CN212513543U - Tunnel lining type double-reaction wall structure for anti-seismic test - Google Patents

Abstract

The utility model relates to a tunnel lining formula double-reaction wall structure that shock resistance test used, including tunnel structure, tunnel rock stock crowd, straight wall arch lining formula double-reaction wall frame structure, shock resistance test component, ground anchor system, horizontal jack loading system, counter-force beam system and vertical jack loading system. Set up tunnel rock stock crowd around abandonment tunnel structure, among the double reaction wall frame construction embedding tunnel structure of straight wall arch lining formula, tunnel rock stock crowd anchors in the double reaction wall frame construction of straight wall arch lining formula, the anti-seismic testing component is fixed on the counter-force bottom plate of lining formula double reaction wall frame construction, two horizontal jacks hang on the double reaction wall of both sides lining formula through drawing the hoist cable to one side about, set up multichannel steel construction reaction beam at the top of lining formula double reaction wall, set up a plurality of steel construction little stands between steel construction reaction beam and top arch ring, place vertical jack on the anti-seismic testing component, the construction speed is fast, energy-concerving and environment-protective, the large and low grade advantage of cost of horizontal load test tonnage.

Description

Tunnel lining type double-reaction wall structure for anti-seismic test

Technical Field

The utility model belongs to the civil engineering field relates to a counter-force wall structure, concretely relates to tunnel lining formula double-counter-force wall structure that shock resistance test used.

Background

The counter-force wall structure is adopted, and a horizontal low-cycle repeated horizontal load test method is a main method for building structure seismic performance test research, and seismic performance indexes such as hysteresis curves, skeleton curves, ductility coefficients, energy consumption capacity, restoring force characteristics and the like can be obtained, so that seismic performance evaluation of the building structure is performed.

The large-scale reaction wall is used as a support for the earthquake-resistant performance test of a large-scale building structure model or a full-size member, and the large-scale reaction wall can be used for carrying out two-dimensional pseudo-dynamic earthquake-resistant test research on structures and parts.

The large-scale counterforce wall structure for the building structure anti-seismic performance test mainly comprises a steel reinforced concrete counterforce wall structure, a steel structure counterforce frame, a counterforce bottom plate structure, an MTS jack and the like, and the large-scale counterforce wall structure system is high in manufacturing cost and huge in construction investment. It is inconvenient for common colleges and research institutes to equip.

Due to historical reasons, a large number of tunnels and military caverns are abandoned for secondary development and utilization, firm walls of the abandoned tunnels and the military caverns can be utilized to build a tunnel lining type double-reaction wall structure for an anti-seismic test, and the tunnel lining type double-reaction wall structure is economical, practical, energy-saving and environment-friendly.

The utility model discloses utilize abandonment tunnel and military cave depot, set up the straight wall of embedding tunnel wall all around and encircle the double-reaction-force wall frame construction of lining formula, the straight wall encircles the double-reaction-force wall frame construction of lining formula by the reaction bottom plate, vertical reaction wall and top arch ring constitute, the anti-seismic testing component is fixed on the reaction bottom plate structure of the double-reaction-force wall frame construction of lining formula of straight wall, it hangs on the vertical reaction wall in both sides through cable-stay hoist cable to control two MTS horizontal jacks, top at vertical reaction wall sets up multichannel steel construction reaction beam, set up the little stand of steel construction between steel construction reaction beam and top arch ring, place vertical jack on the anti-seismic testing component, vertical jack passes power in steel construction reaction beam, start MTS horizontal jack, carry out the low week and relapse horizontal load test.

The tunnel lining type double-reaction wall structure for the anti-seismic test has the advantages of simple structure, high construction speed, energy conservation, environmental protection, large tonnage of horizontal load test, low manufacturing cost and the like, free reverse thrust of the solid walls of the abandoned tunnels and military cave depots is utilized, the capital construction cost of horizontal low-cycle repeated horizontal load test equipment is greatly reduced, a building component anti-seismic performance test base facing national research units can be built at low cost, the tension situation of queuing in the anti-seismic test research of large-scale reaction walls is relieved, and the cost of the anti-seismic performance test research of the building structure is reduced.

SUMMERY OF THE UTILITY MODEL

The technical problem is as follows: utilize the firm wall that utilizes abandonment tunnel and military cave depot, the utility model provides a simple structure, build fast, energy-concerving and environment-protective, the tunnel lining formula double-reaction wall structure that the anti-seismic test of the big and cost low grade advantage of horizontal load test tonnage used, set up the straight wall arch lining formula double-reaction wall frame structure of embedding tunnel wall all around, the anti-seismic test component is fixed on the reaction bottom plate, the top sets up vertical jack, both sides installation MTS horizontal jack carries out the experimental research of horizontal load anti-seismic performance of low week repetition.

The technical scheme is as follows: the utility model discloses a tunnel lining formula double-reaction wall structure that shock resistance test used, including tunnel structure, tunnel rock stock crowd, straight wall arch lining formula double-reaction wall frame structure, shock resistance test component, ground anchor system, horizontal jack loading system, counter-force beam system and vertical jack loading system, its characterized in that: tunnel rock anchor rod groups are arranged around the tunnel structure, the periphery of the straight wall arch lining type double-counter-force wall frame structure is embedded into the tunnel structure, the tunnel rock anchor rod groups are anchored in the straight wall arch lining type double-counter-force wall frame structure, straight wall arch lining type double-reaction-force wall frame structure by the reaction bottom plate, vertical reaction wall and top arch ring constitute, the anti-seismic test component is fixed on the reaction bottom plate of straight wall arch lining type double-reaction-force wall frame structure through the earth anchor system, horizontal jack loading system arranges the left and right sides at the anti-seismic test component, horizontal jack loading system is fixed on the vertical reaction wall of straight wall arch lining type double-reaction-force wall frame structure, reaction beam system sets up the upper portion at straight wall arch lining type double-reaction-force wall frame structure, be provided with vertical jack loading system between anti-seismic test component and reaction beam system.

Preferably, the tunnel rock anchor rod group comprises a surrounding rock short anchor rod and a bottom plate long anchor rod, the surrounding rock short anchor rod is arranged on the periphery of a vertical reaction wall and a top arch ring of the straight wall arch lining type double-reaction-force wall frame structure, and the bottom plate long anchor rod is arranged below a reaction bottom plate of the straight wall arch lining type double-reaction-force wall frame structure.

Preferably, the ground anchor system comprises a T-shaped anchor screw and a cast iron ground anchor, the cast iron ground anchor is a finished iron casting with a plurality of convex notches, the cast iron ground anchor is welded with a profile steel framework of the counter-force bottom plate in the straight-wall arch lining type double-counter-force wall frame structure, the lower end of the T-shaped anchor screw hooks the convex notches of the cast iron ground anchor, the T-shaped anchor screw penetrates through a reserved hole of the anti-seismic test component, and the anti-seismic test component is fixed on the counter-force bottom plate of the straight-wall arch lining type double-counter-force wall frame structure by the T-shaped anchor screws.

Preferably, horizontal jack loading system by horizontal jack, level to jack loading head, the steel construction level to extension connecting rod and draw the hoist cable to one side to constitute, horizontal jack hangs on the vertical reaction wall of the double-reaction-force wall frame structure of vertical wall arch lining formula through the splayed cable to one side hoist cable, horizontal jack is provided with the level to jack loading head, telescopic steel construction level to extension connecting rod one end links to each other to jack loading head with the level, steel construction level to extension connecting rod one end links to each other with the upper end of anti-seismic testing component.

Preferably, the reaction beam system set up on the two reaction wall frame structure upper portions of straight wall arch lining formula, the reaction beam system comprises steel construction reaction girder and steel construction little stand both, steel construction reaction girder sets up at vertical reaction wall and the top arch ring boundary line elevation position of the two reaction wall frame structure of straight wall arch lining formula, separate certain distance between the multichannel steel construction reaction girder, be provided with the little stand of a plurality of steel constructions on steel construction reaction girder, the top of the little stand of steel construction is connected with the top arch ring of the two reaction wall frame structure of straight wall arch lining formula.

Preferably, the vertical jack loading system comprises a vertical jack, a vertical jack loading head, a steel structure vertical extension connecting rod, a pulley plate and a steel structure distribution beam, wherein the vertical jack is hung upside down below the steel structure reaction force girder, the vertical jack loading head is arranged at the end part of the vertical jack, the steel structure distribution beam with two rollers is placed on the anti-seismic test component, the pulley plate is arranged on the steel structure distribution beam, and the steel sleeve type steel structure vertical extension connecting rod is arranged between the pulley plate and the vertical jack loading head.

The preparation method of the tunnel lining type double-reaction-force wall structure for the anti-seismic test is characterized by comprising the following steps of:

step 1) selecting a waste tunnel, excavating surrounding walls of a tunnel structure according to a design drawing, constructing surrounding rock short anchor rods at vertical side walls and a top arch ring of the tunnel structure, and constructing anchor rods at a bottom plate of the tunnel structure to form a tunnel rock anchor rod group;

step 2) according to a construction method of a tunnel lining structure, adopting a structural form of steel reinforced concrete, sequentially constructing a counter-force bottom plate, a vertical counter-force wall and a top arch ring, wherein the tail part of a tunnel rock anchor rod group is fixed in the straight wall arch lining structure to form a straight wall arch lining type double-counter-force wall frame structure;

step 3) installing a steel structure reaction girder and a steel structure small upright post on the upper part of the straight wall arch lining type double reaction wall frame structure to form a reaction beam system;

step 4), hoisting the anti-seismic test member in place, hooking the lower end of the T-shaped anchoring screw rod on the convex notch of the cast iron ground anchor, penetrating the T-shaped anchoring screw rod through the reserved hole of the anti-seismic test member, screwing down the screw cap at the upper part of the T-shaped anchoring screw rod, and fixing the anti-seismic test member on the counter-force bottom plate of the straight-wall arch lining type double-counter-force wall frame structure;

step 5) hoisting the left and right horizontal jacks in place at two sides of the anti-seismic test component, hanging the horizontal jacks on vertical reaction walls of a straight-wall arch lining type double-reaction-wall framework structure 3 by using splayed cable-stayed slings, installing horizontal jack loading heads at the ends of the horizontal jacks, installing steel sleeve type steel structure horizontally-lengthened connecting rods between the horizontal jack loading heads and the overhanging ends of the anti-seismic test component, and filling gaps between the horizontal jack loading heads and the overhanging ends of the anti-seismic test component;

step 6) hanging a vertical jack below the steel structure reaction force girder, installing a vertical jack loading head at the top end part of the vertical jack, placing a steel structure distribution beam with two rollers above the anti-seismic test member, placing a pulley plate above the steel structure distribution beam, installing a steel sleeve type steel structure vertical extension connecting rod between the pulley plate and the vertical jack loading head, and filling a gap between the pulley plate and the vertical jack loading head;

and 7) installing instruments and meters, applying vertical loads to the vertical jacks according to the designed axial-pressure ratio of the anti-seismic test component, starting the left horizontal jack and the right horizontal jack, performing low-cycle repeated horizontal load tests, collecting anti-seismic test data, observing the failure form of the anti-seismic test component, and evaluating the anti-seismic performance of the anti-seismic test component.

For the horizontal stress problem of the anti-seismic test device, free reverse thrust of the waste tunnel and the solid wall of the military cave depot is utilized, a horizontal jack is installed, a horizontal repeated load test is carried out, and the capital construction investment of an anti-seismic test room is greatly reduced.

To the vertical atress problem of anti-seismic testing device, set up steel construction reaction girder and the little stand of steel construction in the double-reaction wall frame structure of straight wall arch lining formula, the vertical load of anti-seismic testing is undertaken to the top arch ring of the double-reaction wall frame structure of straight wall arch lining formula, has avoided purchasing the steel construction reaction frame that the price is expensive.

For the ground anchor stress problem of the anti-seismic test device, the long anchor rod of the bottom plate is arranged below the counter-force bottom plate of the straight-wall arch lining type double-counter-force wall frame structure, the cast iron ground anchor is welded with the profile steel framework of the counter-force bottom plate in the straight-wall arch lining type double-counter-force wall frame structure, the lower ends of the T-shaped anchoring screws hook the convex notch of the cast iron ground anchor, and the anti-seismic test members are fixed on the counter-force bottom plate of the straight-wall arch lining type double-counter-force wall frame structure by the plurality of T-shaped anchoring screws, so the ground anchor counter-force of the anti-seismic test is mainly borne by the strong rock anchor rod, and huge funds for building the expensive counter-force bottom plate with the underground type are saved.

The secondary development utilizes abandoned tunnels and military cave depots, free reverse thrust provided by solid walls of the abandoned tunnels and the military cave depots is utilized, a tunnel lining type double-reaction wall structure for the anti-seismic test is built, the capital construction cost of horizontal low-cycle repeated horizontal load test equipment can be greatly reduced, and the device is economical, practical, energy-saving and environment-friendly.

Has the advantages that: compared with the prior art, the utility model, have following advantage:

a horizontal low-cycle repeated load test method by utilizing a counterforce wall is a main earthquake-resistant performance test research method of a building structure, a large counterforce wall structure comprises a counterforce wall structure, a counterforce frame structure, a counterforce bottom plate structure and the like, and a large counterforce wall system is expensive to build and has huge construction investment.

The demand to the two counter-force wall structures of economical and practical type, utilize the firm wall of abandonment tunnel and military cave depot, set up the straight wall arch lining formula two counter-force wall frame structure of embedding tunnel wall all around, the anti-seismic testing component is fixed on counter-force bottom plate structure, set up vertical loading jack between anti-seismic testing component and counter-force roof beam, MTS horizontal jack is installed to the left and right sides of straight wall arch lining formula two counter-force wall frame structure, form the tunnel lining formula two counter-force wall structure that the anti-seismic testing used, carry out the experimental research of low week repetition horizontal load anti-seismic performance.

The straight wall arch lining type double-reaction-force wall frame structure is composed of a reaction bottom plate, a vertical reaction wall and a top arch ring, the reaction bottom plate solves the anchoring problem of an anti-seismic test component, the vertical reaction wall solves the horizontal reverse thrust problem of the anti-seismic test component, the top arch ring solves the vertical loading reaction problem of the test component, and the straight wall arch lining type double-reaction-force wall frame structure is suitable for local application, energy-saving and environment-friendly.

The horizontal thrust load of the anti-seismic test is huge, the traditional large counterforce wall structure usually adopts a gravity retaining wall structure form, the civil engineering quantity is huge, and the manufacturing cost is high; the tunnel lining type counterforce wall structure utilizes the abandoned tunnel and a military cave depot, MTS horizontal load jacks are hung and installed on walls on two sides, the firm wall of the abandoned tunnel can bear huge horizontal load thrust, the problem of horizontal loading reverse thrust of an anti-seismic test component is solved, the construction cost of the counterforce wall structure is greatly saved, and the tunnel lining type counterforce wall structure is economical and practical.

In order to research the axial pressure ratio influence factors of the anti-seismic test member, the vertical jack applies a vertical load to the anti-seismic test member, a large steel structure reaction frame needs to be installed in a laboratory, and the manufacturing cost of the laboratory is increased; the tunnel lining type reaction wall structure utilizes the tunnel lining top arch ring to bear the reaction of the load of the vertical jack, solves the problem of vertical loading reverse thrust of the anti-seismic test member, and further reduces the capital construction investment for building an anti-seismic test room.

In order to anchor and fix the anti-seismic test component, the anti-seismic test room needs to build a counter-force bottom plate structure with a basement, so that the capital investment is huge and the price is high; the tunnel lining type counter-force wall structure is characterized in that a rock anchor rod is arranged under a counter-force bottom plate structure, an internal profile steel structure of the counter-force bottom plate structure made of steel reinforced concrete is a lower connection rock anchor rod, an upper connection is a finished cast iron ground anchor with a convex notch, a T-shaped screw rod hooks the convex notch of the cast iron ground anchor, the T-shaped screw rod penetrates through a reserved hole to fix an anti-seismic test member on the counter-force bottom plate structure of the tunnel lining type double-counter-force wall structure for anti-seismic tests, the problem of anchoring the ground anchor of the anti-seismic test member is solved, and the capital construction investment for building anti-seismic test rooms is greatly reduced.

The secondary utilization abandonment tunnel and military cave depot excavate the wall all around the tunnel, hit into the rock stock all around, embedding construction vertical wall arch lining formula double reaction wall frame construction, form the tunnel lining formula double reaction wall structure that anti-seismic testing used, the earth anchor system, horizontal jack loading system and vertical jack loading system three big test systems collaborative work, have simple structure, construction speed is fast, energy-concerving and environment-protective, the experimental tonnage of horizontal load is big and cost low grade advantage, the capital construction expense of anti-seismic performance test room has been reduced by a wide margin.

Drawings

FIG. 1 is a schematic plan view of a tunnel lining type double counterforce wall structure for an earthquake resistance test;

FIG. 2 is a schematic view of the straight wall arch lined double reaction wall frame structure and reaction beam system of FIG. 1;

fig. 3 is a schematic view of the arrangement of the tunnel rock bolt group of fig. 1;

FIG. 4 is a schematic view of the ground anchor system of FIG. 1;

FIG. 5 is a schematic view of the horizontal jack loading system of FIG. 1;

fig. 6 is a schematic view of the vertical jack loading system of fig. 1.

The figure shows that: a tunnel structure 1; a tunnel rock anchor rod group 2; a short anchor rod 21 for surrounding rock; a floor long anchor 22; a straight wall arch lining type double-reaction wall frame structure 3; a reaction bottom plate 31; a vertical reaction wall 32; a top arch ring 33; a seismic testing member 4; an earth anchor system 5; a t-shaped anchor screw 51; a cast iron ground anchor 52; a horizontal jack loading system 6; a horizontal jack 61; a horizontal jack loading head 62 and a steel structure horizontal extension connecting rod 63; a diagonal stay cable 64; a reaction beam system 7; a steel-structure reaction force girder 71; a steel structure small column 72; a vertical jack loading system 8; a vertical jack 81; a vertical jack loading head 82; a steel structure vertical extension connecting rod 83; a pulley plate 84; steel structural distribution beam 85.

Detailed Description

The present invention will be further specifically described with reference to the accompanying drawings.

Example 1:

the utility model relates to a tunnel lining formula double reaction wall structure that shock resistance test used, including tunnel structure 1, tunnel rock stock crowd 2, straight wall arch lining formula double reaction wall frame construction 3, shock resistance test component 4, ground anchor system 5, horizontal jack loading system 6, reaction beam system 7 and vertical jack loading system 8, its characterized in that: tunnel rock anchor rod groups 2 are arranged around the tunnel structure 1, the periphery of the straight wall arch lining type double-reaction wall frame structure 3 is embedded into the tunnel structure 1, the tunnel rock anchor rod group 2 is anchored in the straight wall arch lining type double-reaction wall frame structure 3, the straight wall arch lining type double-reaction-force wall frame structure 3 is composed of a reaction bottom plate 31, a vertical reaction wall 32 and a top arch ring 33, an anti-seismic test component 4 is fixed on the reaction bottom plate 31 of the straight wall arch lining type double-reaction-force wall frame structure 3 through a ground anchor system 5, horizontal jack loading systems 6 are arranged on the left side and the right side of the anti-seismic test component 4, the horizontal jack loading systems 6 are fixed on the vertical reaction wall 32 of the straight wall arch lining type double-reaction-force wall frame structure 3, a reaction beam system 7 is arranged on the upper portion of the straight wall arch lining type double-reaction-force wall frame structure 3, and a vertical jack loading system 8 is arranged between the anti-seismic test component 4 and the counterforce beam system 7.

The tunnel rock anchor rod group 2 is composed of a surrounding rock short anchor rod 21 and a bottom plate long anchor rod 22, the surrounding rock short anchor rod 21 is arranged on the periphery of a vertical reaction wall 32 and a top arch ring 33 of the straight wall arch lining type double reaction wall frame structure 3, and the bottom plate long anchor rod 22 is arranged below a reaction bottom plate 31 of the straight wall arch lining type double reaction wall frame structure 3.

The ground anchor system 5 comprises a T-shaped anchor screw 51 and a cast iron ground anchor 52, the cast iron ground anchor 52 is a finished iron casting with a plurality of convex notches, the cast iron ground anchor 52 is welded with a steel skeleton of the counter-force bottom plate 31 in the straight-wall arch lining type double-counter-force wall frame structure 3, the lower end of the T-shaped anchor screw 51 hooks the convex notches of the cast iron ground anchor 52, the T-shaped anchor screw 51 penetrates through a reserved hole of the anti-seismic test member 4, and the anti-seismic test member 4 is fixed on the counter-force bottom plate 31 of the straight-wall arch lining type double-counter-force wall frame structure 3 by the T-shaped anchor screws 51.

Horizontal jack loading system 6 by horizontal jack 61, the level to jack loading head 62, the steel construction level is to lengthening connecting rod 63 and drawing the hoist cable 64 to one side and constitute, horizontal jack 61 hangs on vertical reaction wall 32 of straight wall arch lining formula double reaction wall frame structure 3 through the splayed cable 64 that draws to one side, horizontal jack 61 is provided with the level to jack loading head 62, telescopic steel construction level is to lengthening connecting rod 63 one end and level to jack loading head 62 continuous, the steel construction level is to lengthening connecting rod 63 one end and the upper end of component 4 links to each other with the antidetonation.

Reaction beam system 7 set up on 3 upper portions of straight wall arch lining formula double reaction wall frame construction, reaction beam system 7 comprises steel construction reaction beam 71 and steel construction little stand 72 both, steel construction reaction beam 71 sets up at vertical reaction wall and the top arch ring boundary line elevation position of straight wall arch lining formula double reaction wall frame construction, separate certain distance between the multichannel steel construction reaction beam, be provided with a plurality of steel construction little stands on steel construction reaction beam 71, the top of steel construction little stand is connected with the top arch ring of straight wall arch lining formula double reaction wall frame construction.

The vertical jack loading system 8 comprises a vertical jack 81, a vertical jack loading head 82, a steel structure vertical extension connecting rod 83, a pulley plate 84 and a steel structure distribution beam 85, wherein the vertical jack 81 is hung upside down below the steel structure reaction force girder 71, the vertical jack loading head 82 is arranged at the end part of the vertical jack 81, the steel structure distribution beam 85 with two rollers is placed on the anti-seismic test component 4, the pulley plate 84 is arranged above the steel structure distribution beam 85, and the steel sleeve type steel structure vertical extension connecting rod 83 is arranged between the pulley plate 84 and the vertical jack loading head 82.

Example 2:

the preparation method of the tunnel lining type double-reaction-force wall structure for the anti-seismic test is characterized by comprising the following steps of:

step 1) selecting a waste tunnel, excavating the peripheral walls of the tunnel structure 1 according to a design drawing, constructing a surrounding rock short anchor rod 21 at the vertical side wall and a top arch ring of the tunnel structure 1, and constructing a bottom plate long anchor rod 22 at the bottom plate of the tunnel structure 1 to form a tunnel rock anchor rod group 2;

step 2) according to a construction method of a tunnel lining structure, a steel reinforced concrete structure is adopted, a reaction bottom plate 31, a vertical reaction wall 32 and a top arch ring 33 are constructed in sequence, and the tail part of a tunnel rock anchor rod group 2 is fixed in the straight wall arch lining structure to form a straight wall arch lining type double reaction wall frame structure 3;

step 3) installing a steel structure reaction force girder 71 and a steel structure small upright post 72 on the upper part of the straight wall arch lining type double reaction force wall frame structure 3 to form a reaction force girder system 7;

step 4), hoisting the anti-seismic test member 4 in place, hooking the convex notch of the cast iron ground anchor 52 by the lower end of the T-shaped anchoring screw 51, penetrating the T-shaped anchoring screw 51 through the reserved hole of the anti-seismic test member 4, screwing down the screw cap at the upper part of the T-shaped anchoring screw 51, and fixing the anti-seismic test member 4 on the counter-force bottom plate 31 of the straight-wall arch lining type double-counter-force wall frame structure 3;

step 5) hoisting a left horizontal jack 61 and a right horizontal jack 61 in place at two sides of the anti-seismic test component 4, hanging the horizontal jacks 61 on the vertical reaction walls 32 of the straight-wall arch lining type double-reaction-wall frame structure 3 by using splayed diagonal slings 64, installing horizontal jack loading heads 62 at the ends of the horizontal jacks 61, installing steel sleeve type steel structure horizontal extension connecting rods 63 between the horizontal jack loading heads 62 and the overhanging ends of the anti-seismic test component 4, and filling gaps between the horizontal jacks and the anti-seismic test component 4;

step 6) suspending a vertical jack 81 below the steel structure reaction force girder 71, mounting a vertical jack loading head 82 at the end part of the vertical jack 81, placing a steel structure distribution beam 85 with two rollers above the anti-seismic test member 4, placing a pulley plate 84 above the steel structure distribution beam 85, mounting a steel sleeve type steel structure vertical extension connecting rod 83 between the pulley plate 84 and the vertical jack loading head 82, and filling a gap between the two;

and 7) installing instruments and meters, applying vertical loads to the vertical jacks 81 according to the designed axial-pressure ratio of the anti-seismic test component 4, starting the left horizontal jack 61 and the right horizontal jack 61, performing low-cycle repeated horizontal load tests, collecting anti-seismic test data, observing the failure form of the anti-seismic test component 4, and evaluating the anti-seismic performance of the anti-seismic test component 4.

Example 3:

in a certain abandoned military cave depot, the original cave depot is lined in a straight wall arch lining structure form, the net width of the original lining is 10 meters, the net height is 12 meters, the net height of a vertical side wall is 10 meters, and the net rise of a top arch ring is 2.5 meters, so that secondary development and utilization are planned, 55 meters of the depth of the abandoned military cave depot is selected, and the anti-seismic test chamber is planned to be reconstructed into a tunnel lining type double-reaction-wall structure.

The method is characterized in that a surrounding rock system VI type hard rock surrounding rock structure of a military cave depot is abandoned, the surrounding rock is slightly influenced by a geological structure, joints are not developed, and no weak surface or interlayer exists; the layered rock stratum is a thick layer, the interlayer combination is good, the layered rock stratum is in a huge shape, the whole structure is stable, and the collapse is avoided.

The wall all around of original tunnel type military cave depot structure is excavated, and the vertical counter-force wall and the excavation degree of top arch ring department are 1.0 meter, and the excavation degree of former counter-force bottom plate department is 2.0 meters.

The wall all around of original tunnel type military cave depot structure sets up the rock stock, and rock stock plum blossom shape is arranged, and vertical counter-force wall and top arch ring department construction surrounding rock short stock, interval are 1000mm, and the short stock diameter of surrounding rock 18mm, and the short stock length of surrounding rock is 5 meters, is constructing the long stock of bottom plate in counter-force bottom plate department, and the interval is 500mm, and the long stock diameter of bottom plate 25mm, and the long stock length of bottom plate is 10 meters.

The straight wall arch lining type double-reaction-force wall frame structure is composed of a reaction bottom plate, a vertical reaction wall, a top arch ring and the like, wherein the periphery of the straight wall arch lining type double-reaction-force wall frame structure is embedded into a tunnel structure, and the tail part of a tunnel rock anchor rod group is anchored in the straight wall arch lining type double-reaction-force wall frame structure.

According to the construction method of the tunnel lining structure, a steel reinforced concrete structure is adopted, a reaction bottom plate, a vertical reaction wall and a top arch ring are constructed in sequence, and the straight-wall arch tunnel lining structure is formed, wherein the thickness of the vertical reaction wall and the thickness of the top arch ring are 1.0 meter, and the thickness of the reaction bottom plate is 2.0 meters.

The bottom of the counter-force bottom plate is an encrypted bottom plate long anchor rod, the top of the counter-force bottom plate is a cast iron anchor, the cast iron anchor is a finished iron product with a plurality of convex notches, the cast iron anchor is welded with a profile steel framework of the counter-force bottom plate, the thickness of the finished cast iron anchor is 0.5 m, the lower ends of the T-shaped anchoring screws hook the convex notches of the cast iron anchor, the T-shaped anchoring screws penetrate through reserved holes of the anti-seismic test component, the anti-seismic test component is fixed on the counter-force bottom plate of the straight-wall arch lining double-counter-force wall frame structure by the two T-shaped anchoring screws, and the reliability of the anti-seismic test component is ensured.

Two MTS horizontal jacks are arranged on the left side and the right side of an anti-seismic test component, the MTS horizontal jacks are hung on a vertical reaction wall of a vertical wall arch lining type double-reaction wall frame structure through inclined pull slings and are arranged on the anti-seismic test component, end bolts of the MTS horizontal jacks are connected with horizontal jack loading heads through bolts, steel sleeve type steel structure horizontal extension connecting rods are installed, gaps between the two connecting rods are filled, and horizontal force transfer is ensured to be reliable.

Reaction beam system comprises steel construction reaction girder and the little stand of steel construction, at vertical reaction wall and the top hunch circle boundary line elevation position of the two reaction wall frame construction of straight wall arch lining formula, separate 5 meters interval and set up one steel construction reaction girder, set up 10 steel construction reaction girders altogether, steel construction reaction girder adopts the welding rectangle steel pipe roof beam of two channel-section steels in addition the lower flange steel sheet, the roof beam height is 1000mm, the roof beam is wide 300mm, the two channel steel wall thickness is 20mm, the upper and lower steel plate is thick 30mm, built-in multichannel steel cross slab.

The lower end of the small steel structure stand column is placed on the steel structure reaction beam, the top of the small steel structure stand column is firmly connected with the top arch ring of the straight wall arch lining type double-reaction-force wall frame structure, the small steel structure stand column adopts a 400 multiplied by 300mm rectangular steel pipe concrete column, the wall thickness of the steel pipe is 12mm, and C40 concrete is poured into the rectangular steel pipe.

A vertical jack is suspended below a steel structure counter-force girder by adopting a bolt connection method, a vertical jack loading head is installed at the top end of the vertical jack, a steel structure distribution beam with two rollers is placed above an anti-seismic test component, a pulley plate is placed above the steel structure distribution beam, a steel sleeve type steel structure vertical extension connecting rod is installed between the pulley plate and the vertical jack loading head, a gap between the pulley plate and the vertical jack loading head is filled, the reliability of vertical force transmission is ensured, and the pulley plate is arranged to ensure that the test component can freely slide horizontally.

Starting a vertical jack to apply a vertical load according to the designed axial pressure ratio of the anti-seismic test component, and transmitting the counter force of the vertical load to a steel structure counter-force beam and a top arch ring of a lining; starting an MTS horizontal jack to apply a horizontal load, and transmitting the counter force of the horizontal load to a lined vertical counter force wall; in the anti-seismic test, the counter force of the earth anchor of the anti-seismic test component is transmitted to the T-shaped anchoring screw and the finished cast iron earth anchor with the convex notch, and the cast iron earth anchor transmits the force to the counter bottom plate and the long anchor rod of the bottom plate.

The tunnel lining type double-reaction wall structure for the anti-seismic test is built by using the solid walls of the abandoned military cave depot, the horizontal jack is used for performing the low-cycle repeated horizontal load test, and the tunnel lining type double-reaction wall structure for the anti-seismic test has the advantages of simple structure, high building speed, energy conservation, environmental protection, large tonnage of the horizontal load test, low manufacturing cost and the like.

The above description is only a preferred embodiment of the present invention, and it should be noted that: for those skilled in the art, without departing from the principle of the present invention, several improvements and modifications can be made, and these improvements and modifications should also be considered as the protection scope of the present invention.

Claims (6)

1. The utility model provides a two counter-force wall structures of tunnel lining formula that anti-seismic testing used, includes tunnel structure (1), tunnel rock stock crowd (2), straight wall arch lining formula two counter-force wall frame structure (3), anti-seismic testing component (4), ground anchor system (5), horizontal jack loading system (6), counter-force beam system (7) and vertical jack loading system (8), its characterized in that: the tunnel rock anchor rod group (2) is arranged around the tunnel structure (1), the straight-wall arch lining type double-reaction-force wall frame structure (3) is embedded into the tunnel structure (1), the tunnel rock anchor rod group (2) is anchored in the straight-wall arch lining type double-reaction-force wall frame structure (3), the straight-wall arch lining type double-reaction-force wall frame structure (3) is composed of a reaction bottom plate (31), a vertical reaction wall (32) and a top arch ring (33), an anti-seismic test member (4) is fixed on the reaction bottom plate (31) of the straight-wall arch lining type double-reaction-force wall frame structure (3) through a ground anchor system (5), a horizontal jack loading system (6) is arranged on the left side and the right side of the anti-seismic test member (4), the horizontal jack loading system (6) is fixed on the vertical reaction wall (32) of the straight-wall arch lining type double-reaction-force wall frame structure (3), the reaction beam system (7) is arranged on the upper part of the straight wall arch lining type double reaction wall frame structure (3), and a vertical jack loading system (8) is arranged between the anti-seismic test component (4) and the reaction beam system (7).

2. The tunnel lining type double-counterforce wall structure for the earthquake resistance test according to claim 1, is characterized in that: tunnel rock stock crowd (2) constitute by short stock of country rock (21) and the long stock of bottom plate (22), the short stock of country rock (21) sets up in the periphery of vertical reaction wall (32) and top arch ring (33) of the two reaction wall frame structure of straight wall arch lining formula (3), the long stock of bottom plate (22) sets up below reaction bottom plate (31) of the two reaction wall frame structure of straight wall arch lining formula (3).

3. The tunnel lining type double-counterforce wall structure for the earthquake resistance test according to claim 1, is characterized in that: the ground anchor system (5) is composed of T-shaped anchoring screws (51) and cast iron ground anchors (52), the cast iron ground anchors (52) are finished iron castings provided with a plurality of convex notches, the cast iron ground anchors (52) are welded with a steel skeleton of the counterforce bottom plate (31) in the straight-wall arch lining type double-counterforce wall frame structure (3), the lower ends of the T-shaped anchoring screws (51) hook the convex notches of the cast iron ground anchors (52), the T-shaped anchoring screws (51) penetrate reserved holes of the anti-seismic test member (4), and the anti-seismic test member (4) is fixed on the bottom plate (31) of the straight-wall arch lining type double-counterforce wall frame structure (3) through the T-shaped anchoring screws (51).

4. The tunnel lining type double-counterforce wall structure for the earthquake resistance test according to claim 1, is characterized in that: horizontal jack loading system (6) by horizontal jack (61), the level is to jack loading head (62), the steel construction level is to lengthening connecting rod (63) and drawing hoist cable (64) to one side and constitute, horizontal jack (61) hang on vertical counter-force wall (32) of vertical wall hunch lining formula double counter-force wall frame structure (3) through splayed cable (64) to one side, horizontal jack (61) are provided with the level and are to jack loading head (62), telescopic steel construction level of steel is to lengthening connecting rod (63) one end and level and to jack loading head (62) link to each other, the steel construction level is to the upper end of lengthening connecting rod (63) one end and anti-seismic testing component (4) link to each other.

5. The tunnel lining type double-counterforce wall structure for the earthquake resistance test according to claim 1, is characterized in that: reaction beam system (7) set up on straight wall arch lining formula double reaction wall frame structure (3) upper portion, reaction beam system (7) comprise steel construction reaction beam (71) and steel construction little stand (72) both, steel construction reaction beam (71) set up at straight wall arch lining formula double reaction wall frame structure's vertical reaction wall and top arch ring boundary line elevation position, separate certain distance between the multichannel steel construction reaction beam, be provided with a plurality of steel construction little stands on steel construction reaction beam (71), the top of steel construction little stand is connected with straight wall arch lining formula double reaction wall frame structure's top arch ring.

6. The tunnel lining type double-counterforce wall structure for the earthquake resistance test according to claim 1, is characterized in that: the vertical jack loading system (8) is composed of a vertical jack (81), a vertical jack loading head (82), a steel structure vertical extension connecting rod (83), a pulley plate (84) and a steel structure distribution beam (85), wherein the vertical jack (81) is hung upside down below the steel structure reaction force girder (71), the vertical jack loading head (82) is arranged at the end part of the vertical jack (81), the steel structure distribution beam (85) with two rollers is placed on the anti-seismic test component (4), the pulley plate (84) is arranged above the steel structure distribution beam (85), and a steel sleeve type steel structure vertical extension connecting rod (83) is arranged between the pulley plate (84) and the vertical jack loading head (82).

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