WO2019065755A1 - 杭の施工方法、集合装置及び集合装置の設計方法 - Google Patents
杭の施工方法、集合装置及び集合装置の設計方法 Download PDFInfo
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- WO2019065755A1 WO2019065755A1 PCT/JP2018/035735 JP2018035735W WO2019065755A1 WO 2019065755 A1 WO2019065755 A1 WO 2019065755A1 JP 2018035735 W JP2018035735 W JP 2018035735W WO 2019065755 A1 WO2019065755 A1 WO 2019065755A1
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- pile
- pressure fluid
- high pressure
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- discharge holes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/18—Placing by vibrating
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/24—Placing by using fluid jets
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/26—Placing by using several means simultaneously
Definitions
- the present invention relates to a method of constructing a pile for driving a pile into hard ground.
- JV method As a method of driving a pile into a hard ground, there is a water jet combined vibro hammer method (hereinafter referred to as "JV method”).
- JV method high-pressure water (hereinafter, “water” includes both fresh water and seawater) is injected from a plurality of injection nozzles attached to the tip of the pile, while giving vibration due to a vibro hammer to the pile,
- water includes both fresh water and seawater
- the ground around the pile may be loosened by the injection of high-pressure water and the vibration of the vibrator, and the bearing capacity of the pile may be reduced.
- rooted bulbs can be formed at the pile tip by pouring a fluid solidifying material such as cement milk around the pile tip and / or around the pile, or grout the pile peripheral surface Methods of processing have been used conventionally.
- Patent Document 2 a steel pipe pile is driven to a depth at which the pile circumferential surface grout treatment is required by the JV method, and after reaching the depth at which the pile circumferential surface grout treatment is required, the water jet water is changed to flowability.
- Patent Document 3 after a steel pile is driven to a planned depth by the JV method, a flowable solidifying material is injected from an injection nozzle while pulling up the steel pile, and then a steel is again injected while pouring a flowable solidifying material A rooted bulb is formed at the tip of the pile by driving the pile to the design depth, and if necessary, pour solidifying material into the pile circumferential surface while pulling up the jet nozzle to grout the steel pile circumferential surface
- the construction method is disclosed.
- Patent Document 1 Japanese Patent Application Laid-Open No. 2004-270157
- Patent Documents 2 and 3 when the outer peripheral length of the target pile is long, a plurality of jet pipes are evenly arranged on the outer periphery of the pile.
- the flowability can be obtained with an equal discharge amount from each of a plurality of jet pipes. It is essential to discharge the solidifying material.
- Patent Documents 2 and 3 do not disclose means for discharging the flowable solidified material with an equal discharge amount from each of the plurality of jet pipes. The same can be said in the case of supplying water to a plurality of jet pipes instead of the flowable solidifying material.
- the present invention in the construction method of driving a pile into the ground by attaching a plurality of jet pipes to a pile and discharging high pressure fluid from the above problems, the present invention always uses each of the plurality of jet pipes regardless of the fluctuation of the total discharge amount.
- An object of the present invention is to make it possible to respectively discharge high pressure fluid with an equal discharge amount.
- An aspect of the present invention is a preparatory step of attaching a plurality of jet piping members and vibro hammers to a pile;
- a construction method of a pile comprising: a construction process including at least a partial process of causing vibration by the vibro hammer while injecting high-pressure fluid from the tip of the jet piping member into the ground to lower or raise the pile;
- the preparation step one or more high pressure fluid delivery devices and a collective device having a cylindrical internal space are arranged, and one or more high pressure fluid delivery devices and one or more injection holes in the collective device Are connected to each other, and a plurality of discharge holes in the collecting device and a plurality of jet piping members are connected,
- the construction step while maintaining a state in which the internal space of the collecting device is filled with high pressure fluid, high pressure fluid is injected from one or more of the injection holes and high pressure fluid is discharged from each of the plurality of discharge holes.
- a difference between the maximum discharge amount and the minimum discharge amount is 5% or less of the maximum discharge amount for each discharge amount of the plurality of high-pressure fluids discharged from each of the plurality of discharge holes.
- the number n of the plurality of discharge holes, the diameter d of the internal space, the diameter do of the discharge holes, the flow coefficient ⁇ of the discharge holes, and the two adjacent ones It is preferable that the relationship between the distance L between the discharge holes, the dynamic viscosity coefficient ⁇ of the high pressure fluid, and the sum Q of the discharge amounts satisfy the following equation.
- high pressure fluid is water or fluid solidification material
- the above-mentioned construction process Injecting water and applying vibration due to the vibro hammer to drive the pile to a first depth below the support layer interface; Applying vibration by at least the vibro hammer to pull up the pile to a depth corresponding to the set upper end of the pile surface grout; It is preferable to include the step of re-driving the pile to a second depth below the interface of the support layer while injecting the flowable solidifying material.
- high pressure fluid is water or fluid solidification material
- the above-mentioned construction process Injecting water and applying vibration due to the vibro hammer to drive the pile to a first depth below the support layer interface; Applying a flowable solidifying material while vibrating the vibro hammer to pull up the pile to a depth corresponding to a set upper end of the rooting; Reinjecting the pile to a second depth below the interface of the support layer while injecting a flowable solidifying material; It is preferable to include the step of withdrawing the jet pipe member while injecting the flowable solidifying material.
- high pressure fluid is water or fluid solidification material, and the above-mentioned construction process, It is preferable to include the step of driving the pile to a depth below the interface of the support layer by injecting a flowable solidifying material and applying vibration by the vibro hammer.
- the high pressure fluid may be stirred by a stirrer disposed in the inner space of the collecting device, or the high pressure fluid may be vibrated by a vibrator disposed in the inner space. It is suitable.
- the construction management device is: Vertical height data of piles continuously transmitted from a total station tracking a prism attached to the vibro hammer, and continuously transmitted from flow meters respectively attached to the delivery ports of one or a plurality of the high-pressure fluid delivery devices
- the flow data of the high pressure fluid being Movement speed of the pile in each partial process included in the construction process, water and fluidity solidification by comparing the acquired vertical height data of the pile and the flow plan data of the high pressure fluid with the preset construction plan data It is preferable to switch the material or adjust the discharge amount of the high pressure fluid in real time.
- the jet piping member is A conducting pipe connected to the collecting device; An integrated pipe whose one end is connected to the conduction pipe and whose other end is branched into plural; It is preferable to have a plurality of injection nozzles connected to each of the branched other ends of the collecting pipe.
- Another aspect of the present invention is a collective device used in a method of constructing a pile including at least a step of injecting a high pressure fluid from a tip of the jet piping member while injecting a pile to which a plurality of jet piping members are attached, A cylindrical internal space, one or more injection holes respectively connected to one or more high pressure fluid delivery devices, and a plurality of discharge holes respectively connected to the plurality of jet piping members;
- high pressure fluid is injected from one or more of the injection holes and high pressure fluid is discharged from each of the plurality of discharge holes,
- a difference between the maximum discharge amount and the minimum discharge amount is 5% or less of the maximum discharge amount for each discharge amount of the plurality of high-pressure fluids discharged from each of the plurality of discharge holes.
- a still further aspect of the present invention is used in a method of constructing a pile including at least a step of injecting a high pressure fluid from a tip of the jet piping member while injecting the pile to which a plurality of jet piping members are attached.
- It has an internal space, one or more injection holes respectively connected to one or more high pressure fluid delivery devices, and a plurality of discharge holes respectively connected to the plurality of jet piping members, and during construction of the pile
- a design method of an aggregation device in which a high pressure fluid is injected from one or more of the injection holes and a high pressure fluid is discharged from each of a plurality of the discharge holes while the internal space is filled with the high pressure fluid.
- the number n of the plurality of discharge holes, the diameter d of the internal space, the diameter do of the discharge holes, the flow coefficient ⁇ of the discharge holes, the distance L between two adjacent discharge holes, and the kinematic viscosity of the high pressure fluid When one or more of the parameters of the coefficient ⁇ are changed, in each case, the total of the respective discharge amounts is Q, and the discharge amounts of the plurality of high-pressure fluids discharged from the plurality of the discharge holes are calculated. Calculate each, For each discharge amount of the plurality of high-pressure fluid discharged from each of the plurality of discharge holes, the difference of the maximum discharge amount and the minimum discharge amount is equal to or less than a predetermined ratio of the maximum discharge amount.
- a collecting device is provided between the high pressure fluid delivery device and the jet piping member.
- the collecting apparatus of the present invention is designed to discharge high-pressure fluid from each of the plurality of discharge holes with a substantially equal discharge rate.
- FIG. 1 is a perspective view showing roughly an example of a construction system for enforcing a construction method of a pile.
- FIG. 2 is a figure which shows roughly the piping structure in the construction system shown in FIG. 3
- (a) is a plan view schematically showing an example of the collecting apparatus shown in FIG. 2
- (b) is a longitudinal sectional view
- (c) is a cross-sectional view
- (d) is another example of the collecting apparatus.
- FIG. FIG. 4A is a schematic longitudinal sectional view for explaining the appropriate condition of the collecting apparatus
- FIG. 4B is a transverse sectional view.
- FIG. 5 is a graph based on the simulation of Table 1.
- FIG. 6 is a graph based on the simulation of Table 2.
- FIGS. 7 (a) to 7 (h) are views schematically showing each step in the first embodiment of the method for installing a pile of the present invention.
- Fig.8 (a) is a schematic perspective view of the structural example of the jet piping member in the front-end
- FIG. 9 is a view schematically showing an example of a construction management method in the construction method of a pile shown in FIG.
- FIG. 10 is a schematic view for calculating the design injection amount of the flowable solidifying material, in which (a) is a longitudinal cross-sectional view of the pile and its surroundings, and (b) is a cross-sectional view.
- FIGS. 12 (a) to 12 (d) are diagrams schematically showing each step in the third embodiment of the method for constructing a pile of the present invention.
- the pile may be a pile other than a steel pipe pile, such as a steel pipe sheet pile, a steel sheet pile or the like.
- the driving direction may be inclined.
- FIG. 1 is a perspective view which shows roughly an example of the construction system for enforcing the construction method of a pile.
- FIG. 2 is a figure which shows typically an example of the piping structure in the construction system shown in FIG.
- the construction system is installed on the hoist 10.
- the flowable solidifying material is cement milk.
- the cement stored in the cement silo 11 and the water stored in the water tank 13 are respectively pumped to one or more mixing plants 12 by pumps, and the mixing plant 12 mixes water and cement to prepare cement milk. Be done.
- the water-cement ratio (W / C%) which is the weight ratio of water to cement in cement milk, is appropriately set according to the application of the pile and the ground conditions.
- the water-cement ratio is, for example, generally in the range of 50 to 150%.
- Additives relating to water reduction, setting delay, expansion, non-separation in water, etc. are added to cement milk as needed.
- the cement milk produced by the mixing plant 12 can be supplied to one or more high pressure fluid delivery devices 14 by a pump (not shown) via a switching device 18A, as shown in FIG. If the high pressure fluid delivery device 14 has a suction function, the pump between the mixing plant 12 and the high pressure fluid delivery device 14 is not necessary.
- water withdrawn from the sea and stored in the water tank 13 can be supplied to one or more high-pressure fluid delivery devices 14 by a pump via the switching device 18A. If the high pressure fluid delivery device 14 has a suction function, the pump between the water tank 13 and the high pressure fluid delivery device 14 is not necessary.
- Each of the one or more high pressure fluid delivery devices 14 is supplied with either cement milk or water by switching the switching device 18A.
- Each high pressure fluid delivery device 14 can deliver the supplied cement milk or water at high pressure.
- a flow meter 19 is attached to the delivery port of each high pressure fluid delivery device 14.
- the outlet of one or more high pressure fluid delivery devices 14 is respectively connected to one or more input ports of the second switching device 18B.
- One or more output ports of the second switching device 18B are connected to one or more injection holes of the collecting device 16 through one or more high pressure hoses 15, respectively.
- the cement milk or water delivered from the one or more high pressure fluid delivery devices 14 is once collected in one collecting device 16. Thereafter, cement milk or water is pumped to the plurality of jet piping members via the plurality of high pressure hoses 17 respectively connected to the plurality of discharge holes of the collecting device 16.
- the plurality of jet piping members are attached to the steel pipe pile 1.
- the plurality of jet piping members are composed of a plurality of conducting pipes 9, an integrated pipe 8 connected to the tip of each conducting pipe 9, and an injection nozzle 7 connected to each branched end of each integrated pipe 8. ing.
- the plurality of jet piping members can also be configured from a plurality of conducting pipes 9 and an injection nozzle 7 connected to the tip of each conducting pipe 9.
- a plurality of injection nozzles 7 are arranged in the circumferential direction near the tip of the steel pipe pile 1.
- the plurality of injection nozzles 7 can be disposed, for example, every 60 °, 90 °, 120 °, and 180 ° in the circumferential direction.
- the water tank 13 When there is no floating matter such as dust in the seawater, the water tank 13 may be omitted.
- the number of mixing plants 12 and high-pressure fluid delivery devices 14 is determined as necessary based on the installation conditions and the like.
- the vibro hammer 2 is suspended by a crane. In order to drive the vibro-hammer 2 which is electrically driven in the example of FIG. 1, an activation generator 20 is provided and operated by the operation unit 21. In the case of land construction, all these devices are installed in the work yard.
- FIGS. 1 and 2 (2) Configuration and Design Method of Collecting Device ⁇ Basic Configuration of Collecting Device>
- the collecting apparatus 16 shown in FIGS. 1 and 2 will be described with reference to FIGS. 3 and 4.
- 3A is a schematic plan view of an example of the collecting device 16 shown in FIG. 2
- FIG. 3B is a longitudinal sectional view of FIG. 3A
- FIG. 3C is a cross sectional view.
- the collecting device 16 has a substantially cylindrical casing 16a.
- the housing 16a has a cylindrical internal space.
- One or a plurality of injection holes 16b are provided on one circumferential surface of the housing 16a on one circumferential surface, and a plurality of discharge holes 16c are provided on the other circumferential surface at predetermined intervals in a direction parallel to the shaft.
- the injection hole 16 b and the discharge hole 16 c are provided with, for example, a coupler for detachably connecting the high pressure hoses 15 and 17.
- each of the injection holes 16 b and the discharge holes 16 c is plural, they may have the same number or different numbers.
- the high pressure fluid flows in from the one or more injection holes 16b and flows out from the plurality of discharge holes 16c, while the entire internal space is kept filled with the high pressure fluid.
- the collecting device 16 is designed so that the discharge amounts of the high pressure fluid flowing out from each of the plurality of discharge holes 16c are substantially equal regardless of the injection amount of the high pressure fluid from the one or more injection holes 16b. Is preferred.
- each discharge hole 16 c is obtained by the effect of the collecting device 16.
- FIG. 3D shows another example of the aggregation device 16.
- the collecting device 16 of FIG. 3 (d) arranges the straightening vanes 16e in the inner space to meander the high pressure fluid and rectify it into a uniform flow. Thereby, the discharge amount from each discharge hole 16c is stabilized.
- one or more vibrators 16 d and / or one or more stirrers 16 f may be disposed in the inner space.
- FIG. 3 (d) shows all of the rectifying plate 16e, the vibrator 16d and the stirrer 16f, one or more of them may be combined and disposed.
- ⁇ Suitable conditions for collecting device In the case of five discharge holes> With reference to FIG. 4, an appropriate condition of the collecting device for realizing the equalization of the discharge amount in each discharge hole of the collecting device will be described. Specifically, the condition required for the collective device is derived so that the difference between the discharge amounts of the high-pressure fluid discharged from the respective discharge holes of the collective device falls within a predetermined range.
- FIG. 4A is a schematic cross-sectional view along an axis in an example of the collective device
- FIG. 4B is a cross-sectional view in a direction perpendicular to the axis.
- the diameter of the cylindrical internal space of the collecting device 16 is d (hereinafter referred to as "inner diameter d").
- the collecting device 16 includes three injection holes I1, I2, I3, and five discharge holes A1, A2, A3, A4, A5.
- the discharge holes A1 to A5 have the same inner diameter do.
- the injection holes I1 to I3 and the discharge holes A1 to A5 are, for example, arranged at equal intervals.
- the distance between the discharge holes A1 to A5 is L.
- the distance between the discharge holes A1 and A5 at both ends and the both end walls of the housing 16a is L / 2.
- injection hole I1 is disposed at a position corresponding to the middle of discharge holes A1 and A2
- injection hole I2 is disposed on the opposite side of discharge hole A3
- injection hole I3 is disposed at a position corresponding to the middle of discharge holes A4 and A5. ing.
- a condition is derived for the variation in the discharge amount of the high pressure fluid discharged from the five discharge holes A1 to A5 during use of the collecting device 16 to fall within a predetermined range.
- high-pressure fluid is injected from the injection hole I1 located at the end only with the injection amount Qi, and the injection holes I2 and I3 are closed.
- the pressure of each high-pressure fluid discharged from the five discharge holes A1, A2, A3, A4, A5 is P1, P1, P2, P3, P4, and the discharge amount is Q1, Q1, Q2, Q3, It is referred to as Q4.
- the discharge amount Q1 from the discharge holes A1 and A2 closest to the injection hole I1 is the maximum discharge amount
- the discharge amount Q4 from the farthest discharge hole A5 is the minimum It should be the discharge amount.
- the variation in discharge amount is defined as a ratio R (%) of the difference between the maximum discharge amount Q1 and the minimum discharge amount Q4 with respect to the maximum discharge amount Q1 as in the following equation, and is referred to as "discharge amount difference R".
- R (%) ((Q1-Q4) / Q1) ⁇ 100
- the discharge amount difference R is, for example, 5% or less.
- discharge amounts Q1, Q1, Q2, Q3, and Q4 from each of the five discharge holes are calculated using Expression [1], Expression [2], and Expression [3].
- Formula [1] is a relational expression of the pressure and discharge amount in each discharge hole.
- Formula [2] is a relational expression of the pressure between the adjacent discharge holes ("Hydrology" (second edition) by Uematsu Tokio, P. 52).
- Expression [3] is an expression that represents v in expression [2].
- Each parameter in Formula [1], Formula [2], and Formula [3] represents the following physical quantities. Parentheses indicate units.
- Qk ' Partial sum of discharge amount of discharge holes (m 3 / sec) ⁇ : Discharge hole flow coefficient do: inner diameter of discharge hole (m)
- g Gravity acceleration (m / sec 2 ) ⁇ : Unit volume weight of cement milk (kN / m 3 )
- L Distance between two adjacent discharge holes (m) :: Dynamic viscosity of cement milk (m 2 / sec)
- d Inner diameter of collecting device (m)
- v Average flow velocity in the collector (m / sec)
- h Friction loss head (m)
- the flow rate coefficient ⁇ of the discharge hole is a coefficient which changes depending on the shape of the discharge hole and the like,
- the discharge amounts Q1, Q1, Q2, Q3, and Q4 of the five discharge holes A1, A2, A3, A4, and A5 are calculated by the following procedures (i) to (vi).
- (I) First, assuming that the discharge amount Q4 of the discharge hole A5 is a variable, the pressure P4 is obtained from the equation [1] (k 4). Thus, P4 is expressed as a function of Q4.
- the pressure P3 of the discharge hole A4 is determined using P4 determined in (i) and the equations [2] and [3]. At this time, Pk-1-Pk of Formula [2] is P3-P4, and Qk 'of Formula [3] is Q4. Thus, P3 is expressed as a function of Q4.
- Pk-1-Pk of Formula [2] is P1-P2, and Qk 'of Formula [3] is Q2 + Q3 + Q4.
- P1 is expressed as a function of Q4.
- Q1 is determined by equation [1].
- Q1 is expressed by the function of Q4.
- the total discharge amount Q is equal to the injection amount Qi from the injection hole I1, and the value of the injection amount Qi is calculated from the following equation [4].
- the results of the above (ii) to (iv) are substituted into Q1, Q2 and Q3, and the value of Q4 is determined by convergence calculation.
- the values of Q1, Q2 and Q3 are calculated from the value of Q4 obtained in (v) and the results of (ii) to (iv) above.
- the injection amount Qi usually corresponds to the maximum discharge flow rate of one high-pressure fluid delivery device
- the injection amount Qi (m 3 / sec) in (v) is usually obtained by the following equation [4] .
- the theoretical maximum discharge amount Qo of the equation [4] is determined by the specification of the high-pressure fluid delivery device used.
- the injection amount Qi varies with the unit volume weight ⁇ of cement milk used.
- the high-pressure fluid delivery device is, for example, a water jet cutter capable of pumping water or cement milk (eg, CJ-340 ERS manufactured by Harumi Kogyo Co., Ltd., theoretical maximum discharge rate of 900 liters / min).
- the right side of the equation [4] is further multiplied by the number.
- Each parameter of Formula [4] represents the following physical quantity.
- Qi Injection amount (m 3 ) ⁇ w : Unit volume weight of water (kN / m 3 ) ⁇ : Unit volume weight of cement milk (kN / m 3 )
- Qo Theoretical maximum discharge rate (m 3 / min)
- Table 1 shows the above (i) for each of the cases 1 to 7 in which the numerical values of the inner diameter d of the collecting device, the inner diameter do of the discharge hole, the flow coefficient ⁇ of the discharge hole and the discharge hole distance L are appropriately changed. It is the table
- the unit volume weight ⁇ and the dynamic viscosity coefficient ⁇ of cement milk were calculated assuming that W / C was 65%.
- the change in unit volume weight ⁇ of cement milk affects the discharge amount of each discharge hole according to equation [1] but does not affect the discharge amount difference R.
- Table 1 shows the ratios of the other discharge amounts Q2, Q3 and Q4 to the maximum discharge amount Q1 (the lower three stages of the table). As shown in Table 1, in Cases 1 to 5, the discharge amount difference R from the five discharge holes A1 to A5 is 5%. By the same calculation, in Case 6, the discharge amount difference R is 0.5%, and in Case 7, the discharge amount difference R is 15%.
- ( ⁇ ⁇ do / d) 4 / (Q / ⁇ L) is calculated for cases 1 to 5 respectively, a constant value of 9 ⁇ 10 ⁇ 5 is obtained (the fourth step from the bottom of Table 1).
- ( ⁇ x ⁇ do / d) 4 / (Q / LL) is a dimensionless quantity, which is referred to as the “shape parameter G” of the collecting device.
- the shape parameter G is 8.0 ⁇ 10 ⁇ 6 in case 6 and the shape parameter G is 3.0 ⁇ 10 ⁇ 4 in case 7.
- FIG. 5 is a graph created based on the simulation of Table 1.
- the horizontal axis is ⁇ x do / d
- the vertical axis is Q / ⁇ L.
- Each value of cases 1 to 5 is plotted on one quartic curve.
- the relationship between ⁇ ⁇ do / d and Q / ⁇ L is the collecting apparatus (eg, case 6 in Table 1) located in the region above the quartic curve in FIG.
- the discharge amount difference R can be 5% or less.
- the discharge amount difference R exceeds 5%. It will be.
- the formula [5] is set according to the value of the discharge amount difference R.
- the value of the constant on the right side of] that is, the shape parameter G is determined.
- the value of the shape parameter G can also be derived by experiment.
- the parameters d, do, ⁇ , L for the collecting device, the parameter ⁇ for cement milk and the parameter Q for the high pressure fluid delivery device can be freely combined.
- the inner diameter d is 120 mm
- the inner diameter do of the discharge hole is 45 mm
- the flow coefficient ⁇ of the discharge hole is 1
- the discharge hole interval L is 200 mm
- the dynamic viscosity coefficient 3.3 is 3.3 ⁇ 10 ⁇ 4 m 2 / sec
- the total discharge amount Q is 1.4 ⁇ 10 -2 m 3 / sec .
- the axial length of the collecting device may be, for example, 1000 mm
- the inner diameter of the injection hole may be, for example, 45 mm, but is not limited thereto.
- the high pressure fluid is injected only from the injection hole I1 located at the end of the collecting device.
- the discharge amount difference R is considered to be naturally smaller than that when injected from the injection hole I1 located at the end.
- the injection hole I3 at the opposite end has the same conditions as the injection hole I1. Therefore, even if the high pressure fluid is injected in any combination of one or more of the injection holes I1, I2 and I3, the appropriate condition for setting the discharge amount difference R within 5% is covered by the equation [5] It will be
- n discharge holes ⁇ Suitable conditions for collecting device: In the case of n discharge holes> Next, the appropriate conditions of the collecting apparatus when the number of discharge holes is expanded to other than five will be described. In the example of FIG. 4, assuming the case where n discharge holes A1 to An are arranged, it is assumed that the worst condition that cement milk of the injection amount Qi is injected from only the injection hole I1 similarly to the example of FIG. did.
- the number n of discharge holes is set to 3 to 10, and the inner diameter d of the collecting apparatus, the inner diameter do of the discharge holes, the flow coefficient ⁇ of the discharge holes, and the discharge It is the table
- discharge amounts Q1 to Qn-1 discharge amounts of the discharge holes A1 and A2 are Q1 of the discharge holes A1 to An are calculated using the same procedure as (i) to (vi) described above. There is.
- the unit volume weight ⁇ and the dynamic viscosity coefficient ⁇ of cement milk were calculated assuming that W / C was 65%.
- Table 2 shows the ratio of the other discharge amounts Q2 to Qn-1 to the maximum discharge amount Q1 (the lower eight rows in the table).
- the variation of the discharge amount is defined as a ratio R (%) of the difference between the maximum discharge amount Q1 and the minimum discharge amount Qn-1 with respect to the maximum discharge amount Q1 as in the following equation, and “discharge amount difference R” It is called.
- R (%) ((Q1-Qn-1) / Q1) ⁇ 100
- the discharge amount difference R is 5%. According to the same calculation, in Case 9, the discharge amount difference R is 0.65%, and in Case 10, the discharge amount difference R is 32%.
- equation [6] a model equation in which the discharge amount difference R is equal to or less than a predetermined value was set as equation [6].
- the left side of equation [6] is the shape parameter G.
- one set of ⁇ , ⁇ , and ⁇ can be determined according to the value of the discharge amount difference R so that the right side of the equation [6] becomes a constant value.
- the discharge amount difference R is 5%, one set of ⁇ , ⁇ , ⁇ can be uniquely determined.
- the calculation results of the shape parameter G on the left side of are as described in Table 2.
- ⁇ and ⁇ were determined by convergence calculation so as to minimize the fluctuation of ⁇ , which is a value obtained by multiplying the shape parameter G by (n ⁇ ) ⁇ .
- ⁇ 0.0039. Therefore, the appropriate condition of the collecting apparatus in which the discharge amount difference R is 5% or less is expressed as Expression [7].
- FIG. 6 is a graph created based on the simulation of Table 2.
- the horizontal axis is the number n of discharge holes
- the vertical axis is the shape parameter G, that is, ( ⁇ ⁇ do / d) 4 / (Q // L).
- the numbers in cases 1 to 8 are plotted on one curve.
- the discharge amount difference R is 5% or less.
- the collective device for example, case 10 in Table 2 in which the value of the shape parameter G with respect to the number n of discharge holes is located in the area above the curve in FIG.
- the discharge amount difference R when the discharge amount difference R is set to a value other than 5%, depending on the value of the discharge amount difference R, ⁇ , ⁇ , ⁇ of the right side of the equation [6] Determine a set of values.
- the parameters n, d, do, ⁇ , L for the collecting device, the parameter ⁇ for cement milk and the parameter Q for the high pressure fluid delivery device can be freely combined.
- the number n of discharge holes is preferably in the range of 3 to 10.
- the design of the collecting device is performed in advance before construction.
- the specific design of the collective device for realizing the allowable discharge amount difference R is performed, for example, as in the following procedures I) to IV).
- I) By determining the high-pressure fluid delivery device used for construction, the injection amount Qi is determined from the equation [4], and at the same time, the total discharge amount Q used for the simulation is determined. Further, by determining W / C% (the smallest value is adopted as the worst condition) of cement milk used for construction, the unit volume weight ⁇ and the dynamic viscosity coefficient ⁇ ⁇ ⁇ used for the simulation are determined.
- the discharge amount difference R is 5% or less, for example, in the case 3 satisfying the equation [7] in Table 2, the number n of discharge holes is five, the inner diameter d is 150 mm, and the inner diameter do of the discharge holes is 70 mm, discharge hole flow coefficient ⁇ is 0.735, discharge hole distance L is 400 mm, dynamic viscosity coefficient ⁇ is 3.3 ⁇ 10 -4 m 2 / sec, total discharge amount Q is 3.7 ⁇ 10 -2 m It is 3 / sec.
- the shape parameter G at this time is 9.2 ⁇ 10 ⁇ 5 .
- the axial length of the collecting device may be, for example, 2000 mm, and the inner diameter of the injection hole may be, for example, 70 mm, but is not limited thereto.
- the total discharge amount of high-pressure fluid discharged from the plurality of discharge holes of the collective device fluctuates by being controlled according to each construction step, but the discharge amount difference of each discharge hole is This is equal to or less than the allowable discharge amount difference R used in the design of the device.
- a plurality of collective devices can be provided in one construction system. In this case, it is designed to satisfy the above-mentioned appropriate conditions for each collective device. As a result, at least in each collecting device, it is ensured that the high pressure fluid is delivered from the plurality of discharge holes with a uniform discharge amount.
- FIGS. 7 (a) to 7 (h) are diagrams schematically showing respective steps in the first embodiment of the construction method of a pile.
- FIG. 7A shows the preparation process.
- the pile to be driven is the steel pipe pile 1 here.
- the driving target ground comprises a support layer G1 located on the lower layer side and a predetermined ground G2 existing between the support layer interface D0 and the ground (in this example, the sea floor).
- a vibro hammer 2 is attached to the upper end of the steel pipe pile 1.
- a jet piping member composed of A removable high pressure hose 17 is connected to the upper end of each of the conduction pipes 9 via a coupler. Water or a flowable solidifying material can be pumped into the conduit 9 through the high pressure hose 17.
- Fig.8 (a) is a perspective view which shows roughly the structural example of the jet piping member in the front-end
- two sets of jet piping members are attached to the steel pipe pile 1.
- Water or flowable solidifying material is diverted by the collecting pipe 8 through the conducting pipe 9 and is jetted from the respective injection nozzles 7.
- the number of conducting pipes 9 and the number of branches of the collecting pipe 8, that is, the number of injection nozzles 7 are not limited to the illustrated example.
- FIG.7 (b) (c) has shown the casting process following a preparation process.
- the placing process is performed by the JV method using a water jet. That is, the steel pipe pile 1 is driven into the ground at the tip of the pile by applying vibration by the vibrator 2 while injecting water (indicated by symbol W) in the driving direction from the injection nozzle 7.
- the vibro hammer 2 has an exciter and a chuck device, and holds the upper end of the steel pipe pile 1 by the chuck device.
- the exciter generates an axial vibration of the steel pipe pile 1 by rotating an eccentric weight with an electric motor.
- the electric motor output of the exciter is, for example, 30 to 500 kW, and the vibration frequency is, for example, 10 to 60 Hz.
- a plurality of vibro hammers may be interlocked.
- the steel pipe pile 1 is driven until the tip thereof reaches a predetermined first design depth D11.
- the first design depth D11 can be set deeper than the support layer interface D0 by a predetermined distance (for example, about twice the diameter of the pile 1).
- FIG. 9 is a diagram schematically showing an example of a construction management method in the construction method of a pile.
- the construction management system is incorporated into the construction system.
- the construction management device 26 plays a central role and collects and controls data from each device such as a measuring device.
- the construction management device 26 can be implemented by a computer, preferably a personal computer, into which a predetermined program has been introduced.
- the construction management device 26 has a wired and / or wireless communication function. Since this example is sea-based construction, wireless communication is performed with the devices on the hoist 10. Communication with each device on land may be either wired or wireless.
- the construction management device 26 continuously receives water flow data from the flow meter 19 provided at the delivery port of the high pressure fluid delivery device 14. Further, the vertical height of the steel pipe pile 1 is measured by the prism 25 attached to the vibrator hammer 2 and the total station 24 for tracking the same. The construction management device 26 continuously receives the measured vertical height data from the total station 24.
- the construction management device 26 compares the flow rate data of water and the vertical height data of the steel pipe pile 1 with the pre-stored construction plan data to control the driving speed of the pile and the discharge amount of water. Generate This enables construction management in real time during driving. For example, measurement data and / or control information is transmitted from the construction management device 26 to the monitor 23 of the operation room of the crane 22.
- the construction management device 26 determines, based on the vertical height data of the steel pipe pile 1, a first design depth D ⁇ b> 11 which is a driving stop position of the steel pipe pile 1.
- a first design depth D ⁇ b> 11 which is a driving stop position of the steel pipe pile 1.
- the idling flow rate is the lowest flow rate that can be stably discharged due to the performance of the machine.
- the water jet may be stopped. Also, stop the water jet and stop the shot.
- the vibro hammer 2 may be stopped but may be kept operating for the next pulling process.
- the discharge amount of the jet during pile driving is as high as the maximum discharging capacity by driving the pile with vibration caused by a vibrator while injecting water without using a flowable solidifying material. It is possible to keep it. Therefore, the various problems that occur when injecting the flowable solidifying material during the driving of the pile do not occur.
- the pulling up process of FIG. 7 (d) (e) is performed.
- the pulling-up step may be performed using either the JV method or the vibratory hammer method alone.
- the steel pipe pile 1 is pulled up by a crane until the tip of the steel pipe pile 1 reaches the second design depth D12.
- the second design depth D12 is a depth planned as the upper end of the pile peripheral surface grout in the grout processing step described later, and is separately determined in design.
- vibration is given by a vibrator to jet the water jet to pull up the steel pipe pile 1.
- the main purpose of using the water jet in combination in the pulling process is the prevention of clogging of the injection nozzle as described above.
- the discharge amount of water for preventing clogging of the injection nozzle may be the minimum necessary, and should be smaller than that at the time of placement.
- a pulling up process can be performed using a vibro hammer single construction method.
- the construction management device 26 of FIG. 9 determines a second design depth D12, which is a pulling up stop position of the steel pipe pile 1, based on the data of the vertical height of the steel pipe pile 1. When the steel pipe pile 1 reaches the pulling stop position, the pulling is stopped.
- the third design depth D13 is in the support layer G1 and may be approximately the same position as the first design depth D11, a slightly deeper position, or a slightly shallower position.
- the third design depth D13 may be deeper than the support layer interface D0 by, for example, about one time the diameter of the pile 1.
- the grout process is a process to drive again into the ground where the pile was once driven, the ground is loosened and obstacles are eliminated, so that the pile may not be driven in the grout process. Absent.
- a necessary amount of flowable solidifying material is injected from the injection nozzle 7 at every tip depth of the steel pipe pile 1 for grouting.
- the re-driving speed of the steel pipe pile 1 can not be made faster than the driving capacity of the vibro hammer 2 at the time of pouring of the flowable solidified material. Therefore, even if the high-pressure fluid delivery device 14 shown in FIG. 2 is operated at an idling state by lowering the rotational speed, the fluid solidifying material is injected more than necessary, which may be uneconomical. In such a case, as shown in FIG. 2, if there are a plurality of high-pressure fluid delivery devices, it is preferable to stop part of them. By balancing the driving speed of the pile and the required injection amount of the flowable solidifying material, the high pressure fluid delivery device is stopped as needed to maintain the injection amount of the flowable solidifying material properly and achieve economicization. Is possible.
- the collecting device 16 shown in FIG. 3 is disposed between the one or more high pressure fluid delivery devices and the plurality of conduits. Therefore, even when all high pressure fluid delivery devices are operated in an idling state or some high pressure fluid delivery devices are stopped, the discharge amount equalizing function of the collecting device 16 enables each high pressure hose to have fluidity.
- the solidified material can be discharged uniformly. As a result, by uniformly injecting the flowable solidified material from each injection nozzle, a uniform pile circumferential surface grout free from breakage and deviation can be formed, and the required circumferential surface frictional force in the pile can be exhibited.
- the construction management device 26 shown in FIG. 9 continuously receives the data of the discharge amount of the flowable solidified material from the flow meter 19 provided at the delivery port of the high pressure fluid delivery device 14. Further, the vertical height of the steel pipe pile 1 is measured by the prism 25 attached to the vibro hammer 2 and the total station 24, and the construction management device 26 continuously receives the data from the total station 24.
- the construction management device 26 combines the data of the discharge amount of the flowable solidified material and the vertical height of the steel pipe pile 1 together and compares the pre-stored data of the construction plan with the driving speed of the pile and flowability of the solidified material. Generate control information to adjust the discharge amount. Thereby, construction management of the grout processing of a pile peripheral surface can be performed in real time.
- the construction management device 26 determines a third design depth D13 which is a driving stop position of the steel pipe pile 1 based on the data of the vertical height of the steel pipe pile 1.
- a third design depth D13 which is a driving stop position of the steel pipe pile 1 based on the data of the vertical height of the steel pipe pile 1.
- the construction management of the pile surface grout processing is performed for the purpose of matching the amount of flowable solidified material injection for each depth of the tip of the steel pipe pile 1 within the construction plan and the allowable tolerance. Specifically, this is performed by adjusting the re-casting speed of the steel pipe pile 1 and the discharge amount of the flowable solidified material.
- the flowable solidifying material injection amount in the construction plan is calculated based on FIG.
- FIG. 10 is a schematic view for calculating the design injection amount of the flowable solidifying material, wherein (a) is a longitudinal cross-sectional view of the pile and the periphery thereof, and (b) is a cross-sectional view.
- the diameter p of the steel pipe pile is, for example, 600 mm to 1,500 mm
- the injection width q is, for example, 150 mm to 300 mm, but not limited to this range.
- Non-Patent Document 1 the injection width q and 300 mm, and a cement content in the grout formed in the soil by the injection of cement milk is reported that it is assumed that in the grout 1 m 3 300 kg.
- the water-cement ratio of the cement milk of nonpatent literature 1 is 100%.
- This turbid water treatment facility is not essential. For example, if the water level in the pipe is sufficiently lower than the ceiling end of the steel pipe pile 1 because the ceiling end of the steel pipe pile 1 is at a position sufficiently higher than the sea surface etc. It is also possible to achieve economicization.
- the construction is completed with the jet piping member attached and not attached to the pile, so a special structure is not necessary for attaching the jet piping member, particularly the jet nozzle, as compared to the case of recovering the jet piping device. Therefore, the cost can be reduced. According to this embodiment, it is possible to economically and reliably increase the bearing capacity of the pile driven in by the JV method.
- FIGS. 11 (a) to 11 (g) are diagrams schematically showing respective steps in a second embodiment of a pile construction method.
- the description of the same configuration as that of the first embodiment may be omitted.
- the configuration of the jet piping member is different from that of the first embodiment.
- four conducting pipes 9 are arranged at every 90 ° in the circumferential direction of the steel pipe pile 1, and one injection nozzle 7 is attached to the tip of each conducting pipe 9.
- spray nozzle 7 is being fixed to the outer periphery of the steel pipe pile 1 via the fixing means which can be cut
- the injection nozzle 7 and the conduction pipe 9 can be pulled up by applying an upward tensile force to the conduction pipe 9.
- the jet piping member of the form similar to 1st Embodiment can also be employ
- a structure which can be cut by application of a predetermined tensile force is inserted into the boundary portion between the conduit pipe 9 and the collecting pipe 8 in the jet piping member of the first embodiment shown in FIG.
- FIGS. 11 (b) and 11 (c) schematically show the placement process following the preparation process. It is preferable that the placing process in FIG. 11B is performed by a JV method using a water jet. That is, while injecting water (indicated by reference numeral W) from the injection nozzle 7 to the pile tip ground, vibration is applied by the vibrator hammer 2 to drive the steel pipe pile 1. As in the first embodiment, it is preferable to use water in the initial implantation, but the use of a flowable solidifying material such as cement milk is not excluded.
- the steel pipe pile 1 is driven until the tip thereof reaches a predetermined first design depth D21.
- the first design depth D21 is a position deeper than the support layer interface D0 by a predetermined distance (for example, about twice the diameter of the pile 1).
- the flow rate of the water jet is reduced to the idling flow rate, and the driving is completed.
- the vibro hammer 2 may be stopped but may be kept operating for the next pulling process.
- the pulling up process of FIG. 11 (d) is performed.
- a fluid solidifying material such as cement milk.
- the water-cement ratio is set as required, for example, in the range of 50 to 150%.
- vibration by vibro hammer 2 is given, and the steel pipe pile 1 is pulled up with a crane until the tip of steel pipe pile 1 reaches 2nd design depth D22.
- the second design depth D22 is the depth planned as the upper end of the rooting grout.
- the second design depth D22 is, for example, a position shallower than the support layer interface D0 by a predetermined distance (for example, about one time the diameter of the pile 1).
- the rooting process of FIG. 11 (e) is performed. Vibration is applied by the vibrator 2 while injecting the flowable solidified material from the tip of the injection nozzle 7, and the steel pipe pile 1 is driven until the tip of the steel pipe pile 1 reaches the third design depth D23.
- the third design depth D23 is in the support layer, and is approximately the same position as the first design depth D21, a position slightly deeper than that, or a position slightly shallower than that.
- the third design depth D23 can be positioned deeper than the support layer interface D0 by, for example, about one time the diameter of the pile 1.
- the rooting step of FIG. 11 (e) may be performed only once or may be repeated.
- the steel pipe pile 1 is pulled up to the second design depth D22 again with the injection of the flowable solidified material and the vibration of the vibrator, and then driven to the third design depth D23.
- Rooting grout is formed by solidification of the flowable solidifying material.
- a uniform rooting grout free of defects and deviations is formed, and the required tip support force in the pile is obtained. Can be demonstrated.
- the tip of the steel pipe pile 1 is driven to the third design depth D23. Stop the vibro hammer at this position.
- the rooting grout can be formed reliably by injecting the flowable solidifying material at this position only for a predetermined time. After the rooting process is finished, remove the vibro hammer.
- the injection nozzle drawing process shown in FIGS. 11 (f) and 11 (g) is performed.
- the injection nozzle 7 is separated from the steel pipe pile 1 together with the conduction pipe 9 by applying a predetermined tensile force to the conduction pipe 9.
- the injection nozzle 7 is pulled out at a predetermined speed.
- the flowable solidified material is ejected from the injection nozzle 7 while being withdrawn.
- the water-cement ratio and the flow rate of the cement milk of the flowable solidifying material in the drawing process may be set to values different from those in the above-described rooting process.
- the fourth design depth D24 is an upper end of the pile circumferential surface grout, which is a depth separately determined in design.
- the circumferential grout is formed by the solidification of the flowable solidifying material. Also in this case, by uniformly injecting the flowable solidified material around the steel pipe pile 1 by the collecting apparatus of the present invention, a uniform circumferential surface grout free from breakage and deviation is formed, and the required circumferential surface friction in the pile is obtained. It can exert its power.
- FIGS. 12 (a) to 12 (e) are diagrams schematically showing respective steps in a third embodiment of the construction method of piles.
- the description of the same configuration as that of the first embodiment may be omitted.
- the grout process is performed simultaneously in at least a part of the placing process.
- the initial stage of the placing process is performed by the JV method using a water jet. That is, the steel pipe pile 1 is driven into the pile tip ground by applying vibration by the vibrator 2 while injecting water (indicated by symbol W) in the driving direction from the injection nozzle 7.
- This embodiment is possible when the driving ground is relatively soft and the driving of the pile is relatively easy, such as when the obstacle is not buried.
- the driving is temporarily stopped, and the water is switched to a fluid solidifying material such as cement milk (indicated by symbol C).
- a fluid solidifying material such as cement milk
- the water-cement ratio is set as required, for example, in the range of 50 to 150%.
- the steel pipe pile 1 is driven until the tip thereof reaches a predetermined second design depth D32.
- the second design depth D32 is a position deeper than the support layer interface D0 by a predetermined distance (for example, about twice the diameter of the pile 1).
- the circumferential grout is formed by the solidification of the flowable solidifying material. Also in this case, by uniformly injecting the flowable solidified material around the steel pipe pile 1 by the collecting apparatus of the present invention, a uniform circumferential surface grout free from breakage and deviation is formed, and the required circumferential surface friction in the pile is obtained. It can exert its power.
- the flowable solidifying material is injected from the beginning of the placing step of FIG. 12 (b) and vibration is given by the vibro hammer 2 to simultaneously place the placing step and the grout treatment step. It can also be done. This is possible especially when the ground near the ground surface is a fragile soil layer such as sandy soil or cohesive soil.
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Abstract
Description
・ 本発明の態様は、杭に複数のジェット配管部材及びバイブロハンマを取り付ける準備工程と、
地盤中にて前記ジェット配管部材の先端から高圧流体を噴射しつつ前記バイブロハンマによる振動を与えて前記杭を下降又は上昇させる部分工程を少なくとも含む施工工程とを備えた杭の施工方法であって、
前記準備工程において、1又は複数の高圧流体送出装置と、円筒状の内部空間を有する集合装置とを配置し、1又は複数の前記高圧流体送出装置と前記集合装置における1又は複数の注入孔とをそれぞれ接続すると共に、前記集合装置における複数の吐出孔と複数の前記ジェット配管部材とをそれぞれ接続し、
前記施工工程において、前記集合装置の内部空間を高圧流体で充填した状態を維持しつつ、1つ以上の前記注入孔から高圧流体を注入すると共に複数の前記吐出孔の各々からそれぞれ高圧流体を吐出させ、かつ、
複数の前記吐出孔の各々から吐出される複数の高圧流体の各吐出量について、最大吐出量と最小吐出量との差が最大吐出量の5%以下であることを特徴とする。
・ 上記態様の杭の施工方法における前記集合装置において、複数の前記吐出孔の数n、前記内部空間の直径d、前記吐出孔の直径do、前記吐出孔の流量係数Λ、隣り合う2つの前記吐出孔の間隔L、前記高圧流体の動粘性係数ν及び前記各吐出量の総和Qの関係が次式を充たすことが、好適である。
・ 上記態様の杭の施工方法において、高圧流体が水又は流動性固化材であり、前記施工工程が、
水を噴射しつつ前記バイブロハンマによる振動を与えて前記杭を、支持層界面より下の第1の深度まで打ち込む工程と、
少なくとも前記バイブロハンマによる振動を与えて前記杭を、設定された杭周面グラウト上端に対応する深度まで引き上げる工程と、
流動性固化材を噴射しつつ前記杭を、前記支持層界面より下の第2の深度まで再度打ち込む工程とを含むことが、好適である。
・ 上記態様の杭の施工方法において、高圧流体が水又は流動性固化材であり、前記施工工程が、
水を噴射しつつ前記バイブロハンマによる振動を与えて前記杭を、支持層界面より下の第1の深度まで打ち込む工程と、
流動性固化材を噴射しつつ前記バイブロハンマによる振動を与えて前記杭を、設定された根固め上端に対応する深度まで引き上げる工程と、
流動性固化材を噴射しつつ前記杭を、前記支持層界面より下の第2の深度まで再度打ち込む工程と、
流動性固化材を噴射しつつ前記ジェット配管部材を引き抜く工程とを含むことが、好適である。
・ 上記態様の杭の施工方法において、高圧流体が水又は流動性固化材であり、前記施工工程が、
流動性固化材を噴射しつつ前記バイブロハンマによる振動を与えて前記杭を、支持層界面より下の深度まで打ち込む工程を含むことが、好適である。
・ 上記態様の杭の施工方法において、前記集合装置の前記内部空間に配置された整流板により高圧流体を蛇行させることが、好適である。
・ 上記態様の杭の施工方法において、前記集合装置の前記内部空間に配置された攪拌機により高圧流体を撹拌し、又は、前記内部空間に配置された振動機により高圧流体に振動を与えることが、好適である。
・ 上記態様の杭の施工方法において、施工管理装置が、
前記バイブロハンマに取り付けたプリズムを追尾するトータルステーションから連続的に送信される杭の鉛直高さデータ、及び、1又は複数の前記高圧流体送出装置の送出口にそれぞれ取り付けた流量計から連続的にそれぞれ送信される高圧流体の流量データを取得し、
取得した前記杭の鉛直高さデータ及び前記高圧流体の流量データについて予め設定された施工計画データと比較することにより、前記施工工程に含まれる各部分工程における杭の移動速度、水と流動性固化材の切替、又は、高圧流体の吐出量をリアルタイムで調整することが、好適である。
・ 上記態様の杭の施工方法において、前記ジェット配管部材が、
前記集合装置に接続される導通管と、
一端が前記導通管と接続されかつ他端が複数に分岐している集約管と、
前記集約管の分岐した他端の各々と接続される複数の噴射ノズルと、を有することが、好適である。
・ 本発明の別の態様は、複数のジェット配管部材を取り付けた杭を、前記ジェット配管部材の先端から高圧流体を噴射しつつ打ち込む工程を少なくとも含む杭の施工方法において用いる集合装置であって、
円筒状の内部空間と、1又は複数の高圧流体送出装置とそれぞれ接続される1又は複数の注入孔と、複数の前記ジェット配管部材とそれぞれ接続される複数の吐出孔とを有し、
前記杭の施工中、前記内部空間が高圧流体で充填された状態に維持されつつ、1つ以上の前記注入孔から高圧流体が注入されかつ複数の前記吐出孔の各々から高圧流体が吐出され、かつ、
複数の前記吐出孔の各々から吐出される複数の高圧流体の各吐出量について、最大吐出量と最小吐出量との差が最大吐出量の5%以下であることを特徴とする。
・ 上記態様の集合装置において、
複数の前記吐出孔の数n、前記内部空間の直径d、前記吐出孔の直径do、前記吐出孔の流量係数Λ、隣り合う2つの前記吐出孔の間隔L、前記高圧流体の動粘性係数ν及び前記各吐出量の総和Qの関係が次式を充たすことが、好適である。
・ 本発明のさらに別の態様は、複数のジェット配管部材を取り付けた杭を、前記ジェット配管部材の先端から高圧流体を噴射しつつ打ち込む工程を少なくとも含む杭の施工方法において用いられ、円筒状の内部空間と、1又は複数の高圧流体送出装置とそれぞれ接続される1又は複数の注入孔と、複数の前記ジェット配管部材とそれぞれ接続される複数の吐出孔とを有し、前記杭の施工中、前記内部空間が高圧流体で充填された状態に維持されつつ、1つ以上の前記注入孔から高圧流体が注入されかつ複数の前記吐出孔の各々から高圧流体が吐出される集合装置の設計方法であって、
予め、複数の前記吐出孔の数n、前記内部空間の直径d、前記吐出孔の直径do、前記吐出孔の流量係数Λ、隣り合う2つの前記吐出孔の間隔L及び前記高圧流体の動粘性係数νのパラメータのうち1又は複数をそれぞれ変化させた場合に、各場合について、各吐出量の総和をQとして、複数の前記吐出孔の各々から吐出される複数の高圧流体の各吐出量をそれぞれ算出し、
複数の前記吐出孔の各々から吐出される複数の高圧流体の各吐出量について、最大吐出量と最小吐出量との差が最大吐出量の所定の割合以下となるように、次式のα、β及びδを設定し、
複数の前記吐出孔の数n、前記内部空間の直径d、前記吐出孔の直径do、前記吐出孔の流量係数Λ、隣り合う2つの前記吐出孔の間隔L、前記高圧流体の動粘性係数ν及び前記各吐出量の総和Qの関係が次式を充たすように設計することを特徴とする。
(1)施工システムの構成
ここでは、鋼管杭を海底の地盤に鉛直方向に打ち込むための海上での施工を例として本発明による杭の施工方法を説明する。しかしながら、本発明は、陸上での施工にも適用可能である。また、杭は、鋼管杭以外の杭でもよく、例えば鋼管矢板、鋼矢板等である。さらに、打ち込み方向は傾斜していてもよい。
<集合装置の基本構成>
図3及び図4を参照して図1及び図2に示した集合装置16について説明する。図3(a)は、図2に示した集合装置16の一例の概略的な平面図、(b)は(a)の縦断面図、(c)は横断面図である。
図4を参照して、集合装置の各吐出孔における吐出量の均等化を実現するための集合装置の適正条件について説明する。具体的には、集合装置の各吐出孔からそれぞれ吐出される高圧流体の吐出量の差が、所定の範囲内に収まるために集合装置に求められる条件を導出する。
R(%)=((Q1-Q4)/Q1)×100
Qk:吐出孔の吐出量(m3/sec)(k=1,2,3,4)
Qk’:吐出孔の吐出量の部分和(m3/sec)
Λ:吐出孔の流量係数
do:吐出孔の内径(m)
Pk:吐出孔における圧力(kN/m2)(k=1,2,3,4)
g:重力加速度(m/sec2)
γ:セメントミルクの単位体積重量(kN/m3)
L:隣り合う2つの吐出孔間隔(m)
ν:セメントミルクの動粘性係数(m2/sec)
d:集合装置の内径(m)
v:集合装置内の平均流速(m/sec)
h:摩擦損失水頭(m)
吐出孔の流量係数Λは、吐出孔の形状等により変わる係数であり、一般に実験的に求められる0.5~2程度の無次元数である。
(i)先ず、吐出孔A5の吐出量Q4を変数と想定し、式[1](k=4とする)から圧力P4を求める。これによりP4がQ4の関数で表される。
(ii)次に、(i)で求めたP4並びに式[2]及び式[3]を用いて、吐出孔A4の圧力P3を求める。このとき式[2]のPk-1-PkはP3-P4とし、式[3]のQk’はQ4とする。これによりP3がQ4の関数で表される。P3が求められれば、式[1]によりQ3が求められる。これによりQ3がQ4の関数で表される。
(iii)次に、(ii)で求めたP3並びに式[2]及び式[3]を用いて、吐出孔A3の圧力P2を求める。このとき式[2]のPk-1-PkはP2-P3とし、式[3]のQk’はQ3+Q4とする。これによりP2がQ4の関数で表される。P2が求められれば、式[1]によりQ2が求められる。これによりQ2がQ4の関数で表される。
(iv)次に、(iii)で求めたP2並びに式[2]及び式[3]を用いて、吐出孔A2の圧力P1を求める。このとき式[2]のPk-1-PkはP1-P2とし、式[3]のQk’はQ2+Q3+Q4とする。これによりP1がQ4の関数で表される。P1が求められれば、式[1]によりQ1が求められる。これによりQ1がQ4の関数で表される。
(v)各吐出孔A1~A5からの吐出量の総和Qは、Q=2Q1+Q2+Q3+Q4と表される。総吐出量Qは、注入孔I1からの注入量Qiと等しく、注入量Qiの値は、以下の式[4]から算出される。Q1、Q2及びQ3に上記(ii)~(iv)の結果を代入し、収束計算によりQ4の値を求める。
(vi)最後に、(v)で求めたQ4の値及び上記(ii)~(iv)の結果からQ1、Q2、Q3の値が算出される。
Qi:注入量(m3)
γw:水の単位体積重量(kN/m3)
γ:セメントミルクの単位体積重量(kN/m3)
Qo:理論最大吐出量(m3/min)
次に、吐出孔の数を5個以外に拡張した場合の集合装置の適正条件について説明する。図4の例において、n個の吐出孔A1~Anが配置されている場合を想定し、図4の例と同様に注入孔I1のみから注入量Qiのセメントミルクが注入される最悪条件を想定した。
R(%)=((Q1-Qn-1)/Q1)×100
I)施工に使用する高圧流体送出装置を決定することにより、式[4]より注入量Qiが決定され、同時にシミュレーションに用いる総吐出量Qが決まる。また、施工に使用するセメントミルクのW/C%(最悪条件として最も小さい値を採用)を決定することにより、シミュレーションに用いる単位体積重量γ及び動粘性係数νが決まる。
II)シミュレーションのために、集合装置の吐出孔の数n、内径d、吐出孔の内径do、吐出孔の流量係数Λ及び吐出孔間隔Lの各パラメータを適宜の値とする複数の組合せと、上記I)の総吐出量Q、単位体積重量γ及び動粘性係数νの値とを用い、上述した(i)~(vi)と同様の手順を実行することにより、各吐出孔の吐出量それぞれ求める。
III)得られた各吐出孔の吐出量に基づいて、パラメータの複数の組合せの各々について吐出量差Rを算出する。それらの結果から、許容可能な吐出量差Rに一致する複数の組合せを抽出する。
IV)抽出された複数の組合せの各々について形状パラメータGを算出する。式[6]を用いて、等号の場合のδであるG×(n-α)βの変動が最小となるようなα、βの組合せを求める。得られたα、βを基に改めてδを求める。これにより例えば、許容可能な吐出量差Rが5%の場合は、適正条件の式[7]が得られる。
V)上記IV)で得られた、例えば式[7]を充足する範囲内で、実際に使用する集合装置の吐出孔の数n、内径d、吐出孔の内径do、吐出孔の流量係数Λ及び吐出孔間隔Lを設定する。なお、吐出孔の流量係数Λは吐出孔の形状等により決まる物理定数であるため、実験又は既往の研究成果より求めることができる。
上述した集合装置を含む施工システムを用いた本発明による杭の施工方法の各実施形態を以下に説明する。
図7(a)~(h)は、杭の施工方法の第1の実施形態における各工程を概略的に示す図である。
図7(a)は準備工程を示す。打設対象の杭は、ここでは鋼管杭1である。打ち込み対象地盤は、下層側に位置する支持層G1と、支持層界面D0から地表(本例では海底)までの間に存在する所定の地盤G2とからなる。鋼管杭1の上端にはバイブロハンマ2が取り付けられる。鋼管杭1の周囲には、一例として、複数の導通管9と、各導通管9の下端に接続される集約管8と、集約管8の分岐した先端にそれぞれ接続される複数の噴射ノズル7とから構成されるジェット配管部材が取り付けられる。各導通管9の上端には、着脱可能な高圧ホース17がカプラーを介してそれぞれ接続されている。高圧ホース17を通して、導通管9に水又は流動性固化材を圧送可能である。
図7(b)(c)は、準備工程に続く打設工程を示している。図7(b)に示すように、打設工程はウォータージェットを用いたJV工法により行う。すなわち、噴射ノズル7から打ち込み方向に水(符号Wで示す)を噴射しながらバイブロハンマ2による振動を与えることにより、鋼管杭1を杭先端の地盤に対して打ち込む。
続いて、図7(d)(e)の引上工程を行う。引上工程は、JV工法又はバイブロハンマ単独工法のいずれを用いて行ってもよい。鋼管杭1の先端が第2の設計深度D12に到達するまで、クレーンにより鋼管杭1を引き上げる。第2の設計深度D12は、後述するグラウト処理工程における杭周面グラウトの上端として予定されている深度であり、設計上別途定められている。
続いて、図7(f)(g)のグラウト処理工程を行う。鋼管杭1が、引上工程の引き上げ停止位置に到達したならば、水を流動性固化材(符号Cで示す)に切り替える。ここでは流動性固化材としてセメントミルクを用いる。セメントミルクの水セメント比は、例えば50~150%の範囲で必要に応じて設定される。そして、流動性固化材を噴射ノズル7の先端から噴射しながらバイブロハンマ2による振動を与えて、鋼管杭1を打止め深度である第3の設計深度D13まで打ち込む。流動性固化材が固化することにより杭周面グラウトが形成される。第3の設計深度D13は、支持層G1内にあり、第1の設計深度D11とほぼ同じ位置、それより若干深い位置、又はそれより若干浅い位置でもよい。例えば、第3の設計深度D13は、支持層界面D0よりも、例えば杭1の直径の1倍程度だけ深い位置とすることができる。
杭周面グラウト処理が完了し流動性固化材の注入を終えた後、図7(h)に示すように、導通管9のカプラーに接続されていた高圧ホース17を取り外し、解放された接合端を、例えば濁水処理施設への注入管に接続する。続いて、高圧洗浄機により、図2のミキシングプラント12に注水して洗浄し、ポンプを介して洗浄水を高圧流体送出装置14に送水し、さらに高圧流体送出装置14から高圧ホース15に送水して集合装置16と高圧ホース17を通し、最後に高圧ホース17から注入管を介し濁水処理施設に注水する。これにより、流動性固化材の圧送系統の洗浄を行う。さらに、濁水処理施設に滞留したスラッジを廃棄して全工程を終了する。
図11(a)~(g)は、杭の施工方法の第2の実施形態における各工程を概略的に示す図である。以下の第2の実施形態の説明において、第1の実施形態と同じ構成については説明を省略する場合がある。
図11(a)に示す準備工程は、基本的に上述した第1の実施形態において図10(a)で説明した通りである。
図11(b)(c)は、準備工程に続く打設工程を概略的に示している。図11(b)の打設工程は、ウォータージェットを用いたJV工法により行うことが、好適である。すなわち、杭先端地盤に対し噴射ノズル7から水(符号Wで示す)を噴射しながらバイブロハンマ2による振動を与えて鋼管杭1を打ち込む。第1の実施形態と同様に、初期打ち込みにおいては水を用いることが好適であるが、セメントミルク等の流動性固化材を用いることを排除しない。
続いて、図11(d)の引上工程を行う。先ず、図11(c)の初期打ち込みの完了後に、水をセメントミルク等の流動性固化材(符号Cで示す)に切り替える。セメントミルクの場合、水セメント比は、例えば50~150%の範囲で必要に応じて設定される。そして、流動性固化材を噴射ノズル7の先端から噴射しながらバイブロハンマ2による振動を与えて、鋼管杭1の先端が第2の設計深度D22に到達するまで、クレーンにより鋼管杭1を引き上げる。第2の設計深度D22は、根固めグラウトの上端として予定されている深度である。第2の設計深度D22は、例えば、支持層界面D0より所定の距離(例えば杭1の直径の1倍程度)だけ浅い位置である。
続いて、図11(e)の根固め処理を行う。流動性固化材を噴砂ノズル7の先端から噴射しながらバイブロハンマ2による振動を与えて、鋼管杭1の先端が第3の設計深度D23に到達するまで鋼管杭1を打ち込む。第3の設計深度D23は、支持層内にあり、第1の設計深度D21とほぼ同じ位置、それより若干深い位置、又はそれより若干浅い位置である。例えば、第3の設計深度D23は、支持層界面D0より、例えば杭1の直径の1倍程度だけ深い位置とすることができる。
次に、図11(f)(g)に示す噴射ノズル引抜工程を行う。先ず、導通管9に所定の引張力を印加することにより、導通管9と共に噴射ノズル7を鋼管杭1から離脱させる。その後、導通管9の上端をクレーンで吊り上げつつ、噴射ノズル7を所定の速度で引き抜く。このとき、噴射ノズル7から流動性固化材を噴射させつつ引き抜く。
第2の実施形態の後処理工程では、第1の実施形態で述べた後処理工程に加え、回収された導通管9及び噴射ノズル7の洗浄を行う。
図12(a)~(e)は、杭の施工方法の第3の実施形態における各工程を概略的に示す図である。以下の第3の実施形態の説明において、第1の実施形態と同じ構成については説明を省略する場合がある。
図12(a)に示す準備工程は、基本的に上述した第1の実施形態において図1(a)で説明した通りである。
図12(b)(c)(d)に示すように、第3の実施形態では、打設工程の少なくとも一部においてグラウト処理工程を同時に行う。図示の例では、打設工程の初期段階は、ウォータージェットを用いたJV工法により行う。すなわち、噴射ノズル7から打ち込み方向に水(符号Wで示す)を噴射しながらバイブロハンマ2による振動を与えることにより、鋼管杭1を杭先端地盤に打ち込む。この実施形態は、打ち込み地盤が比較的軟弱かつ障害物が埋没していない等、杭の打ち込みが比較的容易な場合に可能である。
打設工程及びグラウト処理工程が完了し流動性固化材の注入を終えた後、図12(e)に示すように、導通管9のカプラーに嵌合していた高圧ホース17を取り外し、上述した第1の実施形態と同様の後処理工程を行う。
本発明の杭の施工方法は、共通する態様として、杭に複数のジェット配管部材及びバイブロハンマを取り付けると共に、集合装置を含む施工システムの配管を接続する準備工程と、地盤中にてジェット配管部材の先端から高圧流体を噴射しつつバイブロハンマによる振動を与えて杭を下降又は上昇させる部分工程を少なくとも含む施工工程とを備えている。本発明は、上述した各実施形態の構成に限定されるものではなく、本発明の主旨を逸脱しない範囲で本発明を適宜、変更可能である。
2 バイブロハンマ
7 噴射ノズル
8 集約管
8a 頭部
8b 分岐部
9 導通管
10 起重機船
11 セメントサイロ
12 ミキシングプラント
13 水タンク
14 高圧流体送出装置
15 高圧ホース
16 集合装置
16a 筐体
16b 注入孔
16c 吐出孔
16d 振動機
16e 整流板
16f 撹拌機
17 高圧ホース
18A、18B 切替装置
19 流量計
20 発動発電機
21 操作ユニット
22 クレーン
23 モニター
24 トータルステーション
25 プリズム
26 施工管理装置
Claims (12)
- 杭に複数のジェット配管部材及びバイブロハンマを取り付ける準備工程と、
地盤中にて前記ジェット配管部材の先端から高圧流体を噴射しつつ前記バイブロハンマによる振動を与えて前記杭を下降又は上昇させる部分工程を少なくとも含む施工工程とを備えた杭の施工方法であって、
前記準備工程において、1又は複数の高圧流体送出装置と、円筒状の内部空間を有する集合装置とを配置し、1又は複数の前記高圧流体送出装置と前記集合装置における1又は複数の注入孔とをそれぞれ接続すると共に、前記集合装置における複数の吐出孔と複数の前記ジェット配管部材とをそれぞれ接続し、
前記施工工程において、前記集合装置の内部空間を高圧流体で充填した状態を維持しつつ、1つ以上の前記注入孔から高圧流体を注入すると共に複数の前記吐出孔の各々からそれぞれ高圧流体を吐出させ、かつ、
複数の前記吐出孔の各々から吐出される複数の高圧流体の各吐出量について、最大吐出量と最小吐出量との差が最大吐出量の5%以下であることを特徴とする杭の施工方法。 - 高圧流体が水又は流動性固化材であり、前記施工工程が、
水を噴射しつつ前記バイブロハンマによる振動を与えて前記杭を、支持層界面より下の第1の深度まで打ち込む工程と、
少なくとも前記バイブロハンマによる振動を与えて前記杭を、設定された杭周面グラウト上端に対応する深度まで引き上げる工程と、
流動性固化材を噴射しつつ前記杭を、前記支持層界面より下の第2の深度まで再度打ち込む工程とを含むことを特徴とする請求項1又は2に記載の杭の施工方法。 - 高圧流体が水又は流動性固化材であり、前記施工工程が、
水を噴射しつつ前記バイブロハンマによる振動を与えて前記杭を、支持層界面より下の第1の深度まで打ち込む工程と、
流動性固化材を噴射しつつ前記バイブロハンマによる振動を与えて前記杭を、設定された根固め上端に対応する深度まで引き上げる工程と、
流動性固化材を噴射しつつ前記杭を、前記支持層界面より下の第2の深度まで再度打ち込む工程と、
流動性固化材を噴射しつつ前記ジェット配管部材を引き抜く工程とを含むことを特徴とする請求項1又は2に記載の杭の施工方法。 - 高圧流体が水又は流動性固化材であり、前記施工工程が、
流動性固化材を噴射しつつ前記バイブロハンマによる振動を与えて前記杭を、支持層界面より下の深度まで打ち込む工程を含むことを特徴とする請求項1又は2に記載の杭の施工方法。 - 前記集合装置の前記内部空間に配置された整流板により高圧流体を蛇行させることを特徴とする
請求項1~5のいずれかに記載の杭の施工方法。 - 前記集合装置の前記内部空間に配置された攪拌機により高圧流体を撹拌し、又は、前記内部空間に配置された振動機により高圧流体に振動を与えることを特徴とする
請求項1~6のいずれかに記載の杭の施工方法。 - 施工管理装置が、
前記バイブロハンマに取り付けたプリズムを追尾するトータルステーションから連続的に送信される杭の鉛直高さデータ、及び、1又は複数の前記高圧流体送出装置の送出口にそれぞれ取り付けた流量計から連続的にそれぞれ送信される高圧流体の流量データを取得し、
取得した前記杭の鉛直高さデータ及び前記高圧流体の流量データについて予め設定された施工計画データと比較することにより、前記施工工程に含まれる各部分工程における杭の移動速度、水と流動性固化材の切替、又は、高圧流体の吐出量をリアルタイムで調整することを特徴とする
請求項1~7のいずれかに記載の杭の施工方法。 - 前記ジェット配管部材が、
前記集合装置に接続される導通管と、
一端が前記導通管と接続されかつ他端が複数に分岐している集約管と、
前記集約管の分岐した他端の各々と接続される複数の噴射ノズルと、を有することを特徴とする
請求項1~8のいずれかに記載の杭の施工方法。 - 複数のジェット配管部材を取り付けた杭を、前記ジェット配管部材の先端から高圧流体を噴射しつつ打ち込む工程を少なくとも含む杭の施工方法において用いる集合装置であって、
円筒状の内部空間と、1又は複数の高圧流体送出装置とそれぞれ接続される1又は複数の注入孔と、複数の前記ジェット配管部材とそれぞれ接続される複数の吐出孔とを有し、
前記杭の施工中、前記内部空間が高圧流体で充填された状態に維持されつつ、1つ以上の前記注入孔から高圧流体が注入されかつ複数の前記吐出孔の各々から高圧流体が吐出され、かつ、
複数の前記吐出孔の各々から吐出される複数の高圧流体の各吐出量について、最大吐出量と最小吐出量との差が最大吐出量の5%以下であることを特徴とする集合装置。 - 複数のジェット配管部材を取り付けた杭を、前記ジェット配管部材の先端から高圧流体を噴射しつつ打ち込む工程を少なくとも含む杭の施工方法において用いられ、円筒状の内部空間と、1又は複数の高圧流体送出装置とそれぞれ接続される1又は複数の注入孔と、複数の前記ジェット配管部材とそれぞれ接続される複数の吐出孔とを有し、前記杭の施工中、前記内部空間が高圧流体で充填された状態に維持されつつ、1つ以上の前記注入孔から高圧流体が注入されかつ複数の前記吐出孔の各々から高圧流体が吐出される集合装置の設計方法であって、
予め、複数の前記吐出孔の数n、前記内部空間の直径d、前記吐出孔の直径do、前記吐出孔の流量係数Λ、隣り合う2つの前記吐出孔の間隔L及び前記高圧流体の動粘性係数νのパラメータのうち1又は複数をそれぞれ変化させた場合に、各場合について、各吐出量の総和をQとして、複数の前記吐出孔の各々から吐出される複数の高圧流体の各吐出量をそれぞれ算出し、
複数の前記吐出孔の各々から吐出される複数の高圧流体の各吐出量について、最大吐出量と最小吐出量との差が最大吐出量の所定の割合以下となるように、次式のα、β及びδを設定し、
複数の前記吐出孔の数n、前記内部空間の直径d、前記吐出孔の直径do、前記吐出孔の流量係数Λ、隣り合う2つの前記吐出孔の間隔L、前記高圧流体の動粘性係数ν及び前記各吐出量の総和Qの関係が次式を充たすように設計することを特徴とする集合装置の設計方法。
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