CN216194901U - Unloading plate type retaining wall structure for large-span underground garage - Google Patents

Abstract

The utility model discloses an unloading plate type retaining wall structure for a large-span underground garage, which is arranged on the outer side of the side wall of the garage and comprises a concrete filling pile, bearing platform beams, rib columns, a top pressing beam, an unloading plate and a baffle plate, wherein the concrete filling pile is arranged on the outer side of the lower end of the side wall of the garage; when using, support the garage lateral wall outside soil body through adopting this barricade structure, can effectually prevent that the garage lateral wall from taking place the collapsible nature and collapsing, solve loose powder fine sand and to the horizontal thrust of basement outer wall, have support the characteristics that the performance is good, strut the effect obvious.

Description

Unloading plate type retaining wall structure for large-span underground garage

Technical Field

The utility model belongs to the technical field of underground garage support, and particularly relates to an unloading plate type retaining wall structure for a large-span underground garage.

Background

With the development of the modern building industry, the available construction land is less and less, so that the maximized use of the construction land becomes the main melody of the modern building industry, and therefore, in the construction of the modern building, most buildings can construct underground garages so as to reduce the parking pressure on the ground and maximally utilize the land; in modern buildings, large-span underground parking garages are often built in building structures such as convention centers, hotels, swimming pools and the like, in the building process of the parking garages, retaining walls are generally built on the peripheral side edges of the parking garages, and the retaining walls are used for blocking peripheral soil bodies so as to ensure the normal use of the parking garages;

the retaining wall is only a conventional retaining wall structure, and for a field stratum, the retaining wall mainly comprises a small amount of miscellaneous fill, the fourth-evening renewed world aeolian fine sand and silty soil, the fluvial alluvial silt fine sand, silty soil, silty clay and sandy soil, and a geomorphic unit belongs to the first-level terrace of the periphery of the mausu desert; the field is free of collapsible loess distribution, the collapsible property of loess is not considered, but the aeolian loose fine sand distributed on the ground surface rapidly sinks after meeting water, the influence of the aeolian fine sand on a shallow foundation must be considered during design, and the existing retaining wall structure cannot meet the supporting requirement of the side wall of the garage;

therefore, it is urgently needed to design a retaining wall structure to reinforce the side wall of the garage under special geological conditions and reduce the pressure of the overturning soil pressure on the side wall of the garage.

Disclosure of Invention

Aiming at the defects in the prior art, the utility model aims to provide the unloading plate type retaining wall structure for the large-span underground garage.

In order to achieve the purpose, the technical scheme adopted by the utility model is as follows:

the utility model provides a board-like retaining wall structure of off-load for large-span underground garage, board-like retaining wall structure of off-load sets up in the outside of garage lateral wall, including concrete bored concrete pile, cushion cap roof beam, rib post, capping beam, off-load board and baffle, the concrete bored concrete pile sets up in the lower extreme outside of garage lateral wall, and the cushion cap roof beam link up the upper end that sets up at the concrete bored concrete pile, will be if dry concrete bored concrete pile connects, rib post equidistance sets up in the upper end of cushion cap roof beam, and the rib post is connected with the baffle, and wherein the baffle setting is in the one side that is close to the backfill, the capping beam sets up at the top of rib post and baffle, is connected with the garage lateral wall, and in the off-load board stretched into the fill in the rib post outside, and is connected with the rib post.

Preferably, rib post and baffle integrated into one piece pour the shaping, be provided with hole and the expansion joint of permeating water on the baffle, follow the baffle dorsal part is to the direction that the wall extends, and the hole downward sloping that permeates water sets up on the baffle, and communicates with the water drainage tank in the garage outside.

Preferably, the expansion joint is arranged between two adjacent baffles, the width of the joint is 30mm, and asphalt hemp threads are fully filled in the joint.

Preferably, the baffle is internally provided with a tie bar which is arranged in a quincunx shape.

Preferably, the unloading plate comprises an upper unloading plate and a lower unloading plate which have the same structure, the upper unloading plate and the lower unloading plate both extend into the backfill soil and are horizontally arranged, and the thicknesses of the upper unloading plate and the lower unloading plate are both 200 mm.

The utility model has the beneficial effects that: the utility model discloses an unloading plate type retaining wall structure for a large-span underground garage, which is improved in that:

the utility model designs an unloading plate type retaining wall structure for a large-span underground garage, which is arranged on the outer side of the side wall of the garage and comprises a concrete filling pile, a bearing platform beam, a rib column, a capping beam, an unloading plate and a baffle plate.

Drawings

Fig. 1 is a schematic structural view of an unloading plate type retaining wall structure for a large-span underground garage according to the present invention.

FIG. 2 is a bottom view of the bolster beam of the present invention.

Fig. 3 is a top view of a baffle and rib post of the present invention.

Fig. 4 is a top view of the load relief plate of the present invention.

Fig. 5 is an elevation view of an unloading plate type retaining wall structure of the large-span underground garage of the present invention.

Fig. 6 is a side sectional view of the unloading plate type retaining wall structure of the large-span underground garage of the present invention.

Fig. 7 is a partially enlarged view of a cross-sectional surface of the unloading plate type retaining wall structure 1-1 of the large-span underground garage of the present invention.

Fig. 8 is a partial enlarged view of a section of the unloading plate type retaining wall structure 2-2 of the large-span underground garage of the present invention.

Fig. 9 is a partially enlarged view of a sectional plane of an a-a of the unloading plate type retaining wall structure of the large-span underground garage according to the present invention.

Wherein: 1. the garage comprises a garage side wall, 2 concrete cast-in-place piles, 3 bearing platform beams, 4 rib columns, 5 capping beams, 6 unloading plates, 7 baffle plates, 71 water permeable holes, 72 expansion joints and 73 tie bars.

Detailed Description

In order to make those skilled in the art better understand the technical solution of the present invention, the following further describes the technical solution of the present invention with reference to the drawings and the embodiments.

Referring to the attached drawings 1-9, the unloading plate type retaining wall structure for the large-span underground garage is arranged on the outer side of a garage side wall 1 and protects the garage side wall 1, and comprises a concrete cast-in-place pile 2, a bearing platform beam 3, rib columns 4, a capping beam 5, an unloading plate 6 and a baffle 7, wherein the concrete cast-in-place pile 2 is pre-cast on the outer side of the lower end of the garage side wall 1, the bearing platform beam 3 is arranged at the upper end of the concrete cast-in-place pile 2 in a penetrating way, if the concrete cast-in-place pile 2 is connected, the rib columns 4 are arranged at the upper end of the bearing platform beam 3 in an equidistance way, the rib columns 4 are connected with the baffle 7, the baffle 7 is arranged on one side close to backfill soil, the rib columns 4 are used for reinforcing the baffle 7, the capping beam 5 is arranged at the tops of the rib columns 4 and the baffle 7, and the baffle 7 is connected with the top end of the garage side wall 1, the unloading plate 6 extends into the filling soil outside the rib column 4 and is connected with the rib column 4 to form horizontal pulling force to pull the rib column 4.

Preferably, in the specific construction process, the rib columns 4 and the steel bars of the baffle 7 are bound and formed at one time and are integrally poured and formed, the baffle 7 is provided with water permeable holes 71 and expansion joints 72, the water permeable holes 71 are obliquely downwards arranged on the baffle 7 along the direction extending from the back side of the baffle 7 to the wall surface and are communicated with a drainage groove outside the garage, so that water in the filling soil at the back side can be conveniently drained, and the pressure action of water pressure on the baffle 7 is reduced; in order to prevent the baffle 7 from expanding and cracking, the expansion joint 72 is arranged between two adjacent baffles 7, the width of the joint is 30mm, and asphalt hemp threads are filled in the joint.

Preferably, in order to ensure the strength of the baffle 7, a tie bar 73 is further arranged in the baffle 7, and the tie bar 73 is arranged in a quincunx shape.

Preferably, in order to ensure the pulling effect of the unloading plate 6 on the rib post 4, the unloading plate 6 comprises an upper unloading plate and a lower unloading plate which have the same structure, the upper unloading plate and the lower unloading plate both extend into backfill soil and are horizontally arranged, and the thicknesses of the upper unloading plate and the lower unloading plate are both 200 mm.

Example 1: the construction process of the unloading plate type retaining wall structure for the large-span underground garage comprises the following steps:

1. background: the exhibition center project of the elmin city is positioned on the south side of the southwest new area elm in elm city, namely the south side of the cross eight roads of elm, and the east side of the thirteen street in Huaiyuan; the building block comprises a total building area of 164109.44 square meters, wherein the floor building area is 132702.69 square meters, six exhibition halls are contained in the floor building area, 1000 international conference centers and 2500 square meters of large-scale banquet halls and corresponding matching functions are equipped at the same time; the underground building area is 31406.75 square meters, mainly underground parking, equipment room and the like; the total building height is 40.3 m; the construction engineering design grade is first grade; the endurance life of the building is more than 50 years; the roof waterproof grade is first grade; the main body of the conference and exhibition center is a reinforced concrete frame structure and a roof steel truss structure; the seismic fortification intensity is 6 degrees; each single frame structure has a second anti-seismic grade;

the elevation of the bottom surface of a foundation pit of a permanent supporting retaining wall of an underground garage of an Ullin city exhibition center is 1120.300m, the elevation of the indoor ground of the garage is 1123.000m, the major structure of the garage is constructed, the permanent side slope support on the north side of the garage is supported, and the heights of retaining walls on the east and west sides of the garage to be supported and the north side of a front hall are 5.30-6.30 m at present; the length of the support is about 578 m. According to the requirement of a main body design unit, the supporting structure designed at this time needs to block the thrust of the soil outside the main body structure.

2. Engineering characteristics and key points: the supporting structure and the main structure need to be disconnected, and the additional load applied to the main structure is reduced as much as possible by the supporting and retaining structure; the top of the supporting structure needs to be covered with soil, and the ground surface is a square, so that the supporting structure has load use requirements and strict deformation requirements; and constructing more underground pipelines within a range of 2.5m below the surface in the supporting area.

3. The construction method comprises the following steps:

(1) concrete filling pile

The GHJK (RSTU) section is used for constructing a support pile, wherein the length L is 5300mm, the pile diameter D is 600mm, the main reinforcement 14C16, the spiral reinforcement 1C8@150, the reinforcing rib 1C14@1500 and the concrete grade is C30;

KL (UV) section construction support piles, wherein the length L is 5300mm, the pile diameter D is 600mm, the main reinforcement is 12C16, the spiral reinforcement is 1C8@150, the reinforcing rib is 1C14@1500, and the concrete grade is C30;

the LMNPQ (VWXYZ) section structure support pile has the length L of 5300mm, the pile diameter D of 600mm, a main reinforcement 11C16, a spiral reinforcement 1C8@150, a reinforcing rib 1C14@1500 and a concrete grade C30;

(2) bearing platform beam structure

GHJK (RSTU), KL (UV), LMNPQ (VWXYZ) sections of bearing platform beam height 500mm, width 750mm, longitudinal bars 8C16, 4C14, bearing platform beam stirrups 8@200, concrete grade C30;

(3) baffle and rib post configuration: (construction and arrangement of the bars as shown in the following figures)

A baffle plate: 200mm in width, GHJK (RSTU) section 4200mm in height, 4500mm in KL (UV) section, 5000mm in LMNPQ (VWXYZ) section;

rib columns: (b × h)350mm × 500 mm;

table 1: ribbed plate reinforcement meter

(4) Unloading plate:

the thicknesses of the upper layer unloading plate and the lower layer unloading plate are both 200 mm;

(5) the structure of the capping beam comprises three-grade steel with 300mm multiplied by 500mm (height multiplied by width), longitudinal bars 10C16 and stirrups 10@ 200;

4. the construction process comprises the following steps:

(1) and (3) construction of the reinforced concrete cast-in-place pile:

1) drilling machine positioning and slurry preparation

Before the cast-in-situ bored pile is constructed, a site is leveled and rolled by a bulldozer and a road roller, so that the rotary drilling machine can smoothly enter the site and be in place, and a drilling machine is kept stable in construction.

The preparation of the slurry selects high-quality bentonite to make slurry in a slurry tank, the slurry passes through a filling layer and a clay layer, the links of slurry circulation, purification and the like are fully considered, a slurry purification device is adopted to filter sand in the slurry, the sand content of the wall protection slurry is ensured to meet the standard requirement, the slurry is recycled, and the waste slurry is transported to a specified position by a slurry truck after being precipitated.

2) Determination of hole site

And (4) releasing the pile position according to a pile position diagram (including a test pile) planned on site. And measuring the position of the pile hole by using a total station, burying a hole position pile guard, positioning by using a cross shape, and checking the coordinates of the pile position at any time.

3) Embedded protection cylinder

The orifice pile casing is made of a steel plate with the thickness of 15mm, the inner diameter of the orifice pile casing is 200mm larger than the diameter of the pile, and the length of the pile casing is embedded in the pile according to 1.5-2.0 m generally; the orifice protecting cylinder is dug and buried by a rotary drilling rig, the joint of the bottom of the protecting cylinder and the soil layer is tamped by clay, the space between the outer surface of the protecting cylinder and the original soil is filled and tamped by clay, and surface water is prevented from permeating from the joint. The top of the pile casing is 30-40 cm higher than the construction ground, and the pile casing is accurately and vertically embedded.

4) Drilling to form holes

After the preparation work is finished, the crawler-type reverse circulation drilling machine is automatically in place, the drilling machine aligns the center line of the drill bit to the center of the pile hole, and the error is controlled within 2 cm. And starting a slurry pump and a drilling machine to start drilling, wherein the drilling speed can be properly accelerated in the clay layer, and the drilling speed needs to be slowed down after the sand layer is reached and the mud is not easy to stick on the hole wall, so that the hole position, the hole depth, the hole shape, the hole diameter, the inclination and various indexes of the mud for forming the hole are checked and timely adjusted. The mud consistency and water level in the hole are kept to be proper and stable, and water and clay are added in time to maintain the water head difference in the hole so as to prevent the hole from collapsing.

5) Cleaning the hole for the first time

And (4) drilling to a designed height, and immediately cleaning the hole after the hole depth, the hole diameter and the hole deflection meet the requirements through inspection, and completely pumping drilling residues. And cleaning the hole by adopting a slurry changing method, after drilling to the designed depth, lifting out the drill bit and removing the drilling machine, lowering the guide pipe, keeping the original slurry proportion for common reverse circulation of the floating slag, continuously reducing the slurry proportion and the drilling slag content in the hole along with the continuous floating of the residual drilling slag, then injecting clear water for continuous circulation replacement, and checking the hole cleaning quality at any time.

6) Binding and hoisting reinforcement cage

Binding of reinforcement cage

The reinforcement cage is manufactured strictly according to the design and specification requirements. The protective layer of steel reinforcement framework is guaranteed with the location cushion, and the location cushion is established a set ofly every 4m, and 4 pieces of every group evenly locate the pile foundation strengthening rib all around. The main reinforcement of the reinforcement cage adopts a single-side welding seam, the length of the single-side welding seam is 10d, the joint distance meets the specification requirement, and the number of joints on the same section is not more than 1/2 of the total number of the main reinforcements. The main reinforcement and the stirrup are welded into a reinforcement cage framework without a hook. Fixing reinforcing steel bars on the platform, welding main bars, then binding spiral stirrups, wherein the reinforcing stirrups are circular stirrups. And reinforcing treatment of the fixing positions of the lifting points and the orifices is well performed on the reinforcement cage.

Lifting of reinforcement cage

After hole cleaning is finished, hoisting a framework of the steel bar cage into a pile hole by using a crane, righting the framework to slowly descend after the framework enters an orifice, and strictly prohibiting swinging to collide the hole wall to cause hole collapse. And (4) lowering to the designed depth, and firmly positioning at the orifice to avoid floating, sinking or deviation in the concrete pouring process.

7) Conduit installation

The concrete pouring adopts a crane to suspend the guide pipe, and the upper part of the guide pipe is provided with a concrete funnel. When the concrete pouring is started, the distance from the outlet at the bottom of the guide pipe to the bottom of the hole is not more than 30cm, and the guide pipe can be firstly detected to the bottom of the hole and then lifted to the height of 300cm to guarantee the concrete pouring.

8) Second cleaning

And the second hole cleaning is carried out after the concrete guide pipe is poured, and a drainage pipe is placed in the guide pipe to draw out the sediments at the bottom of the hole.

9) Pouring underwater concrete

Firstly, the lower opening of the hopper is blocked by a rubber ball, and concrete with the thickness not less than 0.8m3 and not more than 1.3m3 is poured into the hopper for the first feeding, so that the concrete in the hopper quickly falls down, and mud in holes is discharged out of the holes. And the bottom of the material pipe is ensured to be buried more than 1m deep in the concrete. When pouring, the slump is kept between 180 and 220 mm.

Secondly, opening a water-proof cover plate for the guide pipe, wherein the water-proof cover plate is suspended at the lower opening of the concrete funnel in advance by using a steel wire rope, after the concrete is filled, the steel wire rope is lifted, the concrete sinks to the bottom of the hole, the slurry is discharged, and the opening of the guide pipe is buried.

Thirdly, the guide pipe is dismantled along with the continuous casting of the concrete, and the midway pause time is not more than 15 min. In the whole pouring process, the depth of the guide pipe in the concrete is preferably 2-4 m. The depth of the conduit and the height difference of the concrete surface inside and outside the conduit are measured by a specially-assigned person, and underwater concrete pouring records are filled in time.

And fourthly, gradually raising the pouring surface of the concrete by using the overpressure of the concrete in the guide pipe until the pouring surface is 0.4m higher than the designed elevation.

Fifthly, considering that the pile top concrete is chiseled, and controlling the pouring of the underwater concrete according to 0.4 higher than the designed elevation of the pile top during pouring so as to ensure the strength quality of the pile top concrete and avoid causing the quality problem that the strength of the pile head does not meet the requirement.

When the pouring is nearly finished, a proper amount of clear water is injected into the hole to dilute the slurry in the hole, and the slurry is completely discharged outside the hole.

10) Pile machine displacement

And after the drilling of the previous pile and the first hole cleaning are completed, moving the drilling machine to the next pile position, starting the drilling construction of the next pile, and simultaneously, starting the concrete pouring of the pile body of the previous pile.

11) Slurry cleaning

After the communication with local planning and environmental protection departments, a proper site is found near the site to be used as a abandoned site for transporting the waste slurry generated by drilling, and the waste slurry is properly treated;

technical requirements

1) The bored concrete pile hole forming process can be determined according to site conditions and local construction experience, the slurry retaining wall and the pile separation method are adopted for construction, and hole forming construction of adjacent piles can be carried out 24 hours after concrete pouring. The influence of the construction process on the surrounding environment should be fully considered. And effective measures are taken to ensure the safety of constructors and machinery.

2) The reinforcement cage should be made wholly, should take measures to prevent to warp in lifting by crane, transportation, installation, and the hoisting point should be established at the reinforcement stirrup position, slowly sinks in the hole. The steel bar joint adopts double-sided welding, the lap length is not less than 5d, and the joint position is staggered according to the standard. When the reinforcement cage is manufactured in a segmented mode, the section area of the stressed reinforcement with the joint in the section from any joint to 35d is not larger than 50% of the total section area of the stressed reinforcement and is not smaller than 500 mm.

3) And (5) pouring concrete on the pile body, and timely checking and accepting when the formed hole reaches the designed elevation of the hole bottom. And after the acceptance is qualified, hoisting the reinforcement cage and pouring concrete in time. The actual concrete pouring amount should not be less than the theoretical volume of the pile body. The pile body concrete should be poured by a conduit method. The concrete must have good workability and should be poured continuously and at once.

4) Bored concrete pile construction quality control and detection

The deviation of pile position, the axial line and the vertical axial line are not suitable to exceed 50 mm.

② the verticality deviation is not more than 0.5 percent.

Thirdly, the sediment at the bottom of the pile should not exceed 100 mm.

And fourthly, performing integrity detection on the pile body of the cast-in-place pile by 100 percent. When II and III piles are detected, core-pulling detection is added. And when the quality of the pile is determined to be qualified, the construction of the next procedure can be carried out. The phenomena of mud clamping, concrete segregation, pile breakage and the like cannot occur to the pile body

(2) Construction of bearing platform beam and unloading plate type retaining wall

The construction process comprises the following steps: foundation beam, baffle, rib column, unloading board steel bar manufacturing and processing → steel bar binding → template support → concrete pouring → form removal → maintenance. According to the design elevation, digging a beam ditch between the ground and a cast-in-place pile during beam construction, removing residues on the top of the pile, arranging a C15 plain concrete cushion layer with the thickness of 100mm below a beam, binding beam steel bars, erecting a formwork, and then pouring C30 concrete;

the construction process comprises the following steps:

1) making and binding steel bar

The steel bar blanking is accurate, and the installation position, the distance and the protective layer meet the standard requirements.

2) Formwork installation

And (5) erecting a template after the steel bars are bound. The engineering template support is as follows: wood veneer → horizontal square timber → vertical steel pipe reinforcement → diagonal support steel pipes are arranged on the inner and outer sides of the pull water screw rod (phi 14), and the support points are required to be reliable and stable. The top plate adopts a fastener type steel pipe support frame, the joints between the templates are tight and smooth, and no wrong platform exists, so that the size of the section of the structure can meet the requirement.

3) Construction of concrete

The C30 premixed commercial concrete is adopted for mixing, before concrete construction, the steel bars and the previous procedure must be ensured to be qualified in inspection and acceptance, the template reinforcement is completed, and concrete pouring can be carried out after the acceptance is qualified. The height of concrete falling from a high place must not exceed 2m, and a series of cylinders or chutes are arranged when the height exceeds 2m, so that segregation is avoided. During pouring, the materials are distributed in a mode of horizontally pushing from one end to the other end and obliquely layering, the layering thickness is not more than 30cm, and the materials are poured to the top surface layer by layer. The vibration adopts a quincunx distributed plug-in vibrator, and the distance between the plug-in rods is 1.5 times of the action radius. In the vibrating process, the vibrating rod is inserted into the lower layer of concrete for 5-10 cm, the principle of fast insertion and slow pulling is followed, the concrete at each part needs to be vibrated until being compact, namely the concrete stops sinking and does not bubble, and the surface of the concrete is flat and is full of slurry. Avoid the vibrating spear to bump template and reinforcing bar. The vibration distance is controlled at 30cm at the dense part of the steel bar. Meanwhile, a specially-assigned person is arranged to check the stability conditions of the template, the steel bars, the embedded steel bars and the like, and the special-assigned person immediately processes the situation when finding looseness, deformation and displacement.

4) Form removal

Firstly, dismantling the concrete, then dismantling the concrete, dismantling the non-bearing part firstly, dismantling the bearing part secondly, and dismantling the wall, plate, column and beam formwork until the concrete reaches the demoulding strength required by design or specification. The column formwork should be removable when the concrete strength ensures that the surface and corners are not damaged by removing the formwork.

5) Concrete curing

After the concrete is initially set, the concrete is sprayed with water to be wet and cured in a mode of covering geotextile (or thick gunny bag), and the curing time of the concrete is not less than 7 d. And arranging a specially-assigned person to spray water to keep the covered geotextile or the thick gunny bag moist.

6) Construction of backfill

Preparation before backfilling: cleaning all garbage or sundries and soft soil in a backfill area, and then leveling and tamping. The backfill cement soil is selected to be sand soil, the cement mixing amount is 10 percent (weight ratio), the water content is preferably the optimal water content, and the backfill cement soil can be determined by adopting compaction experiments. Sludge, frozen soil, expansive soil and soil with organic matter more than 5 percent cannot be used.

Backfilling and tamping: the technical bottom-crossing work of the backfill is well done, a tamping tool with the best tamping effect is selected according to the field space, the backfill thickness cannot exceed 30cm each time, then the tamping is carried out, the compaction times required by technicians are strictly executed, the compaction coefficient is not less than 0.94, staggered-layer compaction of the backfill edge of each layer is well done, the record of backfill compaction of each layer is well done, the whole-laying whole-pressing is done as far as possible, each part must be tamped in place, and no dead angle is left.

The construction technical key points are as follows:

1) the construction of the unloading plate type retaining wall is carried out from bottom to top, a bearing platform beam is constructed to the bottom of the lower unloading plate, backfilled to the bottom elevation of the lower unloading plate, the lower unloading plate is constructed, a retaining plate and a rib column are constructed to the bottom of the upper unloading plate, earthwork is backfilled to the bottom elevation of the upper unloading plate (the strength of concrete meets the design requirement), an upper unloading plate is constructed, the retaining plate above the upper unloading plate is constructed, and the rib column and earthwork are backfilled (the strength of concrete meets the design requirement).

2) In order to ensure that the retaining wall does not generate excessive displacement due to the influence of the filling thrust in the filling process, the wall back must be filled according to a specified procedure, so that the unloading plate can exert the pulling resistance in the construction process to balance the horizontal thrust of the filling to the wall back, and the rib column bottom is compacted upwards for backfilling in the filling process.

3) The backfilled soil is tamped sequentially in layers, the first layer of soil on the unloading plate is backfilled by manual paving (direct mechanical rolling is forbidden), and when the soil is mechanically rolled, the thickness of each layer of virtual paving is 0.3 m. The soil quality of the backfill soil keeps the optimal water content and the optimal compactness, the backfill cement soil adopts sand soil, the cement mixing amount is 10 percent (weight ratio), and the mixture is uniformly mixed. The overall stability of the unloading plate structure, as the soil body sinks to cause the steel pull rod to generate secondary stress and other factors, are directly closely related to the filling property of the unloading plate structure and the tamping quality thereof, so that the determination of the filling quality is one of the important joints for the success of the structure. In the layered ramming process, the measurement and control of the compactness and the water content of the soil are enhanced to be close to the optimal value. Ensuring good soil property. And a manual tamping and filling method is adopted around the unloading plate, so that the tamping and filling quality is enhanced, and the anti-pulling force of the unloading plate is ensured to be exerted.

4) And after each layer of the backfill is tamped, performing cutting ring sampling on each layer by taking a point of 20-50 m and 100-500 m2 as a point, detecting the compaction degree of the backfill, wherein the compaction coefficient is not less than 0.94, and backfilling the backfill of the previous layer after the design requirement is met.

5) In order to prevent the rib columns from inclining outwards, the rib columns are made to incline towards the soil filling side, and the inclination angle is 1: 0.05.

6) Drainage holes are arranged from 300mm above the ground of the lower unloading plate, the horizontal spacing is 2.5m, and the specific method of the vertical spacing and the drainage openings is shown in construction drawings.

7) The retaining wall is provided with an expansion joint, the width of the joint is 30mm, asphalt reinforced asphalt boards or other elastic waterproof materials are filled in the joint, the filling depth is not less than 50mm along the three edges of the inner top and the outer top, and the position is shown in construction drawings.

8) The displacement monitoring is needed in the construction, and generally, the displacement and filling settlement monitoring of the rib columns and the retaining plates is carried out, and the displacement monitoring of the rib columns and the retaining plates comprises the settlement and lateral displacement monitoring of the rib columns and the retaining plates.

The foregoing shows and describes the general principles, essential features, and advantages of the utility model. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are described in the specification and illustrated only to illustrate the principle of the present invention, but that various changes and modifications may be made therein without departing from the spirit and scope of the present invention, which fall within the scope of the utility model as claimed. The scope of the utility model is defined by the appended claims and equivalents thereof.

Claims (5)

1. The utility model provides a board-like retaining wall structure of off-load for large-span underground garage which characterized in that: the unloading plate type retaining wall structure is arranged on the outer side of a garage side wall (1) and comprises concrete cast-in-place piles (2), bearing platform beams (3), rib columns (4), capping beams (5), unloading plates (6) and baffle plates (7), wherein the concrete cast-in-place piles (2) are arranged on the outer side of the lower end of the garage side wall (1), the bearing platform beams (3) are arranged on the upper end of the concrete cast-in-place piles (2) in a penetrating mode, if the dry concrete cast-in-place piles (2) are connected, the rib columns (4) are arranged on the upper end of the bearing platform beams (3) at equal intervals, the rib columns (4) are connected with the baffle plates (7), the baffle plates (7) are arranged on one side close to backfill soil, the capping beams (5) are arranged on the tops of the rib columns (4) and the baffle plates (7) and connected with the garage side wall (1), and the unloading plates (6) stretch into the filling soil outside the rib columns (4) and are connected with the rib columns (4).

2. An unloading plate type retaining wall structure for a large-span underground garage according to claim 1, characterized in that: rib post (4) and baffle (7) integrative casting shaping, be provided with hole (71) and expansion joint (72) of permeating water on baffle (7), follow baffle (7) dorsal side is to the direction that the wall extends, hole (71) downward sloping setting of permeating water is on baffle (7), and with the water drainage tank intercommunication in the garage outside.

3. An unloading plate type retaining wall structure for a large-span underground garage according to claim 2, characterized in that: the expansion joint (72) is arranged between two adjacent baffles (7), the width of the joint is 30mm, and asphalt hemp threads are fully filled in the joint.

4. An unloading plate type retaining wall structure for a large-span underground garage according to claim 2, characterized in that: the baffle (7) is also internally provided with a tie bar (73), and the tie bar (73) is arranged in a quincunx shape.

5. An unloading plate type retaining wall structure for a large-span underground garage according to claim 1, characterized in that: the unloading plate (6) comprises an upper unloading plate and a lower unloading plate which have the same structure, the upper unloading plate and the lower unloading plate both extend into backfill soil and are horizontally arranged, and the thicknesses of the upper unloading plate and the lower unloading plate are both 200 mm.

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