rams degree is to determine like this: when hammer ram produces bounce-back, the injection amount that test hammer ram continuous three hits under the situation of filler not, wherein previous injection amount greater than after once injection amount, or with after once injection amount maintain an equal level, and above-mentioned three hit total injection amount less than design load, and this design load is according to the degree of depth 3～5m under the stake end, the soil body of scope 2～3m is farthest tamped, and still the mode that the outer adjacent stake soil body of this compact earth is not impacted destruction is again determined; The degree of depth of hammering casing is greater than 50cm when receiving hammer, thereby forms by inserts, the compacted soil body of compacting in the casing bottom and influence the complex carrier that the soil body is formed; Then, insert harsh concrete by above-mentioned casing gradation, it is rammed, the degree of depth that receipts hammer hour hammer goes out casing is not more than 5cm, thereby forms the stiff concrete of complex carrier, constitutes complete complex carrier with this.
3, the job practices of composite foundation according to claim 1, it is characterized in that above-mentioned step 2. in, at first at the ground surface borehole, be formed for pouring into a mould a slotted eye of top wide diameter portion, then, carry out the construction of complex carrier.
4, the job practices of composite foundation according to claim 1, it is characterized in that above-mentioned step 3. in, on one side propose casing, that pours into a mould the hydraulicity compound that comprises cement of pile body on one side and be positioned at a top is used to increase the hydraulicity compound that comprises cement with a top wide diameter portion of the contact area of mattress layer.
5, the job practices of composite foundation according to claim 1, it is characterized in that above-mentioned step 3. in, casing is proposed on one side, that pours into a mould on one side the hydraulicity compound that comprises cement of pile body and be positioned at a top is used to increase the hydraulicity compound that comprises cement with the stake top wide diameter portion of the contact area of mattress layer, on one side the hydraulicity compound that comprises cement is vibrated.
6, the job practices of composite foundation according to claim 1, it is characterized in that above-mentioned step 3. in, in laying the process of mattress layer, in this layer, bury geo-grid underground.
7, the job practices of composite foundation according to claim 1, it is characterized in that above-mentioned step 3. in, in the concrete of being poured into a mould, mix fiber or debris fabric.
8, the job practices of formation pile body according to claim 4 and stake top wide diameter portion is characterized in that the above-mentioned hydraulicity compound that comprises cement is a plain concrete.
9, the job practices of composite foundation according to claim 1, what it is characterized in that being positioned at a top is used to increase stake top wide diameter portion with the contact area of mattress layer by the following manner castable, this mode is: around the top of expanding tube, promptly the stake top around excavate the soil body, form the less funnel-form in bottom, place the funnel-form mould that is used to form this top wide diameter portion herein, when the pile body cast finishes, this top wide diameter portion is poured into a mould, made itself and pile body form one.
10, the job practices of composite foundation according to claim 1 is characterized in that above-mentioned mattress layer is by sand stone layer, or the flexible layer of macadam formation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 03100715 CN1202319C (en) | 2003-01-21 | 2003-01-21 | Constructive method for composite foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 03100715 CN1202319C (en) | 2003-01-21 | 2003-01-21 | Constructive method for composite foundation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1424468A CN1424468A (en) | 2003-06-18 |
| CN1202319C true CN1202319C (en) | 2005-05-18 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 03100715 Expired - Lifetime CN1202319C (en) | 2003-01-21 | 2003-01-21 | Constructive method for composite foundation |
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| CN (1) | CN1202319C (en) |
Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100381645C (en) * | 2003-11-21 | 2008-04-16 | 王继忠 | Constructure method of concrete pile |
| CN1327087C (en) * | 2004-12-28 | 2007-07-18 | 王继忠 | Composite foundation construction method |
| CN103422489A (en) * | 2012-05-15 | 2013-12-04 | 张家口市冀诚工程技术有限公司 | Pile-end tube composite foundation and construction method thereof |
| CN103046529A (en) * | 2012-12-31 | 2013-04-17 | 中国建筑西南勘察设计研究院有限公司 | Rammed hard plain concrete pile composite foundation |
| CN103981880A (en) * | 2014-05-16 | 2014-08-13 | 郑玉辉 | Treatment method of composite foundation using top-enlarged and bottom-enlarged CFG piles |
| CN105625294A (en) * | 2016-02-05 | 2016-06-01 | 王继忠 | Composite foundation and construction method thereof |
| CN106337408A (en) * | 2016-08-24 | 2017-01-18 | 段绍伟 | Construction method of crushed stone and compacting pile composite foundation |
| CN115262608A (en) * | 2022-08-17 | 2022-11-01 | 中冀建勘集团有限公司 | Sparse-distributed rigid pile composite foundation with pile end being bedrock and construction method thereof |
| CN115852932B (en) * | 2023-02-13 | 2024-02-23 | 北京波森特岩土工程有限公司 | Construction method of carrier pile |
-
2003
- 2003-01-21 CN CN 03100715 patent/CN1202319C/en not_active Expired - Lifetime
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| CN1424468A (en) | 2003-06-18 |
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Assignee: BEIJING PUISSANT GEOTECHNICAL ENGINEERING Co.,Ltd. Assignor: Wang Jizhong Contract record no.: 2011110000108 Denomination of invention: Construction method of compound ground base Granted publication date: 20050518 License type: Exclusive License Open date: 20030618 Record date: 20110718 |
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Address after: 102218 Beijing city Changping District East Town Taiping home building No. 31 Beijing possente Geotechnical Engineering Co. Ltd. Patentee after: Wang Jizhong Address before: 102209, Beijing, Changping District East small town Tiantongyuan Small District three, building 103, room 9 Patentee before: Wang Jizhong |
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