CN209070771U - A kind of emergency flood fighting rehearsal base - Google Patents
A kind of emergency flood fighting rehearsal base Download PDFInfo
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- CN209070771U CN209070771U CN201821130569.XU CN201821130569U CN209070771U CN 209070771 U CN209070771 U CN 209070771U CN 201821130569 U CN201821130569 U CN 201821130569U CN 209070771 U CN209070771 U CN 209070771U
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Abstract
The utility model discloses a kind of emergency flood fightings to drill base, is arranged on the beach in river, and emergency flood fighting rehearsal base includes embankment, rehearsal pond, armored concrete board wall and several rehearsal projects；Embankment is arranged in the periphery in rehearsal pond, and rehearsal project includes seeping water to dissipate that leaching, piping, loophole, landslide, Man Ding, Man Ding burst, breach blocks and the routine dangerous situation such as crack；All rehearsal projects are arranged on embankment；Each rehearsal project includes water blocking position, dangerous situation happening part, armored concrete board wall and drainage area；Wherein, armored concrete board wall is for water blocking position and dangerous situation happening part to be separated.The utility model can be used to build emergency flood fighting rehearsal base, and the common dangerous situation of energy band Fluid Dynamics sub-bottom changes, and effect is true to nature, improves the emergency flood fighting warfighting capabilities of team member.Meanwhile base dam configuration safety is drilled, the rehearsal time is controllable, may be repeated the rehearsal of various dangerous situations.
Description
Technical field
The utility model relates to hydraulic engineering and technical field of preventing and reducing natural disasters, base is drilled in especially a kind of emergency flood fighting.
Background technique
With the influence of Global climate change, situation that is multiple, retransmitting is presented in extreme weather.China has a vast territory, rivers
In length and breadth, bloods and droughts is frequent, in recent years the Yangtze river basin, Pearl River Delta, Taihu Lake basin, the Second Songhua River Basin including northeast and
Over-level flood all has occurred in Haihe basin in succession, and the whole nation has 2/3 national territorial area and 1/2 population to some extent by flood
It threatens, flood-fighting, to prevent and reduce natural disasters be the major issue of relationship life and property safety of people and national stability always.
To successfully manage the various natural calamities that flood season may occur, people's life's property damage is utmostly reduced
Lose, each province, China, city all hold every year certain scale emergency flood fighting rehearsal, with improve emergency flood fighting troop specialized capability and
Warfighting capabilities promote the technical level that various regions are prevented and reduced natural disasters.
Existing emergency flood fighting rehearsal, is usually all to drill without water, after heap builds a short earth embankment on level land, it is assumed that dyke
Certain dangerous situation occurs, goes to rescue and protect in a variety of ways.This rehearsal lacks the simulated environment of simulation dangerous situation due to anhydrous, cannot
Guidance emergency flood fighting technical staff correctly identifies dangerous situation, and then cultivates, improves their emergency flood fighting warfighting capabilities, training effect
Generally, it is also difficult to meet emergency flood fighting real work needs.
Utility model content
The technical problems to be solved in the utility model is in view of the above shortcomings of the prior art, and to provide a kind of emergency flood fighting
Base is drilled, emergency flood fighting rehearsal base can be used to build emergency flood fighting rehearsal base, and energy band Fluid Dynamics sub-bottom changes are normal
See dangerous situation, effect is true to nature, improves the emergency flood fighting warfighting capabilities of team member.Meanwhile base dam configuration safety is drilled, drill the time
Controllably, it may be repeated the rehearsal of various dangerous situations.
In order to solve the above technical problems, the technical solution adopted in the utility model is:
A kind of emergency flood fighting rehearsal base, is arranged on the beach in river, and emergency flood fighting rehearsal base includes embankment, drills
Practice pond, gutter, armored concrete board wall and several rehearsal projects；The periphery in rehearsal pond, gutter is arranged in embankment
The periphery of embankment is set.
Rehearsal project includes landslide, unrestrained top is burst and crack；All rehearsal projects are arranged on embankment.
Each rehearsal project includes water blocking position, dangerous situation happening part, armored concrete board wall and drainage area；Wherein,
Armored concrete board wall is arranged between water blocking position and dangerous situation happening part, for by water blocking position and dangerous situation happening part into
Row separates；Drainage area is used for the draining of dangerous situation happening part.
Gutter is connected with the drainage area of each rehearsal project.
It is drilled using landslide simulation test device on landslide；Landslide simulation test device includes fixation steel plate, draining filter
Pipe, pressurizing device, movable steel plate, top of the slope support, bottom of slope support, landslide power device and accumulator tank.
Fixation steel plate inclination fixed setting, and slope ratio is 1:1, the top of fixation steel plate is in contact with top of the slope support, top of the slope
Support level fixed setting.
Several drainage pipes are embedded on fixation steel plate, every drainage pipe is connected with pressurizing device；Pressurization dress
It sets for proposing pressure supply water to every drainage pipe, is provided with valve on pressurizing device.
Movable steel plate can be rotated by landslide power device, and the rotatably mounted end of movable steel plate is towards fixation steel plate
Bottom end direction, the hinged end of movable steel plate and bottom of slope support or bottom of slope basis are hinged；Bottom of slope support level is fixed at
The side of movable steel plate hinged end.
Accumulator tank is the fan-shaped taper groove body in section, and accumulator tank includes cambered surface, inclined-plane and vertical lateral part surface.
Inclined-plane is obliquely installed, and is located at the lower section of movable steel plate, and the top on inclined-plane is corresponding with the movable hinged end of steel plate,
The angle that inclined-plane and horizontal plane are in is 49~50 °.
The bottom end of cambered surface is connected with the bottom end on inclined-plane, and the top of cambered surface is connected with the bottom end of fixation steel plate；Movable steel
The rotatably mounted end of plate can be slided along cambered surface；Vertical lateral part surface is fanning strip, and cambered surface is connected with inclined-plane, is formed open-topped
Taper groove body.
When movable steel plate turns to horizontality, earth material is deposited in top of the slope support, fixation steel plate, movable steel plate and bottom of slope branch
The top of support, forms initial ramp, and the outer slope ratio of initial ramp is 1:2.
When movable steel plate turns to inclined-plane, the part earth material in initial ramp is slid into accumulator tank, the slope after landing
Body is to slide slopes, and the outer slope ratio for sliding slopes is 1:0.7.
Landslide power device includes double-layer air bag and air-charging and air-discharging system, and air-charging and air-discharging system is used to control the inflation of double-layer air bag
And deflation；The lower section of movable steel plate is arranged in double-layer air bag, and one end of double-layer air bag is anchored on the basis of bottom of slope support or bottom of slope,
And anchor point is located at the underface of hinge joint.
Double-layer air bag includes stacking the inner bladder placed and balloon outer；The bottom at the top of inner bladder and movable steel plate
Portion is in contact, and the bottom of balloon outer is in contact with inclined-plane.
Inner bladder and the length of balloon outer are 0.95~1 times of movable steel plate length, inner bladder and balloon outer
Width be 0.8~0.9 times of movable steel plate width.
Unrestrained top is burst is drilled using the unrestrained model that bursts that pushes up of earth dam, and the unrestrained model that bursts that pushes up of earth dam includes being filled by cohesive soil
Made of earth dam ontology, the earth dam ontology includes upstream dam abutment, dam crest and downstream dam abutment, upstream be equipped with for water level into
The regulating gate that row is adjusted is equipped with cavity layer in the downstream dam abutment bottom of earth dam ontology, fills silty sand ground, silty sand ground in cavity layer
Thickness determined by following formula:
Following formula must be met when downstream dam abutment bottom unstability occurs:
Ws+(h-Tv)αHwγw-(h-Tv) C=0
In formula, Ws is that cohesive soil soil block quality is vacantly located in dam abutment bottom in downstream, and h is height of dam, TvFor downstream dam abutment bottom powder
Sand layer thickness, C are cohesive soil cohesion, HwFor the unrestrained top overcurrent depth of water, γwFor water body bulk density, α is downstream dam abutment slope ratio；γs
For soil body bulk density.
Rehearsal project further includes closure simulation of bursting, and closure simulation of bursting seals breach using combined dam of steel, wood, soil and stone
Stifled, combined dam of steel, wood, soil and stone rides upon in the rehearsal pond in front of earth dam ontology, for obstructing earth dam ontology.
Crack is drilled using the simulator for inducing crack of soils, and the simulator for inducing crack of soils includes banketing
Layer, overburden layer, support platform and thrust mechanism.
Fill stratum includes vertical side, the slope surface opposite with vertical side and at the top of vertical side and slope surface
Tip platform；Steel plate is equipped at the vertical side of fill stratum, the bottom end of steel plate is located at the lower part of fill stratum, the top of steel plate with fill out
The tip platform of soil layer is concordant；Fill stratum is using flour sand.
Thrust mechanism is set to the other side of steel plate, and thrust mechanism can uniformly apply horizontal direction to fill stratum by steel plate
Thrust；The displacement of horizontal direction can occur under the action of thrust mechanism for steel plate and fill stratum.
Overburden layer is located at the top on platform, and overburden layer is using cohesive soil；Support platform is embedded in overburden layer and right
It should be in the top of thrust mechanism；Thrust mechanism can push fill stratum in the horizontal direction, and the level relative to overburden layer can occur
Displacement.
Thrust mechanism includes water bag and water tank；Water bag is by steel plate horizontal force in the side of fill stratum；Water tank is set to water
Bag top, water tank are connected to water bag, and the water level for adjusting water tank is able to achieve control water bag to the active force of steel plate.
When the project of rehearsal is a kind of in landslide or crack, armored concrete board wall is L-shaped, including vertical part and transverse part, erects
Portion is arranged between water blocking position and dangerous situation happening part, and the bottom of dangerous situation happening part is arranged in transverse part.
When rehearsal project is that unrestrained top is burst, armored concrete board wall is U-shaped groove structure.
Rehearsal project further includes loophole simulation.
The utility model has the following beneficial effects:
1, the live large scale simulation seepage flow of energy dissipates the dangerous situations such as leaching, piping, loophole, landslide, crack, Man Ding, dam break, and dangerous situation
It is induced by rehearsal pond water storage, the dangerous situation of generation is consistent with actual conditions, and effect is true to nature.
2, all rehearsal projects are arranged on embankment, namely on the sub-bottom changes of practical water blocking, water blocking position and danger
Feelings happening part is with the separation of armored concrete slab-wall structure, dam configuration safety.
3, to keep the time of dangerous situation generation controllable, for the different mechanism that each dangerous situation occurs, using different earth materials.For
Seepage flow dissipates leaching and piping dangerous situation, big, impermeabilisation deformability difference the earth material using infiltration coefficient；For loophole, dam break dangerous situation, adopt
With the weak earth material of erosion resistance；For landslide, crack dangerous situation, using the small earth material of cohesive strength.
4, it can be carried out band water for the team member that makes to speedily carry out rescue work to speedily carry out rescue work training, enhance practicality, during speedily carrying out rescue work, each dangerous situation is deposited always
In dangerous situation disappearance, success of rescuing and protecting after speedily carrying out rescue work.
5, after training, equipment of speedily carrying out rescue work is removed, restores the soil body destroyed when dangerous situation, training can be repeated several times.
Detailed description of the invention
Fig. 1 shows a kind of structural schematic diagram in emergency flood fighting rehearsal of the utility model base.
Fig. 2, which shows to seep water in the utility model, dissipates the structural schematic diagram of leaching simulator.
Fig. 3 shows the structure before a kind of landslide simulation test device landslide for emergency flood fighting rehearsal of the utility model
Schematic diagram.
Fig. 4 shows the structure behind a kind of landslide simulation test device landslide for emergency flood fighting rehearsal of the utility model
Schematic diagram.
Fig. 5 shows the structural schematic diagram when power device that comes down in the utility model is double-layer air bag.
Fig. 6 shows structural schematic diagram when landslide power device is assumed to be single layer air bag.
Fig. 7 is that the unrestrained model downstream side slope of bursting of pushing up of the utility model earth dam simplifies stress diagram
Fig. 8 is the unrestrained sectional schematic diagram for pushing up the model that bursts of the utility model earth dam.
Fig. 9 is the unrestrained perspective view for pushing up the model that bursts of the utility model earth dam.
Figure 10 is the schematic cross-section of conduit.
Figure 11 is the structural schematic diagram for inducing crack of soils simulator initial conditions.
Figure 12 is to induce crack of soils simulator the structural schematic diagram after horizontal displacement occurs.
Figure 13 shows schematic cross-section when seepage flow dissipates leaching, piping, loophole, landslide or crack.
Figure 14 shows structural schematic diagram when unrestrained top.
Figure 15 shows the cross-sectional view overflow in Fig. 9 and push up the model that bursts.
Fig. 1 has into Fig. 2:
90. drilling pond；91. embankment；92. gutter；93. burst model on earth dam unrestrained top；94. combined dam of steel, wood, soil and stone；
95. come down simulation test device；96. unrestrained top simulator；97. loophole simulator；98. infiltration dissipates leaching simulator；99. pipe
Gush simulator；100. drilling command set；101. inducing the simulator of crack of soils；102. armored concrete board wall；103.
Water tank；104. grassed slope；105. cohesive soil.
Fig. 3 has into Fig. 6:
10. fixation steel plate；11. drainage pipe；20. pressurizing device；21. connecting tube；22. valve；30. movable steel plate；31.
Hinge joint；40. earth material；41. outer slope；50. top of the slope supports；60. bottom of slope supports；70. come down power device；Air bag in 71.；72.
Outer air bag；73. anchor point；80. accumulator tank；81. cambered surface；82. inclined-plane.
Fig. 7 has into Figure 10:
61. cohesive soil；62. flour sand；63. conduit；64. trigger unit.
Figure 11 has into Figure 12: 1. fill stratums；2. steel plate；3. overburden layer；4. support platform；5. vertical side；6. slope surface；
7. tip platform；8. crack.
Figure 13 has into Figure 15: 102. armored concrete board walls；106. water blocking position；107. dangerous situation happening part；108.
Collecting-tank；63. conduit；65. burst the soil body.
Specific embodiment
The utility model is described in further detail with specific better embodiment with reference to the accompanying drawing.
As depicted in figs. 1 and 2, base is drilled in a kind of emergency flood fighting, and emergency flood fighting rehearsal base includes embankment 91, rehearsal water
Pond 90, gutter 92, armored concrete board wall 102, training command set 100 and several rehearsal projects.
The periphery in rehearsal pond is arranged in embankment, and the periphery of embankment, training command set and all rehearsals is arranged in gutter
Project is arranged on embankment, and rehearsal project is burst, comes down, split including scattered leaching of seeping water, piping, loophole, landslide, Man Ding, Man Ding
The simulated maneuver of the conventional dangerous situation such as seam and crevasse closure.
Each rehearsal project includes water blocking position, dangerous situation happening part, armored concrete board wall and drainage area；Wherein,
Armored concrete board wall is arranged between water blocking position and dangerous situation happening part, is used for water blocking position 106 and dangerous situation generating unit
Position 107 is separated；Drainage area is used for the draining of dangerous situation happening part.
Above-mentioned water blocking position namely be water blocking dykes and dams.
As shown in figure 13, when the project of rehearsal is to seep water to dissipate a kind of in leaching, piping, landslide or crack, armoured concrete slab
Wall 102 is L-shaped, including vertical part and transverse part, and vertical part is arranged between water blocking position and dangerous situation happening part, and transverse part is arranged in dangerous situation
The bottom of happening part.
As shown in figure 14, when the project of rehearsal is unrestrained top, the longitudinal section at water blocking position is trapezoidal, and armored concrete board wall is in
The top and outside portion at water blocking position is arranged in obtuse angle shape, armored concrete board wall.Water body behind unrestrained top is carried out in collecting-tank 108
It collects.
As shown in figure 15, when rehearsal project is that unrestrained top is burst, armored concrete board wall is U-shaped groove structure.Dangerous situation occurs
Position is also the soil body 65 that bursts.
Gutter is connected with the drainage area of each rehearsal project.
Above-mentioned rehearsal project, in addition to results of fracture simulation is the innovation for the first time of the utility model, conventional simulation is can be used in remaining
Experimental rig carries out simulated maneuver.But the utility model also simulates landslide and unrestrained top dam break simulation is innovated.
As shown in Fig. 2, the scattered leaching simulation of infiltration is simulated using the scattered leaching simulator of infiltration, seeps water and dissipate leaching simulator packet
Include water tank 103, grassed slope 104, cohesive soil 105 and the control composition such as butterfly valve, rehearsal part (namely dangerous situation happening part or meet
Water section) with water blocking part (namely water blocking position or water blocking dykes and dams or backwater part) with the armored concrete board wall of L shape every
It opens, the part that meets water is water blocking earth embankment, and backwater part is rehearsal part, and rehearsal earth material uses silt or Extra-fine sand.Drilling method: it drills
Practice pond and be filled with water to design water level, opening seepage flow dissipates leaching section and controls butterfly valve, after the scattered leaching dangerous situation of seepage flow occurs after dike, can carry out simultaneously
Anti-filter rubble presses the topics rehearsals such as leaching, seep-guiding channel, the pressure leaching of mattress earth bag.
The device of piping simulation and loophole simulation and the scattered leaching simulator of infiltration are essentially identical, only piping simulator
A pressure stabilizing equipment more than middle leaching simulator more scattered than seepage flow.
Piping drilling method: it opens water pump inside pressure stabilizing equipment and opens control butterfly valve to piping water level, piping occurs after dike
After dangerous situation, geotechnological filter bed pressure leaching can be carried out simultaneously, assembled encloses the rehearsal of the topics such as well, fortifield village's well.
Loophole drilling method: upstream leak stopping can be carried out after loophole dangerous situation occurs after dike simultaneously by opening loophole section control butterfly valve
Cloth blocks, downstream pressure leaching blocks, the topics rehearsal such as hole backfill of collapsing.
The unrestrained top simulator of unrestrained backform proposed adoption routine, unrestrained top simulator lead wall by armored concrete, river bottom protection, catchment
Ditch etc. is constituted.The following are earth embankments for overtopping water stage, and the above are armored concrete river bottom protection, the silty clay of 0.4m thickness is covered on river bottom protection, overflow
Holder low bank between fields maximum water retaining height 0.5m.Drilling method: starting lift pumping station, rehearsal pond are filled with water to overtopping water stage, carry out simultaneously
Packeted soil is robbed and builds water blocking embankment, water uptake expansion bag builds water blocking embankment, charging pipe bag water blocking embankment, assembled plate dam water blocking embankment,
Plant stake, which is robbed, builds the rehearsal of the topics such as embankment.
As shown in figure 3, landslide simulation test device, including fixation steel plate 10, drainage pipe 11, pressurizing device 20, activity
Steel plate 30, top of the slope support 50, bottom of slope support 60, landslide power device 70 and accumulator tank 80.
Fixation steel plate inclination fixed setting, and slope ratio is 1:1, the top of fixation steel plate is in contact with top of the slope support, top of the slope
Support level fixed setting.
Several drainage pipes are embedded on fixation steel plate, every drainage pipe is connected with pressurizing device.
Pressurizing device is connected by connecting tube 21 with every drainage pipe, for providing pressure to every drainage pipe
Water is provided with valve 22 on pressurizing device, and the water pressure for the pressure water that pressure apparatus is provided to drainage pipe is preferably shorter than
25kPa。
Movable steel plate can be rotated by landslide power device, and the rotatably mounted end of movable steel plate is towards fixation steel plate
Bottom end direction, the hinged end of movable steel plate and bottom of slope support or bottom of slope basis be hinged, and has a hinge joint 31.
Bottom of slope support level is fixed at the side of movable steel plate hinged end.
Accumulator tank is the fan-shaped taper groove body in section, and accumulator tank includes cambered surface 81, inclined-plane 82 and vertical lateral part surface.
Inclined-plane is obliquely installed, and is located at the lower section of movable steel plate, and the top on inclined-plane is corresponding with the movable hinged end of steel plate,
The angle that inclined-plane and horizontal plane are in is 49~50 °, preferably 49.7 °.
The bottom end of cambered surface is connected with the bottom end on inclined-plane, and the top of cambered surface is connected with the bottom end of fixation steel plate；Movable steel
The rotatably mounted end of plate can be slided along cambered surface；Vertical lateral part surface is fanning strip, and cambered surface is connected with inclined-plane, is formed open-topped
Taper groove body.
As shown in figure 3, earth material is deposited in top of the slope support, fixation steel plate, movable steel when movable steel plate turns to horizontality
The top of plate and bottom of slope support, forms initial ramp, and the outer slope ratio of initial ramp is 1:2.
Above-mentioned earth material is preferably flour sand, and the infiltration coefficient of flour sand is preferably i × 10-4Cm/s, i take any nature in 1 to 9
Number.
As shown in figure 4, the part earth material in initial ramp slides into accumulator tank when movable steel plate turns to inclined-plane,
Slopes after landing are to slide slopes, and the outer slope ratio for sliding slopes is 1:0.7.
External friction coefficient is first increases and then decreases with the increase of water content of soil, that is, there is an optimum moisture content, this
When interface external friction coefficient it is maximum, when the soil body is in a saturated state, external friction coefficient is minimum.The failure mode of this model is
Along the sliding of the soil body and steel plate contact surface, landslide whether can occur and destroy with the angle of external friction with significant relationship, it is logical before testing
The drainage hole crossed at the top of steel plate make it is in a saturated state with the soil body of steel plate contact site, thus be easier to realize landslide.
Above-mentioned landslide power device preferably has the following two kinds embodiment.
Embodiment 1: landslide power device is jack.
Embodiment 2: landslide power device, namely landslide rehearsal power device, including double-layer air bag and air-charging and air-discharging system are filled
Blow-off system is for controlling the inflatable and deflatable of double-layer air bag.
The lower section of movable steel plate is arranged in double-layer air bag, and movable steel plate can be slided along the cambered surface in accumulator tank, and slide angle
Degree is 0~50 °, preferably 49.7 °.
Accumulator tank also has the inclined-plane limited to movable steel plate slip angle, movable steel plate and bottom of slope support or bottom of slope
Basis is hinged.
One end of double-layer air bag is anchored on the basis of bottom of slope support or bottom of slope, and anchor point 73 is preferably placed at hinge joint 31
Underface.
As shown in figure 5, double-layer air bag includes stacking the inner bladder 71 placed and balloon outer 72；The top of inner bladder
It is touched with the bottom connection of movable steel plate, the bottom of balloon outer is in contact with inclined-plane.
Inner bladder and the length of balloon outer are 0.95~1 times of movable steel plate length, inner bladder and balloon outer
Width be 0.8~0.9 times of movable steel plate width.
Further, inner bladder and the length of balloon outer are preferably 0.988 times of movable steel plate length, inner bladder and
The width of balloon outer is preferably 0.848 times of movable steel plate width.
In Fig. 5, the width of a expression activity steel plate, b indicates that the width of double-layer air bag, c indicate the stress brachium of double-layer air bag
Degree.
The side that the side and/or inclined-plane that movable steel plate is in contact with interior air bag are in contact with outer air bag is preferably coated with drop
The material of low-friction coefficient；The material for reducing coefficient of friction is preferably stainless steel plate.
Inner bladder and the maximum pressure-bearing of balloon outer are preferably 1.0MPa.
The design of double-layer air bag in the utility model is not the simple superposition of single layer air bag, is multiple by applicant
It repeats to test and calculate and obtain.
When landslide power device is assumed to be single layer air bag, as shown in fig. 6, d indicates the width of single layer air bag, e table in Fig. 6
Show single layer air bag by torque arm length.
Compared with single layer air bag, the utility model has the following beneficial effects:
1. air bag carries, pressure is small, and safe operation coefficient improves.After double capsule structures, the utricule of double-layer air bag and activity
The identical property of the contact surface of steel plate greatly improves, and landing stability also greatly improves.The especially practical contact length of length direction contact
Degree increases, and mentions the overturning of entire movable steel plate substantially for resisting the force unbalance ability that top earthing is unevenly formed
It rises.
Concrete analysis are as follows:
As shown in fig. 6, extension space is excessive when single layer air bag works, misfit, and contacts with the contact surface of movable steel plate
Area is too small, when single layer air bag jack-up activity steel plate to horizontal position, only has with movable steel plate width direction contact area
1/3 less than, and be located at arm of force starting point；Length direction is movable steel plate since single layer air bag inflates the circular arc to be formed, practical
It is about movable steel plate length 2/3 or so with movable steel plate contact length.
By above-mentioned calculating, single layer air bag and movable steel plate real contact area are about movable steel plate suqare 2/9 or so, and by
It is shorter in the arm of force, and movable steel plate stress is then conversely, because the reason of earthing structure, stress center of gravity is biased to distal end, so it is single
The actual bearer pressure of layer air bag is bigger, can reach 0.6mpa, and easily form bias, air bag internal pressure is larger, and air bag is once held
Pressure is not enough exploded, and consequence is than more serious.
As shown in figure 5, double-layer air bag and movable steel plate width direction contact area account for 3/5 or more, length direction
Reach 4/5 or more, the stress arm of force of double-layer air bag is real positioned at the immediate vicinity namely double-layer air bag of movable steel plate and movable steel plate
Border contact area is about the half of movable steel plate suqare, so border carrying pressure is small, as long as air bag operating pressure maximum 0.2mpa,
Greatly reduce safe operation risk, in addition, the maximum bearing capacity of double-layer air bag increases, 1.0mpa can be reached.
2. air bag inflationtime shortens.It was shortened to 9 minutes under idle running state by 25 minutes of single layer air bag；Movable steel
Plate rises to equilbrium position (air bag internal pressure is 0.01MPa), and positioning pin is locked.It is real to carry under operating status, by 55 points of single layer air bag
Clock shortens to 33 minutes；Movable steel plate is raised to set angle, and positioning pin detaches, and starts to carry out landslide rehearsal debugging.
3. air bag intraluminal pressure becomes smaller.Under idle running state: air bag internal pressure is reduced to by the 0.1mpa of single layer air bag
0.01mpa；Movable steel plate rises to equilbrium position, and positioning pin is locked.Real to carry under operating status: air bag internal pressure is by single layer air bag
0.6mpa is reduced to 0.2mpa or so；Movable steel plate is raised to set angle, and positioning pin detaches, and starts to carry out landslide rehearsal tune
Examination.
4. the design of the utility model double-layer air bag promotes sealing, and prevents the possibility of partial breakdown.
5. the increase of above-mentioned reduction friction coefficient material and hinge joint are separated with anchor points, therefore are filled in double-layer air bag
During swollen, especially movable steel plate restores after falling into hole bottom to horizontal position, double-layer air bag utricule and movable steel plate
Between will form displacement friction, reduce friction coefficient material increase after, action process can be made more smooth, and be greatly reduced due to rubbing
The abrasion of air bag caused by wiping.
Come down simulation experiment method, includes the following steps.
Step 1, landslide simulation test device is built: piling up section is fan-shaped accumulator tank, and accumulator tank includes cambered surface and tiltedly
Face, the tilt angle on inclined-plane are 49~50 °, preferably 49.7 °.Fixation steel plate inclination fixed setting, and slope ratio is 1:1, it is fixed
The top of steel plate is in contact with top of the slope support, the fixed setting of top of the slope support level；Drainage pipe and pressurization on fixation steel plate fill
It sets and is connected；Valve in pressurizing device is in close state；The hinged end of movable steel plate is supported with bottom of slope or bottom of slope basis phase
Hingedly, movable steel plate is in horizontal lock state under the action of coming down power device, the rotatably mounted end of movable steel plate and solid
Determine the bottom connection touching of steel plate.
In this step, landslide power device is preferably double-layer air bag and air-charging and air-discharging system, and double-layer air bag is in inflated condition,
The internal pressure of double-layer air bag is 0.2mpa.
Step 2, Landslide Model constructs: stacking soil in the top of top of the slope support, fixation steel plate, movable steel plate and bottom of slope support
Material, forms initial ramp, and the outer slope ratio of initial ramp is 1:2.
Earth material is preferably flour sand, and the infiltration coefficient of flour sand is i × 10-4cm/s.Under the conditions of non-test, due to initial ramp
Side slope relatively delays edge and has enough stability under the support of fixation steel plate and movable steel plate, will not come down.
Step 3, earth material is saturated: the valve of pressurizing device is opened, and by drainage pipe, proposes pressure supply water to earth material, make with
The earth material that fixation steel plate is in contact is in a saturated state.
Pressurizing device is 30 minutes or so to the control of the water flowing time of earth material, can make the soil positioned at fixation steel plate top 2cm
Expect in a saturated state.The critical ratio of flour sand is dropped less than 1, and to prevent flour sand from seepage failure occurs, water pressure should be lower than 25kPa.
Step 4, come down simulation test: movable steel plate releases horizontal lock state, under the action of coming down power device to
Lower rotation, until parallel with the inclined-plane of accumulator tank；The part during rotation of movable steel plate, above movable steel plate
Earth material slides into accumulator tank along the cambered surface of accumulator tank and the upper surface of movable steel plate, forms landslide；Slopes after landing are
Slopes are slid, the outer slope ratio for sliding slopes is 1:0.7.
The soil body of model lower part is displaced downwardly together with movable steel plate and slides after movable steel plate rotates down certain angle
Enter accumulator tank, at this time the soil body on model top be in face dummy status also will occur along slide and slide into accumulator tank, that is, generate landslide
Phenomenon.In process of landslides, the soil body can disintegrate to the two sides of its glide direction, be disintegrated.Disintegration, disintegration degree and the structure of slide mass
It is related at the factors such as the material of slide mass, structure and preparation.It is higher than the reinforcing bar of design side slope due to building in movable steel plate two sides
Concrete protection wall, and the soil body to glide slides into accumulator tank, although therefore gliding mass is huge, but not cause casualties.
In step 4, by the decrease speed of control landslide power device, and then landslide rate is controlled, drilled for emergency flood fighting
Practice and certain reaction time is provided.
Step 5, landslide emergency flood fighting rehearsal: levee crown is carried out to landslide dangerous situation and cuts slope off-load, levee toe plant stake or drainage back-pressure
The rehearsal of the topics such as platform.
Step 6, Landslide Model restores: movable steel plate is rotated up under the action of coming down power device to horizontality
And lock, so that the earth material being located in accumulator tank is left accumulator tank, formed and restore initial ramp, to restore the outside of initial ramp into
Row is smooth, makes the outer slope ratio 1:2 for restoring initial ramp.
After the completion of the test of landslide, movable steel plate is jacked up upwards using jack, recycling groove groove wall and bottom and equally building has
Armored concrete, cambered surface just permission activity steel plate are rotated down, and the maximum on inclined-plane and movable steel plate is rotated down operating condition phase
Agree with.Ensure that nearly all downslide soil body is all ejected accumulator tank.Horizontal position is turned again to movable steel plate, slightly
Next group of landslide experiment can be carried out after smooth outer side slope.
The demonstration that the utility model comes down especially suitable for soil-slope, while being opened for the motor-driven professional contingent that speedily carries out rescue work of flood control
Exhibition landslide disaster training and landslide disaster are speedily carried out rescue work rehearsal.
The unrestrained top of earth dam is burst in model, and dam body height is 1m, and width at dam crest 0.5m, dam body length 2m, up stream slope ratio can root
Factually border analog case adjusts, downstream slope ratio 1:2, and dam body position is largely filled using cohesive soil, only at the base of dam of downstream slope
It is filled using the almost nil flour sand of cohesion.
In view of the higher cohesion characteristic of cohesive soil, at unrestrained top dam break initial stage, generally can be assumed that native in addition to the slope foot of downstream
Dam overall structure keeps complete.Since unrestrained top water flow can apply pressure to downstream side slope, downstream side slope simplifies stress signal at this time
Figure is as shown in Figure 7:
Following formula must be met when downstream slope foot unstability occurs:
Ws+(h-Tv)αHwγw-(h-Tv) C=0
In formula, Ws is that downstream base of dam vacantly locates soil block quality, and h is height of dam, and Tv is silty sand ground thickness at the base of dam of downstream, and C is
Soil body cohesion, Hw are the unrestrained top overcurrent depth of water, and γ w is water body bulk density, and α is downstream side slope ratio.
Therefore, the thickness of the silty sand ground at the base of dam of downstream can be determined by following formula:
Wherein γ s is soil body bulk density.
The dam crest is equipped with the through slot of connection upstream dam abutment and downstream dam abutment, and through slot depth is 10cm.
To prevent that unrestrained top occurs when test does not start, while while facilitating test, adjusts water level, upstream design regulating gate.
When water level reaches predetermined unrestrained heights of roofs, under unrestrained top current scour effect, the flour sand at the base of dam of downstream is first by water
Stream, which washes away, to be taken away, and then downstream monolith occurs to destroy along the Dumpage type of water (flow) direction, with the increase of flow rate of water flow behind unrestrained top, crevasse
Width and depth constantly extend, and the extension that lateral Dumpage type gradually occurs for dam body destroys, final complete dam break.
Further, in order to accelerate the time of dam break generation and increase the verisimilitude of rehearsal effect, on the earth dam ontology
Equipped with crevasse, the crevasse is the upper opening through slot being arranged on dam crest, the through slot connection upstream dam abutment and downstream dam abutment.
As a preferred embodiment, the section of the through slot is in inverted trapezoidal.Inverted trapezoidal section discharge area is big, and section is stablized.
The unrestrained another preferred embodiment for pushing up the model that bursts of earth dam as the utility model for the motor-driven rehearsal of speedily carrying out rescue work of flood control,
In order to which further more really simulation reality, the earth dam body interior are equipped with the triggering list for accelerating the dam break of earth dam ontology
Member.As one embodiment of trigger unit, the trigger unit is several stones arranged in earth dam body interior.Make
For second embodiment of trigger unit, the trigger unit is several ballonets arranged in earth dam body interior.
The unrestrained preferred embodiment for pushing up the model that bursts of earth dam as the utility model for the motor-driven rehearsal of speedily carrying out rescue work of flood control,
The slope ratio of the upstream dam abutment is 1:1.5, and the slope ratio of downstream dam abutment is 1:2.
As depicted in figs. 11-12, induce the simulator of crack of soils, including fill stratum 1, overburden layer 3, support platform 4 with
And thrust mechanism.
The laying of fill stratum 1 is flour sand, and in the present embodiment, the total length of 1 bottom of fill stratum is 6.5m, can be occurred in thrust
The lower distance that horizontal displacement can occur of mechanism effect is 0.3m；The whole height of fill stratum 1 is 2.5m.
Fill stratum 1 includes vertical side 5, is equipped with steel plate 2 at vertical side 5, the bottom end of steel plate 2 is located under fill stratum 1
There is 0.5m in the bottom end in portion, specific steel plate 2 away from the bottom of fill stratum 1；The top of steel plate 2 is concordant with the top of fill stratum 1；It bankets
Layer 1 is slope surface 6 in the one side opposite with thrust mechanism；The gradient of slope surface 6 is 1/2.
Thrust mechanism is set to the other side of steel plate 2, and can uniformly be pushed away by steel plate 2 to the application of 1 horizontal direction of fill stratum
Power；Under the action of thrust mechanism, the displacement of horizontal direction can occur with flour sand for steel plate 2；Thrust mechanism uses in the application
For jack, the active force for the horizontal direction for jack being applied due to the effect of steel plate 2 is uniformly distributed in fill stratum 1
Vertical side；Alternatively, thrust mechanism includes water bag and water tank；Water bag is by 2 horizontal force of steel plate in the vertical side of fill stratum 1
Face；Water tank is set to above water bag, and water tank is connected to water bag, and the water level for adjusting water tank is able to achieve effect of the control water bag to steel plate 2
Power.
The laying of overburden layer 3 is cohesive soil, and the height of overburden layer 3 is 0.6m；Cohesive soil is covered in the top flat of fill stratum 1
Platform 7 (top that tip platform 7 is located at vertical side 5 and slope surface 6)；Support platform 4 is embedded in overburden layer 3 and corresponds to thrust
The top of mechanism；Thrust mechanism can push fill stratum 1 in the horizontal direction, and the horizontal displacement relative to overburden layer 3 can occur.
The analogy method for inducing the simulator of crack of soils, includes the following steps:
S1, it is vertically arranged steel plate 2, is laid with flour sand in the bottom of steel plate 2 and the side of steel plate 2, flour sand is relative to steel
The other side of plate 2 has 1/2 gradient；In the other side of steel plate 2, thrust mechanism is set, the force direction of thrust mechanism perpendicular to
The short transverse of flour sand.
S2, cohesive soil, horizontal displacement can occur with a thickness of flour sand 2 times of cohesive soil are laid on the top of flour sand；Earthing
Layer 3 with a thickness of 60cm, it is 30cm that horizontal displacement, which occurs, for fill stratum 1.
S3, thrust mechanism apply the active force of horizontal direction to flour sand in the horizontal direction, and flour sand corresponds to one end of steel plate 2
Horizontal displacement occurs along the direction of power；
S4,8 production of crack for observing overburden layer 3.
In conclusion the utility model, which can simulate seepage flow, dissipates the soil such as leaching, piping, loophole, landslide, crack, Man Ding, dam break
The various common dangerous situations of matter dykes and dams, effect are true to nature.In addition, dangerous situation is arranged on embankment, rehearsal part separates with the water blocking soil body,
It is safely controllable to drill structure.Emergency flood fighting team member can be carried out band water and speedily carry out rescue work training with large-scale synthesis rehearsal, and practicality is strong.Into one
Step removes equipment of speedily carrying out rescue work after rehearsal, repeat rehearsal, restorative good.
Preferred embodiments of the present invention are described in detail above, still, the utility model is not limited to above-mentioned reality
Apply the detail in mode, in the range of the technology design of the utility model, can to the technical solution of the utility model into
The a variety of equivalents of row, these equivalents belong to the protection scope of the utility model.
Claims (9)
1. base is drilled in a kind of emergency flood fighting, it is characterised in that: be arranged on the beach in river, base packet is drilled in emergency flood fighting
Include embankment, rehearsal pond, gutter, armored concrete board wall and several rehearsal projects；The outer of rehearsal pond is arranged in embankment
The periphery of embankment is arranged in week, gutter；
Rehearsal project includes landslide, unrestrained top is burst and crack；All rehearsal projects are arranged on embankment；
Each rehearsal project includes water blocking position, dangerous situation happening part, armored concrete board wall and drainage area；Wherein, reinforcing bar
Concrete board wall is arranged between water blocking position and dangerous situation happening part, for being divided water blocking position and dangerous situation happening part
Every；Drainage area is used for the draining of dangerous situation happening part；
Gutter is connected with the drainage area of each rehearsal project.
2. base is drilled in emergency flood fighting according to claim 1, it is characterised in that: landslide is using landslide simulation test device
It is drilled；Landslide simulation test device includes fixation steel plate, drainage pipe, pressurizing device, movable steel plate, top of the slope support, slope
Bottom support, landslide power device and accumulator tank；
Fixation steel plate inclination fixed setting, and slope ratio is 1:1, the top of fixation steel plate is in contact with top of the slope support, top of the slope support
Level fixed setting；
Several drainage pipes are embedded on fixation steel plate, every drainage pipe is connected with pressurizing device；Pressurizing device is used
In proposing pressure supply water to every drainage pipe, valve is provided on pressurizing device；
Movable steel plate can be rotated by landslide power device, and the rotatably mounted end of movable steel plate is towards the bottom of fixation steel plate
Extreme direction, hinged end and the bottom of slope of movable steel plate support or bottom of slope basis is hinged；Bottom of slope support level is fixed at activity
The side of steel plate hinged end；
Accumulator tank is the fan-shaped taper groove body in section, and accumulator tank includes cambered surface, inclined-plane and vertical lateral part surface；
Inclined-plane is obliquely installed, and is located at the lower section of movable steel plate, and the top on inclined-plane is corresponding with the movable hinged end of steel plate, inclined-plane
The angle for being in horizontal plane is 49~50 °；
The bottom end of cambered surface is connected with the bottom end on inclined-plane, and the top of cambered surface is connected with the bottom end of fixation steel plate；Movable steel plate
Rotatably mounted end can be slided along cambered surface；Vertical lateral part surface is fanning strip, and cambered surface is connected with inclined-plane, forms open-topped taper
Groove body；
When movable steel plate turns to horizontality, earth material is deposited in top of the slope support, fixation steel plate, movable steel plate and bottom of slope support
Top, forms initial ramp, and the outer slope ratio of initial ramp is 1:2；
When movable steel plate turns to inclined-plane, the part earth material in initial ramp is slid into accumulator tank, and the slopes after landing are
Slopes are slid, the outer slope ratio for sliding slopes is 1:0.7；
Landslide power device includes double-layer air bag and air-charging and air-discharging system, and air-charging and air-discharging system is used to control the inflation of double-layer air bag and puts
Gas；
The lower section of movable steel plate is arranged in double-layer air bag, and one end of double-layer air bag is anchored on the basis of bottom of slope support or bottom of slope, and
Anchor point is located at the underface of hinge joint；
Double-layer air bag includes stacking the inner bladder placed and balloon outer；The bottom phase at the top of inner bladder and movable steel plate
Contact, the bottom of balloon outer is in contact with inclined-plane；
Inner bladder and the length of balloon outer are 0.95~1 times of movable steel plate length, the width of inner bladder and balloon outer
Degree is 0.8~0.9 times of movable steel plate width.
3. base is drilled in emergency flood fighting according to claim 1, it is characterised in that: unrestrained top is burst is burst using the unrestrained top of earth dam
Model is drilled, and the unrestrained model that bursts that pushes up of earth dam includes earth dam ontology made of being filled as cohesive soil, and the earth dam ontology includes
Upstream dam abutment, dam crest and downstream dam abutment are equipped with the regulating gate for water level to be adjusted in upstream, under earth dam ontology
It swims dam abutment bottom and is equipped with cavity layer, fill silty sand ground in cavity layer, the thickness of silty sand ground is determined by following formula:
Following formula must be met when downstream dam abutment bottom unstability occurs:
Ws+(h-Tv)αHwγw-(h-Tv) C=0
In formula, Ws is that cohesive soil soil block quality is vacantly located in dam abutment bottom in downstream, and h is height of dam, TvFor downstream dam abutment bottom flour sand thickness
Degree, C are cohesive soil cohesion, HwFor the unrestrained top overcurrent depth of water, γwFor water body bulk density, α is downstream dam abutment slope ratio；γsFor the soil body
Bulk density.
4. base is drilled in emergency flood fighting according to claim 3, it is characterised in that: rehearsal project further includes bursting to block mould
Quasi-, closure simulation of bursting blocks breach using combined dam of steel, wood, soil and stone, and combined dam of steel, wood, soil and stone rides upon earth dam ontology
In the rehearsal pond in front, for obstructing earth dam ontology.
5. base is drilled in emergency flood fighting according to claim 1, it is characterised in that: crack is using the mould for inducing crack of soils
Quasi- device is drilled, and the simulator for inducing crack of soils includes fill stratum, overburden layer, support platform and thrust mechanism；
Fill stratum includes vertical side, the slope surface opposite with vertical side and the top at the top of vertical side and slope surface
Platform；Steel plate is equipped at the vertical side of fill stratum, the bottom end of steel plate is located at the lower part of fill stratum, the top of steel plate and fill stratum
Tip platform it is concordant；Fill stratum is using flour sand；
Thrust mechanism is set to the other side of steel plate, and thrust mechanism can uniformly apply horizontal direction by steel plate to fill stratum to be pushed away
Power；The displacement of horizontal direction can occur under the action of thrust mechanism for steel plate and fill stratum；
Overburden layer is located at the top on platform, and overburden layer is using cohesive soil；Support platform is embedded in overburden layer and corresponds to
The top of thrust mechanism；Thrust mechanism can push fill stratum in the horizontal direction, and the horizontal displacement relative to overburden layer can occur.
6. base is drilled in emergency flood fighting according to claim 5, it is characterised in that: thrust mechanism includes water bag and water tank；
Water bag is by steel plate horizontal force in the side of fill stratum；Water tank is set to above water bag, and water tank is connected to water bag, adjusts water tank
Water level is able to achieve control water bag to the active force of steel plate.
7. base is drilled in emergency flood fighting according to claim 1, it is characterised in that: when rehearsal project is in landslide or crack
When a kind of, armored concrete board wall is L-shaped, including vertical part and transverse part, vertical part setting water blocking position and dangerous situation happening part it
Between, the bottom of dangerous situation happening part is arranged in transverse part.
8. base is drilled in emergency flood fighting according to claim 1, it is characterised in that: when rehearsal project is that unrestrained top is burst,
Armored concrete board wall is U-shaped groove structure.
9. base is drilled in emergency flood fighting according to claim 1, it is characterised in that: rehearsal project further includes loophole simulation.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108717812A (en) * | 2018-07-17 | 2018-10-30 | 江苏省防汛防旱指挥部办公室 | A kind of emergency flood fighting rehearsal base |
| CN115323993A (en) * | 2022-08-15 | 2022-11-11 | 中国建筑科学研究院有限公司 | Dyke dangerous case handling training device and practical training method |
-
2018
- 2018-07-17 CN CN201821130569.XU patent/CN209070771U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108717812A (en) * | 2018-07-17 | 2018-10-30 | 江苏省防汛防旱指挥部办公室 | A kind of emergency flood fighting rehearsal base |
| CN108717812B (en) * | 2018-07-17 | 2024-03-01 | 江苏省防汛防旱指挥部办公室 | Flood prevention emergency exercise base |
| CN115323993A (en) * | 2022-08-15 | 2022-11-11 | 中国建筑科学研究院有限公司 | Dyke dangerous case handling training device and practical training method |
| CN115323993B (en) * | 2022-08-15 | 2023-11-14 | 中国建筑科学研究院有限公司 | Dyke dangerous case disposal training device and practical training method |
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