CN2869820Y - Weight-bearing column stress measuring apparatus for moving integrally building - Google Patents
Weight-bearing column stress measuring apparatus for moving integrally building Download PDFInfo
- Publication number
- CN2869820Y CN2869820Y CN 200520133632 CN200520133632U CN2869820Y CN 2869820 Y CN2869820 Y CN 2869820Y CN 200520133632 CN200520133632 CN 200520133632 CN 200520133632 U CN200520133632 U CN 200520133632U CN 2869820 Y CN2869820 Y CN 2869820Y
- Authority
- CN
- China
- Prior art keywords
- load
- bearing pillar
- flat sealing
- stress
- steel plate
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Images
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The utility model discloses a device and means which is used for measuring the primeval compressive stress in building bearing struts--spile foundations, as well as a means to almost zero in the stress in the lower part of the gravitation underpin device on the eve when the building bearing strut is cut off in the cse that the building is wholly moved.The utility model mainly comprises a resistance strain gage measuring system, a flatly joint opening that is cut on the bearing strut, a flatly elastic hydraulic flexible pouch, a bag closing steel plate, a connection take -up bolt, a hydraulic pump, a valve, a pressure gauge, and a foot brake with an oil cylinder, etc. By using the device and means, the stress in the lower part of the gravitation underpin device becomes zero almost on the eve when the building bearing strut is cut off, able to avoid vertical crackles & cracks of buildings caused by the cutting-off of the building bearing struts in an asynchronism way.
Description
(1), technical field:
The present invention relates to whole building and move method and apparatus in the engineering, specifically, relate to a kind of whole building and move the virgin stress measurement mechanism of eve buildings load-bearing pillar and the preliminary work method of blocking buildings load-bearing pillar.
(2), background technology:
The basic process that whole building is moved is:
The base of track that construction is moved and picking-up buildings gravity; By the gravity underpinning device buildings gravity is underpined and to carry out the transition on the basetray, pass through the movement instrument again---steel roll rolling bodys such as roller with weight transfer on track, ground; Block load-bearing pillar---the pile foundation of former carrying buildings gravity; Water horizontal sliding or pull tool push away or draw basetray that whole building is transported to the new address; The load-bearing pillar that has blocked is docked with the load-bearing pile foundation that has built up in the new address.
The gordian technique that whole building is moved in the process is:
1, the gravity underpinning device must be safe and reliable, and gravity underpins crackle, the crack that load-bearing pillar in back must not glide and cause buildings to produce vertical with respect to basetray, and the gravity underpinning device preferably can tool, repeated use simply, easily.
2, numerous load-bearing pillars---pile foundation can not blocked in a flash together, if can not just all carry out the transition to the gravity of all load-bearing pillars on track, the ground before blocking the load-bearing pillar, then block the inevitable generation earlier sedimentation of load-bearing pillar place earlier, cause buildings to produce crackle, the crack of vertical, therefore require to block the gravity that performs before the load-bearing pillar all load-bearing pillars and just all carry out the transition to preliminary work on track, the ground, make the load-bearing pillar of underpinning device lower portion no longer stressed, do not block the load-bearing pillar simultaneously buildings is no longer included influence.
3, the ground that buildings is moved road can not be a rigidity, compressive strength also can not be very high, very even, the weight distribution at each position of buildings itself also can not be evenly, sometimes even differ greatly, this certainly will cause ground in moving process, the track non-uniform settling, and the basetray that holds up the whole gravity of buildings is a thin plate with respect to buildings, very easily occur bending and deformation, this will make buildings produce the crackle of vertical, the crack, therefore no matter require buildings basetray in moving process must keep level under what situation, do not exceed the flexural deformation of permissible error scope.
4, buildings is when moving horizontally, owing to the horizontal direction resistance of multiple reason diverse location is impossible equate, if respectively push away or to draw a place to move horizontally speed unequal, fracture crack, the crack that then can make the bending of load-bearing pillar and produce horizontal direction, therefore locate moving resistance and whether equate that the speed that moves horizontally everywhere all must equate no matter require respectively to push away or draw.
For the 2nd gordian technique that whole building is moved,, can't know the actual gravity that bears of load-bearing pillar more exactly owing to do not occur the apparatus and method of original compressive stress in the actual measurement load-bearing pillar at present as yet.At present actual way often is physical dimensions such as the post according to drawing or actual measurement buildings is thick, wall thickness, estimate the gravity that every load-bearing pillar bears roughly, throwing wedge-shaped steel plate into by the gravity value that estimates roughly between underpinning device and basetray then loads, buildings gravity underpined carry out the transition on track, the ground, such preliminary work is beyond doubt very coarse, does not block simultaneously that the load-bearing pillar cracks unavoidably, the crack.
Shanghai Concert Hall was provided by advanced hydraulic servo equipment of many covers and the buildings displacement technology that has adopted U.S. utility power (Shanghai) Co., Ltd. to provide in 2003, its ultimate principle, method are to support music hall with 59 discrete oil cylinders, pad tetrafluoroethene antifriction sheet slides on the stainless-steel sheet track below each oil cylinder, does not wait the different gravity problems that solve the carrying of buildings different parts load-bearing pillar with the pressure in each oil cylinder.Earlier buildings gravity is carried out the transition to track during construction with cushion block, on the ground, very coarse, golden steel chain cutting technique with Shanghai ancient cooking vessel dragon concrete cutting scientific ﹠ technical corporation cuts off the load-bearing pillar then, sealing is very little, " weigh " for again each oil cylinder supercharging and measure the actual weight of music hall each several part, each hydraulic cylinder internal pressure value and the force value that keeps each oil cylinder of music hall horizontality at every moment must guarantee when guaranteeing to move when determining 1.7 meters of lifting music halls, its method of " weighing " is under the prerequisite of cutting off the load-bearing pillar, to oil cylinder pressurization jacking basetray, be equipped with the precision measurement instrument monitoring, prop up cylinder and just separate as long as detect the load-bearing up and down of cut-off part, the oil cylinder working-pressure of this moment is exactly the lifting of measuring and the pressure that must guarantee when mobile.Owing to be " to weigh " after cut-out, this " weighing " method is nonsensical for improving cut-out load-bearing pillar preliminary work again.Owing to can not measure actual gravity that bears of load-bearing pillar or compressive stress more accurately in advance, therefore taken place owing to still there are 5 load-bearing pillars not cut off fully as yet, also have reinforcing bar that load-bearing pillar top and the bottom are connected together but be not found, the pressure pressure more than expected already that oil cylinder loads and the unseparated interlude of top and the bottom load-bearing pillar.
The inventor obtains " a kind of whole building is moved with pin car and using method thereof " license (patent No. ZL 03102897.7) in July, 2005, the ultimate principle of this invention, method and common whole building are moved principle, method and move the principle of Shanghai Concert Hall, method is different fully, the ultimate principle of this invention is to support the gravity of moving buildings with the pin car group who is with oil cylinder, all oil cylinders on the pin car group all are communicated with oil pipe thereby all in-oil cylinder pressure all equate, oil cylinder working-pressure is formed by the buildings deadweight, the method that is directly proportional with the oil cylinder total area of different load-bearing pillar lower supports and this load-bearing pillar carrying gravity produces corresponding lifting force and solves the different gravity problems of buildings different parts load-bearing pillar carrying and the horizontality in the maintenance handling process with gravitational equilibrium, moving in the process hydraulic oil with buildings can flow freely at any time between each oil cylinder and solve Uneven road in the process of moving, the problem that settlement of foundation does not wait, need not in any oil cylinder, cover oil in the moving process or emit oil, hydraulic servo control system that need not be expensive, as long as main valve is closed extremely oil sealing in the oil cylinder group, being similar to that the floating drum that is directly proportional with the buildings weight distribution with distribution density floats over the buildings level of weight distribution inequality at the bottom of one is on the soft big pond, whole carrying buildings is similar to the big pond of whole carrying, soft big tank floor can change according to uneven road surface, and the horizontality of buildings and uneven road surface, uneven tank floor is irrelevant the same.This invention has only proposed requirement simply to the preliminary work of blocking before the load-bearing pillar, does not propose concrete equipment, method as yet.
Wuhan Inst. of Rock and Soil Mechanics, Chinese Academy of Sciences is engaged in rock mass for a long time, concrete dam, the tunnel, the stress studies of bridge pier etc., monitoring, the sealed break type transmission box (patent No. 96111602.1) that the flat jack made from sheet steel that this institute uses in the past and this Mr. Gu Zhimeng invent on the flat jack basis, strain-type transmission box (patent No. 96220209.6), open type break type transmission box (patent No. 96220210.X), inquire understanding through the inventor face to face to Mr. Gu Zhimeng, these equipments all can only be at rock mass, dam, the tunnel, bridge pier its inner STRESS VARIATION of long term monitoring behind these equipment of nuzzling of cracking, the virgin stress of locating that cracks during owing to crack changes, and can not measure its inner virgin stress.The relevant patent of retrieval Patent Office of the People's Republic of China except that these three patents of Mr. Gu Zhimeng, does not find that other relates to the patent of internal stress measurings such as steel column, rock, concrete.
(3), summary of the invention:
The objective of the invention is to measure more accurately with a kind of fairly simple virgin stress measurement mechanism the original compressive stress of buildings load-bearing pillar, make the stress of each root load-bearing pillar gravity underpinning device lower portion of buildings be in the basic zero condition that is with fairly simple method, solve aforementioned whole building and move the 2nd gordian technique in the process, make unlikely initiation produces the buildings vertical when not blocking buildings load-bearing pillar simultaneously crackle, crack.
Purpose of the present invention realizes by following device, principle and method:
Stress measurement device of the present invention mainly is made up of the tensimeter of fluid pressure in the soft bag of the flat elasticity hydraulic pressure of steel plate, joint, gland, feed tube, hydraulic pump, measurement of the soft bag of the flat sealing, the flat elasticity hydraulic pressure that cut on resistance strain gage and corresponding electronic measuring instrument, the load-bearing pillar, the soft bag of the flat elasticity hydraulic pressure of sealing, pressure adjustment relief valve etc.The measurement mechanism architectural feature is: draw near below load-bearing pillar place is blocked in preparation below the load-bearing pillar gravity underpinning device and cut the flat sealing position line; Symmetry is left k total area A '=x A on the flat sealing position line, height is the flat sealing of h cutting, the shape of each flat sealing is identical, area equates, here A is a load-bearing pillar cross-sectional area, k is at least 2, h can be taken as 20mm, and x is according to the actual design intensity level of load-bearing pillar and the definite coefficient of strength standard value magnitude relationship; The soft bag of flat elasticity hydraulic pressure is arranged in the flat sealing that cuts, flat sealing has the envelope steel plate the soft bag of flat elasticity hydraulic pressure can be enclosed in outward to stop in the flat sealing of incision it to expand to seam is outer, joint is housed on the envelope steel plate, gland compresses the inlet and the feed tube of soft bag of flat elasticity hydraulic pressure; Feed tube communicates with hydraulic pump, tensimeter, pressure adjustment relief valve, hydraulic pump can inject highly pressurised liquid and strut sealing in the soft bag of flat elasticity hydraulic pressure, pressure adjustment relief valve can be regulated the pressure in the soft bag of the flat elasticity hydraulic pressure of control, the pressure of liquid in the soft bag of the flat elasticity hydraulic pressure of tensimeter energy measurement; Some blocks of envelope steel plates wear with several coupling bolts and tighten up hoop and be contained on the load-bearing pillar, and the degree of tightening up envelope steel plate when knocking the envelope steel plate up and down with hand hammer can move up and down and be as the criterion; Resistance strain gage is affixed on the coupling bolt corresponding position.
The operating characteristics of measurement mechanism is: paste resistance strain gage in cross-section before cutting the flat sealing of reinforced concrete, write down the length data m that does not cut the preceding resistance strain gage of flat sealing, the incision area is A '=x A, height is the flat sealing of h, the size of x is determined according to the actual design intensity level and the strength standard value relation of load-bearing pillar, remainder stress after cutting flat sealing, strain still is in stress---under the prerequisite of the strain curve range of linearity, get big as far as possible, when the actual design intensity level of load-bearing pillar and strength standard value ambiguity Chu, the x value should be taken as 0.1, write down the delta data Δ m that the load-bearing pillar is cut open resistance strain gage after the flat sealing generation compressive strain, the corresponding compressive strain amount of load-bearing pillar Δ ε, again the soft bag of flat elasticity hydraulic pressure is filled in the flat sealing of incision, with the envelope steel plate the soft bag of flat elasticity hydraulic pressure is enclosed in the flat sealing of incision and stops that it is to the outer expansion of seam, in the soft bag of flat elasticity hydraulic pressure, inject highly pressurised liquid with hydraulic pump then and strut flat sealing, by the time when the resistance-strain leaf length returns to the original length data m of resistance strain gage when not cutting flat sealing, write down the pressure P in the soft bag of flat elasticity hydraulic pressure that hydraulic pump mouth pressure table shows; The operating characteristics that cuts off load-bearing pillar preliminary work is: with the basetray under the hydraulic cylinder lifting load-bearing pillar gravity underpinning device gravity of load-bearing pillar is underpined and carry out the transition on track, the ground, compressive stress in the load-bearing pillar of gravity underpinning device below is progressively reduced, and the dependent variable Δ ε ' that monitors the original state elongation before the load-bearing pillar is never cut flat sealing up to resistance strain gage extremely
Δε′＝(1-x)Δε/x
When being zero substantially, the compressive stress in the load-bearing pillar of gravity underpinning device below blocks the load-bearing pillar.
Principle of the present invention is:
The design stress of reinforced concrete all is in its stress---and the straight-line segment of strain curve, the concrete strength design load is 70%～75% of a strength standard value on the design manual.If the gravity of certain load-bearing pillar carrying is G, cross-sectional area is A, and the original compressive stress that then is subjected on the xsect is σ=G/A, and can think that original compressive stress is impartial basically on whole cross section.If we prepare below the load-bearing pillar gravity underpinning device to block near the load-bearing pillar place certain xsect cut out area A '=0.1A, highly be the flat sealing of h, then Sheng Xia area A
1On=0.9A the xsect than having increased acting force before the mouth that do not crack
F＝σA′＝0.1σA＝0.1G，
Remaining A
1Compression stress ot on the=0.9A xsect
1Rise to
σ
1＝G/A
1＝G/0.9A＝1.1111σ
Promptly reach 77.8%～83.3% of concrete strength standard value, also be in concrete stress---the straight-line segment of strain curve basically.Remaining A
1It is A that the directed force F that increases on=0.9A the xsect makes the high h of being, cross-sectional area
1The part of=0.9A newly produces
Δε＝Fh/A
1E＝0.1Gh/0.9AE＝Gh/9AE
The compressive strain amount, the elastic modulus E value of reinforced concrete have only steel elastic mould value about 1/10, so dependent variable Δ ε can measure with the method for subsides resistance strain gage commonly used.
If before cutting the flat sealing of reinforced concrete, stick resistance strain gage in cross-section, write down the original length data m of resistance strain gage when not cutting sealing, compressive strain takes place in remainder branch after cutting sealing, write down the corresponding delta data Δ of resistance strain gage m, data m according to record, Δ m converses the compressive strain Δ ε that remainder takes place, if again with the soft bag of flat elasticity hydraulic pressure, for example the soft bag of rubber is filled in the sealing of incision, with the envelope steel plate the soft bag of flat elasticity hydraulic pressure is enclosed in the flat sealing of incision and stops that it is to the outer expansion of seam, in the soft bag of flat elasticity hydraulic pressure, inject highly pressurised liquid with hydraulic pump then, high pressure liquid is known from experience the flat sealing that is full of the soft bag of flat elasticity hydraulic pressure and struts the load-bearing pillar, the resistance-strain leaf length that has shortened can be replied, by the time when the resistance-strain leaf length returns to the original length data m of resistance strain gage when not cutting flat sealing, the pressure effect of highly pressurised liquid has replaced owing to cut that flat sealing disappeared, cut the effect of the compressive stress in the preceding flat sealing zone of flat sealing, the compressive stress of the remainder of not cutting outside the flat sealing zone also returns to the preceding state of flat sealing that do not cut, and the pressure P in the soft bag of the flat elasticity hydraulic pressure that hydraulic pump mouth pressure table shows promptly equals the original compression stress ot in the load-bearing pillar.
After having measured the original compression stress ot of load-bearing pillar, just can calculate the reinforced concrete soil stress---the inclination alpha of strain curve straight line portion is
α＝arctgΔσ/Δε＝arctg(σ
1-σ)/Δε＝arctg0.1111σ/Δε
Also can calculate load-bearing pillar internal pressure stress extension strain amount Δ ε ' of resistance strain gage when original compression stress ot reduces to zero is
Δε′＝σ/tgα＝σΔε/(σ
1-σ)＝σΔε/0.1111σ＝9Δε
If we carry out gravity with the basetray under the hydraulic cylinder lifting load-bearing pillar gravity underpinning device and underpin transition, compressive stress in the load-bearing pillar of gravity underpinning device below is progressively reduced, be up to the original state extension strain amount Δ ε ' that monitors before dependent variable that resistance strain gage measures is never cut flat sealing
Δε′＝9Δε
The time, the compressive stress in the load-bearing pillar of gravity underpinning device below is zero, just can relievedly block the load-bearing pillar, carries out having moved of buildings.
In the engineering reality, usually use bigger safety coefficient, the actual design intensity level of load-bearing pillar below 50% of strength standard value of being everlasting, even have only 30%, therefore actual flat sealing area A of cutting ' can be bigger, as long as residue part of the force stress, the strain of load-bearing pillar still are in stress behind the flat sealing of incision---the range of linearity of strain curve, the compress variation Δ ε value of the stylish generation of A ' increase increases, and it is more accurate to measure.If the flat sealing area A of cutting '=x A, x for the flat sealing area A of excision ' with the ratio of load-bearing pillar cross-sectional area A, have so accordingly
F＝σA′＝xσA＝xG，
σ
1＝G/(1-x)A＝σ/(1-x)
Δε＝Fh/(1-x)AE＝xGh/(1-x)AE
α＝arctgΔσ/Δε＝arctg(σ
1-σ)/Δε＝arctgxσ/(1-x)Δε
Δε′＝σ/tgα＝σΔε/(σ
1-σ)＝(1-x)σΔε/xσ＝(1-x)Δε/x
Use principle of the present invention, device, method is measured the stress of buildings load-bearing pillar, strain, because the stress of load-bearing pillar after cutting out flat sealing, strain still is in stress---the range of linearity of strain curve, the pressure interaction energy that injects the highly pressurised liquid of the soft bag of flat elasticity hydraulic pressure replaces owing to cut that flat sealing disappeared, cut the effect of the compressive stress in the preceding flat sealing zone of flat sealing, the compressive stress of not cutting remainder outside the flat sealing zone also returns to the preceding state of flat sealing that do not cut, so the fluid pressure P in the soft bag of the flat elasticity hydraulic pressure that hydraulic pump mouth pressure table shows promptly equals the original compression stress ot in the load-bearing pillar, can measure the original compression stress ot in the buildings load-bearing pillar more accurately, and calculate the gravity G=A σ of load-bearing pillar carrying; And then with the basetray of hydraulic cylinder lifting load-bearing pillar gravity underpinning device below the gravity of load-bearing pillar is underpined to carry out the transition to track, on the ground, the interior compressive stress of load-bearing pillar of gravity underpinning device below is progressively reduced, when resistance strain gage monitors dependent variable Δ ε ' that the load-bearing pillar cuts the original state elongation before remainder is never cut flat sealing behind the flat sealing to the Δ ε of Δ ε '=(1-x)/x, compressive stress in the load-bearing pillar of gravity underpinning device below is zero substantially, so can safe cut-out buildings load-bearing pillar and the crackle of unlikely initiation buildings vertical, the crack.
(4), description of drawings:
What accompanying drawing was shown in Figure 1 is to stick the resistance strain gage synoptic diagram on the buildings load-bearing pillar before flat sealing is cut in selected cross section, accompanying drawing Fig. 2 cuts flat sealing synoptic diagram on the cross section that buildings load-bearing pillar is selected after sticking resistance strain gage, accompanying drawing Fig. 3 is with soft bag of method for packing synoptic diagram that seals in the flat sealing that cuts in the load-bearing pillar of flat elasticity hydraulic pressure with the envelope steel plate, accompanying drawing Fig. 4 is the soft bag of flat elasticity hydraulic pressure, the envelope steel plate, flat sealing installs and leads to the into sectional view of highly pressurised liquid state, and accompanying drawing Fig. 5 cuts off load-bearing pillar eve gravity underpinning device---arch underpinning cap of pile, basetray, the carrying pin car of band hydraulic cylinder, carrying track and the present invention---the synoptic diagram that the stress-strain measurement device is installed on the load-bearing pillar.
(5), embodiment:
The present invention can implement with reference to accompanying drawing Fig. 1, Fig. 2, Fig. 3, Fig. 4, Fig. 5.
The position line 22 that will cut off at first by all load-bearing pillars of accompanying drawing definite buildings shown in Figure 5, all described off-position lines 22 should be in same level height, the appropriate location is drawn the position line 2 of preparing to cut flat sealing the load-bearing pillar is divided into load-bearing pillar the first half 1 and load-bearing pillar the latter half 3 below the described off-position line 22 of every described load-bearing pillar, paste k sheet resistance foil gauge 4 the every described symmetry of cutting on the flat sealing position line 2, at least symmetry is pasted 2 sheet resistance foil gauges 4 before and after, 5 are the lead-in wire of described resistance strain gage 4, shown in Figure 1 as accompanying drawing.The lead-in wire 5 of all described resistance strain gages 4 is connected to corresponding electronic measuring instrument, writes down the described resistance strain gage 4 that pasted on all load-bearing pillars this moment shown original value m on the respective electronic surveying instrument.This step feature is to paste k sheet resistance foil gauge 4 the every described symmetry of cutting on the flat sealing position line 2, at least symmetry is pasted 2 sheet resistance foil gauges 4 before and after, writes down the described resistance strain gage 4 that pasted on all load-bearing pillars this moment shown original value m on the respective electronic surveying instrument.
It is shown in Figure 2 that second step was pressed accompanying drawing, the described flat sealing 6 that cuts k symmetry on the flat sealing position line 2 of cutting at all described load-bearing pillars, at least symmetry is cut 2 flat sealings 6 before and after, all described flat sealing 6 shapes are identical, area equates, as flat sealing 6 as described in cutting k, the area of each described flat sealing 6 is xA/k, A is the cross-sectional area of described load-bearing pillar, x is according to the actual design intensity level of described load-bearing pillar and the definite coefficient of strength standard value magnitude relationship, the x value is cut the residue part of the force stress of the described load-bearing pillar in back to guarantee described flat sealing 6, strain still is in stress---and the range of linearity of strain curve is a criterion, the height h of each described flat sealing 6 must equate, the h value can be taken as 20mm, cuts under all described flat sealing 6 postscripts the shown variation delta m of all described resistance strain gages 4 and the dependent variable Δ ε of this described load-bearing pillar.This step feature is the described flat sealing 6 that cuts k symmetry on the flat sealing position line 2 of cutting at all described load-bearing pillars, all described flat sealing 6 shapes are identical, area equates, the area of each described flat sealing 6 is xA/k, A is the cross-sectional area of described load-bearing pillar, x is according to the actual design intensity level of described load-bearing pillar and the definite coefficient of strength standard value magnitude relationship, the x value is cut the residue part of the force stress of the described load-bearing pillar in back to guarantee described flat sealing 6, strain still is in stress---and the range of linearity of strain curve is a criterion, the height h of each described flat sealing 6 must equate, the h value can be taken as 20mm, cuts under all described flat sealing 6 postscripts the shown variation delta m of all described resistance strain gages 4 and the dependent variable Δ ε of this described load-bearing pillar.
The 3rd step installed to stress measurement device of the present invention on the described load-bearing pillar.Situation such as accompanying drawing that described stress measurement device of the present invention is put in the described flat sealing 6 are shown in Figure 4: joint 13 is housed on the envelope steel plate 7, gland 9 compresses the inlet and the feed tube 10 of the soft bag 11 of flat elasticity hydraulic pressure, the soft bag 11 of described flat elasticity hydraulic pressure is filled in the described flat sealing 6, described feed tube 10 communicates with hydraulic pump 16, tensimeter 14, pressure adjustment relief valve 15, can annotate feed liquor body 12 in the soft bag of described flat elasticity hydraulic pressure 11 and show pressure in soft bag 11 of the described flat elasticity hydraulic pressure.The outside situation that described stress measurement device of the present invention is put in the described flat sealing 6 is shown in Figure 3 as accompanying drawing: envelope steel plate 7 curve with as described in the shape that adapts of load-bearing pillar, the periphery edge of described envelope steel plate 7 should exceed than the periphery edge of described flat sealing 6 about 20mm, some described several coupling bolts 8 of envelope steel plate 7 usefulness wear to tighten up to bind round and are contained on the described load-bearing pillar, for example if described load-bearing pillar is square, then described envelope steel plate 7 just curves the right angle, with 4 described coupling bolts 84 blocks of described envelope steel plates 7 is put on hoop and is contained on the described load-bearing pillar; The degree of tightening up of described coupling bolt 8 described envelope steel plate 7 when knocking described envelope steel plate 7 up and down with hand hammer still can move up and down and be as the criterion, if it is too tight, with the distortion of the described load-bearing pillar of influence, Ruo Taisong then injects the soft bag 11 of the described flat elasticity hydraulic pressure in highly pressurised liquid 12 backs and easily extrudes damage; If described load-bearing pillar surface is with described envelope steel plate 7 applying imprecisions, when the slit, subregion is excessive, it is tight it to be fitted the two polishing finishing, in case the soft bag 11 of described flat elasticity hydraulic pressure is extruded from the slit; Described resistance strain gage 4 should be positioned at the corresponding position of described coupling bolt 8, must not be pushed down in order to avoid damage described resistance strain gage 4 by described envelope steel plate 7.This step feature is that joint 13 is housed on the envelope steel plate 7, gland 9 compresses the inlet and the feed tube 10 of the soft bag 11 of flat elasticity hydraulic pressure, the soft bag 11 of described flat elasticity hydraulic pressure is filled in the described flat sealing 6, described feed tube 10 and described hydraulic pump 16, tensimeter 14, pressure adjustment relief valve 15 communicates, described envelope steel plate 7 curves the shape that adapts with described load-bearing pillar, the periphery edge of described envelope steel plate 7 should exceed than the periphery edge of described flat sealing 6 about 20mm, some described several coupling bolts 8 of envelope steel plate 7 usefulness wear to tighten up to bind round and are contained on the described load-bearing pillar, the degree of tightening up of described coupling bolt 8 described envelope steel plate 7 when knocking described envelope steel plate 7 up and down with hand hammer can move up and down and be as the criterion, and described resistance strain gage 4 should be positioned at the corresponding position of described coupling bolt 8.
11 inject liquid in the soft bag of the 4th described flat elasticity hydraulic pressure of step in each described flat slit 6, regulate the soft bag interior 11 interior pressure of each described flat elasticity hydraulic pressure that raises to strut each described flat sealing 6 by described pressure adjustment relief valve 15, when treating that described resistance strain gage 4 shown value on the respective electronic surveying instrument of being pasted on all described load-bearing pillars returns to the initial value m that the first step puts down in writing, write down the also i.e. suffered original compression stress ot of this described load-bearing pillar of pressure P in the soft bag of each described flat elasticity hydraulic pressure 11, the cross-sectional area A that this pressure P multiply by this described load-bearing pillar promptly equals the gravity G that this described load-bearing pillar is carried.This step feature is 11 injection liquid in the soft bag of each the described flat elasticity hydraulic pressure in all described flat slits 6, regulate in the soft bag of each described flat elasticity hydraulic pressure that raise described resistance strain gage 4 shown value on the respective electronic surveying instrument that the pressure in 11 pasted to the described load-bearing pillar when returning to the initial value m that the first step puts down in writing by described pressure adjustment relief valve 15, write down the also i.e. suffered original compression stress ot of this described load-bearing pillar of pressure P in the soft bag 11 of each described flat elasticity hydraulic pressure.
The 5th step calculated the described load-bearing pillar of each root and carries out gravity quantity of required band oil cylinder pin car below the required oil cylinder total area and the every described load-bearing pillar when underpining transition.The present invention carries out gravity with the arch underpinning cap of pile 17 (granted patent ZL 02207291.8) of inventor invention and underpins gravity with described load-bearing pillar carrying and underpin and carry out the transition on the basetray 18, move equipment, the method for using pin car and using method (granted patent ZL 03102897.7) conduct support, lifting buildings and movement buildings with the whole building of inventor's invention, the pin car 20 of band oil cylinder 19 is installed between basetray 18 and the track 21, and is shown in Figure 5 as accompanying drawing.After the 4th step obtained the gravity G that every described load-bearing pillar carried, the rated pressure P that principle that the total area of required support cylinder is directly proportional with the gravity of this load-bearing pillar carrying under each load-bearing pillar when equating according to each oil cylinder working-pressure and described pin car 20 top oil cylinders 19 can bear
VolumeCalculate the every oil cylinder total area A that described load-bearing pillar supported underneath is required
Always=G/P
Volume, use the useful area A of the described oil cylinder 19 of single described pin car 20 again
SingleObtain the quantity n=A of the pin car 20 of the required band oil cylinder 19 of every described load-bearing pillar of support
Always/ A
SingleWhen n is not integer, if the fractional part score value is greater than 0.5, need to increase the pin car 20 that 1 useful area equals the described band oil cylinder 19 that non-integer partly is worth, if the fractional part score value is less than 0.5, then wherein described pin car 20 top described oil cylinders 19 to replace with useful area be (the 1+ non-integer partly is worth) * A
SingleSlightly bigger described oil cylinder 19.The rated pressure P that principle that the total area of required support cylinder was directly proportional with gravity that this load-bearing pillar is carried under each described load-bearing pillar when this step was characterised in that and equates according to each oil cylinder working-pressure and described oil cylinder 19 can bear
VolumeCalculate the every oil cylinder total area A that described load-bearing pillar supported underneath is required
Always=G/P
Volume, use the useful area A of the described oil cylinder 19 on the single described pin car 20 again
SingleObtain the quantity n=A of the required band oil cylinder pin car 20 of every described load-bearing pillar of support
Always/ A
SingleWhen n is not integer, if the fractional part score value is greater than 0.5, need to increase by 1 useful area and equal the described band oil cylinder pin car 20 that non-integer partly is worth, if the fractional part score value is less than 0.5, then wherein described pin car 20 top described oil cylinders 19 to replace with useful area be (the 1+ non-integer partly is worth) * A
SingleSlightly bigger described oil cylinder 19.
The 6th step, the quantity n by described band oil cylinder pin car 20 required below every that the is obtained described load-bearing pillar was arranged in described band oil cylinder pin car group between the basetray 18 and described track 21 of the described load-bearing pillar of each root, shown in Figure 5 as accompanying drawing, the layout of the pin car 20 of the described band oil cylinder below every described load-bearing pillar should make the line of gravity of the force action line of the described oil cylinder 19 on each described pin car 20 over against described load-bearing pillar, use oil pipe again, safety is communicated with all described oil cylinders 19 with stop valve, connect hydraulic power supply, described hydraulic power supply exit must be provided with total stop valve of the hydraulic oil backflow that prevents all described oil cylinders 19.This step feature is that described band oil cylinder pin car group is arranged between the basetray 18 and described track 21 of each described load-bearing pillar, the layout of the pin car 20 of the described band oil cylinder of the n below every described load-bearing pillar should make the line of gravity of the force action line of the described oil cylinder 19 on each described pin car 20 over against this described load-bearing pillar, all described oil cylinders 19 are communicated with stop valve with oil pipe, safety again, connect hydraulic power supply, described hydraulic power supply exit must be provided with total stop valve of the hydraulic oil backflow that prevents all described oil cylinders 19.
The 7th step started the slowly oiling loading in all described oil cylinders 19 of described hydraulic power supply, monitored the dependent variable of each described load-bearing pillar that all described resistance strain gages 4 monitor simultaneously.When if the dependent variable of each described load-bearing pillar that every described resistance strain gage 4 monitors is never cut the dependent variable Δ ε ' of the original states elongation before the flat sealing 6 and is equaled this described load-bearing pillar and cut (1-x)/x times of compressive strain amount Δ ε of each described load-bearing pillar that the described resistance strain gage 4 under described flat sealing 6 postscripts monitors, compressive stress in the described load-bearing pillar of then described gravity underpinning device 17 belows is zero substantially, buildings gravity all is delivered on the described track 21 through 20 groups in the pin car of described band oil cylinder, can close described total stop valve of described hydraulic power supply outlet, allow buildings float on 20 groups in the pin car of described band oil cylinder, described off-position line 22 places of available any method on this described load-bearing pillar cut off buildings load-bearing pillar; If the described dependent variable Δ ε ' that has described resistance strain gage 4 to monitor is slightly larger than or during less than (1-x) Δ ε/x, should emit the oil in 19 groups of the described oil cylinders, the oil cylinder slightly little or big slightly with useful area changed relevant described oil cylinder 19, when the dependent variable Δ ε ' that every described resistance strain gage 4 monitors equals this described load-bearing pillar and cuts (1-x)/x times of compressive strain amount Δ ε of this described load-bearing pillar that the described resistance strain gage 4 under described flat sealing 6 postscripts monitors, close described total stop valve of described hydraulic power supply outlet again, allow buildings float on 20 groups in the pin car of described band oil cylinder, cut off buildings load-bearing pillar with described off-position line 22 places of any method on this described load-bearing pillar.This step feature is slowly oiling loading in all described oil cylinders 19, monitor the dependent variable of each described load-bearing pillar that all described resistance strain gages 4 monitor simultaneously, when if the dependent variable of each described load-bearing pillar that every described resistance strain gage 4 monitors is never cut the dependent variable Δ ε ' of the original states elongation before the flat sealing 6 and is equaled this described load-bearing pillar and cut (1-x)/x times of compressive strain amount Δ ε of each described load-bearing pillar that the described resistance strain gage 4 under described flat sealing 6 postscripts monitors, close described total stop valve of described hydraulic power supply outlet, described off-position line 22 places of available any method on this described load-bearing pillar cut off buildings load-bearing pillar; If the described dependent variable Δ ε ' that has described resistance strain gage 4 to monitor is slightly larger than or during less than (1-x) Δ ε/x, should emit the oil in 19 groups of the described oil cylinders, the oil cylinder slightly little or big slightly with useful area changed relevant described oil cylinder 19, when the dependent variable Δ ε ' that every described resistance strain gage 4 monitors equals this described load-bearing pillar and cuts (1-x)/x times of compressive strain amount Δ ε of this described load-bearing pillar that the described resistance strain gage 4 under described flat sealing 6 postscripts monitors, close described total stop valve of described hydraulic power supply outlet again, cut off buildings load-bearing pillar with described off-position line 22 places of any method on this described load-bearing pillar.
Claims (5)
1, a kind of whole building is moved with load-bearing pillar stress measurement device, described stress measurement device is mainly by resistance strain gage (4), corresponding electronic measuring instrument, the flat sealing (6) that cuts on the load-bearing pillar, the soft bag of flat elasticity hydraulic pressure (11), envelope steel plate (7), joint (13), gland (9), feed tube (10), hydraulic pump (16), tensimeter (14), pressure adjustment relief valve (15) is formed, described resistance strain gage (4) is attached to be cut on the flat sealing position line (2), the lead-in wire (5) of described resistance strain gage (4) connects corresponding electronic measuring instrument, it is characterized in that: described flat sealing (6) is opened the described of described load-bearing pillar and is cut on the flat sealing position line (2), joint (13) is housed on the described envelope steel plate (7), gland (9) compresses the inlet and the feed tube (10) of the soft bag of described flat elasticity hydraulic pressure (11), the soft bag of described flat elasticity hydraulic pressure (11) is filled in the described flat sealing (6), described feed tube (10) and hydraulic pump (16), tensimeter (14), pressure adjustment relief valve (15) communicates, some blocks of described envelope steel plates (7) wear to tighten up to bind round with several coupling bolts (8) and are contained on the described load-bearing pillar, and described resistance strain gage (4) should be positioned at the corresponding position of described coupling bolt (8).
2, load-bearing pillar stress measurement device according to claim 1 is characterized in that: the described flat sealing position line (2) of cutting at every described load-bearing pillar is gone up symmetry subsides k sheet resistance foil gauge (4), and the front and back symmetry is pasted 2 sheet resistance foil gauges (4) at least.
3, load-bearing pillar stress measurement device according to claim 1, it is characterized in that: the described flat sealing position line (2) of cutting at every described load-bearing pillar is gone up the flat sealing (6) that cuts k symmetry, cuts the described flat sealing (6) of 2 front and back symmetries at least; All described flat sealing (6) shapes are identical, and area equates; The area of each described flat sealing (6) is xA/k, A is the cross-sectional area of described load-bearing pillar, x is according to the actual design intensity level of described load-bearing pillar and the definite coefficient of strength standard value magnitude relationship, the x value still is in stress with residue part of the force stress, the strain that guarantees the described load-bearing pillar in described flat sealing (6) incision back---and the range of linearity of strain curve is a criterion: the height h of each described flat sealing (6) must equate that the h value can be taken as 20mm.
4, load-bearing pillar stress measurement device according to claim 1, it is characterized in that: described envelope steel plate (7) curves the shape that adapts with described load-bearing pillar, and the periphery edge of described envelope steel plate (7) should exceed about 20mm than the periphery edge of described flat sealing (6).
5, load-bearing pillar stress measurement device according to claim 1 is characterized in that: the degree of tightening up of described coupling bolt (8) described envelope steel plate (7) when knocking described envelope steel plate (7) up and down with hand hammer can move up and down and be as the criterion.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200520133632 CN2869820Y (en) | 2005-10-12 | 2005-10-12 | Weight-bearing column stress measuring apparatus for moving integrally building |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200520133632 CN2869820Y (en) | 2005-10-12 | 2005-10-12 | Weight-bearing column stress measuring apparatus for moving integrally building |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN2869820Y true CN2869820Y (en) | 2007-02-14 |
Family
ID=37724760
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 200520133632 Expired - Fee Related CN2869820Y (en) | 2005-10-12 | 2005-10-12 | Weight-bearing column stress measuring apparatus for moving integrally building |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN2869820Y (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102175354A (en) * | 2010-12-29 | 2011-09-07 | 上海隧道工程股份有限公司 | Method and device for measuring steel strut axial force by utilizing adhered steel sheet |
| CN102535530A (en) * | 2011-12-29 | 2012-07-04 | 中国地质科学院地质力学研究所 | Miniature pile model used for model tests and manufacturing method thereof |
| CN102720220A (en) * | 2012-06-26 | 2012-10-10 | 兰州交通大学 | Device and method for measuring counterforce of pile end of concrete pipe pile |
| CN111022386A (en) * | 2019-12-24 | 2020-04-17 | 天津市特种设备监督检验技术研究院(天津市特种设备事故应急调查处理中心) | Detection method of wound energy accumulator |
-
2005
- 2005-10-12 CN CN 200520133632 patent/CN2869820Y/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102175354A (en) * | 2010-12-29 | 2011-09-07 | 上海隧道工程股份有限公司 | Method and device for measuring steel strut axial force by utilizing adhered steel sheet |
| CN102175354B (en) * | 2010-12-29 | 2012-11-28 | 上海隧道工程股份有限公司 | Method for measuring steel strut axial force by utilizing adhered steel sheet |
| CN102535530A (en) * | 2011-12-29 | 2012-07-04 | 中国地质科学院地质力学研究所 | Miniature pile model used for model tests and manufacturing method thereof |
| CN102720220A (en) * | 2012-06-26 | 2012-10-10 | 兰州交通大学 | Device and method for measuring counterforce of pile end of concrete pipe pile |
| CN102720220B (en) * | 2012-06-26 | 2014-05-07 | 兰州交通大学 | Device and method for measuring counterforce of pile end of concrete pipe pile |
| CN111022386A (en) * | 2019-12-24 | 2020-04-17 | 天津市特种设备监督检验技术研究院(天津市特种设备事故应急调查处理中心) | Detection method of wound energy accumulator |
| CN111022386B (en) * | 2019-12-24 | 2022-03-29 | 天津市特种设备监督检验技术研究院(天津市特种设备事故应急调查处理中心) | Detection method of wound energy accumulator |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104062192B (en) | A kind of new type auto control stacked ring type shearing test apparatus | |
| CN103149094B (en) | The measuring method of tensile creep of early-age concrete | |
| CN2869820Y (en) | Weight-bearing column stress measuring apparatus for moving integrally building | |
| CN201993285U (en) | Framework combined type device for onsite horizontal rock/soil body shearing test | |
| CN101906848B (en) | Double steel tube concrete flange composite beam with concrete flange | |
| CN111638138B (en) | Device and method for testing compression performance of filling dispersion under dynamic-static acting force | |
| CN204008329U (en) | A kind of new type auto control stacked ring type shearing test apparatus | |
| CN201645657U (en) | Four-point automatic control hydraulic leveling system for asphalt mortar mixer truck | |
| CN112881166B (en) | Device and method for testing stability of foundation in mining overall process and mining subsidence area | |
| Hanna et al. | Shaft resistance of single vertical and batter piles driven in sand | |
| Shakir et al. | Behavior of compacted clay-concrete interface | |
| CN104034306A (en) | Experimental box for testing local subsidence of underlying soil as well as liner deformation of refuse landfill | |
| Isabel et al. | Geotextile reinforced brick faced retaining walls | |
| CN1267717C (en) | On-site testing method for rock-soil mass shearing strength and apparatus thereof | |
| Zhang et al. | Field study on performance of new technique of geosynthetic-reinforced and pile-supported embankment at bridge approach | |
| CN109142060B (en) | Loading experiment method and device for realizing axial gradient static stress on rock-like material | |
| Gull et al. | Experimental evaluation of repair options for timber piles | |
| Xu et al. | Model test on vertical bearing capacity of X-section concrete pile raft foundation in silica sand | |
| Yao et al. | The effects of loaded bored piles on existing tunnels | |
| CN1624248A (en) | Steep slope large diameter long glant wall conerete lining sliding mould construction technology | |
| Soomro et al. | 3D centrifuge modeling of the effect of twin tunneling to an existing pile group | |
| CN110878566A (en) | Model test device for vacuum-stacking combined pre-pressing plastic drainage plate foundation | |
| CN111501861A (en) | Experimental analogue means of vertical support column bearing capacity under reverse construction method construction environment | |
| CN212001303U (en) | Model test device for vacuum-stacking combined pre-pressing plastic drainage plate foundation | |
| CN219284431U (en) | Install in bucket wheel machine cantilever weighing belt scale |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C19 | Lapse of patent right due to non-payment of the annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |