CN101560768A

CN101560768A - Overall process construction method for hammering pile, special device therefor and application thereof

Info

Publication number: CN101560768A
Application number: CNA2009100669753A
Authority: CN
Inventors: 毕建东
Original assignee: Individual
Current assignee: Individual
Priority date: 2009-05-20
Filing date: 2009-05-20
Publication date: 2009-10-21
Anticipated expiration: 2029-05-20
Also published as: CN101560768B

Abstract

The invention provides an overall process construction method for a hammering pile, a special device therefor and application thereof. The special device used comprises special pile points, a reinforcing cage for testing and a special piling machine, wherein the special pile points comprise a pile point for testing and a pile point for piling; and the special piling machine is a piling machine equipped with a hammerless gun which is also taken as a pressure lever and having loading function. The overall process construction for the hammering pile comprising pile testing, pile driving and pile measuring is completed systematically by measuring pile end resistance through a hammering method matched with pile sinking, a small area method or an assistance method, and by measuring pile side resistance through an isolation method or the assistance method, so that the method realizes the aims of testing, driving and measuring a timber pile by a small piling machine. The method and the special device therefor adopted can complete the overall process construction of pile testing, pile driving and pile measuring of a pipe-sinking-filling pile or a prefabricated concrete hollow pile with the ultimate bearing capacity of 1,500 tons under the condition that the pile pressing tonnage is only 680 tons or even 300 tons, and have good comprehensive benefit.

Description

In hit the stake overall process construction method and isolated plant and application

Technical field

Hit overall process construction method and the isolated plant and the application of stake in the present invention relates to, belong to the pile foundation construction technical field.

Background technology

The overall process of pile driving construction comprises three big steps: 1. test pile: an examination of formally doing before the stake is beaten or pressure testing; 2. do stake: comprise preformed pile piling, piling and castinplace pile do concrete steps such as hole, descending reinforcing cage, concrete perfusion; 3. peg: the bearing capacity of doing after the stake detects.

At present pile driving construction generally only comprises test pile and does two steps of stake, and because test pile is relatively poor relatively to the directiveness of doing stake, again can not peg, so comprehensive benefit is not high, particularly for hold based on end, bearing capacity is high more, this problem is outstanding more.

When the bearing capacity of stake hangs down, have only static pressure steel pipe pile or precast concrete hollow pile can carry out the overall process construction, but when bearing capacity is higher,, also can't carry out the overall process construction because capacity of equipment is difficult to reach.

Except that boring class castinplace pile, other stake at present generally is the outside in stake when doing, mainly is the top, adopts method pile sinking such as hammering or static pressure, and this piling method of doing is referred to as outer striking, hits stake outside the stake of making is referred to as.For example: squeezing into the formula precast concrete square pile, is with diesel hammer or hydraulic hammer driven pile top pile sinking; Hugging pressure type static pressure precast concrete hollow pile is with pile chuck pile holding outside hollow pile, presses down by stake machine and counterweight thereof; Top pressing type static pressure precast concrete hollow pile is that lamination shoe is pressed in the stake top, presses down by stake machine and counterweight thereof; Vibration or hammer hidden pipe caisson pile are at the top of stake pipe, pile sinking pipe, descending reinforcing cage, concrete perfusion pile then under the mode of employing vibration or hammering.

For hitting stake outward, limited by a function power, or be subjected to effects limit such as the anti-hammering ability of preformed pile, anti-static pressure ability, be difficult to make the stake of high-bearing capacity.Static pressure precast concrete hollow pile for example, the piling tonnage of stake machine generally is no more than 680 tons at present, and the pile tube ultimate bearing capacity of extrusion generally can not surpass 600 tons, if the stake of holding based on end, bearing capacity even lower, very difficult above 500 tons.

Vibrator pipe sinking cast-in-place pile for another example, the stake acc power is generally at 90～180 kilowatts, and ultimate bearing capacity generally can be above 200 tons.

In addition, when test pile, peg, when ultimate bearing capacity of single pile surpasses 600 ton hours, along with the increasing of piling tonnage, the cost of test pile and peg is more and more higher, so that can't accept, even be difficult to realize.

With respect to outer striking with hit stake outward, comprise tube-sinking cast-in-situ pile, steel pipe pile, the stake precast concrete hollow pile, that have the hollow feature, in work progress, can utilize the weight-Nei hammer that is located in its hollow, impact bottom stake point and cooperate pile sinking, the piling method of doing like this is referred to as inner hit method, hits stake in the stake of making is referred to as.

Compare with hitting stake outward, in hit stake and be subjected to a restriction of function power, or be subjected to the restriction of factors such as the anti-hammering ability of preformed pile, anti-static pressure ability less, can make the stake of high-bearing capacity.

But up to now, it mainly is the outer stake of hitting that engineering is used, and hits stake in little, hits the overall process construction method and the isolated plant thereof of stake in more not having.(list of references Chinese patent: the job practices of concrete pile, application number 200410102711.6; Static pressure pipe pile settling construction technique, application number 200610134101.3; The job practices and the inner hole deposition of a kind of large bearing capacity pile and pile foundation hit equipment, application number 200610164479.8; A kind of construction equipment of concrete pipe base and construction technology, application number: 200710139423.1)

Summary of the invention

At interior characteristics of hitting stake,, hit overall process construction method and the isolated plant and the application of stake in the invention provides for hitting the problem that pile driving construction exists at aspects such as device, methods in solving.

The overall process construction method that hits stake in described is the test pile that hits stake in system finishes, the job practices of doing stake and peg.The invention provides that the overall process construction method that hits stake in described need use isolated plant, comprise that specific stub point, test are with reinforcing cage and specific stub machine.

One. in to hit the isolated plant of overall process construction method of stake as follows:

1. specific stub point comprises that test is with the stake point with to do stake sharp with stake; Test is tested with the stake point with stake point or C type with a point, Type B test for the test of A type with the stake point.

1.1A the type test is sharp with stake, as shown in Figure 1, it is constructed as follows:

1.1.1 it is inboard that circular or polygonal steel top board 1, periphery are welded in the straight section middle part of the cross section funnel shaped steel bushing 2 corresponding with its shape, sleeve 2 is suitable for reading to be exceeded top board 1 formation skirt and encloses;

1.1.2 3 glasss of bottom perimeters of inverted circular steel bowl tube are welded in sleeve 2 end openings;

1.1.3 top board 1, sleeve 2, cup tube 3 are concentric;

1.1.4 it is cylindrical that interior sharp 4 epimeres of steel and hypomere are, and the epimere diameter is less than the hypomere diameter;

1.1.5 after interior sharp 4 epimere external surfaces were smeared oil or plastic-blasting separation layer 5, epimere passed from top board 1 and cup tube 3 bottom centre, hypomere places in the cup tube 3 fully;

1.1.6 in sleeve 2 bottoms, open the fill orifice that quantity is no less than two near cup tube 3 places, concrete perfusion forms sharp body 6 in the top board 1 after being inverted, sleeve 2, cup tube 3 and interior sharp 4 cavitys that surrounded;

1.1.7 interior sharp 4 can in cup tube 3, sharp body 6, press down mobile.

1.2B the type test is sharp with stake, as shown in Figure 2, it is constructed as follows:

1.2.1 circular or polygonal steel top board 7, periphery are welded in the straight section middle part of the cross section funnel shaped steel bushing 8 corresponding with its shape, sleeve 8 is suitable for reading to be exceeded top board 7 formation skirts and encloses;

1.2.2 circular steel sleeve 9 and top board 7 bottom surface overhead weldings are with sleeve 8 end opening face down bondings;

1.2.3 top board 7, sleeve 8, sleeve pipe 9 are concentric;

1.2.4 it is cylindrical that steel casting die 11 epimeres and hypomere are, and the epimere diameter is less than the hypomere diameter;

1.2.5 in sleeve 8 bottoms, near opening the fill orifice that quantity is no less than two in sleeve pipe 9 places, concrete perfusion forms sharp body 12 in the cavity that top board 7, sleeve 8 and the sleeve pipe 9 after being inverted surrounded; The casting die 11 little sleeve pipes 9 of putting into are upside down made bed die, and sleeve pipe 9 inboards smear oil or plastic-blasting separation layer 13 is made side form, form interior point 10 with filling with concrete in the sleeve pipe 9; Perhaps, described interior point 10 is made of a steel, and directly inserts in the sleeve pipe 9;

1.2.6 it is mobile that casting die 11, interior sharp 10 can press down in sleeve pipe 9.

1.3C the type test is sharp with stake, as shown in Figure 3, it is constructed as follows:

1.3.1 circular or polygonal steel top board 14, periphery is welded in the inboard, middle part of the cross section steel bushing corresponding with its shape 15, and sleeve 15 is suitable for reading to be exceeded top board 14 formation skirts and enclose;

1.3.2 top board 14 bottom surfaces and circular steel sleeve 16, many steel floor 19 overhead weldings of radial arrangement, floor 19 outer ends and sleeve 15, inner end and sleeve pipe 16 face down bondings;

1.3.3 top board 14, sleeve 15, sleeve pipe 16 are concentric;

1.3.4 it is cylindrical that steel casting die 18 epimeres and hypomere are, and the epimere diameter is less than the hypomere diameter;

1.3.5 top board 14, sleeve 15, sleeve pipe 16 and floor 19 weld the back and be inverted, and the casting die 18 little sleeve pipes 16 of putting into are upside down made bed die, sleeve pipe 16 inboards smear oil or plastic-blasting separation layer 20 is made side form, form interior point 17 with filling with concrete in the sleeve pipe 16; Perhaps, described interior point 17 is made of a steel, and directly inserts in the sleeve pipe 16;

1.3.6 it is mobile that casting die 18, interior sharp 17 can press down in sleeve pipe 16.

The test of A type is as follows with the mentality of designing of stake point: point 4 in 1. being provided with, purpose is when test pile or peg, by sharp 4 peg end resistances in pressing down.Because of the cross-sectional area of interior sharp 4 hypomeres less than the total cross-section area of A type test with the stake point, so to press down required pressure than stake or the sharp integral body of stake little for point 4 in pressing down, Here it is is provided with in the purpose of point, also be one of main inventive point of the present invention; 2. point is 4 big end down in, and purpose is when pile sinking, and interior sharp 4 sink with the stake point is whole with the test of A type; During the peg end resistance, interior sharp 4 can press down alone mobile; 3. sleeve 2 exceeds top board 1 and forms skirt and enclose, purpose is when pile sinking, after the stake pipe of tube-sinking cast-in-situ pile or steel pipe pile or precast concrete hollow pile are inserted in the sleeve 2, in hit A type test with the stake point, when stake pipe or steel pipe pile or the follow-up of precast concrete hollow pile, prevent to intake in a pipe or steel pipe pile or the precast concrete hollow pile or advance soil, otherwise hit operation in can't carrying out, can't guarantee the concrete quality that pours into; 4. the frictional resistance in separation layer 5 can reduce between point 4 and the sharp body 6 is to the influence of peg end resistance; 5. sharp body 6 can improve an A type test sharp anti-strike ability, solves the A type simultaneously and tests with the sharp sealing problem that is provided with after interior sharp 4 of stake; 6. the stake pipe of the shape of cross section of sleeve 2 straight sections and tube-sinking cast-in-situ pile or steel pipe pile or precast concrete hollow pile will mate, and can be round, also can be polygonal.

The test of Type B, C type is basic identical with the mentality of designing of stake point with stake point and the test of A type, and sealing is with point 10 in concrete or interior sharp 17 realizations; Perhaps, for improving anti-strike ability, interior sharp 10 or interior sharp 17 are made of a steel, but sealing difficulty wants big, cost is higher.

Can select for use A type or Type B or the test of C type sharp according to different needs in the engineering with stake.

1.4 it is sharp with stake to do stake, as shown in Figure 4, it is constructed as follows:

1.4.1 it is inboard that circular or polygonal steel top board 21, periphery are welded in the straight section middle part of the cross section funnel shaped steel bushing 22 corresponding with its shape, sleeve 22 is suitable for reading to be exceeded top board 21 formation skirts and encloses;

1.4.2 top board 21, sleeve 22 weld the back and are inverted, and form stage body 23 by concrete perfusion suitable for reading.

2. reinforcing cage is used in test, and as Fig. 5, shown in Figure 6, it is constructed as follows:

2.1 having more than two, vertical muscle 24 substitutes, with the stirrup 25 common reinforcing cages that form with steel pipe 26;

2.2 the steel plate divided into 27 and vertical muscle 24, steel pipe 26 are welded together;

2.3 steel plate 27 is divided into the isolation capsule 28 that rubber or fibrous material are made;

2.4 steel pipe 26 is tightly connected with isolation capsule 28 and pore communicates with isolation capsule 28;

2.5 isolate in the capsule 28 and can place jack 29.

Test with the mentality of designing of reinforcing cage is: 1. isolation capsule 28 is set, and purpose is when peg, and pile body and stake point are isolated, and with difference peg end resistance and pile side resistance, reduces pile driving pressure; 2. steel pipe 26 is used for water filling in isolating capsule, cement paste or concrete, doublely simultaneously does vertical muscle; When 3. steel plate 27 was used to pour into pile concrete, capsule 28 was isolated in protection; Load when 4. jack 29 is used for peg.

3. the specific stub machine is as follows:

Described specific stub machine is for being furnished with the double stake machine of making the interior hammer of depression bar and possessing value-added tax function, and it is the jacked pile machine of embracing pile press, tube-sinking cast-in-situ pile of tube-sinking cast-in-situ pile, the Vibation pile placing machine of tube-sinking cast-in-situ pile, the hammering stake machine of tube-sinking cast-in-situ pile, the jacked pile machine of embracing pile press, steel pipe pile of steel pipe pile, the hammering stake machine of steel pipe pile, armful pile press, the jacked pile machine of precast concrete hollow pile or the hammering stake machine of precast concrete hollow pile of precast concrete hollow pile.

The common technical characterictic of described specific stub machine is: 1. be furnished with the double interior hammer of making depression bar; 2. possesses value-added tax function.

The Vibation pile placing machine of existing part tube-sinking cast-in-situ pile is furnished with the interior hammer of solid steel cylinder, and other machine does not generally all have interior hammer.In hit the stake machine that the overall process construction of stake uses and all will be furnished with interior hammer, hammer is solid or hollow cylinder in this.For simplifying a machine, improve efficiency of construction, hammer has two functions in this, and the one, make hammer during pile sinking and use, the 2nd, be used as sharp peg end resistance in the depression bar pressure when test pile or peg.Therefore, its length will be mated with the stake length of tube of tube-sinking cast-in-situ pile, or adds that with steel pipe pile, precast concrete hollow pile the total length of pile follower pipe mates; If its length does not match, coupling then will extend when the peg end resistance.

Test constituting as can be known with stake point with a point or Type B test shown in Figure 2 with stake point or C type shown in Figure 3 by A type test shown in Figure 1: during pile sinking, interior hammer 30 is done the hammer use, and its underpart is fluted, sees Fig. 7; During the peg end resistance, interior hammer 30 is made depression bar and is used, and the groove of its underpart will seal flat.

Existing armful of pressure, jacked pile machine generally only possess the loading environment that is used for peg end resistance and pile side resistance, and vibrate, hammering stake machine does not generally possess loading environment, so, to improve existing armful of pressure, roof pressure, vibration, hammering stake machine, make it possess the value-added tax function of hitting the overall process construction needs of stake in satisfying.

These two technical characterictics constitute another main inventive point of the present invention.

By using the A type to test with the stake point, these specific stub machines that make introductions all round use Type B to test with stake point or the test of C type and use the stake point roughly the same with a point with using the test of A type below.

3.1 armful pile press of tube-sinking cast-in-situ pile, as shown in Figure 8, in conjunction with Figure 18, its formation comprises:

3.1.1 pile frame 32 and hoist engine 33 are installed on the chassis 31; Pile chuck 36 is installed on chassis 31 or the pile frame 32;

3.1.2 interior hammer 30 links to each other with hoist engine 33 by wirerope 34, is hung on the pile frame 32;

3.1.3 interior hammer 30 and stake pipe 35, connector 37, pile chuck 36 are concentric;

3.1.4 interior hammer 30 by hoist engine 33, is controlled by wirerope 34, can manage in 35 in stake to move up and down, and impacts bottom stake point and cooperates pile sinking;

3.1.5 behind interior hammer 30 or its spreading, can pass through jack 29, withstand on the connector 37 that is connected on the stake pipe 35;

3.1.6 when test pile or peg, manage 35 upper ends in stake and connect upper connector 37, jack 29 withstands on the connector 37, makees depression bar by interior hammer 30, presses the interior sharp 4 peg end resistances of A type test with the stake point;

3.1.7 pile chuck 36 can press down or go up pile pulling pipe 35;

3.1.8 stake pipe 35, connector 37 can be hung on the pile frame 32, also can be individual members, and can move up and down;

3.1.9 connector 37 can connect together or throw off with stake pipe 35;

3.1.10 connector 37 can be adjusted with the distance of stake pipe 35 end faces, behind hammer 30 in satisfying or its spreading, with stake pipe 35 in the requirement that different relative positions are axially arranged.

3.2 the jacked pile machine of tube-sinking cast-in-situ pile, as shown in Figure 9, in conjunction with Figure 18, its formation comprises:

3.2.1 pile frame 32 and hoist engine 33 are installed on the chassis 31; Lamination shoe 38 is installed on the pile frame 32;

3.2.2 interior hammer 30 links to each other with hoist engine 33 by wirerope 34, is hung on the pile frame 32;

3.2.3 interior hammer 30 and stake pipe 35, lamination shoe 38 are concentric;

3.2.4 the 3.1.4～3.1.6 that embraces pile press of the tube-sinking cast-in-situ pile of～3.2.6 same 3.1;

3.2.7 lamination shoe 38 is a hollow type;

3.2.8 lamination shoe 38 can press down or go up pile pulling pipe 35.

3.3 the Vibation pile placing machine of tube-sinking cast-in-situ pile, as shown in figure 10, in conjunction with Figure 18, its formation comprises:

3.3.1 pile frame 32 and hoist engine 33 are installed on the chassis 31; Vibration head 39 is installed on the pile frame 32;

3.3.2 interior hammer 30 links to each other with hoist engine 33 by wirerope 34, is hung on the pile frame 32;

3.3.3 interior hammer 30 and stake pipe 35, vibration head 39 are concentric;

3.3.4 the 3.1.4～3.1.6 that embraces pile press of the tube-sinking cast-in-situ pile of～3.3.6 same 3.1;

3.3.7 vibration head 39 is a hollow type;

3.3.8 can shaking, vibration head 39 presses or the stake pipe 35 of extricating oneself from a predicament and brace oneself up to action;

3.3.9 chassis 31 can add counterweight;

3.3.10 vibration head 39 or stake pipe 35 can link to each other with chassis 31 with pull bar 40.

3.4 the hammering stake machine of tube-sinking cast-in-situ pile, as shown in figure 11, in conjunction with Figure 18, its formation comprises:

3.4.1 pile frame 32 and hoist engine 33 are installed on the chassis 31; Tup 41 is installed on the pile frame 32;

3.4.2 interior hammer 30 links to each other with hoist engine 33 by wirerope 34, is hung on the pile frame 32;

3.4.3 interior hammer 30 and stake pipe 35, tup 41 are concentric;

3.4.4 the 3.1.4～3.1.6 that embraces pile press of the tube-sinking cast-in-situ pile of～3.4.6 same 3.1;

3.4.7 tup 41 is a hollow type;

3.4.8 chassis 31 can add counterweight;

3.4.9 tup 41 or stake pipe 35 can link to each other with chassis 31 with pull bar 40.

3.5 armful pile press of steel pipe pile, as shown in figure 12, in conjunction with Figure 19, its formation comprises:

3.5.1 pile frame 32 and hoist engine 33 are installed on the chassis 31; Pile chuck 36 is installed on chassis 31 or the pile frame 32;

3.5.2 interior hammer 30 links to each other with hoist engine 33 by wirerope 34, is hung on the pile frame 32;

3.5.3 steel pipe pile 42 in place when interior hammer 30, pile chuck 36 and construction is concentric;

3.5.4 interior hammer 30 by hoist engine 33, by wirerope 34 controls, can move up and down in steel pipe pile 42 or its pile follower pipe 43, impacts bottom stake point and cooperates pile sinking;

3.5.5 behind interior hammer 30 or its spreading, can pass through jack 29, withstand on the connector 37 that can be connected on the pile follower pipe 43;

3.5.6 when test pile or peg, connect upper connector 37 in pile follower pipe 43 upper ends, jack 29 withstands on the connector 37, makees depression bar by interior hammer 30, presses the interior sharp 4 peg end resistances of A type test with the stake point.

3.6 the jacked pile machine of steel pipe pile, as shown in figure 13, in conjunction with Figure 19, its formation comprises:

3.6.1 pile frame 32 and hoist engine 33 are installed on the chassis 31; Lamination shoe 38 is installed on the pile frame 32;

3.6.2 interior hammer 30 links to each other with hoist engine 33 by wirerope 34, is hung on the pile frame 32;

3.6.3 steel pipe pile 42 in place when interior hammer 30, lamination shoe 38 and construction is concentric;

3.6.4 the 3.5.4～3.5.6 that embraces pile press of the steel pipe pile of～3.6.6 same 3.5;

3.6.7 lamination shoe 38 is a hollow type.

3.7 the hammering stake machine of steel pipe pile, as shown in figure 14, in conjunction with Figure 19, its formation comprises:

3.7.1 pile frame 32 and hoist engine 33 are installed on the chassis 31; Tup 41 is installed on the pile frame 32;

3.7.2 interior hammer 30 links to each other with hoist engine 33 by wirerope 34, is hung on the pile frame 32;

3.7.3 steel pipe pile 42 in place when interior hammer 30, tup 41 and construction is concentric;

3.7.4 the 3.5.4～3.5.6 that embraces pile press of the steel pipe pile of～3.7.6 same 3.5;

3.7.7 tup 41 is a hollow type;

3.7.8 chassis 31 can add counterweight;

3.7.9 tup 41 or pile follower pipe 43 can link to each other with chassis 31 with pull bar 40.

3.8 armful pile press of precast concrete hollow pile, as shown in figure 15, in conjunction with Figure 20, its formation comprises:

3.8.1 pile frame 32 and hoist engine 33 are installed on the chassis 31; Pile chuck 36 is installed on chassis 31 or the pile frame 32;

3.8.2 interior hammer 30 links to each other with hoist engine 33 by wirerope 34, is hung on the pile frame 32;

3.8.3 precast concrete hollow pile 44 in place when interior hammer 30, pile chuck 36 and construction is concentric;

3.8.4 interior hammer 30 by hoist engine 33, by wirerope 34 controls, can move up and down in precast concrete hollow pile 44 or its pile follower pipe 45, impacts bottom stake point and cooperates pile sinking;

3.8.5 behind interior hammer 30 or its spreading, can pass through jack 29, withstand on the connector 37 that can be connected on the pile follower pipe 45;

3.8.6 when test pile or peg, connect upper connector 37 in pile follower pipe 45 upper ends, jack 29 withstands on the connector 37, makees depression bar by interior hammer 30, presses the interior sharp 4 peg end resistances of A type test with the stake point.

3.9 the jacked pile machine of precast concrete hollow pile, as shown in figure 16, in conjunction with Figure 20, its formation comprises:

3.9.1 pile frame 32 and hoist engine 33 are installed on the chassis 31; Lamination shoe 38 is installed on the pile frame 32;

3.9.2 interior hammer 30 links to each other with hoist engine 33 by wirerope 34, is hung on the pile frame 32;

3.9.3 precast concrete hollow pile 44 in place when interior hammer 30, lamination shoe 38 and construction is concentric;

3.9.4 the 3.8.4～3.8.6 that embraces pile press of the precast concrete hollow pile of～3.9.6 same 3.8;

3.9.7 lamination shoe 38 is a hollow type.

3.10 the hammering stake machine of precast concrete hollow pile, as shown in figure 17, in conjunction with Figure 20, its formation comprises:

3.10.1 pile frame 32 and hoist engine 33 are installed on the chassis 31; Tup 41 is installed on the pile frame 32;

3.10.2 interior hammer 30 links to each other with hoist engine 33 by wirerope 34, is hung on the pile frame 32;

3.10.3 precast concrete hollow pile 44 in place when interior hammer 30, tup 41 and construction is concentric;

3.10.4 the 3.8.4～3.8.6 that embraces pile press of the precast concrete hollow pile of～3.10.6 same 3.8;

3.10.7 tup 41 is a hollow type;

3.10.8 chassis 31 can add counterweight;

3.10.9 tup 41 or pile follower pipe 45 can link to each other with chassis 31 with pull bar 40.

The tup of the lamination shoe of above-mentioned jacked pile machine, hammering stake machine is designed to hollow, all is to provide condition of work to interior hammer.

Existing armful of pressure, jacked pile machine have just possessed value-added tax function through above-mentioned improvement of the present invention.

The hammering stake machine of the vibration of above-mentioned tube-sinking cast-in-situ pile, hammering stake machine and steel pipe pile, precast concrete hollow pile all is designed to the chassis and can adds counterweight, again with pull bar this counterweight and stake machine deadweight change be added to press on the double interior hammer of making depression bar in sharp peg end resistance, or piling body peg collateral resistance, such stake machine has also just possessed value-added tax function.

Two. in to hit the concrete steps of overall process construction method of stake as follows:

Hit the overall process construction method of stake in described, the system of being included in finishes test pile, does in the process of stake, peg, and adopt: 1. inner hit method cooperates pile sinking; 2. small size method or by method peg end resistance; 3. isolation method or by method peg collateral resistance.

Peg wherein is to carry out doing the inspection combination with doing with inspection to doing the stake that bearing capacity detects, rather than treats to do the stake that bearing capacity detects and carry out the bearing capacity detection again behind the pile fully.

Described small size method is when test pile or peg, presses cross-sectional area than the method for test with the long-pending little interior sharp peg end resistance of the sharp total cross-section of stake.Long-pending with the total cross-section of stake point less than test because of the cross-sectional area of interior point, to press down required pressure than stake or the sharp integral body of stake just little for point in pressing down, thereby the piling tonnage when reducing the peg end resistance reduces test pile or peg cost.

Described by method, be to do the counter-force seat by pile body to press down interior sharp peg end resistance, or do pile jacking body peg collateral resistance on the counter-force seat that do not need the outside to add counterweight more like this, cost is low by the stake point.

Described isolation method for tube-sinking cast-in-situ pile, is with the isolation capsule of pile concrete bottom stake point and pile body to be isolated, respectively peg end resistance and pile side resistance; For steel pipe pile or precast concrete hollow pile, be in the pile sinking later stage, stake point and pile body bottom are broken away from, respectively peg end resistance and pile side resistance.

4. pile testing method is as follows:

Hit stake for interior, the purpose of test pile mainly solves in predetermined and hits pile penetration, and whether the peg end resistance reaches the designing requirement problem.

Use the test of A type to test with the stake point with stake point or C type in the pile testing method with a point, Type B test.

In the test pile process, all adopt small size method peg end resistance.

A. use the test of A type as follows with the pile testing method of stake point:

4.1 adopt the pile testing method of embracing pile press or jacked pile machine of tube-sinking cast-in-situ pile, in conjunction with Fig. 1, Fig. 8 or Fig. 9 and Figure 18, step is as follows:

4.1.1 it is sharp with stake to put the test of A type;

4.1.2 stake pipe 35 is inserted in the test of A type with in the sleeve 2 of point, with

pile chuck

36 or 38 times piling pipes 35 of lamination shoe, and heavy A type test stake point;

4.1.3 to predetermined piling tonnage, impact the test of A type with a point with interior hammer 30, continue heavy A type test stake point, stake pipe 35 presses down follow-up;

4.1.4 after hitting pile penetration in extremely predetermined, jack 29 is put into stake pipe 35, is pressed on the interior hammer 30;

4.1.5 after connector 37 is connected on the stake pipe 35,, be used as depression bar, press the A type test sharp interior sharp 4 peg end resistances of stake by interior hammer 30 or with its spreading to jack 29 pressurizations;

4.1.6 end resistance reaches predetermined value, extracts stake pipe 35, finishes test pile; End resistance does not reach predetermined value, and repeating step 4.1.3～4.1.5 reaches predetermined value until end resistance, finishes.

4.2 adopt the pile testing method of the Vibation pile placing machine of tube-sinking cast-in-situ pile, in conjunction with Fig. 1, Figure 10 and Figure 18, step is as follows:

4.2.1 it is sharp with stake to put the test of A type;

4.2.2 stake pipe 35 is inserted in the sleeve 2 of A type test with the stake point, with the vibration head 39 piling pipe 35 that shakes, heavy A type test is sharp with stake;

4.2.3 to predetermined vibration pile penetration, impact the test of A type with the stake point with interior hammer 30, continue heavy A type test with the stake point, stake pipe 35 shakes to press and follows up;

4.2.4 after hitting pile penetration in predetermined, vibration head 39 or stake pipe 35 are linked to each other with chassis 31 with pull bar 40;

4.2.5 jack 29 is put into stake pipe 35, is pressed on the interior hammer 30;

4.2.6 after connector 37 is connected on the stake pipe 35,, be used as depression bar, press the A type test sharp interior sharp 4 peg end resistances of stake by interior hammer 30 or with its spreading to jack 29 pressurizations;

4.2.7 end resistance reaches predetermined value, extracts stake pipe 35, finishes test pile; End resistance does not reach predetermined value, and repeating step 4.2.3～4.2.6 reaches predetermined value until end resistance, finishes.

4.3 adopt the pile testing method of the hammering stake machine of tube-sinking cast-in-situ pile, in conjunction with Fig. 1, Figure 11 and Figure 18, step is as follows:

4.3.1 it is sharp with stake to put the test of A type;

4.3.2 stake pipe 35 is inserted in the test of A type with in the sleeve 2 of point, with tup 41 hammering stake pipes 35, and heavy A type test stake point;

4.3.3 to the pile penetration of predetermined hammering stake pipe 35, impact the test of A type with a point with interior hammer 30, continue heavy A type test stake point, 41 hammerings of stake pipe 35 usefulness tups are followed up;

4.3.4 after hitting pile penetration in predetermined, tup 41 or stake pipe 35 are linked to each other with chassis 31 with pull bar 40;

4.3.5 the 4.2.5～4.2.7 of the pile testing method of the Vibation pile placing machine of the employing tube-sinking cast-in-situ pile of～4.3.7 same 4.2.

4.4 adopt the pile testing method of embracing pile press or jacked pile machine of steel pipe pile, in conjunction with Fig. 1, Figure 12 or Figure 13 and Figure 19, step is as follows:

4.4.1 it is sharp with stake to put the test of A type;

4.4.2 steel pipe pile 42 is inserted in the A type test sleeve 2 with the stake point, presses down or presses down steel pipe pile 42 by pile follower pipe 43 with pile chuck 36 or lamination shoe 38, heavy A type test is sharp with stake;

4.4.3 to predetermined piling tonnage, impact the test of A type with a point with interior hammer 30, continue heavy A type test stake point, steel pipe pile 42 presses down or presses down follow-up by its pile follower pipe 43;

4.4.4 after hitting pile penetration in extremely predetermined, jack 29 is put into pile follower pipe 43, is pressed on the interior hammer 30;

4.4.5 after connector 37 is connected on the pile follower pipe 43, give jack 29 pressurizations, be used as depression bar by interior hammer 30 or with its spreading, press the A type to test with the sharp interior sharp 4 peg end resistances of stake;

4.4.6 end resistance reaches predetermined value, finishes test pile; End resistance does not reach predetermined value, and repeating step 4.4.3～4.4.5 reaches predetermined value until end resistance, finishes.

4.5 adopt the pile testing method of the hammering stake machine of steel pipe pile, in conjunction with Fig. 1, Figure 14 and Figure 19, step is as follows:

4.5.1 it is sharp with stake to put the test of A type;

4.5.2 steel pipe pile 42 is inserted in the test of A type with in the sleeve 2 of point, with tup 41 hammerings or by pile follower pipe 43 hammering steel pipe piles 42, and heavy A type test stake point;

4.5.3 to the pile penetration of predetermined hammering steel pipe pile 42, impact the test of A type with the stake point with interior hammer 30, it is sharp with stake to continue heavy A type test, steel pipe pile 42 usefulness tups, 41 hammerings or follow up by 43 hammerings of pile follower pipe;

4.5.4 after hitting pile penetration in extremely predetermined, tup 41 or pile follower pipe 43 are linked to each other with chassis 31 with pull bar 40;

4.5.5 the 4.4.5～4.4.7 of the pile testing method of embracing pile press or jacked pile machine of the employing steel pipe pile of～4.5.7 same 4.4.

4.6 adopt the pile testing method of embracing pile press or jacked pile machine of precast concrete hollow pile, in conjunction with Fig. 1, Figure 15 or Figure 16 and Figure 20, step is as follows:

4.6.1 it is sharp with stake to put the test of A type;

4.6.2 precast concrete hollow pile 44 is inserted in the A type test sleeve 2 with the stake point, presses down or presses down precast concrete hollow pile 44 by pile follower pipe 45 with pile chuck 36 or lamination shoe 38, heavy A type test is sharp with stake;

4.6.3 to predetermined piling tonnage, impact the test of A type with a point with interior hammer 30, continue heavy A type test stake point, precast concrete hollow pile 44 presses down or presses down follow-up by pile follower pipe 45;

4.6.4 after hitting pile penetration in extremely predetermined, jack 29 is put into pile follower pipe 45, is pressed on the interior hammer 30;

4.6.5 after connector 37 is connected on the pile follower pipe 45, give jack 29 pressurizations, be used as depression bar by interior hammer 30 or with its spreading, press the A type to test with the sharp interior sharp 4 peg end resistances of stake;

4.6.6 end resistance reaches predetermined value, finishes test pile; End resistance does not reach predetermined value, and repeating step 4.6.3～4.6.5 reaches predetermined value until end resistance, finishes.

4.7 adopt the pile testing method of the hammering stake machine of precast concrete hollow pile, in conjunction with Fig. 1, Figure 17 and Figure 20, step is as follows:

4.7.1 it is sharp with stake to put the test of A type;

4.7.2 precast concrete hollow pile 44 is inserted in the test of A type with in the sleeve 2 of point, with tup 41 hammerings or by pile follower pipe 45 hammering precast concrete hollow piles 44, and heavy A type test stake point;

4.7.3 to the pile penetration of predetermined hammering precast concrete hollow pile 44, impact the test of A type with the stake point with interior hammer 30, it is sharp with stake to continue heavy A type test, precast concrete hollow pile 44 usefulness tups, 41 hammerings or follow up by 45 hammerings of pile follower pipe;

4.7.4 after hitting pile penetration in predetermined, with pull bar 40 with tup 4) or pile follower pipe 45 link to each other with chassis 31;

4.7.5 after connector 37 is connected on the pile follower pipe 45, give jack 29 pressurizations, be used as depression bar by interior hammer 30 or with its spreading, press the A type to test with the sharp interior sharp 4 peg end resistances of stake;

4.7.6 end resistance reaches predetermined value, finishes test pile; End resistance does not reach predetermined value, and repeating step 4.7.3～4.7.5 reaches predetermined value until end resistance, finishes.

B. use the Type B test as follows with the pile testing method of stake point:

When removing the peg end resistance, be in pressing by casting die 11 outside the point 10, other step is identical with 4.1～4.7 step respectively.

C. use the test of C type as follows with the pile testing method of stake point:

When removing the peg end resistance, be in pressing by casting die 18 outside the point 17, other step is identical with 4.1～4.7 step respectively.

By above-mentioned pile testing method obtain stake in hit pile penetration control index, do the foundation of stake as step down.

Perhaps, also can replace the double interior hammer of making depression bar, press the interior sharp peg end resistance of test with the stake point with independent depression bar.

5. it is as follows to do piling method:

5.1 tube-sinking cast-in-situ pile to do piling method as follows:

Employing is done stake with stake point, by above-mentioned corresponding pile testing method, in hit to test pile determine in hit pile penetration after, hammer 30 in proposing, descending reinforcing cage, the perfusion pile concrete is extracted stake pipe 35, finishes.

5.2 steel pipe pile or precast concrete hollow pile to do piling method as follows:

Employing is done stake with stake point, by above-mentioned corresponding pile testing method, in hit to test pile determine in hit pile penetration after, hammer 30 in proposing if do not need to irritate core, finishes; Irritate core if desired, concrete perfusion in steel pipe pile 42 or precast concrete hollow pile 44 hollow finishes.

6. the peg method is as follows:

Adopt any one following method;

6.1 the peg method 1 of tube-sinking cast-in-situ pile

Adopt small size method and isolation method associating peg:

By above-mentioned corresponding pile testing method, in hit the test of A type with the stake point, to test pile determine in hit pile penetration, and after having surveyed end resistance, in conjunction with Figure 21, subsequent steps is as follows:

6.1.1 following test reinforcing cage gives the isolation capsule 28 fills with water rear encloseds by steel pipe 26;

6.1.2 perfusion pile concrete 46 is extracted stake pipe 35;

6.1.3 after pile concrete 46 sclerosis, isolate capsule 28 Kaifeng, piling top peg collateral resistance;

6.1.4 give the isolation capsule 28 fills with water mud by steel pipe 26, finish.

6.2 the peg method 2 of tube-sinking cast-in-situ pile

Adopt small size method, isolation method and by method associating peg:

By above-mentioned corresponding pile testing method, in hit the test of A type with the stake point, to test pile determine in hit pile penetration after, in conjunction with Figure 22, subsequent steps is as follows:

6.2.1 be placed with the test reinforcing cage of jack 29 down, give by steel pipe 26 and isolate capsule 28 fills with water rear encloseds;

6.2.2 perfusion pile concrete 46 is extracted stake pipe 35;

6.2.3 after pile concrete 46 sclerosis, give jack 29 pressurizations, press the interior sharp 4 peg end resistances of A type test with the stake point;

6.2.4 continue to give jack 29 pressurizations, push up the test of A type with after on the top board 1 of stake point to jack 29 bases, walk the peg collateral resistance on the pile body;

6.2.5 after having surveyed pile side resistance, give the isolation capsule 28 fills with water mud or pea gravel concretens, finish by steel pipe 26.

6.3 the peg method 3 of tube-sinking cast-in-situ pile

Adopt the small size method and unite peg by method:

By above-mentioned corresponding pile testing method, in hit the test of A type with the stake point, to test pile determine in hit pile penetration after, in conjunction with Figure 23, subsequent steps is as follows:

6.3.1 descending reinforcing cage and sleeve pipe 48;

6.3.2 perfusion pile concrete 46 is extracted stake pipe 35;

6.3.3 after pile concrete 46 sclerosis, depression bar 47 and jack 29 orders are put into sleeve pipe 48, connector 37 are connected on the sleeve pipe 48 again;

6.3.4 give jack 29 pressurizations, press the interior sharp 4 peg end resistances of A type test with the stake point by depression bar 47;

6.3.5 continue to give jack 29 pressurizations, push up the test of A type to depression bar 47 bottom surfaces with after on the top board 1 of stake point, pull out sleeve pipe 48 on the jack 29 and drive on the pile bodies and walk the peg collateral resistance;

6.3.6 open connector 37, jack 29 and depression bar 47 are proposed, concrete perfusion in sleeve pipe 48 finishes.

6.4 the peg method of steel pipe pile or precast concrete hollow pile

Adopt small size method and isolation method associating peg:

By above-mentioned corresponding pile testing method, in hit the test of A type with the stake point, in hit the pile penetration that pile penetration determines near test pile after, in conjunction with Figure 19 or Figure 20, subsequent steps is as follows:

6.4.1 it is sharp with stake to hit the test of A type in continuing, steel pipe pile 42 or precast concrete hollow pile 44 stop follow-up, and the stake end of steel pipe pile 42 or precast concrete hollow pile 44 and the test of A type are broken away from a top board of point 1, are not vertically throwing off with sleeve 2;

6.4.2 to test pile determine in hit pile penetration after, jack 29 is put into the pile follower pipe 43 of steel pipe pile 42, or in the pile follower pipe 45 of precast concrete hollow pile 44, in being pressed on the hammer 30;

6.4.3 after connector 37 is connected on pile follower pipe 43 or the pile follower pipe 45, give jack 29 pressurizations, be used as depression bar by interior hammer 30 or with its spreading, press the A type to test with the sharp interior sharp 4 peg end resistances of stake;

6.4.4 piling top peg collateral resistance;

6.4.5 do not need to irritate core, finish; Need to irritate core, concrete perfusion in steel pipe pile 42 or precast concrete hollow pile 44 hollow, end.

Test pile generally is to obtain end resistance, if also will obtain pile side resistance, can carry out test pile with reference to the peg method.

If above-mentioned peg method is only at end bearing pile, also can be with reference to pile testing method, peg end resistance only, accident pile side resistance.Such operating procedure is few, the time spent is few, cost is low.

Three. method of the present invention and isolated plant thereof other do stake, application aspect the peg is as follows:

7. using the pile press of embracing of 3.1 tube-sinking cast-in-situ pile, to do the method for stake as follows:

7.1 put ordinary concrete stake point or be used as the harsh concrete of the sharp function of stake, stake pipe 35 is pressed in above it;

7.2 connector 37 is connected together with interior hammer 30, in the displacement pile pipe 35, is pressed onto ordinary concrete stake point or is used as on the harsh concrete of the sharp function of stake;

7.3 connector 37 is connected together with stake pipe 35;

7.4 adjust a connector 37 and a distance of pipe 35 end faces, be used for guaranteeing mainly to be pressed into by interior hammer 30 for ordinary concrete stake point; If select the harsh concrete that is used as the sharp function of stake for use, harsh concrete can partly enter the soil plug that forms harsh concrete in the stake pipe 35 when then being used to guarantee to press down, and plays water shutoff and grave mound effect;

7.5 with 36 times piling pipes of pile chuck 35 and the interior hammer 30 that is used as depression bar;

7.6 if employing is ordinary concrete stake point, then to predetermined piling tonnage, connector 37 and stake are managed 35 throw off, hammer 30 in proposing, descending reinforcing cage, the perfusion pile concrete is extracted a pipe 35, finishes; Perhaps,

If 7.7 select the harsh concrete that is used as the sharp function of stake for use, then to predetermined piling tonnage, connector 37 and stake pipe 35 are thrown off, with pile pulling pipe 35 on the pile chuck 36, when treating that stake pipe 35 bottom surfaces and interior hammer 30 bottom surfaces one are flat, again connector 37 is connected with stake pipe 35, with 36 times piling pipes 35 of pile chuck and interior hammer 30 (the soil plug of the harsh concrete in the stake this moment pipe 35 is extruded by interior hammer 30), to predetermined piling tonnage, open connector 37, hammer 30 in proposing, descending reinforcing cage, the perfusion pile concrete is extracted stake pipe 35, finishes.

When carrying out on the 7.7 usefulness pile chucks 36 pile pulling pipe 35, can not be extruded by interior hammer 30 as the soil plug of harsh concrete, then available in hammer 30 it is hit.

The prerequisite of doing stake like this is: the pressure pile resistance of stake machine tonnage during greater than construction.It is done, and a technology is simple, efficient is high, cost is low.

8. using embrace pressure, roof pressure, vibration or the hammering stake machine of 3.1～3.4 tube-sinking cast-in-situ pile, to do the method for stake as follows:

8.1 put ordinary concrete stake point or be used as the harsh concrete of the sharp function of stake, stake pipe 35 and interior hammer 30 are pressed in above it simultaneously;

8.2 connector 37 is connected on the stake pipe 35, with pile chuck 36 or lamination shoe 38 or vibration head 39 or tup 41, and pile sinking pipe 35 and the interior hammer 30 that is used as depression bar;

8.3 to predetermined piling tonnage or pile penetration, take off connector 37, impact the stake point with

interior hammer

30,35 follow-ups of stake pipe;

8.4 after the stake point is broken, hit in the continuation, stake pipe 35 continues follow-up;

8.5 after hitting pile penetration in predetermined, hammer 30 in proposing, to stake pipe 35 under a small amount of harsh concrete, with interior hammer 30 with its compacting;

8.6 hammer 30 in proposing, descending reinforcing cage, the perfusion pile concrete is extracted stake pipe 35, finishes.

The stake point that this employing anti-strike ability is more weak, and it is broken during construction do piling method, be called weak sharp method.The sharp cost of stake of weak sharp method is low, simple to operate.Its precondition is: impact when sharp with interior hammer 30, the water content of sharp soil layer of living in of stake and following soil layer is lower, guarantees not intake in the stake pipe 35.Otherwise, be difficult to carry out downwards, also be difficult to guarantee construction quality, comprise pile body concrete quality.

9. using embrace pressure, roof pressure or the hammering stake machine of 3.5～3.10 steel pipe pile or precast concrete hollow pile, to do the method for stake as follows:

9.1 steel pipe pile 42 or precast concrete hollow pile 44 band ordinary concrete stake points sink;

9.2 to the pile penetration of predetermined piling tonnage or hammering steel pipe pile 42 or precast concrete hollow pile 44, impact the stake point, steel pipe pile 42 or 44 follow-ups of precast concrete hollow pile with interior hammer 30;

9.3 after the stake point is broken, hit in the continuation, steel pipe pile 42 or precast concrete hollow pile 44 continue follow-up;

9.4 after hitting pile penetration in predetermined, hammer 30 in proposing, a small amount of harsh concrete down in the blank pipe of steel pipe pile 42 or precast concrete hollow pile 44, with interior hammer 30 with its compacting;

9.5 hammer in proposing, concrete perfusion in the blank pipe of steel pipe pile 42 or precast concrete hollow pile 44 finishes.

The piling method of doing so also belongs to weak sharp method, and the precondition of doing stake is identical.

10. the small size method is used for existing hammer hidden pipe caisson pile, steel pipe pile, precast concrete hollow pile or vibrator pipe sinking cast-in-place pile peg end resistance; Isolation method is used for existing vibration or hammer hidden pipe caisson pile peg collateral resistance; Small size method, isolation method or unite by method and to be used for existing vibration or hammer hidden pipe caisson pile peg end resistance and pile side resistance.

Beneficial effect

Hit overall process construction method and the isolated plant and the application of stake in the invention provides.The static pressed pile of contrast existence conditions will reach 1500 tons ultimate bearing capacity, and the piling tonnage generally must be more than 1700 tons, and can only do stake, and Static pressure pile driver is helpless at present.Adopt method of the present invention and isolated plant thereof, only 680 tons of piling tonnages can be finished the test pile that ultimate bearing capacity reaches 1500 tons tube-sinking cast-in-situ pile or steel pipe pile or precast concrete hollow pile, the overall process construction of doing stake, peg.Even the piling tonnage is smaller again, such as 500 tons, even 300 tons, also can reach such target, just the piling tonnage is more little, and predetermined piling tonnage will be more little, and the pile sinking degree of depth of corresponding this moment is also more little, and the degree of depth of hitting in needing is big more.

In sum, the present invention is by adopting inner hit method and cooperate pile sinking, small size method or by method peg end resistance, isolation method or by method peg collateral resistance, system finish comprise test pile, do stake and peg in hit the overall process construction of stake, realized with paxilla machine examination timber pile, done the target of timber pile, survey timber pile.Therefore, adopt method of the present invention and isolated plant thereof, good comprehensive benefit should be arranged.

Description of drawings

Fig. 1 is the formation schematic diagram of A type test with the stake point; Fig. 2 is the formation schematic diagram of Type B test with the stake point; Fig. 3 is the formation schematic diagram of C type test with the stake point; Fig. 4 makees the formation schematic diagram of stake with the stake point; Fig. 5 is the formation schematic diagram of test with reinforcing cage; Fig. 6 be test with reinforcing cage the drawing in side sectional elevation of formation schematic diagram; Fig. 7 is the formation schematic diagram of interior hammer; Fig. 8 is the formation schematic diagram of embracing pile press of tube-sinking cast-in-situ pile; Fig. 9 is the formation schematic diagram of the jacked pile machine of tube-sinking cast-in-situ pile; Figure 10 is the formation schematic diagram of the Vibation pile placing machine of tube-sinking cast-in-situ pile; Figure 11 is the formation schematic diagram of the hammering stake machine of tube-sinking cast-in-situ pile; Figure 12 is the formation schematic diagram of embracing pile press of steel pipe pile; Figure 13 is the formation schematic diagram of the jacked pile machine of steel pipe pile; Figure 14 is the formation schematic diagram of the hammering stake machine of steel pipe pile; Figure 15 is the formation schematic diagram of embracing pile press of precast concrete hollow pile; Figure 16 is the formation schematic diagram of the jacked pile machine of precast concrete hollow pile; Figure 17 is the formation schematic diagram of the hammering stake machine of precast concrete hollow pile; Figure 18 is the formation schematic diagram of tube-sinking cast-in-situ pile peg end resistance; Figure 19 is the formation schematic diagram of steel pipe pile peg; Figure 20 is the formation schematic diagram of precast concrete hollow pile peg; Figure 21 is the peg method 1 of 6.1 tube-sinking cast-in-situ pile---small size method and isolation method associating peg schematic diagram; Figure 22 is the peg method 2 of 6.2 tube-sinking cast-in-situ pile---small size method, isolation method and by method associating peg schematic diagram; Figure 23 is the peg method 3 of 6.3 tube-sinking cast-in-situ pile---small size method and by method associating peg schematic diagram.

The specific embodiment

Embodiment 1, the method that the jacked pile machine of the tube-sinking cast-in-situ pile of embracing pile press or 3.2 of the tube-sinking cast-in-situ pile of application 3.1 carries out the overall process construction:

Certain place, the thick miscellaneous fill of top-down soil layer: 1m, thick soft the moulding of 5m-plastic state silty clay, the thick completely decomposed mud stone of 2m, the thick severely-weathered mud stone of 2m below is middle weathering mud stone.

Design stake footpath 800mm, the long 10.5m of stake, 1500 tons of ultimate bearing capacity of single pile, wherein: 1300 tons of stake end ultimate resistances, 200 tons of stake side pole limit resistances.

680 tons of stake machine piling tonnages; Interior hammer 30 is heavy 8 tons; Stake pipe 35 long 15m, external diameter 800mm, thick 20mm, the part, lower end is to external upset (EU) 10mm.

1. test pile:

1. adopt the test of A type sharp: top board 1 thick 10mm, external diameter 810mm with stake; Sleeve 2 thick 10mm, epimere external diameter 830mm; Skirt encloses high 150mm; Cup tube 3 thick 5mm, external diameter 210mm, high 100mm; Interior sharp 4 epimere diameter 100mm, hypomere diameter 200mm; C60 concrete point body 6.

2. a heavy A type test point: pass through pile chuck 36 or lamination shoe 38 piling pipes 35 with a machine earlier, heavy A type test is sharp with stake, reach predetermined 600 ton hours (this moment, the test of A type entered the about 1m of severely-weathered mud stone with a point) to pile driving pressure, it is sharp with stake to begin to impact the test of A type with

interior hammer

30,35 follow-ups of stake pipe; Interior hammer 30 falls apart from earlier little back is big, last 5 hammers fall apart from stop during for 3m, mean penetration for 10mm (A type test this moment enter with a stake point in the about 0.5m of weathering mud stone, a long 10.5m);

3. peg end resistance: with jack 29, by the interior hammer 30 that uses as depression bar, press A type test interior sharp 4 with the stake point, pressure is 65 tons, conversion to whole A type test with the stake point, the ultimate resistance of stake end is 1120 tons, does not reach designing requirement;

4. impact A type test with the stake point with interior hammer 30 again, 35 follow-ups of stake pipe, to last 5 hammers fall apart from stop during for 3m, mean penetration for 5mm (A type test this moment enter with a stake point in the about 1m of weathering mud stone, a long 11m);

5. press interior point 4 again, pressure is 80 tons, and conversion is to whole A type test stake point, and the ultimate resistance of stake end is 1373 tons, meets design requirement the test pile end.

2. do stake:

It is sharp with stake that stake is done in employing: top board 21 thick 10mm, external diameter 810mm; Sleeve 22 thick 10mm, epimere external diameter 830mm; Skirt encloses high 150mm; C60 concrete stage body 23;

In hit to last 5 hammers to fall apart from for 3m, when mean penetration is 5mm, hammer 30 in proposing, descending reinforcing cage, perfusion C50 pile concrete is extracted stake pipe 35, finishes.

3. with peg method one peg:

1. heavy A type test is sharp with stake, extremely last 5 hammers fall distance for 3m, when mean penetration is 5mm, with jack 29, press A type test interior sharp 4 of stake point by the interior hammer 30 that uses as depression bar, pressure is 78 tons, conversion is to whole A type test stake point, and the ultimate resistance of stake end is 1350 tons, meets design requirement;

2. test down and use reinforcing cage: 15 vertical muscle 24, diameter 12mm; Stirrup 25, diameter 8mm; 2 steel pipes 26, diameter 22mm, wall thickness 3mm; Steel plate 27 thick 3mm, diameter 720mm;

3. give by steel pipe 26 and isolate capsule 28 fills with water rear encloseds;

4. pour into C50 pile concrete 46, extract stake pipe 35;

5. after pile concrete 46 sclerosis, isolate capsule 28 Kaifeng, it is 210 tons that pile side resistance is measured on the piling top, meets design requirement;

6. give by steel pipe 26 and isolate capsule 28 fills with water mud, finish.

Ultimate bearing capacity of single pile: 1350 tons+210 tons=1560 tons, meet design requirement.

Embodiment 2, and the Vibation pile placing machine of the tube-sinking cast-in-situ pile of application 3.3 carries out the method for overall process construction:

Site condition, stake size and bearing capacity, interior hammer 30 and stake pipe 35 adopt 120 kilowatts of Vibation pile placing machines all with embodiment 1.

1. test pile:

1. adopt with the A type test of embodiment 1 sharp with stake;

2. heavy A type test is with the stake point: earlier with a machine by the vibration head 39 piling pipe 35 that shakes, heavy A type test is sharp with stake, when vibrating pile penetration and reach 30mm/min (this moment, the test of A type entered the about 0.1m of severely-weathered mud stone with a stake point), begin to impact the test of A type with the stake point with interior hammer 30, manage 35 to follow up; Interior hammer 30 falls apart from earlier little back is big, last 5 hammers fall apart from stop during for 3m, mean penetration for 10mm (A type test this moment enter with a stake point in the about 0.5m of weathering mud stone, a long 10.5m);

3.～5. with embodiment 1 test pile 3.～5..

2. do stake: with embodiment 1.

3. with peg method two peg:

1. the A type test of sinking uses stake sharp, and extremely last 5 hammers fall distance for 3m, when mean penetration is 5mm, following test reinforcing cage: the isolation capsule 28 interior jack 29 of placing, and other is with embodiment 1;

2. give by steel pipe 26 and isolate capsule 28 fills with water rear encloseds;

3. pour into C50 pile concrete 46, extract stake pipe 35;

4. after pile concrete 46 sclerosis, isolate capsule 28 Kaifeng, give jack 29 pressurizations, the test of A type is walked with interior sharp 4 times of stake point, and pressure is 78 tons, conversion to whole A type test with the stake point, it is 1350 tons that a ultimate resistance is held in stake, meets design requirement;

5. continue to give jack 29 pressurizations, push up the test of A type with after on the top board 1 of stake point to its base, walk on the pile body, measuring pile side resistance is 210 tons, meets design requirement;

6. fill with pea gravel concreten for isolation capsule 28 by steel pipe 26, finish.

1560 tons of ultimate bearing capacity of single pile meet design requirement.

Embodiment 3, and the hammering stake machine of the tube-sinking cast-in-situ pile of application 3.4 carries out the method for overall process construction:

Site condition, stake size and bearing capacity, interior hammer 30 and stake pipe 35 adopt diesel hammer to weigh 6 tons hammering stake machine all with embodiment 1.

1. test pile:

1. adopt with the A type test of embodiment 1 sharp with stake;

2. a heavy A type test point: pass through tup 41 hammering stake pipes 35 with a machine earlier, heavy A type test is sharp with stake, hammering pile penetration when falling apart from 3m to diesel hammer reaches 30mm/5 when hitting (this moment, the test of A type entered the about 0.1m of severely-weathered mud stone with a point), it is sharp with stake to begin to impact the test of A type with

interior hammer

3.～5. with embodiment 1 test pile 3.～5..

2. do stake: with embodiment 1.

3. with peg method three pegs:

1. the A type test of sinking uses stake sharp, and extremely last 5 hammers fall distance for 3m, when mean penetration is 5mm, and descending reinforcing cage and sleeve pipe 48 pour into C50 pile concrete 46, extract a pipe 35;

2. after pile concrete 46 sclerosis, depression bar 47 and jack 29 orders are put into sleeve pipe 48, connector 37 are connected on the sleeve pipe 48 again;

3. give jack 29 pressurizations, press A types test interior sharp 4 with the stake point by depression bar 47, pressure is 78 tons, conversion to whole A type test with the stake point, the ultimate resistance of stake end is 1350 tons, meets design requirement;

4. continue to give jack 29 pressurizations, to the depression bar 47 bottom surface top boards 1 after, pull out sleeve pipe 48 on the jack 29 and drive on the pile bodies, measuring pile side resistance is 210 tons, meets design requirement;

5. propose jack 29 and depression bar 47, concrete perfusion in sleeve pipe 48 finishes.

1560 tons of ultimate bearing capacity of single pile meet design requirement.

Embodiment 4, the method that the jacked pile machine of the steel pipe pile of embracing pile press or 3.6 of the steel pipe pile of application 3.5 carries out the overall process construction:

Site condition, interior hammer 30 are with embodiment 1.

The steel pipe pile 42 of diameter 800mm, wall thickness 20mm, designing pile length 10.5m, 1500 tons of ultimate bearing capacity of single pile, wherein: 1300 tons of stake end ultimate resistances, 200 tons of stake side pole limit resistances.

680 tons of stake machine tonnages.

1. test pile:

1. adopt with the A type test of embodiment 1 sharp with stake;

2. a heavy A type test point: pass through pile chuck 36 or lamination shoe 38 compressed steel pile tubes 42 with a machine earlier, heavy A type test is sharp with stake, reach predetermined 600 ton hours (this moment, the test of A type entered the about 1m of severely-weathered mud stone with a point) to pile driving pressure, it is sharp with stake to begin to impact the test of A type with interior hammer 30, steel pipe pile 42 follow-ups; Interior hammer 30 falls apart from earlier little back is big, last 5 hammers fall apart from stop during for 3m, mean penetration for 10mm (A type test this moment enter with a stake point in the about 0.5m of weathering mud stone, a long 10.5m);

4. impact A type test with the stake point with interior hammer 30 again, steel pipe pile 42 follow-ups, to last 5 hammers fall apart from stop during for 3m, mean penetration for 5mm (A type test this moment enter with a stake point in the about 1m of weathering mud stone, a long 11m);

2. do stake:

Employing uses stake sharp with the stake of doing of embodiment 1, and extremely last 5 hammers fall distance for 3m, when mean penetration is 5mm, and the interior hammer 30 of proposition with C50 concrete filling core, finishes.

3. peg:

1. heavy A type test is with the stake point, falls apart from for 3m, when mean penetration is 7mm to last 5 hammers, hits the test of A type in the continuation with the stake point, and steel pipe pile 42 stops follow-up, makes the stake end and top board 1 disengaging of A type test with the stake point of steel pipe pile 42, is not vertically throwing off with sleeve 2;

2. in hit and reach last 5 hammers and fall apart from for 3m, when mean penetration is 5mm, pile follower pipe 43 put into jack 29 then by hammer 30 in proposing, in being pressed on the hammer 30;

3. after connector 37 is connected on the pile follower pipe 43, give jack 29 pressurizations, press the A type to test as depression bar with interior sharp 4 of stake point by interior hammer 30 or with its spreading, pressure is 78 tons, conversion is to whole A type test stake point, and the ultimate resistance of stake end is 1350 tons, meets design requirement;

4. to measure pile side resistance be 210 tons piling top, meets design requirement;

5. irritate core with the C50 concrete, finish.

1560 tons of ultimate bearing capacity of single pile meet design requirement.

Embodiment 5, and the hammering stake machine of the steel pipe pile of application 3.7 carries out the method for overall process construction:

Site condition, stake size and bearing capacity, interior hammer 30 adopt diesel hammer to weigh 6 tons hammering stake machine all with embodiment 4.

1. test pile:

1. adopt with the A type test of embodiment 1 sharp with stake;

2. a heavy A type test point: pass through tup 41 hammering steel pipe piles 42 with a machine earlier, heavy A type test is sharp with stake, hammering pile penetration when falling apart from 3m to diesel hammer reaches 30mm/5 when hitting (this moment, the test of A type entered the about 0.1m of severely-weathered mud stone with a point), it is sharp with stake to begin to impact the test of A type with interior hammer 30, steel pipe pile 42 follow-ups; Interior hammer 30 falls apart from earlier little back is big, last 5 hammers fall apart from stop during for 3m, mean penetration for 10mm (A type test this moment enter with a stake point in the about 0.5m of weathering mud stone, a long 10.5m);

3.～5. with embodiment 4 test piles 3.～5..

2. do stake and peg: except being uses the tup 41 hammering steel pipe piles 42, other is with embodiment 4; 1560 tons of ultimate bearing capacity of single pile meet design requirement.

Embodiment 6, the method that the jacked pile machine of the precast concrete hollow pile of embracing pile press or 3.9 of the precast concrete hollow pile of application 3.8 carries out the overall process construction:

Site condition is with embodiment 1.

The precast concrete hollow pile 44 of diameter 800mm, wall thickness 120mm, designing pile length 10.5m, 1500 tons of ultimate bearing capacity of single pile, wherein: 1300 tons of stake end ultimate resistances, 200 tons of stake side pole limit resistances.

680 tons of stake machine tonnages; Interior hammer 30 is heavy 8 tons.

1. test pile:

1. adopt the Type B test sharp: top board 7 thick 15mm, external diameter 810mm with stake; Sleeve 8 thick 10mm, external diameter 830mm; Skirt encloses high 150mm; Sleeve pipe 9 thick 5mm, external diameter 210mm; Sharp 10 diameter 200mm in the C60 concrete; Casting die 11 epimere diameter 100mm, lower end diameter 200mm; C60 concrete point body 12;

2. heavy Type B test stake point: press precast concrete hollow piles 44 with a machine by pile chuck 36 or lamination shoe 38 earlier, heavy Type B test is sharp with stake, reach predetermined 600 ton hours (this moment, the Type B test entered the about 1m of severely-weathered mud stone with a point) to pile driving pressure, it is sharp with stake to begin to impact the Type B test with interior hammer 30,44 follow-ups of precast concrete hollow pile; Interior hammer 30 falls apart from earlier little back is big, last 5 hammers fall apart from stop during for 3m, mean penetration for 10mm (Type B test this moment enter with a stake point in the about 0.5m of weathering mud stone, a long 10.5m);

3. peg end resistance: with jack 29, by the interior hammer 30 that uses as depression bar, press the Type B test with the casting die 11 of stake point and interior sharp 10, pressure is 65 tons, conversion to whole Type B test with the stake point, the ultimate resistance of stake end is 1120 tons, does not reach designing requirement;

4. impact Type B test with the stake point with interior hammer 30 again, to last 5 hammers fall apart from stop during for 3m, mean penetration for 5mm (Type B test this moment enter with a stake point in the about 1m of weathering mud stone, a long 11m);

5. press interior point 10 again, pressure is 80 tons, and conversion is to whole Type B test stake point, and the ultimate resistance of stake end is 1373 tons, meets design requirement the test pile end.

2. do stake:

3. peg:

1. heavy Type B test is sharp with stake, extremely last 5 hammers fall apart from for 3m, when mean penetration is 7mm, hit Type B test stake point in the continuation, and precast concrete hollow pile 44 stops follow-up, the stake end and the Type B test of precast concrete hollow pile 44 are broken away from the sharp top board 7 of stake, vertically do not throwing off with sleeve 8;

2. reach last 5 hammers to heavy Type B test with a sharp pile penetration and fall, then jack 29 is put into pile follower pipe 45, be pressed on the interior hammer 30 apart from being 3m, when mean penetration is 5mm, proposing interior hammer 30;

3. after connector 37 is connected on the pile follower pipe 45, give jack 29 pressurizations, be used as depression bar by interior hammer 30 or with its spreading, press the Type B test with the casting die 11 of stake point and interior sharp 10, pressure is 78 tons, conversion to whole Type B test with the stake point, the ultimate resistance of stake end is 1350 tons, meets design requirement;

5. irritate core with the C50 concrete, finish.

1560 tons of ultimate bearing capacity of single pile meet design requirement.

Embodiment 7, and the hammering stake machine of the precast concrete hollow pile of application 3.10 carries out the method for overall process construction:

Site condition, stake size and bearing capacity, interior hammer 30 are all with embodiment 6; Adopt diesel hammer to weigh 6 tons hammering stake machine.

1. test pile:

1. adopt the test of C type sharp: top board 14 thick 15mm, external diameter 810mm with stake; Sleeve 15 thick 10mm, external diameter 830mm; Skirt encloses high 150mm; Sleeve pipe 16 thick 5mm, external diameter 210mm; Sharp 17 diameter 200mm in the C60 concrete; Casting die 18 epimere diameter 100mm, lower end diameter 200mm; Floor 19 thick 10mm;

2. a heavy C type test point: pass through tup 41 hammering precast concrete hollow piles 44 with a machine earlier, heavy C type test is sharp with stake, hammering pile penetration when falling apart from 3m to diesel hammer reaches 30mm/5 when hitting (this moment, the test of C type entered the about 0.1m of severely-weathered mud stone with a point), it is sharp with stake to begin to impact the test of C type with interior hammer 30,44 follow-ups of precast concrete hollow pile; Interior hammer 30 falls apart from earlier little back is big, last 5 hammers fall apart from stop during for 3m, mean penetration for 10mm (C type test this moment enter with a stake point in the about 0.5m of weathering mud stone, a long 10.5m);

3. peg end resistance: with jack 29, by the interior hammer 30 that uses as depression bar, press the test of C type with the casting die 18 of stake point and interior sharp 17, pressure is 65 tons, convert to the whole C type test with the stake point, the ultimate resistance of stake end is 1120 tons, does not reach designing requirement;

4. impact C type test with the stake point with interior hammer 30 again, 44 follow-ups of precast concrete hollow pile, to last 5 hammers fall apart from stop during for 3m, mean penetration for 5mm (C type test this moment enter with a stake point in the about 1m of weathering mud stone, a long 11m);

5. point 17 in pressing again, pressure is 80 tons, converts to whole C type test stake point, the ultimate resistance of stake end is 1373 tons, meets design requirement the test pile end.

2. do stake and peg: except adopting the test of C type with the stake point with the tup 41 hammering precast concrete hollow piles 44, other is with embodiment 6; 1560 tons of ultimate bearing capacity of single pile meet design requirement.

Claims

1. hit the overall process construction method of stake in, it is characterized in that, its for system hit in finishing stake test pile, do the job practices of stake and peg, the isolated plant that needs to use comprises specific stub point, test reinforcing cage and specific stub machine;

I. specific stub point comprises that test is with the stake point with to do stake sharp with stake; Test is tested with the stake point with stake point or C type with a point, Type B test for the test of A type with the stake point;

1.1A the type test is sharp with stake, it is constructed as follows:

1.1.1 it is inboard that circular or polygonal steel top board (1), periphery are welded in the straight section middle part of the cross section funnel shaped steel bushing (2) corresponding with its shape, sleeve (2) is suitable for reading to be exceeded top board (1) formation skirt and encloses;

1.1.2 inverted circular steel bowl tube (3) cup bottom perimeter is welded in sleeve (2) end opening;

1.1.3 top board (1), sleeve (2), cup tube (3) are with one heart;

1.1.4 it is cylindrical that steel interior point (4) epimere and hypomere are, and the epimere diameter is less than the hypomere diameter;

1.1.5 after interior point (4) epimere external surface was smeared oil or plastic-blasting separation layer (5), epimere passed from top board (1) and cup tube (3) bottom centre, hypomere places in the cup tube (3) fully;

1.1.6 in sleeve (2) bottom, locate out the fill orifice that quantity is no less than two near cup tube (3), concrete perfusion forms sharp body (6) in the cavity that the top board (1) after being inverted, sleeve (2), cup tube (3) and interior point (4) are surrounded;

1.1.7 it is mobile that interior point (4) can press down in cup tube 3, sharp body 6;

1.2B the type test is sharp with stake, it is constructed as follows:

1.2.1 circular or polygonal steel top board (7), periphery are welded in the straight section middle part of the cross section funnel shaped steel bushing (8) corresponding with its shape, sleeve (8) is suitable for reading to be exceeded top board (7) formation skirt and encloses;

1.2.2 circular steel sleeve (9) and top board (7) bottom surface overhead welding are with sleeve (8) end opening face down bonding;

1.2.3 top board (7), sleeve (8), sleeve pipe (9) are with one heart;

1.2.4 it is cylindrical that steel casting die (11) epimere and hypomere are, and the epimere diameter is less than the hypomere diameter;

1.2.5 locate out the fill orifice that quantity is no less than two in sleeve (8) bottom, near sleeve pipe (9), concrete perfusion forms sharp body (12) in the cavity that top board (7), sleeve (8) and the sleeve pipe (9) after being inverted surrounded; The little sleeve pipe (9) of putting into upside down of casting die (11) is made bed die, and sleeve pipe (9) inboard smears oil or plastic-blasting separation layer (13) is made side form, forms interior point (10) with filling with concrete in the sleeve pipe (9); Perhaps, described interior point (10) is made of a steel, and directly inserts in the sleeve pipe (9);

1.2.6 casting die (11), interior point (10) can press down mobile in sleeve pipe (9);

1.3C the type test is sharp with stake, it is constructed as follows:

1.3.1 circular or polygonal steel top board (14), periphery is welded in the inboard, middle part of the cross section steel bushing corresponding with its shape (15), and sleeve (15) is suitable for reading to be exceeded top board (14) formation skirt and enclose;

1.3.2 top board (14) bottom surface and circular steel sleeve (16), many steel floors (19) overhead welding of radial arrangement, floor (19) outer end and sleeve (15), inner end and sleeve pipe (16) face down bonding;

1.3.3 top board (14), sleeve (15), sleeve pipe (16) are with one heart;

1.3.4 it is cylindrical that steel casting die (18) epimere and hypomere are, and the epimere diameter is less than the hypomere diameter;

1.3.5 top board (14), sleeve (15), sleeve pipe (16) and floor (19) weld the back and are inverted, the little sleeve pipe (16) of putting into upside down of casting die (18) is made bed die, sleeve pipe (16) inboard smears oil or plastic-blasting separation layer (20) is made side form, forms interior point (17) with filling with concrete in the sleeve pipe (16); Perhaps, described interior point (17) is made of a steel, and directly inserts in the sleeve pipe (16);

1.3.6 casting die (18), interior point (17) can press down mobile in sleeve pipe (16);

1.4 it is sharp with stake to do stake, it is constructed as follows:

1.4.1 it is inboard that circular or polygonal steel top board (21), periphery are welded in the straight section middle part of the cross section funnel shaped steel bushing (22) corresponding with its shape, sleeve (22) is suitable for reading to be exceeded top board (21) formation skirt and encloses;

1.4.2 top board (21), sleeve (22) weld the back and are inverted, and form stage body (23) by concrete perfusion suitable for reading;

II. reinforcing cage is used in test, and it is constructed as follows:

Substitute with steel pipe (26) 2.1 vertical muscle (24) has more than two, form reinforcing cage jointly with stirrup (25);

2.2 the steel plate of dividing into (27) and vertical muscle (24), steel pipe (26) are welded together;

2.3 steel plate (27) is divided into the isolation capsule (28) that rubber or fibrous material are made;

2.4 steel pipe (26) is tightly connected with isolation capsule (28) and pore communicates with isolation capsule (28);

2.5 isolate in the capsule (28) and can place jack (29);

III. the specific stub machine is as follows:

Described specific stub machine is to be furnished with the double stake machine of making the interior hammer of depression bar and possessing value-added tax function, and it is the jacked pile machine of embracing pile press, tube-sinking cast-in-situ pile of tube-sinking cast-in-situ pile, the Vibation pile placing machine of tube-sinking cast-in-situ pile, the hammering stake machine of tube-sinking cast-in-situ pile, the jacked pile machine of embracing pile press, steel pipe pile of steel pipe pile, the hammering stake machine of steel pipe pile, armful pile press, the jacked pile machine of precast concrete hollow pile or the hammering stake machine of precast concrete hollow pile of precast concrete hollow pile;

3.1 armful pile press of tube-sinking cast-in-situ pile, its formation comprises:

3.1.1 pile frame (32) and hoist engine (33) are installed on the chassis (31); Pile chuck (36) is installed on chassis (31) or the pile frame (32);

3.1.2 interior hammer (30) links to each other with hoist engine (33) by wirerope (34), is hung on the pile frame (32);

3.1.3 interior hammer (30) is managed (35), connector (37) with stake, pile chuck (36) is concentric;

3.1.4 interior hammer (30) by hoist engine (33), is controlled by wirerope (34), can manage in (35) in stake to move up and down, and impacts bottom stake point and cooperates pile sinking;

3.1.5 behind interior hammer (30) or its spreading, can pass through jack (29), withstand on the connector (37) that is connected on the stake pipe (35);

3.1.6 when test pile or peg, connect upper connector (37) in stake pipe (35) upper end, jack (29) withstands on the connector (37), makees depression bar by interior hammer (30), presses the interior sharp peg end resistance of test with the stake point;

3.1.7 pile chuck (36) can press down or go up pile pulling pipe (35);

3.1.8 stake pipe (35), connector (37) can be hung on the pile frame (32), also can be individual members, and can move up and down;

3.1.9 connector (37) can connect together or throw off with stake pipe (35);

3.1.10 connector (37) can be adjusted with the distance of stake pipe (35) end face, behind hammer (30) in satisfying or its spreading, with stake pipe (35) in the requirement that different relative positions are axially arranged;

3.2 the jacked pile machine of tube-sinking cast-in-situ pile, its formation comprises:

3.2.1 pile frame (32) and hoist engine (33) are installed on the chassis (31); Lamination shoe (38) is installed on the pile frame (32);

3.2.2 interior hammer (30) links to each other with hoist engine (33) by wirerope (34), is hung on the pile frame (32);

3.2.3 interior hammer (30) is managed (35) with stake, lamination shoe (38) is concentric;

3.2.7 lamination shoe (38) is a hollow type;

3.2.8 lamination shoe (38) can press down or go up pile pulling pipe (35);

3.3 the Vibation pile placing machine of tube-sinking cast-in-situ pile, its formation comprises:

3.3.1 pile frame (32) and hoist engine (33) are installed on the chassis (31); Vibration head (39) is installed on the pile frame (32);

3.3.2 interior hammer (30) links to each other with hoist engine (33) by wirerope (34), is hung on the pile frame (32);

3.3.3 interior hammer (30) is managed (35) with stake, vibration head (39) is concentric;

3.3.7 vibration head (39) is a hollow type;

3.3.8 can shaking, vibration head (39) presses or the stake pipe (35) of extricating oneself from a predicament and brace oneself up to action;

3.3.9 chassis (31) can add counterweight;

3.3.10 vibration head (39) or stake pipe (35) available pull bar (40) link to each other with chassis (31);

3.4 the hammering stake machine of tube-sinking cast-in-situ pile, its formation comprises:

3.4.1 pile frame (32) and hoist engine (33) are installed on the chassis (31); Tup 41 is installed on the pile frame (32);

3.4.2 interior hammer (30) links to each other with hoist engine (33) by wirerope (34), is hung on the pile frame (32);

3.4.3 interior hammer (30) is managed (35) with stake, tup 41 is concentric;

3.4.7 tup 41 is a hollow type;

3.4.8 chassis (31) can add counterweight;

3.4.9 tup 41 or stake pipe (35) available pull bar (40) link to each other with chassis (31);

3.5 armful pile press of steel pipe pile, its formation comprises:

3.5.1 pile frame (32) and hoist engine (33) are installed on the chassis (31); Pile chuck (36) is installed on chassis (31) or the pile frame (32);

3.5.2 interior hammer (30) links to each other with hoist engine (33) by wirerope (34), is hung on the pile frame (32);

3.5.3 steel pipe pile (42) in place when interior hammer (30), pile chuck (36) and construction is concentric;

3.5.4 interior hammer (30) by hoist engine (33), by wirerope (34) control, can move up and down in steel pipe pile (42) or its pile follower pipe (43), impacts bottom stake point and cooperates pile sinking;

3.5.5 behind interior hammer (30) or its spreading, can pass through jack (29), withstand on the connector (37) that can be connected on the pile follower pipe (43);

3.5.6 when test pile or peg, connect upper connector (37) in pile follower pipe (43) upper end, jack (29) withstands on the connector (37), makees depression bar by interior hammer (30), presses the interior sharp peg end resistance of test with the stake point;

3.6 the jacked pile machine of steel pipe pile, its formation comprises:

3.6.1 pile frame (32) and hoist engine (33) are installed on the chassis (31); Lamination shoe (38) is installed on the pile frame (32);

3.6.2 interior hammer (30) links to each other with hoist engine (33) by wirerope (34), is hung on the pile frame (32);

3.6.3 steel pipe pile (42) in place when interior hammer (30), lamination shoe (38) and construction is concentric;

3.6.7 lamination shoe (38) is a hollow type;

3.7 the hammering stake machine of steel pipe pile, its formation comprises:

3.7.1 pile frame (32) and hoist engine (33) are installed on the chassis (31); Tup (41) is installed on the pile frame (32);

3.7.2 interior hammer (30) links to each other with hoist engine (33) by wirerope (34), is hung on the pile frame (32);

3.7.3 steel pipe pile (42) in place when interior hammer (30), tup (41) and construction is concentric;

3.7.7 tup (41) is a hollow type;

3.7.8 chassis (31) can add counterweight;

3.7.9 tup (41) or the available pull bar of pile follower pipe (43) (40) link to each other with chassis (31);

3.8 armful pile press of precast concrete hollow pile, its formation comprises:

3.8.1 pile frame (32) and hoist engine (33) are installed on the chassis (31); Pile chuck (36) is installed on chassis (31) or the pile frame (32);

3.8.2 interior hammer (30) links to each other with hoist engine (33) by wirerope (34), is hung on the pile frame (32);

3.8.3 precast concrete hollow pile (44) in place when interior hammer (30), pile chuck (36) and construction is concentric;

3.8.4 interior hammer (30) by hoist engine (33), by wirerope (34) control, can move up and down in precast concrete hollow pile (44) or its pile follower pipe (45), impacts bottom stake point and cooperates pile sinking;

3.8.5 behind interior hammer (30) or its spreading, can pass through jack (29), withstand on the connector (37) that can be connected on the pile follower pipe (45);

3.8.6 when test pile or peg, connect upper connector (37) in pile follower pipe (45) upper end, jack (29) withstands on the connector (37), makees depression bar by interior hammer (30), presses the interior sharp peg end resistance of test with the stake point;

3.9 the jacked pile machine of precast concrete hollow pile, its formation comprises:

3.9.1 pile frame (32) and hoist engine (33) are installed on the chassis (31); Lamination shoe (38) is installed on the pile frame (32);

3.9.2 interior hammer (30) links to each other with hoist engine (33) by wirerope (34), is hung on the pile frame (32);

3.9.3 precast concrete hollow pile (44) in place when interior hammer (30), lamination shoe (38) and construction is concentric;

3.9.7 lamination shoe (38) is a hollow type;

3.10 the hammering stake machine of precast concrete hollow pile, its formation comprises:

3.10.1 pile frame (32) and hoist engine (33) are installed on the chassis (31); Tup (41) is installed on the pile frame (32);

3.10.2 interior hammer (30) links to each other with hoist engine (33) by wirerope (34), is hung on the pile frame (32);

3.10.3 precast concrete hollow pile in place (44) is concentric when interior hammer (30), tup (41) and construction;

3.10.7 tup (41) is a hollow type;

3.10.8 chassis (31) can add counterweight;

3.10.9 tup (41) or the available pull bar of pile follower pipe (45) (40) link to each other with chassis (31);

Hit the overall process construction method of stake in described, the system of being included in finishes test pile, does in the process of stake, peg, and adopt: 1. inner hit method cooperates pile sinking; 2. small size method or by method peg end resistance; 3. isolation method or by method peg collateral resistance;

Peg wherein is that the stake that will do the bearing capacity detection is carried out doing the inspection combination with doing with inspection;

Described small size method is when test pile or peg, presses cross-sectional area than the method for test with the long-pending little interior sharp peg end resistance of the sharp total cross-section of stake;

Described by method, be to do the counter-force seat by pile body to press down interior sharp peg end resistance, or do pile jacking body peg collateral resistance on the counter-force seat by the stake point;

Described isolation method for tube-sinking cast-in-situ pile, is with the isolation capsule of pile concrete bottom stake point and pile body to be isolated, respectively peg end resistance and pile side resistance; For steel pipe pile or precast concrete hollow pile, be in the pile sinking later stage, stake point and pile body bottom are broken away from, respectively peg end resistance and pile side resistance;

IV. pile testing method

All adopt small size method peg end resistance;

4.1 adopt the pile testing method of embracing pile press or jacked pile machine of tube-sinking cast-in-situ pile, step is as follows:

4.1.1 it is sharp with stake to put the test of A type;

Test with in the sleeve (2) of point 4.1.2 stake pipe (35) is inserted in the A type, with piling pipe (35) under pile chuck (36) or the lamination shoe (38), heavy A type is tested with stake sharp;

4.1.3 to predetermined piling tonnage, impact the test of A type with a point with interior hammer (30), continue heavy A type test stake point, stake pipe (35) presses down follow-up;

4.1.4 after hitting pile penetration in extremely predetermined, jack (29) is put into stake pipe (35), is pressed on the interior hammer (30);

4.1.5 connector (37) is connected to stake pipe (35) go up after, give jack (29) pressurization, by interior hammer (30) or with its spreading as depression bar, press interior point (4) the peg end resistance of A type test with the stake point;

4.1.6 end resistance reaches predetermined value, extracts stake pipe (35), finishes test pile; End resistance does not reach predetermined value, and repeating step 4.1.3～4.1.5 reaches predetermined value until end resistance, finishes;

4.2 adopt the pile testing method of the Vibation pile placing machine of tube-sinking cast-in-situ pile, step is as follows:

4.2.1 it is sharp with stake to put the test of A type;

4.2.2 stake pipe (35) is inserted in the sleeve (2) of A type test with the stake point, with vibration head (39) the piling pipe (35) that shakes, heavy A type test is sharp with stake;

4.2.3 to predetermined vibration pile penetration, impact the test of A type with the stake point with interior hammer (30), continue heavy A type test with the stake point, stake pipe (35) shakes to press and follows up;

4.2.4 after hitting pile penetration in extremely predetermined, vibration head (39) or stake pipe (35) are linked to each other with chassis (31) with pull bar (40);

4.2.5 jack (29) is put into stake pipe (35), is pressed on the interior hammer (30);

4.2.6 connector (37) is connected to stake pipe (35) go up after, give jack (29) pressurization, by interior hammer (30) or with its spreading as depression bar, press interior point (4) the peg end resistance of A type test with the stake point;

4.2.7 end resistance reaches predetermined value, extracts stake pipe (35), finishes test pile; End resistance does not reach predetermined value, and repeating step 4.2.3～4.2.6 reaches predetermined value until end resistance, finishes;

4.3 adopt the pile testing method of the hammering stake machine of tube-sinking cast-in-situ pile, step is as follows:

4.3.1 it is sharp with stake to put the test of A type;

4.3.2 stake pipe (35) is inserted in the test of A type with in the sleeve (2) of point, with tup (41) hammering stake pipe (35), and heavy A type test stake point;

4.3.3 to the pile penetration of predetermined hammering stake pipe (35), impact the test of A type with a point, continue heavy A type test stake point, stake pipe (35) tup (41) hammering follow-up with interior hammer (30);

4.3.4 after hitting pile penetration in extremely predetermined, tup (41) or stake pipe (35) are linked to each other with chassis (31) with pull bar (40);

4.3.5 the 4.2.5～4.2.7 of the pile testing method of the Vibation pile placing machine of the employing tube-sinking cast-in-situ pile of～4.3.7 same 4.2;

4.4 adopt the pile testing method of embracing pile press or jacked pile machine of steel pipe pile, step is as follows:

4.4.1 it is sharp with stake to put the test of A type;

4.4.2 steel pipe pile (42) is inserted in the A type test sleeve (2) with the stake point, presses down or presses down steel pipe pile (42) by pile follower pipe (43) with pile chuck (36) or lamination shoe (38), heavy A type test is sharp with stake;

4.4.3 to predetermined piling tonnage, impact the test of A type with a point with interior hammer (30), continue heavy A type test stake point, steel pipe pile (42) presses down or presses down follow-up by its pile follower pipe (43);

4.4.4 after hitting pile penetration in extremely predetermined, jack (29) is put into pile follower pipe (43), is pressed on the interior hammer (30);

4.4.5 connector (37) is connected to pile follower pipe (43) go up after, give jack (29) pressurization, by interior hammer (30) or with its spreading as depression bar, press interior point (4) the peg end resistance of A type test with the stake point;

4.4.6 end resistance reaches predetermined value, finishes test pile; End resistance does not reach predetermined value, and repeating step 4.4.3～4.4.5 reaches predetermined value until end resistance, finishes;

4.5 adopt the pile testing method of the hammering stake machine of steel pipe pile, step is as follows:

4.5.1 it is sharp with stake to put the test of A type;

4.5.2 steel pipe pile (42) is inserted in the test of A type with in the sleeve (2) of point, with tup (41) hammering or by pile follower pipe (43) hammering steel pipe pile (42), and heavy A type test stake point;

4.5.3 to the pile penetration of predetermined hammering steel pipe pile (42), impact the test of A type with a point with interior hammer (30), continue heavy A type test stake point, steel pipe pile (42) follows up with tup (41) hammering or by pile follower pipe (43) hammering;

4.5.4 after hitting pile penetration in extremely predetermined, tup (41) or pile follower pipe (43) are linked to each other with chassis (31) with pull bar (40);

4.5.5 the 4.4.5～4.4.7 of the pile testing method of embracing pile press or jacked pile machine of the employing steel pipe pile of～4.5.7 same 4.4;

4.6 adopt the pile testing method of embracing pile press or jacked pile machine of precast concrete hollow pile, step is as follows:

4.6.1 it is sharp with stake to put the test of A type;

4.6.2 precast concrete hollow pile (44) is inserted in the A type test sleeve (2) with the stake point, presses down or presses down precast concrete hollow pile (44) by pile follower pipe (45) with pile chuck (36) or lamination shoe (38), heavy A type test is sharp with stake;

4.6.3 to predetermined piling tonnage, impact the test of A type with a point with interior hammer (30), continue heavy A type test stake point, precast concrete hollow pile (44) presses down or presses down follow-up by pile follower pipe (45);

4.6.4 after hitting pile penetration in extremely predetermined, jack (29) is put into pile follower pipe (45), is pressed on the interior hammer (30);

4.6.5 connector (37) is connected to pile follower pipe (45) go up after, give jack (29) pressurization, by interior hammer (30) or with its spreading as depression bar, press interior point (4) the peg end resistance of A type test with the stake point;

4.6.6 end resistance reaches predetermined value, finishes test pile; End resistance does not reach predetermined value, and repeating step 4.6.3～4.6.5 reaches predetermined value until end resistance, finishes;

4.7 adopt the pile testing method of the hammering stake machine of precast concrete hollow pile, step is as follows:

4.7.1 it is sharp with stake to put the test of A type;

4.7.2 precast concrete hollow pile (44) is inserted in the test of A type with in the sleeve (2) of point, with tup (41) hammering or by pile follower pipe (45) hammering precast concrete hollow pile (44), and heavy A type test stake point;

4.7.3 to the pile penetration of predetermined hammering precast concrete hollow pile (44), it is sharp with stake to impact the test of A type with interior hammer (30), continue heavy A type test stake point, precast concrete hollow pile (44) follows up with tup (41) hammering or by pile follower pipe (45) hammering;

4.7.4 after hitting pile penetration in extremely predetermined, tup (41) or pile follower pipe (45) are linked to each other with chassis (31) with pull bar (40);

4.7.5 connector (37) is connected to pile follower pipe (45) go up after, give jack (29) pressurization, by interior hammer (30) or with its spreading as depression bar, press interior point (4) the peg end resistance of A type test with the stake point;

4.7.6 end resistance reaches predetermined value, finishes test pile; End resistance does not reach predetermined value, and repeating step 4.7.3～4.7.5 reaches predetermined value until end resistance, finishes;

B. use the Type B test as follows with the pile testing method of stake point:

When removing the peg end resistance, be in pressing by casting die (11) outside the point (10), other step is identical with 4.1～4.7 step respectively;

When removing the peg end resistance, be in pressing by casting die (18) outside the point (17), other step is identical with 4.1～4.7 step respectively;

V. it is as follows to do piling method:

5.1 tube-sinking cast-in-situ pile to do piling method as follows:

Employing is done stake with stake point, by above-mentioned corresponding pile testing method, in hit to test pile determine in hit pile penetration after, hammer (30) in proposing, descending reinforcing cage, the perfusion pile concrete is extracted stake pipe (35), finishes;

Employing is done stake with stake point, by above-mentioned corresponding pile testing method, in hit to test pile determine in hit pile penetration after, hammer (30) in proposing if do not need to irritate core, finishes; Irritate core if desired, concrete perfusion in steel pipe pile (42) or precast concrete hollow pile (44) hollow finishes;

VI. the peg method is as follows:

Adopt any one of following method;

6.1 the peg method 1 of tube-sinking cast-in-situ pile---small size method and isolation method associating peg:

By above-mentioned corresponding pile testing method, in hit the test of A type with the stake point, to test pile determine in hit pile penetration, and after having surveyed end resistance, subsequent steps is as follows:

6.1.1 following test reinforcing cage is given isolation capsule (28) fills with water rear enclosed by steel pipe (26);

6.1.2 perfusion pile concrete (46) is extracted stake pipe (35);

6.1.3 after pile concrete (46) sclerosis, isolate capsule (28) Kaifeng, piling top peg collateral resistance;

6.1.4 give isolation capsule (28) fills with water mud by steel pipe (26), finish;

6.2 the peg method 2 of tube-sinking cast-in-situ pile---small size method, isolation method and by method associating peg:

By above-mentioned corresponding pile testing method, in hit the test of A type with the stake point, to test pile determine in hit pile penetration after, subsequent steps is as follows:

6.2.1 be placed with the test reinforcing cage of jack (29) down, give by steel pipe (26) and isolate capsule (28) fills with water rear enclosed;

6.2.2 perfusion pile concrete (46) is extracted stake pipe (35);

6.2.3 after pile concrete (46) sclerosis, give jack (29) pressurization, press interior point (4) the peg end resistance of A type test with the stake point;

6.2.4 continue to give jack (29) pressurization, push up after the test of A type goes up with the top board (1) of stake point to jack (29) base, walk the peg collateral resistance on the pile body;

6.2.5 after having surveyed pile side resistance, give isolation capsule (28) fills with water mud or pea gravel concreten, finish by steel pipe (26);

6.3 the peg method 3 of tube-sinking cast-in-situ pile---small size method and by method associating peg:

6.3.1 descending reinforcing cage and sleeve pipe (48);

6.3.2 perfusion pile concrete (46) is extracted stake pipe (35);

6.3.3 after pile concrete (46) sclerosis, depression bar (47) and jack (29) order are put into sleeve pipe (48), connector (37) are connected on the sleeve pipe (48) again;

6.3.4 give jack (29) pressurization, press interior point (4) the peg end resistance of A type test with the stake point by depression bar (47);

6.3.5 continue to give jack (29) pressurization, push up after the test of A type goes up with the top board (1) of stake point to depression bar (47) bottom surface, pull out sleeve pipe (48) on the jack (29) and drive on the pile body and walk the peg collateral resistance;

6.3.6 open connector (37), jack (29) and depression bar (47) are proposed, concrete perfusion in sleeve pipe (48) finishes;

6.4 the peg method of steel pipe pile or precast concrete hollow pile---small size method and isolation method associating peg:

By above-mentioned corresponding pile testing method, in hit the test of A type with the stake point, in hit the pile penetration that pile penetration determines near test pile after, subsequent steps is as follows:

6.4.1 it is sharp with stake to hit the test of A type in continuing, steel pipe pile (42) or precast concrete hollow pile (44) stop follow-up, the stake end and the test of A type of steel pipe pile (42) or precast concrete hollow pile (44) are broken away from the sharp top board (1) of stake, vertically do not throwing off with sleeve (2);

6.4.2 to test pile determine in hit pile penetration after, jack (29) is put into the pile follower pipe (43) of steel pipe pile (42), or in the pile follower pipe (45) of precast concrete hollow pile (44), is pressed on the interior hammer (30);

6.4.3 connector (37) is connected to pile follower pipe (43) or pile follower pipe (45) go up after, give jack (29) pressurization, by interior hammer (30) or with its spreading as depression bar, press interior point (4) the peg end resistance of A type test with the stake point;

6.4.4 piling top peg collateral resistance;

6.4.5 do not need to irritate core, finish; Need to irritate core, concrete perfusion in steel pipe pile (42) or precast concrete hollow pile (44) hollow, end.

2. hit the employed isolated plant of overall process construction method of stake in as claimed in claim 1, it is characterized in that, this isolated plant is the described specific stub point of claim 1, test reinforcing cage and specific stub machine.

3. hit the application of overall process construction method aspect doing of stake in as claimed in claim 1, it is characterized in that, with described tube-sinking cast-in-situ pile to embrace the method that pile press does as follows:

7.1 put ordinary concrete stake point or be used as the harsh concrete of the sharp function of stake, stake pipe (35) is pressed in above it;

7.2 connector (37) is connected together with interior hammer (30), in the displacement pile pipe (35), is pressed onto ordinary concrete stake point or is used as on the harsh concrete of the sharp function of stake;

7.3 connector (37) is connected together with stake pipe (35);

7.4 adjust a connector (37) and a distance of pipe (35) end face, be used for guaranteeing mainly to be pressed into by interior hammer (30) for ordinary concrete stake point; If select the harsh concrete that is used as the sharp function of stake for use, harsh concrete can partly enter the soil plug that forms harsh concrete in the stake pipe (35) when then being used for guaranteeing to press down, and plays water shutoff and grave mound effect;

7.5 with the following piling pipe (35) and be used as the interior hammer (30) of depression bar of pile chuck (36);

7.6 if employing is ordinary concrete stake point, then to predetermined piling tonnage, (35) are managed in connector (37) and stake throw off, hammer (30) in proposing, descending reinforcing cage, the perfusion pile concrete is extracted a pipe (35), finishes; Perhaps,

If 7.7 select the harsh concrete that is used as the sharp function of stake for use, then to predetermined piling tonnage, connector (37) and stake pipe (35) are thrown off, go up pile pulling pipe (35) with pile chuck (36), when treating that stake pipe (35) bottom surface and interior hammer (30) bottom surface one are flat, again connector (37) is connected with stake pipe (35), with piling pipe (35) under the pile chuck (36) and interior hammer (30) (the soil plug of the harsh concrete in stake pipe this moment (35) is by interior hammer (30) extrusion), to predetermined piling tonnage, open connector (37), hammer (30) in proposing, descending reinforcing cage, the perfusion pile concrete is extracted stake pipe (35), finishes;

Carry out 7.7 usefulness pile chucks (36) when going up pile pulling pipe (35), can not be extruded by interior hammer (30) as the soil plug of harsh concrete, then available in hammer (30) it is hit.

4. hit the application of overall process construction method aspect doing of stake in as claimed in claim 1, it is characterized in that, with described tube-sinking cast-in-situ pile to embrace the method that pressure, roof pressure, vibration or hammering stake machine do as follows:

8.1 put ordinary concrete stake point or be used as the harsh concrete of the sharp function of stake, stake pipe (35) and interior hammer (30) are pressed in above it simultaneously;

8.2 connector (37) is connected on the stake pipe (35), with pile chuck (36) or lamination shoe (38) or vibration head (39) or tup (41), and pile sinking pipe (35) and be used as the interior hammer (30) of depression bar;

8.3 to predetermined piling tonnage or pile penetration, take off connector (37), impact the stake point with interior hammer (30), stake pipe (35) follow-up;

8.4 after the stake point is broken, hit in the continuation, stake pipe (35) continues follow-up;

8.5 after hitting pile penetration in predetermined, hammer (30) in proposing, to stake pipe (35) under a small amount of harsh concrete, with interior hammer (30) with its compacting;

8.6 hammer (30) in proposing, descending reinforcing cage, the perfusion pile concrete is extracted stake pipe (35), finishes.

5. hit the application of overall process construction method aspect doing of stake in as claimed in claim 1, it is characterized in that, with described steel pipe pile or precast concrete hollow pile to embrace the method that pressure, roof pressure or hammering stake machine do as follows:

9.1 steel pipe pile (42) or precast concrete hollow pile (44) band ordinary concrete stake point sink;

9.2 to the pile penetration of predetermined piling tonnage or hammering steel pipe pile (42) or precast concrete hollow pile (44), impact the stake point, steel pipe pile (42) or precast concrete hollow pile (44) follow-up with interior hammer (30);

9.3 after the stake point is broken, hit in the continuation, steel pipe pile (42) or precast concrete hollow pile (44) continue follow-up;

9.4 after hitting pile penetration in predetermined, hammer (30) in proposing, to the blank pipe of steel pipe pile (42) or precast concrete hollow pile (44) under a small amount of harsh concrete, with interior hammer (30) with its compacting;

9.5 hammer in proposing, concrete perfusion in the blank pipe of steel pipe pile (42) or precast concrete hollow pile (44) finishes.

6. hit the application of overall process construction method aspect peg of stake in as claimed in claim 1, it is characterized in that described small size method is used for existing hammer hidden pipe caisson pile, steel pipe pile, precast concrete hollow pile or vibrator pipe sinking cast-in-place pile peg end resistance.

7. hit the application of overall process construction method aspect peg of stake in as claimed in claim 1, it is characterized in that described isolation method is used for existing vibration or hammer hidden pipe caisson pile peg collateral resistance.

8. hit the application of overall process construction method aspect peg of stake in as claimed in claim 1, it is characterized in that, described small size method, isolation method or unite by method and to be used for existing vibration or hammer hidden pipe caisson pile peg end resistance and pile side resistance.