CN109183828A - A kind of steel tube-concrete series connection stake combination multi-column pier foundation and its construction method - Google Patents
A kind of steel tube-concrete series connection stake combination multi-column pier foundation and its construction method Download PDFInfo
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- CN109183828A CN109183828A CN201811354196.9A CN201811354196A CN109183828A CN 109183828 A CN109183828 A CN 109183828A CN 201811354196 A CN201811354196 A CN 201811354196A CN 109183828 A CN109183828 A CN 109183828A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/16—Foundations formed of separate piles
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Abstract
Multi-column pier foundation is combined in steel tube-concrete series connection stake of the invention, 3 or 3 or more series connection stakes, cushion cap and steel pipe column Temporary Piers, each series connection stake is made of hole stake and steel pipe, steel pipe is located at the lower section of hole stake, hole stake by steel reinforcement cage and coagulation local soil type at, the upper end of steel pipe and the lower end of steel reinforcement cage are mutually fixed, and cushion cap is fixed on the upper end of hole stake, and steel pipe column Temporary Piers are fixed on cushion cap.The construction method of pile foundation of the invention, comprising: a) explores soil layer；B) determines borehole, embedded depth；C) mark construction position；D) merogenesis digs stake holes；E) steel pipe is squeezed into；F) steel pipe is cut；G) steel reinforcement cage welds；H) casting concrete；I) builds cushion cap；J) Temporary Piers are arranged in.A clump of piles for steel tube-concrete pile foundation of the invention, 3 or 3 or more series connection stake compositions ensure that the firm of basis, and be suitable for building interim pier foundation in the narrow spanning existing railway of working space, highway environment.
Description
Technical field
The present invention relates to a kind of combination multi-column pier foundations, more specifically, more particularly to a kind of steel tube-concrete series connection stake group
Gregarious pile foundation and its construction method.
Background technique
In bridge construction, the construction environment of spanning existing railway Xian He highway is frequently encountered, in bridge cross-line bridge construction,
It is in place that superstructure usually uses incremental launching method.Interim pier foundation as transition is during Large Span Bridges incremental launching construction
It is vital component part.However, the construction environment of cross-line bridge is complicated in many cases, in a plurality of existing railway line
Between when building interim pier foundation, level of ground water narrow by working space is limited, it is caused to use limited even nothing
Method uses large scale equipment organizing construction, increases difficulty of construction；Or influenced by execution conditions, large scale equipment can not reach construction
Scene makes construction be obstructed.
Therefore will lead to existing highway bridge basis in there are the following problems: (1) construction operation platform is larger, is unfavorable in small work
Industry surface construction；(2) for temporary structure, existing highway bridge basis will cause the waste of material；(3) complicated construction technique, construction speed
Degree is slower, is unfavorable for the control of construction period.
Basis can be divided into shallow foundation and deep foundation according to buried depth.Wherein, shallow foundation is divided into rigid foundation and flexible base
Plinth, deep foundation are divided into tube caisson foudations, well foundation, pneumatic caisson foundation etc..And these two types of bases lead to during constructing and implementing
Often big machinery is needed to drill, there is operation sides it is larger, number of devices is more the problems such as, be not suitable for work surface
Relatively narrow overbridge.At the same time, if using such basis as the temporary base of overbridge, it be easy to cause a large amount of resource wave
Take, increase construction cost, and is unfavorable for the control of construction period.Existing steel pipe pile foundation is more applied to temporary support structure,
But its bearing capacity is lower, stability is poor, is unable to satisfy the bridge construction temporary structure compared with high-bearing capacity requirement.
Summary of the invention
The present invention in order to overcome the shortcomings of the above technical problems, provides an a kind of steel tube-concrete series connection stake combination clump of piles
Basis and its construction method.
Multi-column pier foundation is combined in steel tube-concrete series connection stake of the invention, it is characterised in that: including 3 or 3 or more strings
Join stake, cushion cap and steel pipe column Temporary Piers, each series connection stake is made of hole stake (1) and steel pipe (2), and hole stake and steel pipe are respectively positioned on ground
Among base, steel pipe is located at the lower section of hole stake and coaxial line；Hole stake is by the coagulation local soil type of steel reinforcement cage and package steel reinforcement cage at steel
The upper end of pipe and the lower end of steel reinforcement cage are mutually fixed, and cushion cap is fixed on the upper end of hole stake, and steel pipe column Temporary Piers are fixed on cushion cap.
Multi-column pier foundation is combined in steel tube-concrete series connection stake of the invention, and the cushion cap is steel plate or reinforced concrete structure,
It is fixedly connected as the reinforcing bar in the steel plate or reinforced concrete structure of cushion cap with the steel reinforcement cage in each stake of connecting.
Multi-column pier foundation is combined in steel tube-concrete series connection stake of the invention, and the steel pipe column Temporary Piers pass through angle steel and bolt
It is anchored on cushion cap.
Multi-column pier foundation is combined in steel tube-concrete series connection stake of the invention, the lower end of the upper end and steel reinforcement cage of the steel pipe
Lap is connected by welding.
The construction method of steel tube-concrete series connection stake combination multi-column pier foundation of the invention, which is characterized in that pass through following step
It is rapid to realize:
A) explore soil layer, near the temporary base built region carry out geological prospecting, determine soil layer composition,
The severe and thickness of each soil layer；B) determines borehole depth, steel pipe embedded depth, is undertaken with bearing capacity of pile foundation equal to steel tubing portions
Bearing capacity and the sum of the bearing capacity that undertakes of hole stake part, calculate bearing capacity of pile foundation, and engineering is not less than with bearing capacity of pile foundation
It is required that being constraint condition, borehole depth and steel pipe embedded depth are calculated；C) mark construction position, determines each string on the ground
Join the construction location of stake, and is labeled；D) merogenesis digs stake holes, the form cut the earth using merogenesis, by worker in foundation construction position
Digging stake holes is set, as soon as every digging section stake holes, uses concrete spraying retaining wall, until dug stake holes depth meets depth requirements；It is digging
During stake holes, if level of ground water is higher, borehole operation is carried out using the method excavated when drawing water；E) steel pipe is squeezed into,
After stake holes is dug, steel pipe is hung in stake holes using crane, and adjusts steel pipe and is located at stake holes center, using piling machine by steel
Pipe is squeezed into designated depth；F) steel pipe is cut, and worker prolongs under borehole retaining wall step to stake holes bottom, is cut, is made to steel pipe
Steel pipe upper end some stretch in stake holes；G) steel reinforcement cage welds, and is sunk to steel reinforcement cage in stake holes with crane, keeps reinforcing bar
Cage is in a vertical state, by welding together the lap of steel reinforcement cage and steel pipe to the bottom of stake holes under worker；H) is poured
Concrete, the casting concrete into the stake holes for be provided with steel reinforcement cage, and sufficiently being vibrated during pouring, steel reinforcement cage with
The concrete poured is formed hole stake, and hole stake is formed stake of connecting with steel pipe below；Step d) to step h) is repeated,
Until all series connection stakes are all built and are finished；；I) builds cushion cap, all series connection stakes, after maintenance reaches design strength in 28 days,
Cushion cap is built in the hole stake top portion of each series connection stake again；J) steel pipe column Temporary Piers are arranged in, and steel pipe column Temporary Piers are hoisted to cushion cap
In fact steel pipe column Temporary Piers are fixed on cushion cap, i.e., by top designated position by the way of welding or the anchoring of angle steel and bolt
The building of steel tube-concrete series connection stake combination multi-column pier foundation is showed.
The construction method of multi-column pier foundation, determination borehole described in step b) are combined in steel tube-concrete series connection stake of the invention
Depth, steel pipe embedded depth are realized by following steps:
B-1) steel pipe bearing capacity calculation calculates the bearing capacity [R that steel tubing portions undertake according to formula (1)a]1:
In formula (1):
I=1,2 ... n；
[Ra]1- steel pipe axial press capacity feasible value, unit kN；
Circumference outside u-steel pipe cross section, unit m；
The number of plies of the n-steel tube place in soil；
αi- steel pipe pile sinking influences coefficient to each soil layer pile side friction；
li- steel tube place is in each the thickness of the layer, unit m；
qik- steel tube place is in each soil layer and pile side friction standard value, unit kPa；
αr- steel pipe pile sinking influences coefficient to each soil layer bearing capacity of pile tip；
ApThe area of-steel pipe cross section, unit m2；
qrkThe standard value of bearing capacity of soil layer, unit kPa where-steel pipe lower end；
B-2) hole pile bearing capacity calculates, and calculates the bearing capacity [R that stake part of portalling undertakes according to formula (2)a]2:
qr=m0λ[[fα0]+k2γ2(h-3)] (3)
In formula (2) and (3):
I=1,2 ... n '；
[Ra]2- hole stake axial press capacity feasible value, unit kN；
Circumference outside the stake cross section of the hole u '-, unit m；
The number of plies of soil where the stake of the hole n '-；
q′ikEach soil layer and pile side friction standard value where the stake of-hole, unit kPa；
l′iEach the thickness of the layer where the stake of-hole, unit m；
A′pThe area of-hole stake cross section, unit m2；
qrThe bearing capacity feasible value of soil layer, unit kPa at the stake end of-hole stake；
m0- clear bottom coefficient；
λ-correction factor；
[fα0The basic feasible value of bearing capacity of soil layer, unit kPa where the stake lower end of]-hole；
k2- foundation bearing capacity is selected with the correction factor of depth according to supporting course great soil group at the stake lower end of hole；
γ2The weighted average severe of each soil layer, unit kN/m where the stake of-hole2.；
H-hole stake lower end buried depth, unit m；
B-3) bearing capacity calculation calculates the total bearing capacity [R of pile foundation according to formula (4)a]:
B-4) bearing capacity judge, calculate step b-3) in obtain bearing capacity of pile foundation whether meet greater than engine request
Constraint condition, if it is satisfied, the stake holes depth currently set on surface, steel pipe embedded depth are met the requirements, if conditions are not met, then
Increase stake holes depth and/or steel pipe embedded depth, repeat step b-1) to step b-4), until meeting the requirements.
The beneficial effects of the present invention are: steel tube-concrete series connection stake combination multi-column pier foundation of the invention, 3 or 3 or more
Series connection stake, cushion cap and steel pipe column Temporary Piers composition, each series connection stake is made of hole stake and the steel pipe that is disposed below, and hole stake is again
By steel reinforcement cage and coagulation local soil type at by squeezing into steel pipe in the soil layer of bottom after pore digging, so that the depth of entire pile foundation
Deepened；To be formed by hole stake after the peripheral casting concrete of steel reinforcement cage with high intensity, steel reinforcement cage upper end and steel
The lap of pipe is attached fixation by welding, and a clump of piles for 3 or 3 or more series connection stake compositions ensure that
The bonding strength of lower part steel pipe and upper hole stake also ensures the cushion cap being fixed in series connection stake, the steel pipe being fixed on cushion cap
The intensity of column Temporary Piers forms the interim pier foundation met the requirements；The building course of entire pile foundation is not necessarily to heavy mechanical equipment,
Only need personnel dig stake holes, and with crane by steel pipe, reinforcing bar cage hoisting in place, suitable for narrow across existing iron in working space
Interim pier foundation is built in road, highway environment, beneficial effect is significant, is suitable for the application of popularization.
Steel tube-concrete series connection stake combination multi-column pier foundation of the invention has the advantage that compared with the existing technology
(1), narrow work surface quick construction is easy；
(2), Effect of Underground Water Level is small；
(3), speed of application is fast, is conducive to shorten the construction period；
(4), reduce the use of concrete, reduce cost, reduce the wasting of resources；
(5), after bridge incremental launching construction, steel pipe column Temporary Piers recoverable is conducive to environmental protection；
(6), be conducive to improve soft layer, reduce settlement of foundation.
Detailed description of the invention
Fig. 1 is the main view that multi-column pier foundation is combined in steel tube-concrete series connection stake of the invention；
Fig. 2 is the top view that multi-column pier foundation is combined in steel tube-concrete series connection stake of the invention；
Fig. 3 is the bottom view that multi-column pier foundation is combined in steel tube-concrete series connection stake of the invention.
In figure: the stake of 1 hole, 2 steel pipes, 3 steel reinforcement cages, 4 concrete, 5 cushion caps, 6 steel pipe column Temporary Piers, 7 series connection stakes.
Specific embodiment
The invention will be further described with embodiment with reference to the accompanying drawing.
As shown in Figure 1, Figure 2 and Figure 3, steel tube-concrete series connection stake combination multi-column pier foundation of the invention is set forth
Main view, top and bottom perspective views are made of cushion cap 5, steel pipe column Temporary Piers 6 and 4 series connection stakes 7, and each series connection stake 7 is
It is made of hole stake 1 and steel pipe 2, steel pipe 2 is located at the lower section of hole stake 1, and steel pipe 2, hole stake 1 are at vertical state, and steel pipe 2 and hole
1 is coaxially arranged.Shown in hole stake 1 be made of steel reinforcement cage 3 and concrete 4, hole stake 1, which is formed in, is layered the stake holes dug out by worker
In 1, the bottom of stake holes is protruded into the upper end of steel pipe 2, and 3 lower part of the steel reinforcement cage part Chong Die with 2 upper end of steel pipe welds together, with reality
The secured connection of existing steel pipe 2 and steel reinforcement cage 3.
Shown in cushion cap 5 be fixed on the upper end of hole stake 1, cushion cap 5 can be used reinforced concrete member, steel plate can also be used,
When cushion cap 5 is using reinforced concrete member, the bar construction in cushion cap 5 is tied up with the upper end of 4 steel reinforcement cages connected in stake 73
It pricks or welds together, when cushion cap 5 is using steel plate, the upper end of the steel reinforcement cage 3 in 4 series connection stakes 7 should be welded on.Steel pipe column
Temporary Piers 6 are the steel pipe column with certain length, and lower end is fixed on cushion cap 5, and steel pipe column Temporary Piers 6 are according to be carried of position
The height setting set.
In steel tube-concrete series connection stake combination multi-column pier foundation building process of the invention, stake holes is cut the earth by artificial merogenesis
It is made, does supporting using concrete spraying, need to excavate when drawing water when level of ground water is higher.Steel pipe 2 is squeezed into using piling machine, main
Playing the role of increasing soil strength, for steel reinforcement cage 3 using in crane lifting to stake holes, lower part and steel pipe 2 are higher by position welding,
Surrounding casting concrete 4, effect are that concrete and rebar cage is made to become an entirety, shape drilling pile 1.Concrete 4 is located at steel
Pipe top is filled in 3 surrounding of steel reinforcement cage, plays the role of increasing structure compression strength.Cushion cap 5 primarily serves the work of transmitting load
With steel pipe column is interim, and 6 can be anchored in above cushion cap using angle steel, bolt.
The construction method of steel tube-concrete series connection stake combination multi-column pier foundation of the invention, can be realized by following steps:
A) explore soil layer, near the temporary base built region carry out geological prospecting, determine soil layer composition,
The severe and thickness of each soil layer；
B) determines borehole depth, steel pipe embedded depth, is equal to the bearing capacity and hole that steel tubing portions undertake with bearing capacity of pile foundation
The sum of the bearing capacity that stake part undertakes calculates bearing capacity of pile foundation, and is constraint item not less than engine request with bearing capacity of pile foundation
Part calculates borehole depth and steel pipe embedded depth；
C) mark construction position, determines the construction location of each series connection stake on the ground, and is labeled；
D) merogenesis digs stake holes, the form cut the earth using merogenesis, digs stake holes, one section of every digging in foundation construction position by worker
Stake holes just uses concrete spraying retaining wall, until dug stake holes depth meets depth requirements；During digging stake holes, if ground
Lower water level is higher, then carries out borehole operation using the method excavated when drawing water；
E) steel pipe is squeezed into, and after stake holes is dug, steel pipe is hung in stake holes using crane, and is adjusted steel pipe and be located at stake
Hole center, is squeezed into steel pipe to designated depth using piling machine；
F) steel pipe is cut, and worker prolongs under borehole retaining wall step to stake holes bottom, is cut to steel pipe, is made steel pipe upper end
Some is stretched in stake holes；
G) steel reinforcement cage welds, and is sunk to steel reinforcement cage in stake holes with crane, keeps steel reinforcement cage in a vertical state, by worker
The bottom for arriving stake holes down welds together the lap of steel reinforcement cage and steel pipe；
H) casting concrete, the casting concrete into the stake holes for be provided with steel reinforcement cage, and filled during pouring
Divide and vibrate, steel reinforcement cage and the concrete poured are formed hole stake, and hole stake is formed stake of connecting with steel pipe below；It repeats
Step d) to step h), until all series connection stakes are all built and finished；
I) builds cushion cap, after the concreting of all series connection stakes, after maintenance reaches design strength in 28 days, then
The hole stake top portion of each series connection stake builds cushion cap；
J) steel pipe column Temporary Piers are arranged in, and steel pipe column Temporary Piers are hoisted to designated position above cushion cap, using welding or
The mode of angle steel and bolt anchoring, steel pipe column Temporary Piers are fixed on cushion cap, that is, realize steel tube-concrete series connection stake combination
The building of multi-column pier foundation.
Steel pipe 2, steel reinforcement cage 1 should be configured according to intensity needed for Practical Project, to guarantee the intensity on entire basis, concrete 4
Mixing material made of being deployed according to a certain percentage as sand, stone, water, cement, additive etc..
In the process of construction of Aksu of Xinjiang's weaving bridge, across 4 railways, for ensure the bridge across railway just
Often operation ensures smooth engineering construction and construction quality simultaneously, it is necessary to use certain solution, construction is avoided to transport railway
Battalion impacts, and therefore, reducing operation side is the difficult point and emphasis in Construction control.Just use steel pipe-of the invention
Multi-column pier foundation is combined in concrete series connection stake, requires the bearing capacity of each series connection stake 7 to reach 1536.3KN in engineering by calculating,
In process of construction:
By geological prospecting, determine soil layer be followed successively by downwards from ground silty sand ground (5.9 meters of thickness, severe 19kN/m3),
Fine sand layer (2.3 meters of thickness, severe 19kN/m3), circle gravel native (1.2 meters of thickness, severe 20kN/m3), fine sand layer (4.5 meters of thickness)
Silt (1.7 meters of thickness), fine sand layer (2.7 meters of thickness)；
And drafting borehole depth is 9m, steel pipe embedded depth is 9.3m.It is found that stake holes dig round gravel soil layer go deep into be
0.8m, depth of the steel pipe in circle gravel soil layer is 0.4m.
Steel pipe pile body perimeter u is 1.98m, and the standard value of bearing capacity of fine sand layer soil is 210kPa, the stake of steel pipe at 2 end of steel pipe
Body cross-sectional area is 0.312m2, α can be obtained by tabling look-upi、αrIt is 1.0, circle gravel from top to bottom is obtained by static sounding experiment
Soil layer, fine sand layer, powder soil horizon, fine sand layer and steel pipe pile side friction are respectively 60kPa, 35kPa, 40kPa, 50kPa, fine sand layer
Standard value of bearing capacity be 210, bring formula (1) into, the bearing capacity of steel pipe can be calculated:
Artificial digging pile stake end section area is 1.13m2, first by the calculating of following formula portal silty sand ground where stake,
The weighted average severe of fine sand layer, circle gravel soil layer:
Clear bottom Coefficient m0Take 1.0, correction factor λ to take 0.7, foundation bearing capacity with depth correction factor k25.0 are taken, hole stake
The basic feasible value of bearing capacity of circle gravel soil layer is 430kPa where lower end, and the carrying of soil layer at an end is calculated according to formula (3)
Power feasible value:
qr=m0λ[[fα0]+k2γ2(h-3)]
=1.0 × 0.7 × [430+5.0 × 22.475 × (9-3)]
=772.975 (kPa)
Circumference u ' is 3.77m outside the stake cross section of hole, and artificial digging pile stake end section area is 1.13m2, utilize formula
(2) bearing capacity of hole stake can be calculated:
By calculated steel pipe bearing capacity [Ra]1With hole pile bearing capacity [Ra]2Bringing formula (4) into can obtain:
[Ra]=[Ra]1+[Ra]2
=413.415+1449.33
=1862.745 (kN)
In conclusion the bearing capacity of pile foundation that steel-pipe pile part and artificial digging pile are partly superimposed together is 1773.855KN
> 1536.3KN meets the requirement of bearing capacity.
Above-mentioned, although the foregoing specific embodiments of the present invention is described with reference to the accompanying drawings, not protects model to the present invention
The limitation enclosed, those skilled in the art should understand that, based on the technical solutions of the present invention, those skilled in the art are not
Need to make the creative labor the various modifications or changes that can be made still within protection scope of the present invention.
Claims (6)
1. multi-column pier foundation is combined in a kind of steel tube-concrete series connection stake, it is characterised in that: including 3 or 3 or more series connection stakes
(7), cushion cap (5) and steel pipe column Temporary Piers (6), each series connection stake are made of hole stake (1) and steel pipe (2), and hole stake and steel pipe are equal
Among ground, steel pipe is located at the lower section of hole stake and coaxial line；Hole stake by steel reinforcement cage (3) and package steel reinforcement cage coagulation
Native (4) composition, the upper end of steel pipe are mutually fixed with the lower end of steel reinforcement cage, and cushion cap is fixed on the upper end of hole stake, and steel pipe column Temporary Piers are solid
Due on cushion cap.
2. multi-column pier foundation is combined in steel tube-concrete series connection stake according to claim 1, it is characterised in that: the cushion cap (5)
For steel plate or reinforced concrete structure, as reinforcing bar and each stake of connecting (7) in the steel plate or reinforced concrete structure of cushion cap
In steel reinforcement cage (3) be fixedly connected.
3. multi-column pier foundation is combined in steel tube-concrete series connection stake according to claim 1 or 2, it is characterised in that: the steel pipe
Column Temporary Piers (6) are anchored on cushion cap (5) by angle steel and bolt.
4. multi-column pier foundation is combined in steel tube-concrete series connection stake according to claim 1 or 2, it is characterised in that: the steel pipe
(2) upper end is connected by welding with the lap of the lower end of steel reinforcement cage (3).
5. a kind of construction method based on steel tube-concrete described in claim 1 series connection stake combination multi-column pier foundation, feature exist
In being realized by following steps:
A) explores soil layer, and region carries out geological prospecting near the temporary base built, and determines composition, each soil of soil layer
The severe and thickness of layer；
B) determines borehole depth, steel pipe embedded depth, is equal to the bearing capacity and hole stake portion that steel tubing portions undertake with bearing capacity of pile foundation
Divide the sum of the bearing capacity undertaken, calculates bearing capacity of pile foundation, and engine request is not less than as constraint condition using bearing capacity of pile foundation, count
Calculate borehole depth and steel pipe embedded depth；
C) mark construction position, determines the construction location of each series connection stake on the ground, and is labeled；
D) merogenesis dig stake holes, using merogenesis cut the earth form, by worker foundation construction position dig stake holes, one section stake holes of every digging,
With regard to using concrete spraying retaining wall, until dug stake holes depth meets depth requirements；During digging stake holes, if level of ground water
It is higher, then borehole operation is carried out using the method excavated when drawing water；
E) steel pipe is squeezed into, and after stake holes is dug, steel pipe is hung in stake holes using crane, and is adjusted steel pipe and be located in stake holes
Centre, is squeezed into steel pipe to designated depth using piling machine；
F) steel pipe is cut, and worker prolongs under borehole retaining wall step to stake holes bottom, cuts to steel pipe, steel pipe upper end is made to have one
It partially protrudes into stake holes；
G) steel reinforcement cage weld, steel reinforcement cage is sunk in stake holes with crane, keep steel reinforcement cage it is in a vertical state, by under worker to
The bottom of stake holes welds together the lap of steel reinforcement cage and steel pipe；
H) casting concrete, the casting concrete into the stake holes for be provided with steel reinforcement cage, and sufficiently shaken during pouring
It smashes, steel reinforcement cage and the concrete poured are formed hole stake, and hole stake is formed stake of connecting with steel pipe below；Repeat step
D) to step h), until all series connection stakes are all built and are finished；
I) builds cushion cap, after the concreting of all series connection stakes, after maintenance reaches design strength in 28 days, then each
The hole stake top portion of series connection stake builds cushion cap；
J) steel pipe column Temporary Piers are arranged in, steel pipe column Temporary Piers are hoisted to designated position above cushion cap, using welding or angle steel
With the mode of bolt anchoring, steel pipe column Temporary Piers are fixed on cushion cap, that is, realize a steel tube-concrete series connection stake combination clump of piles
The building on basis.
6. the construction method of steel tube-concrete series connection stake combination multi-column pier foundation according to claim 1, which is characterized in that
Determination borehole depth, steel pipe embedded depth described in step b) are realized by following steps:
B-1) steel pipe bearing capacity calculation calculates the bearing capacity [R that steel tubing portions undertake according to formula (1)a]1:
In formula (1):
I=1,2 ... n；
[Ra]1- steel pipe axial press capacity feasible value, unit kN；
Circumference outside u-steel pipe cross section, unit m；
The number of plies of the n-steel tube place in soil；
αi- steel pipe pile sinking influences coefficient to each soil layer pile side friction；
li- steel tube place is in each the thickness of the layer, unit m；
qik- steel tube place is in each soil layer and pile side friction standard value, unit kPa；
αr- steel pipe pile sinking influences coefficient to each soil layer bearing capacity of pile tip；
ApThe area of-steel pipe cross section, unit m2；
qrkThe standard value of bearing capacity of soil layer, unit kPa where-steel pipe lower end；
B-2) hole pile bearing capacity calculates, and calculates the bearing capacity [R that stake part of portalling undertakes according to formula (2)a]2:
qr=m0λ[[fα0]+k2γ2(h-3)] (3)
In formula (2) and (3):
I=1,2 ... n '；
[Ra]2- hole stake axial press capacity feasible value, unit kN；
Circumference outside the stake cross section of the hole u '-, unit m；
The number of plies of soil where the stake of the hole n '-；
q′ikEach soil layer and pile side friction standard value where the stake of-hole, unit kPa；
l′iEach the thickness of the layer where the stake of-hole, unit m；
A′pThe area of-hole stake cross section, unit m2；
qrThe bearing capacity feasible value of soil layer, unit kPa at the stake end of-hole stake；
m0- clear bottom coefficient；
λ-correction factor；
[fα0The basic feasible value of bearing capacity of soil layer, unit kPa where the stake lower end of]-hole；
k2- foundation bearing capacity is selected with the correction factor of depth according to supporting course great soil group at the stake lower end of hole；
γ2The weighted average severe of each soil layer, unit kN/m where the stake of-hole2.；
H-hole stake lower end buried depth, unit m；
B-3) bearing capacity calculation calculates the total bearing capacity [R of pile foundation according to formula (4)a]:
B-4) bearing capacity judge, calculate step b-3) in obtain bearing capacity of pile foundation whether meet the constraint greater than engine request
Condition, if it is satisfied, the stake holes depth currently set on surface, steel pipe embedded depth are met the requirements, if conditions are not met, then increasing
Stake holes depth and/or steel pipe embedded depth, repeat step b-1) to step b-4), until meeting the requirements.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811354196.9A CN109183828A (en) | 2018-11-14 | 2018-11-14 | A kind of steel tube-concrete series connection stake combination multi-column pier foundation and its construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811354196.9A CN109183828A (en) | 2018-11-14 | 2018-11-14 | A kind of steel tube-concrete series connection stake combination multi-column pier foundation and its construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN109183828A true CN109183828A (en) | 2019-01-11 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201811354196.9A Withdrawn CN109183828A (en) | 2018-11-14 | 2018-11-14 | A kind of steel tube-concrete series connection stake combination multi-column pier foundation and its construction method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115305943A (en) * | 2022-08-11 | 2022-11-08 | 明阳智慧能源集团股份公司 | Offshore concrete-filled steel tube high-pile bearing platform fan foundation and construction method thereof |
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2018
- 2018-11-14 CN CN201811354196.9A patent/CN109183828A/en not_active Withdrawn
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115305943A (en) * | 2022-08-11 | 2022-11-08 | 明阳智慧能源集团股份公司 | Offshore concrete-filled steel tube high-pile bearing platform fan foundation and construction method thereof |
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Application publication date: 20190111 |
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