CN1051828C - Building foundation pit supporting method and special-purpose flat concrete pile - Google Patents
Building foundation pit supporting method and special-purpose flat concrete pile Download PDFInfo
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- CN1051828C CN1051828C CN 98113197 CN98113197A CN1051828C CN 1051828 C CN1051828 C CN 1051828C CN 98113197 CN98113197 CN 98113197 CN 98113197 A CN98113197 A CN 98113197A CN 1051828 C CN1051828 C CN 1051828C
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Abstract
The present invention relates to a building foundation pit supporting method and a special-purpose flat concrete pile thereof. The building foundation pit supporting method comprises the following steps: using a deep layer mixing pile or a rotary spraying pile or grouting as a water stopping curtain of a foundation pit; using a flat reinforced bar concrete prefabricated pile as a stress structure of the foundation pit; pressing the flat reinforced bar concrete prefabricated pile under the ground in a static pressure mode. The width to length ratio of the cross section of the flat reinforced bar concrete prefabricated pile us 1/3 to 1/5. The present invention fully uses main characteristics of different material, that is, the tensile properties of reinforced bars, the compressive properties of concrete and the water stop properties of the water stopping curtain are used for supporting the foundation pit. Thus, technical economy effect is obvious, and 30 to 50% of cost is saved; the present invention has the advantages of convenient structural calculation, fast construction and small influence on periphery environment.
Description
The present invention relates to a kind of building foundation pit supporting method and concrete special stake thereof.
The main method that is used for pattern foundation pit supporting structure at present has: diaphragm wall; Steel sheet pile; Water-stop curtain is joined in stake (drilled pile, hole digging pile, tube-sinking cast-in-situ pile, pile tube, precast square pile etc.); Deep-mixed pile; Ways such as spray anchor net.Wherein, diaphragm wall and steel sheet pile can support and be subjected to big soil pressure, be usually used in special dark (more than the 15m) pattern foundation pit supporting structure, the big and diaphragm wall of its cost long in time limit.Water-stop curtain is joined in stake can be to being subjected to big soil pressure, dark (5-15m) pattern foundation pit supporting structure in being usually used in, wherein brill/hole digging pile is joined the foundation ditch that water-stop curtain is used for 5-15m, tube-sinking cast-in-situ pile, pile tube, precast square pile are joined the foundation ditch that water-stop curtain is used for 5-10m, and its common weakness is to underuse the tensile characteristics of reinforcing bar in the stake and seem uneconomical.Deep-mixed pile and difficult the supporting of spray anchor net are subjected to big soil pressure, be usually used in more shallow pattern foundation pit supporting structure, but the pattern foundation pit supporting structure that the anchor net is not suitable for being used for soft clay area are sprayed in involving great expense of deep-mixed pile.In addition, Japan speciallys permit communique on August 9th, 1994 disclosed " using the construction method of the diaphragm wall of steel pipe pile " (the flat 6-220841 of TOHKEMY), and it is included in foundation ditch outside formation cement mix row of piles, at the stressed preformed pile of the inboard formation of foundation ditch.It adopts the steel pipe row of piles as the foundation ditch force structure, and it is more to expend steel pipe, involves great expense.
Purpose of the present invention aims to provide a kind of various properties of materials that make full use of, reach good technology economic, and structural calculation is easy, quick construction, building foundation pit supporting method and the concrete special stake thereof less to surrounding environment influence, to overcome the deficiencies in the prior art part.
Building foundation pit supporting method by this purpose design, comprise the water-stop curtain that adopts deep-mixed pile or rotary churning pile or grouting to do the foundation ditch outside, its method feature is that the foundation ditch inboard adopts flat steel bar concrete preformed pile as the foundation ditch force structure, and the cross direction of the cross section of described preformed pile is facing to meeting native face.
The construction of described flat steel bar concrete preformed pile is pressed into underground in the static pressure mode.When spacing is big, horizontally set linking beam between the flat steel bar concrete preformed pile.When adopting deep-mixed pile to make water-stop curtain, the cross section of deep-mixed pile can be designed to outer arch, and arch is facing to pressure direction, so that pressure is delivered on the flat steel bar concrete preformed pile.
The concrete special stake of described building foundation pit supporting method, by reinforcing bar and concrete prefabricated forming, its architectural feature is that described concrete pile is a flat concrete pile, its cross section breadth length ratio b: h is 1: 3--1: 5; Many advocated muscle and bearing rods are arranged on the cross direction at two ends, and the waist muscle is arranged on the length direction of both sides, by stirrup described advocated muscle and bearing rod are linked together, and the muscle of being advocated should be arranged on the native face of meeting of flat concrete pile.
The present invention makes full use of the key property of various materials, promptly utilizes the tensile property of reinforcing bar, the compressive property of concrete and the sealing performance of curtain to carry out pattern foundation pit supporting structure, and techno-economic effect is obvious, cost saving 30-50%.And structural calculation is easy, quick construction, less to surrounding environment influence.
Accompanying drawing is several embodiments of the present invention.
Fig. 1 is the cross-sectional structure schematic diagram of flat concrete pile;
Fig. 2 is the vertical section structure schematic diagram of flat concrete pile.
Fig. 3 is certain reservoir foundation ditch figure of water factory;
Fig. 4 is the former scheme sectional drawing of Fig. 3;
Fig. 5 is new departure sectional drawing of Fig. 3;
Fig. 6 is the foundation ditch figure in certain hotel;
Fig. 7 is the former scheme sectional drawing of Fig. 6;
Fig. 8 is new departure sectional drawing of Fig. 6.
Among the figure: 1 is the muscle of being advocated; 2 is stirrup; 3 is the waist muscle; 4 is bearing rod; 5 for reserving connecting hole; 6 be foundation ditch at the bottom of; 7 is pressure zone (fulcrum); 8 is collar tie beam; 9 is deep-mixed pile; 10 is flat concrete pile; 11 is pile tube; 12 is single deep-mixed pile (connection); 13 is Φ 1200 drilled piles; 14 is inner excavation classification signal; 15 are the flood control embankment; 16 is foundation ditch; 17 is interim watertight barrier.
The invention will be further described below in conjunction with drawings and Examples:
Referring to Fig. 1, Fig. 2, flat concrete pile generally adopts b: h=1: the flat more than 3, have enough resistances to torsion for making stake, and b: h also should not be greater than 5.When foundation depth during, still should in stake, establish and reserve connecting hole 5, so that linking beam is set greater than 5m.Many advocated muscle 1 and bearing rods 4 are arranged on the cross direction b at two ends, waist muscle 3 is arranged on the length direction h of both sides, by stirrup 2 described advocated muscle 1 and bearing rod 4 are linked together, length is pressed actual needs production, when surpassing 12m, the welding of employing scale, weld bond intensity must be greater than main rigidity of soft tissues degree.Can give full play to for the intensity that makes the muscle of being advocated, must make flat concrete pile when being subjected to soil pressure, the fulcrum of the muscle of being advocated can accurately drop on the concrete at bearing rod position, and therefore, main muscle arrangement constraints is:
A
S masterFy≤0.1bhf
Cm+ A
The s frameIn the fy formula:
A
S master-muscle cross-sectional area mm is advocated
2
A
The s frame-bearing rod cross-sectional area mm
2
The tension of fy-plain bars, compressive strength design load N/mm
2
f
Cm-concrete flexural compressive strength design load N/mm
2
B---flat concrete pile breadth of section mm;
H---flat concrete pile cross-sectional length mm;
As: 225 * 900, join 4 Φ, 22 main muscle, 2 Φ, 12 bearing rods, then:
A
S masterFy=1520.53 * 310=471.37KNm
0.1bhf
Cm+ A
The s frameFy=0.1 * 225 * 900 * 21.5+226.2 * 310
＝505.5KN.m＞471.37KN·m
And for example: 250 * 1000, join 3 Φ 22+2 Φ, 25 main muscle, 2 Φ, 16 bearing rods, then:
A
S masterFy=(1140.1+981.75) * 310=657.87KNm
0.1bhf
Cm+ A
The s frameFy=0.1 * 250 * 1000 * 21.5+201.06 * 310
Its resistance to bending of=662.1KNm＞657.87KNm calculate by " concrete design specification " (GBJ10-89) attached 3-1 formula calculate, concrete strength should not be lower than C
40
In above-mentioned two examples: (with C
40Concrete calculates)
225 * 900, join 4 Φ, 22 muscle, M=387.0KNm
(even waist muscle, bearing rod are 1972mm
2)
250 * 1000, join 3 Φ 22+2 Φ, 25 muscle, M=597.9KNm
(even waist muscle, frame master muscle are 2750mm
2) referring to Fig. 3, Fig. 4, Fig. 5, be certain reservoir foundation ditch figure of water factory (the dark 6m of foundation ditch).
Former scheme: pile tube 11 is joined deep-mixed pile 9 supportings.
The AB section: design bending moment value M=744.26KNm, adopt single Φ 500 pile tubes, pilespacing 0.6m, the long 12m of stake lays out pile 63; Three row Φ, 500 deep-mixed piles are arranged in the stake back, pilespacing 0.4m, and the long 12m of stake lays out pile 255.
The CD section: design bending moment value M=482.9KNm, adopt single Φ 400 pile tubes, pilespacing 1.0m, the long 12m of stake lays out pile 38; Stake back three row Φ, 500 deep-mixed piles, several 255 of stake, the long 10m of stake.
AC, BD section: adopt and put the slope at 1: 2 and dig dark 3m, supporting 3m.Adopt double Φ 500 deep-mixed piles, the long 7m of stake lays out pile 180 altogether.
Add up to 63 of Φ 500 pile tubes, 756m, 15.12 ten thousand yuan of costs; 38 of Φ 400 pile tubes, 456m, 6.84 ten thousand yuan of costs; 690 of Φ 500 deep-mixed piles, 6615m, 39.69 ten thousand yuan of costs.61.65 ten thousand yuan of total costs.
New departure: flat concrete pile 10 is joined deep-mixed pile 9 supportings (the design moment value is the same).
The AB section: adopt single 250 * 1000mm flat concrete pile (the muscle 3 Φ 22+2 Φ 25 that advocated, down together), pilespacing 0.8m, the long 12m of stake lays out pile 47; The single deep-mixed pile in stake back, the long 10m of stake lays out pile 100.
The CD section adopts single 250 * 1000mm flat concrete pile, pilespacing 1.2m, and the long 12m of stake lays out pile 32; Stake back one row Φ, 500 deep-mixed piles, the long 9m of stake lays out pile 100.
AC, BD section: with former scheme.
Add up to 79 of the flat stakes of 250 * 1000mm, the long 948m of stake, 28.44 ten thousand yuan of costs; 200 of Φ 500mm deep-mixed piles, the long 1900m of stake, 11.4 ten thousand yuan of costs.39.84 ten thousand yuan of total costs.
Flat concrete pile is saved 21.81 ten thousand yuan than pile tube scheme, and the saving amplitude reaches 35%.Referring to Fig. 6, Fig. 7, Fig. 8, be certain foundation ditch figure of hotel.
This segment base hole is from highway 10.5m, supporting degree of depth 8.84m, and length 110m, the supporting degree of depth and substratum geological condition are very poor, are C=5.6KPa, the silt matter soil of Φ=6 °.
Former scheme: drilled pile 13 is joined deep-mixed pile 9 supportings.
1. be close to highway and do a row Φ 500 deep-mixed piles, dark 15m amounts to 274.
2. arrange Φ 500 deep-mixed piles to foundation ditch place plum blossom shape by road, dark 12m amounts to 545.And in this section to put the slope at 1: 2.5.Put back, slope residue supporting degree of depth 5.84m.
3. be close to the foundation ditch limit and make 1 of Φ 1200 drilled pile every 1.4m, dark 23-24m, in join 16 Φ, 18 main muscle, amount to 79,0.6 * 1m collar tie beam is made on the drilled pile top.
Cost: drilled pile:
Agitation pile: ten thousand yuan of (274 * 15+545 * 10.5) * 65=63.9
Add up to: 372.1 ten thousand yuan (not containing collar tie beam)
New departure: flat concrete pile 10 is joined deep-mixed pile two-layer supporting in 9 fens:
1. every meter 250 * 1000 flat concrete pile (the muscle 3 Φ 22+2 Φ 25 that advocated, down with) on the highway limit, dark 16m amounts to 110, does a row Φ 500 deep-mixed piles after the stake, and dark 15m amounts to 273, and 0.5 * 1m collar tie beam is done on the flat concrete pile top.
But the soil pressure of said structure supporting 4.4m, 4.43m is by the secondary supporting for residue.
2. be close to every meter 250 * 1000 flat concrete piles in foundation ditch place, dark 16m amounts to 110.
Ten thousand yuan of cost: flat concrete pile: 220 * 16 * 300=105.6
Ten thousand yuan of deep-mixed pile: 273 * 15 * 65=26.6
Add up to: 132.2 ten thousand yuan (not containing collar tie beam)
Two compare, and the flat concrete pile supporting scheme is saved 239.9 ten thousand yuan, and cost only is 35.5% of a former scheme.Still save 39.4% even the drilled pile cost is calculated by half (this moment, former scheme was 2,180,000 yuan) flat concrete pile supporting scheme.In the present embodiment:
1. soil pressure is calculated
Undertaken by People's Republic of China's industry standard " building foundation pit supporting tecnical regulations " (exposure draft).
2. water-stop curtain design
According to geological condition, undertaken by People's Republic of China's industry standard " building foundation pit supporting tecnical regulations " (exposure draft).
When the flat concrete pile spacing is bigger, when the waterproof between piles curtain has the unstability possibility, should linking beam be set at cantilever flat concrete pile middle part, the soil pressure that water-stop curtain is born directly is passed on the flat concrete pile.As making water-stop curtain with deep-mixed pile, then deep-mixed pile can be designed to outer arch suffered soil pressure is delivered on the flat concrete pile.
3. job practices: the flat concrete pile construction should be carried out with static pressure type, and construction machinery be good with skirt piles pile press (No. 96237670.1, Chinese patent) or front-located mode pile press (No. 97240064.8, Chinese patent application), with reduce to around interference and damage.
4. construction technology main points: roughly the same (undertaken) with construction of Static Pressure Pile, but the allowable variation of stake should not be greater than 50mm by " building pile foundation tecnical regulations " JGJ94-94.Soldering opening intensity must be greater than main rigidity of soft tissues degree, and meets the requirement of JGJ94-94 standard.
Claims (8)
1. a building foundation pit supporting method comprises the water-stop curtain that adopts deep-mixed pile to do the foundation ditch outside, it is characterized in that the inboard flat steel bar concrete preformed pile that adopts of foundation ditch as the foundation ditch force structure, and the cross direction of the cross section of described preformed pile (b) is facing to meeting native face.
2. building foundation pit supporting method as claimed in claim 1 is characterized in that the construction of flat steel bar concrete preformed pile is pressed into underground in the static pressure mode.
3. building foundation pit supporting method as claimed in claim 1 is characterized in that when spacing is big horizontally set linking beam between the flat steel bar concrete preformed pile.
4. building foundation pit supporting method as claimed in claim 1 is characterized in that the cross section of described deep-mixed pile can be designed to outer arch, and arch is facing to pressure direction, so that pressure is delivered on the flat steel bar concrete preformed pile.
5. building foundation pit supporting method, comprise the water-stop curtain that adopts rotary churning pile or grouting to do the foundation ditch outside, it is characterized in that the inboard flat steel bar concrete preformed pile that adopts of foundation ditch as the foundation ditch force structure, and the cross direction of the cross section of described preformed pile (b) is facing to meeting native face.
6. building foundation pit supporting method as claimed in claim 5 is characterized in that the construction of flat steel bar concrete preformed pile is pressed into underground in the static pressure mode.
7. building foundation pit supporting method as claimed in claim 5 is characterized in that when spacing is big horizontally set linking beam between the flat steel bar concrete preformed pile.
8. as the concrete special stake of building foundation pit supporting method as described in claim 1 or 5, by reinforcing bar and concrete prefabricated forming, it is characterized in that described concrete pile is flat concrete pile (10), its cross section breadth length ratio b: h is 1: 3--1: 5; Many muscle of being advocated (1) and bearing rod (4) are arranged on the cross direction at two ends, waist muscle (3) is arranged on the length direction of both sides, by stirrup (2) described muscle of being advocated (1) and bearing rod (4) are linked together, and the muscle of being advocated (1) should be arranged on the native face of meeting of flat concrete pile (10).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 98113197 CN1051828C (en) | 1998-05-06 | 1998-05-06 | Building foundation pit supporting method and special-purpose flat concrete pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 98113197 CN1051828C (en) | 1998-05-06 | 1998-05-06 | Building foundation pit supporting method and special-purpose flat concrete pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1195730A CN1195730A (en) | 1998-10-14 |
| CN1051828C true CN1051828C (en) | 2000-04-26 |
Family
ID=5222957
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 98113197 Expired - Lifetime CN1051828C (en) | 1998-05-06 | 1998-05-06 | Building foundation pit supporting method and special-purpose flat concrete pile |
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100593052C (en) * | 2008-09-16 | 2010-03-03 | 中铁大桥局集团第一工程有限公司 | Open cut foundation pit supporting and protecting method |
| CN101775800B (en) * | 2009-02-20 | 2011-11-30 | 上海强劲地基工程股份有限公司 | Cement earth pile with double functions and forming method thereof |
| CN101793032A (en) * | 2010-04-21 | 2010-08-04 | 邵辉 | Construction method of deep foundation ditch on small place |
| CN105350583A (en) * | 2015-10-29 | 2016-02-24 | 周兆弟 | Underground pipe gallery fender wall construction method and underground pipe gallery construction method |
-
1998
- 1998-05-06 CN CN 98113197 patent/CN1051828C/en not_active Expired - Lifetime
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Address after: Guangdong province Foshan city Shunde District Daliang Development Zone, Guangzhou Zhuhai Highway Jinbang Patentee after: Foshan Shunde Yongji Building Foundation Co., Ltd. Address before: The town of Daliang District of Guangdong city of Shunde province Jinbang Zhuhai Road Patentee before: Yongji Building Base Co., Ltd., Shunde City |
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Owner name: FUSHAN CITY SHUNDE DISTRICT YONGJI BUILDING BASE C Free format text: FORMER NAME: SHUNDE YONGJI BUILDING FOUNDATION CO., LTD. |
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Granted publication date: 20000426 |
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