CN106555411B - Steel pipe concrete pipe pile high strain monitoring method - Google Patents
Steel pipe concrete pipe pile high strain monitoring method Download PDFInfo
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- CN106555411B CN106555411B CN201510639611.5A CN201510639611A CN106555411B CN 106555411 B CN106555411 B CN 106555411B CN 201510639611 A CN201510639611 A CN 201510639611A CN 106555411 B CN106555411 B CN 106555411B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
Abstract
Steel pipe concrete pipe pile high strain monitoring method, include the following steps: that two pairs of high strain monitoring sensors are respectively set in the concrete side inner wall on the inside of outer wall of steel pipe and tubular pole at 1~3 times away from the steel pipe concrete pipe pile stake top diameter in tubular pole on the outside of outside i.e. tubular pole, it includes shock sensors and shock response sensor, and is wired to high strain monitoring instrument；Hammer steel pipe concrete pipe pile stake top；The fluctuation signal that hammering stake top acts on lower concrete is detected using high strain monitoring sensor, and the fluctuation signal that hammering stake top acts on lower steel pipe is detected using the high strain monitoring sensor being mounted on the outside of tubular pole on steel pipe；Calculate steel pipe concrete pipe pile longitudinal wave velocity and corrected Calculation bearing capacity of single pile and pile body integrity coefficient.The present invention solves the computational problem of steel pipe concrete pipe pile high strain monitoring the sensor installation and longitudinal wave velocity under hammer action of two kinds of materials composition, and corrects bearing capacity of single pile and pile body integrity coefficient.
Description
Technical field
The present invention relates to pile foundation engineering, detection method more particularly to steel pipe concrete pipe pile high strain monitoring methods.
Background technique
Concrete-pile detection generallys use endoscopic detection method, ultrasonic detection method, high strain monitoring method.
As disclosed in China Patent No. 200710042773.6 " steel tube centrifugal concrete pipe pile integrality in peep detection side
Method " is overhang camera in steel tube centrifugal concrete pipe pile hole, and camera is connected through water-proof cable with computer, is taken the photograph
As being also connected with scale rope ruler on head, camera obtains the information in hole of post and photographed images is shown in computer display screen
It goes up and is stored in memory；Underground water and core information, Yi Jiguan in hole of post can be obtained by handling endoscopic photography image
Stake holes inner concrete surface quality information；The construction information of input record can obtain piling process and stop hammering information, input record into shape
Geologic information distribution of strata and underground water information can be obtained, input the characteristic parameter of examined stake；Computer is to above- mentioned information
It is handled, whole defects of examined stake is summarized, calculate examined pile integrity factor beta.
As disclosed in China Patent No. CN201310586974.8 " the ultrasound examination steel pipe for expressway pile foundation ".
By the above-mentioned means, the present invention is used for the ultrasound examination steel pipe of expressway pile foundation, structure is simple, using socket connection,
It is practical and convenient, have the characteristics that put disconnection, bending resistance pressure, easy to install.
High strain monitoring is the common detection technique for concrete-pile detection, is the symmetrical peace in outside under concrete stake top
The sensor (including impact force and shock response sensor) that high strain monitoring needs is filled, in the by the impact load effect of stake top
Receive longitudinal wave signal in pile body, detects the bearing capacity of stake and whether defective.
For the Large strain method disclosed in professional standard " architecture foundation pile inspection specifications " JGJ106-2003, pass through
Impact force and shock response time measurement sensor are installed on steel-pipe pile or concrete tubular pile, using triumphant judicial judgement steel-pipe pile
Or the pile bearing capacity of concrete tubular pile.
But the spatial mechanism and velocity of wave calculation method for the steel pipe concrete pipe pile longitudinal wave being made of two kinds of materials are not yet
There is open report.
Summary of the invention
The purpose of the present invention is to provide a kind of steel pipe concrete pipe pile high strain monitoring methods, solve two kinds of material compositions
Steel pipe concrete pipe pile high strain monitoring sensor installation and longitudinal wave velocity under hammer action computational problem, and correct list
Pile bearing capacity and pile body integrity coefficient calculation method.
In order to achieve the above objectives, the technical scheme is that
Steel pipe concrete pipe pile high strain monitoring method, includes the following steps:
1) the default sensor fixed point in outside in tubular pole at 1~3 times away from the steel pipe concrete pipe pile stake top diameter, is passing
Nearby default wire guide, wire guide penetrate through side surface inside and outside tubular pole to sensor fixed point；
2) high strain monitoring sensor, i.e., outer wall of steel pipe and pipe on the outside of tubular pole are installed on the sensor fixed point of tubular pole
Two pairs of high strain monitoring sensors are respectively set in the concrete inner wall of stake inside, and two pairs of high strain monitoring sensors are at 180 degree
Arrangement；High strain monitoring sensor includes shock sensors i.e. strain force sensor and shock response sensor i.e. acceleration
Sensor；Two pairs of high strain monitoring sensors are located in same level；High strain monitoring sensor conductor passes through default
Wire guide is pierced by the outside of tubular pole, and is connected on high strain monitoring instrument；
3) steel pipe concrete pipe pile stake top is hammered；
4) hammering stake top is detected using the high strain monitoring sensor being mounted on the inside of tubular pole on concrete inner wall to act on
The fluctuation signal of lower concrete, while Driven Piles are detected using the high strain monitoring sensor being mounted on tubular pole outer wall of steel pipe
Top acts on the fluctuation signal of lower steel pipe；
5) steel pipe concrete pipe pile longitudinal wave passes wave with same velocity of wave, and velocity of wave calculation method is
Wherein, csc, the longitudinal wave biography wave of steel pipe concrete pipe pile；
As, the cross-sectional area of steel pipe, m2；
ρs, the density of steel pipe, kg/m3；
Gs, the modulus of shearing of steel pipe, Pa；
λs, the Lame constants of steel pipe, Pa；
Ac, the cross-sectional area of pipe of concrete, m2；
ρc, the density of pipe of concrete, kg/m3；
Gc, the modulus of shearing of pipe of concrete, Pa；
λc, the Lame constants of pipe of concrete, Pa；
6) the single pile axial compression resistance bearing capacity computation method of amendment steel pipe concrete pipe pile is
Wherein, R is modified single pile axial compression resistance bearing capacity, kN；
J is damped coefficient, can compare results of dead load determination or root under the conditions of
The high strain monitoring data the Fitting Calculation obtained according to 3 or more steel pipe concrete pipe piles
It determines, the value range 0.05~1.20 of J；
t1, at the time of correspondence for one peak value of speed regulation, sec；
F(t1), t1The hammer force at moment, kN；
V(t1), t1The particle velocity at moment, m/sec；
L, stake below measuring point is long, m；
Zsc, pile body section mechanical impedance, kNsec/m；Zsc=(EsAs+EcAc)/csc, EsAnd EcRespectively steel pipe and mixed
Coagulate the elasticity modulus of soil, Pa；
7) the pile body integrity coefficient calculation method of amendment steel pipe concrete pipe pile is
Wherein, β is modified pile body integrity coefficient；
txAt the time of correspondence for defect reflection peak value, sec；
X is the distance that pile defect installs section to high strain detection sensor, m；
RxIt is defect with the estimated value of upper bit soil resistance, kN.
Beneficial effects of the present invention:
Existing pile foundation high strain monitoring technology only provides single material pile foundation high strain monitoring method, without reference to main
Calculating, the installation of high strain monitoring element and the high strain monitoring of the longitudinal wave velocity for the steel pipe concrete pipe pile being made of two kinds of materials
Method.
The present invention solve two kinds of materials composition steel pipe concrete pipe pile under hammer action high strain monitoring sensor
The computational problem of installation and longitudinal wave velocity, and amendment bearing capacity of single pile and pile body integrity coefficient calculation method is provided, more added with
Conducive to popularization this new type of component of steel pipe concrete pipe pile.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of the embodiment of the present invention.
Specific embodiment
Referring to Fig. 1, steel pipe concrete pipe pile high strain monitoring method of the invention includes the following steps:
1) 100 length 50m of steel pipe concrete pipe pile, diameter 800mm, steel pipe 1 wall thickness be 20mm, pipe of concrete 2 wall
Thickness is 130mm；Two groups of bolts hole 21,22 are symmetrically preset at 1.5m on the inside of tubular pole in pipe of concrete 2 under its stake top as sensing
Device fixed point.
2) 1.5m equidistantly locates default wire guide 101 away from sensor fixed point under stake top, 101 diameter 40mm of wire guide,
Length 150mm penetrates through side surface inside and outside tubular pole.
3) two groups of high strain monitoring sensors 4,4 ' are installed on the sensor fixed point of pipe of concrete 2 on the inside of the tubular pole, often
Group includes impact force and shock response sensor each one；High strain monitoring sensor includes shock sensors i.e. strain-type power
Sensor and shock response sensor, that is, acceleration transducer；Two groups of high strain monitoring sensors are located at same level
On；
4) after high strain monitoring sensor 4,4 ' being installed on the sensor fixed point 21,22 of pipe of concrete 2 on the inside of the tubular pole,
Its conducting wire is pierced by the outside of tubular pole by default wire guide 101, and is connected on high strain monitoring instrument 3.
5) two groups of high strain monitoring sensors 5,5 ' are installed under stake top, every group includes at 1.5m on the outside of tubular pole on steel pipe 1
Shock sensors and shock response sensor each one, conducting wire is connected on high strain monitoring instrument 3.
6) two groups of high strain monitoring sensors on fixed point 21,22 are preset using being mounted on pipe of concrete 2 on the inside of tubular pole
4,4 ' fluctuation signal of lower pipe of concrete 2 is acted on to detect hammering stake top, while utilizes two be mounted on the outside of tubular pole on steel pipe 1
High strain monitoring sensor 5,5 ' is organized to detect the fluctuation signal of steel pipe 1 under hammer action.
7) cross-sectional area A of steel pipe 1s=0.049m2, density ps=7.85 × 103kg/m3, shear modulus Gs=8.077 ×
1010Pa, Lame constants λs=1.212 × 1011Pa；The cross-sectional area A of pipe of concrete 2c=0.257m2, density pc=2.40 ×
103kg/m3, shear modulus Gc=1.583 × 1010Pa, Lame constants λc=1.055 × 1010Pa；Then steel pipe concrete pipe pile
Longitudinal wave velocity is
8) elasticity modulus of steel pipe and concrete is respectively Es=2.1 × 1011Pa and Ec=3.8 × 1010Pa；Pile body section
Mechanical impedance Zsc=(EsAs+EcAc)/csc=4040kNsec/m；Damped coefficient is taken as J=0.2；Measure one peak value of speed regulation
T at the time of corresponding1=0.003sec；Measure t1The hammer force and particle velocity at moment are respectively F (t1)=7000kN, V (t1)=
1.75m/sec；The long L=48.5m of stake, 2L/c under measuring pointsc=0.020sec；Measure t1+2L/cscHammer force and the particle speed at moment
Degree is respectively F (t1+2L/csc)=2000kN, V (t1+2L/csc)=- 0.25m/sec；According to modified computing method, steel pipe is calculated
The single pile axial compression resistance bearing capacity of concrete tubular pile are as follows:
9) it measures at the time of defect reflection peak value corresponds to as tx=0.011, pile defect to sensor installation section away from
From for x=0.5 (tx-t1)csc=19.9m；Defect is R with the estimated value of upper bit soil resistancex=1000kN, measures txMoment
Hammer force and particle velocity are respectively F (tx)=3000kN, V (tx)=0.75m/sec；According to modified computing method, steel pipe is corrected
The pile body integrity coefficient of concrete tubular pile are as follows:
According to pile body integrity criterion:
| Classification | β value |
| Ⅰ | 1.0 |
| Ⅱ | 0.8≤β < 1.0 |
| Ⅲ | 0.6≤β < 0.8 |
| Ⅳ | β < 0.6 |
It can be determined that the present embodiment steel pipe concrete pipe pile is II class stake.
The present invention can be applied to steel pipe concrete pipe pile high strain monitoring problem under hammer action.
Claims (2)
1. steel pipe concrete pipe pile high strain monitoring method, characterized in that include the following steps:
1) the default sensor fixed point in outside in tubular pole at 1~3 times away from the steel pipe concrete pipe pile stake top diameter, in sensor
Nearby default wire guide, wire guide penetrate through side surface inside and outside tubular pole to fixed point；
2) high strain monitoring sensor is installed on the sensor fixed point of tubular pole, i.e., in the outer wall of steel pipe and tubular pole on the outside of tubular pole
Two pairs of high strain monitoring sensors are respectively set in the concrete inner wall of side, which arranges at 180 degree；
High strain monitoring sensor includes shock sensors and shock response sensor；Two pairs of high strain monitoring sensors are located at
In same level；High strain monitoring sensor conductor is pierced by the outside of tubular pole by default wire guide, and is connected to Large strain inspection
It surveys on instrument；
3) steel pipe concrete pipe pile stake top is hammered；
4) hammering stake top is detected using the high strain monitoring sensor being mounted on tubular pile concrete inner wall acts on lower concrete
Fluctuation signal, while being detected using the high strain monitoring sensor being mounted on tubular pole outer wall of steel pipe under hammering stake top effect
The fluctuation signal of steel pipe；
5) steel pipe concrete pipe pile longitudinal wave passes wave with same velocity of wave, and velocity of wave calculation method is
Wherein, csc, the longitudinal wave velocity of steel pipe concrete pipe pile；
As, the cross-sectional area of steel pipe, m2；
ρs, the density of steel pipe, kg/m3；
Gs, the modulus of shearing of steel pipe, Pa；
λs, the Lame constants of steel pipe, Pa；
Ac, the cross-sectional area of pipe of concrete, m2；
ρc, the density of pipe of concrete, kg/m3；
Gc, the modulus of shearing of pipe of concrete, Pa；
λc, the Lame constants of pipe of concrete, Pa；
6) the single pile axial compression resistance bearing capacity computation method of amendment steel pipe concrete pipe pile is
Wherein, R is modified single pile axial compression resistance bearing capacity, kN；
J is damped coefficient, can compare the results of dead load under the conditions of and determine, or according to 3 or more steel pipe concrete pipe piles
The high strain monitoring data the Fitting Calculation of acquisition is determining, the value range 0.05~1.20 of J；
t1, at the time of one peak value of speed regulation corresponds to, sec；
F(t1), t1The hammer force at moment, kN；
V(t1), t1The particle velocity at moment, m/sec；
L, stake below measuring point is long, m；
Zsc, pile body section mechanical impedance, kNsec/m；Zsc=(EsAs+EcAc)/csc, EsAnd EcRespectively steel pipe and concrete
Elasticity modulus, Pa；
7) the pile body integrity coefficient calculation method of amendment steel pipe concrete pipe pile is
Wherein, β is modified pile body integrity coefficient；
txAt the time of correspondence for defect reflection peak value, sec；
X is the distance that pile defect installs section to high strain detection sensor, m；
RxIt is defect with the estimated value of upper bit soil resistance, kN.
2. steel pipe concrete pipe pile high strain monitoring method as described in claim 1, characterized in that the shock sensors
For strain force sensor；The shock response sensor is acceleration transducer.
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| CN108589805B (en) * | 2018-05-09 | 2020-06-09 | 武汉中岩科技股份有限公司 | Dynamic measurement method and device for bearing capacity of foundation pile |
| CN110528601B (en) * | 2019-08-16 | 2021-11-09 | 河海大学 | High-strain-based single-pile bearing capacity detection device and method for PHC-steel pipe combined pile |
| CN111208026B (en) * | 2020-02-27 | 2022-12-27 | 陈小平 | A resiliometer for foundation pile detects |
| CN111305287B (en) * | 2020-03-16 | 2021-05-14 | 叶灿斌 | Be used for tubular pile high strain method to subside observation device |
| CN112160355B (en) * | 2020-09-23 | 2021-08-03 | 哈尔滨铁路建设咨询有限公司 | Pile foundation detection device and method for building engineering supervision |
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