CN113553647A

CN113553647A - Building foundation design method based on large-thickness collapsible geological conditions

Info

Publication number: CN113553647A
Application number: CN202110802137.9A
Authority: CN
Inventors: 扈鹏; 曹莉; 张铭兴; 李靖; 朱聪
Original assignee: China Northwest Architecture Design and Research Institute Co Ltd
Current assignee: China Northwest Architecture Design and Research Institute Co Ltd
Priority date: 2021-07-15
Filing date: 2021-07-15
Publication date: 2021-10-26

Abstract

The utility model provides a building foundation design method based on large and thick collapsible geological conditions, which belongs to the field of excavation and filling building foundation design and comprises the following steps: filling and digging area risk confirmation: fill excavation area risks include fill area settlement; building position determination: most of the building is positioned in the excavation area, the small part of the building is positioned in the filling area, and the building position also avoids the high filling area of the filling area; pile foundation design: when a pile foundation is set, the negative friction resistance of soil consolidation settlement to a pile foundation is considered, friction type cast-in-place piles are arranged in the excavation area, and expanded bottom end support type cast-in-place piles are arranged in the filling area; the measures for avoiding soil body settlement are as follows: and arranging a whole layer of structural beam slab at the first layer of the pile foundation. The building disclosed by the invention spans an excavation and filling area, the excavation and filling area is provided with a pile foundation, negative frictional resistance of soil consolidation and settlement to a pile foundation is considered, and a whole layer of structural beam plates is arranged at the first layer of the pile foundation instead of the traditional building ground method, so that adverse effects on a building ground partition wall and an equipment foundation caused by soil settlement are avoided.

Description

Building foundation design method based on large-thickness collapsible geological conditions

Technical Field

The disclosure relates to the field of excavation and filling building foundation design, in particular to a building foundation design method based on large-thickness collapsibility geological conditions.

Background

In order to increase the effective land use of cities, relieve the congestion pressure of cities, promote the harmonious development of cities and fully utilize land resources, it is inevitable to change steep mountains around the cities into flat urban land by engineering means.

According to survey, the development strategy of mountain cutting and ditch filling is implemented in large and medium cities with terrains such as Hubei Shiweian, Yangan in Shaanxi province, Gansu Lanzhou and the like as canyon and basin, and the existing construction method cannot ensure the foundation stability of the large and thick collapsible geology after the mountain cutting and ditch filling aiming at the large and thick collapsible geological conditions is found in the implementation process of the war.

In view of the above, it is necessary to develop a building foundation design method based on the geological conditions of large and thick collapsibility.

Disclosure of Invention

The embodiment of the invention provides a building foundation design method based on large-thickness collapsibility geological conditions, wherein a building spans an excavation and filling area, a pile foundation is arranged in the excavation and filling area, negative frictional resistance of soil consolidation and settlement to a pile foundation is considered, and a whole layer of structural beam plates is arranged at the first layer of the pile foundation instead of the traditional building ground method so as to avoid adverse effects of soil settlement on building ground partition walls and equipment foundations.

In order to achieve the above purpose, the embodiment of the invention adopts the following technical scheme:

a building foundation design method based on large-thickness collapsible geological conditions comprises the following steps:

filling and digging area risk confirmation: fill excavation area risks include fill area settlement;

building position determination: most of the building is positioned in the excavation area, the small part of the building is positioned in the filling area, and the building position also avoids the high filling area of the filling area;

pile foundation design: when a pile foundation is set, the negative friction resistance of soil consolidation settlement to a pile foundation is considered, friction type cast-in-place piles are arranged in the excavation area, and expanded bottom end support type cast-in-place piles are arranged in the filling area;

the measures for avoiding soil body settlement are as follows: a whole layer of structural beam plate is arranged at the first layer of the pile foundation so as to avoid the adverse effect of soil body settlement on the building ground partition wall and the equipment foundation.

In one possible implementation, the building foundation design method further includes:

selecting a self-weight light building structure system: the structural system of the building adopts a steel structural system with light dead weight.

In one possible implementation, the building location determination further includes:

the building spans the fill area and the excavation area;

the projection area of the building in the excavation area is larger than that of the building in the filling area.

In a possible implementation manner, the measure for avoiding soil body settlement further includes:

the filling area is arranged adjacent to the excavation area;

the filling area is provided with a plurality of expanded bottom end pressure-bearing cast-in-place piles, each expanded bottom end pressure-bearing cast-in-place pile comprises a pressure-bearing cast-in-place pile body and a pile end expanding part, and the pile end expanding part is positioned at the bottom end of the pressure-bearing cast-in-place pile body;

the excavation area comprises a plurality of friction type cast-in-place piles;

the elevation of the expanded bottom pressure-bearing cast-in-place pile is consistent with that of the friction cast-in-place pile;

the structural beam plate is arranged at the top ends of the plurality of expanded bottom end pressure-bearing cast-in-place piles and the plurality of friction type cast-in-place piles.

In one possible implementation, the control measures for avoiding the soil body settlement in the fill area comprise:

enhancing ground settlement monitoring, and inferring the final settlement amount and the relationship between settlement and time according to monitoring data;

building a digging area, and building a filling area after settling is stable;

building a section with small thickness in the filling area, building a section with large thickness in the filling area, and avoiding settlement with time;

the excavation area is mainly high-rise buildings, and the filling area is mainly multi-rise buildings and greening areas.

a greening area positioned beside the building is built above the filling area;

and a bottom building positioned beside the building is built above the excavation area.

In the present disclosure, at least the following technical effects or advantages are provided:

1. the building of the embodiment of the disclosure spans an excavation and filling area, the excavation and filling area is provided with a pile foundation, negative frictional resistance of soil consolidation settlement to a pile foundation is considered, and a whole layer of structural beam plates is arranged at the first layer of the pile foundation instead of the traditional building ground method, so that adverse effects on a building ground partition wall and an equipment foundation caused by soil settlement are avoided.

2. The building structure system disclosed by the embodiment of the disclosure adopts a steel structure which is a system with light dead weight, and avoids the settlement of an original large and thick collapsible loess layer, the consolidation settlement of a filled soil body and the collapsible settlement in the filled space.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed to be used in the description of the embodiments of the present invention or the prior art will be briefly introduced below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.

FIG. 1 is a flow chart of a building foundation design method based on heavy collapsible geological conditions according to some embodiments of the present disclosure;

FIG. 2 is a flow chart of a building foundation design method based on heavy collapsible geological conditions according to some embodiments of the present disclosure;

fig. 3 is a schematic diagram of pile position distribution for providing a pile foundation design according to some embodiments of the present disclosure;

FIG. 4 is an enlarged view of a portion A of FIG. 3;

FIG. 5 is a partial enlarged view of portion B of FIG. 3;

FIG. 6 is an enlarged view of a portion C of FIG. 3;

FIG. 7 is an enlarged view of a portion D of FIG. 3;

FIG. 8 is an enlarged view of a portion E of FIG. 3;

FIG. 9 is an enlarged view of a portion F of FIG. 3;

FIG. 10 is an enlarged view of a portion G of FIG. 3;

fig. 11 is a schematic structural view of a friction type cast-in-place pile;

FIG. 12 is a schematic structural view of a club-footed end bearing grouting pile;

reference numerals: 1-digging a pile foundation in a square area; 100-friction cast-in-place pile; 2-filling area pile foundations; 200-expanding the bottom end to bear the pressure and pour into the stake; 210-pressure-bearing cast-in-place pile body; 220-pile end enlargement; s1-pile testing of the pile foundation of the excavation area; YS 1-acceptance test piles of pile foundations in excavation areas; m1-first anchor pile of excavation area pile foundation; m4-second anchor pile of excavation area pile foundation; s2-pile testing of the pile foundation in the filling area; YS 2-acceptance test pile of pile foundation in fill area; m2-first anchor pile of pile foundation in filling area; m3-second anchor pile of fill area pile foundation.

Detailed Description

The present disclosure is described in detail with reference to the embodiments shown in the drawings, but it should be understood that these embodiments are not intended to limit the present disclosure, and those skilled in the art should understand that the functional, methodological, or structural equivalents of these embodiments or substitutions may be included in the scope of the present disclosure.

It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.

In the description of the present disclosure, it should be noted that, if the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings or orientations or positional relationships where the disclosed products are usually placed when used, the description is merely for convenience of describing the present disclosure and simplifying the description, and the indication or suggestion that the referred device or element must have a specific orientation, be configured in a specific orientation, and be operated, therefore, the present disclosure should not be construed as being limited.

Furthermore, the appearances of the terms "first," "second," "third," and the like, if any, are only used to distinguish one description from another, and are not to be construed as indicating or implying relative importance.

Furthermore, the terms "horizontal", "vertical", "overhang" and the like do not require that the components be absolutely horizontal or overhang, but may be slightly inclined. For example, "horizontal" merely means that the direction is more horizontal than "vertical" and does not mean that the structure must be perfectly horizontal, but may be slightly inclined.

In the description of the present disclosure, it should be further noted that unless otherwise explicitly stated or limited, the terms "disposed," "mounted," "connected," and the like are to be construed broadly and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present disclosure can be understood in specific instances by those of ordinary skill in the art.

It should be noted that the features in the embodiments of the present disclosure may be combined with each other without conflict.

The embodiment of the present disclosure provides a building foundation design method based on a large-thickness collapsible geological condition, please refer to fig. 1, and the building foundation design method of the embodiment of the present disclosure includes:

pile foundation design: when a pile foundation is set, considering the negative friction resistance of soil consolidation settlement to a pile foundation, arranging friction type cast-in-place piles in an excavation area, and arranging expanded-base end-supported cast-in-place piles in a filling area;

The above-mentioned measure for avoiding soil body settlement of the present disclosure further comprises:

the filling area is arranged adjacent to the excavation area;

the excavation area comprises a plurality of friction type cast-in-place piles;

Specifically, referring to fig. 3, in the design of the pile foundation of the embodiment of the present disclosure, the pile foundation includes a fill area pile foundation 2 and an excavation area pile foundation 1; the pile foundation 2 of the fill area is arranged adjacent to the pile foundation 1 of the excavation area; the fill area pile foundation 2 comprises a plurality of expanded bottom end pressure-bearing cast-in-place piles 200, the plurality of expanded bottom end pressure-bearing cast-in-place piles 200 are distributed in a fill area with a cut mountain filling ditch, each expanded bottom end pressure-bearing cast-in-place pile 200 comprises a pressure-bearing cast-in-place pile body 210 and a pile end expanding part 220, and the pile end expanding part 220 is positioned at the bottom end of the pressure-bearing cast-in-place pile body 210; the excavation area pile foundation 1 comprises a plurality of friction type cast-in-place piles 100, and the plurality of friction type cast-in-place piles 100 are distributed in an excavation area for cutting mountains and filling ditches.

Further, with continuing reference to fig. 4 to 8, in the pile foundation 1 in the excavation region of the embodiment of the present disclosure, S1 is a test pile of the pile foundation 1 in the excavation region (preferably, the pile diameter is 800mm, the pile length is 52m, the pile length satisfies that the entry into the pile end bearing layer is not less than 800mm, and the pile concrete grade is C50); YS1 is a test pile for checking and accepting the pile foundation 1 in the excavation area (preferably, the diameter of the pile is 800mm, the length of the pile is 52m, the length of the pile meets the condition that the pile enters a pile end bearing layer and is not less than 800mm, and the grade of pile concrete is C50); m1 is a first anchor pile of the pile foundation 1 of the excavation area (preferably, the pile diameter is 800mm, the pile length is 52M, the pile length meets the condition that the pile end bearing layer is not less than 800mm, and the grade of pile concrete is C30); m4 is the second anchor pile (preferably 800mm in pile diameter, 28M in pile length and C30 in pile concrete grade) of the pile foundation 1 in the excavation area.

Further, with continued reference to fig. 4 to 8, in the fill area pile foundation 2 of the embodiment of the present disclosure, S2 is a test pile of the fill area pile foundation 2 (preferably, the pile diameter is 800mm, the diameter of the pile end enlargement portion is 220 mm, the pile length is 52m, and the pile concrete grade is C50); YS2 is a test pile for the pile foundation 2 in the filling area (preferably, the diameter of the pile is 800mm, the diameter of the pile end enlargement part is 220 mm, the length of the pile is 52m, and the grade of the concrete of the pile is C50); m2 is a first anchor pile (preferably with the pile diameter of 800mm, the pile length of 52M and the pile concrete grade of C30) of the pile foundation 2 of the filling area; m3 is the second anchor pile (preferably with the pile diameter of 800mm, the pile length of 38M and the pile concrete grade of C30) of the pile foundation 2 in the filling area.

The embodiment of the disclosure provides an idea scheme for how to deal with the problem that a large-thickness collapsible filling and a building span an excavation and filling area on a site, and specifically comprises the following steps: firstly, setting a pile foundation and considering the negative frictional resistance of soil consolidation settlement to the pile foundation.

In the building position determination of the embodiment of the disclosure, a part of a building is located in an excavation area, a part of the building is located in a filling area, and different pile foundations are arranged aiming at different areas according to a geological survey report excavation and filling boundary and a soil layer section. In the excavation area, because the negative friction resistance problem caused by the collapsible soil layer does not exist, the friction type cast-in-place pile 100 is arranged in the excavation area; in the district of filling out, big thick collapsible soil horizon can produce very big negative frictional resistance to the pile body, nevertheless according to the reconnaissance, big thickness below 7 th layer soil is the sand shale, can regard as pile tip holding power layer, nevertheless through calculating, the end resistance of 800 stake footpaths is not enough to offset the negative frictional resistance of upper portion pile body, so finally adopts the mode that the stake tip expands to increase the end resistance, under the condition that does not increase the stake footpath like this, the effectual problem of solving the pile foundation bearing capacity.

The proposed site belongs to a typical loess plateau medium cutting area before a site leveling project of 'mountain cutting and ditch filling', a structural terrain is eroded, and the ground surface is a low mountain-middle mountain landform. The loess ridges and the furrows are alternated with the branch furrows under the influence of scouring, erosion, cutting and the like of the furrows, so that typical loess ridges and furrows regions are formed. The original landform of the field is loess hills and loess hills. The site of the south station of the planned site is an excavation area, and the maximum excavation height reaches 50 m; the north part of the field is mainly a filling area, the maximum filling thickness is about 60m, and the field is backfilled to the designed leveling elevation after special design and construction. The filling body construction process comprises the steps of cleaning the surface, carrying out layered rolling or dynamic compaction, wherein the filling soil source is from an excavation region, mainly comprises loess and ancient soil, and carrying out dynamic compaction treatment on the filling body and an original ground slope connecting region. The terrain of the proposed site is flat under the current situation, the overall site is high in the south and low in the north, the ground elevation is between 1194.33 m and 1204.48m, and the maximum relative height difference is about 10.15 m.

According to this exploration reveals, the place stratum comprises artifical banket, the newcastle loess is renewed late in the quaternary, the newcastle loess is renewed in the quaternary, the ancient soil of incomplete building, stratum structure is simple, and the distribution law is obvious, now follows according to the sequence:

-compacted fill Q4 ml: brown to yellow brown, uneven soil texture, mainly comprising clay, white calcareous streaks and tuberculosis, occasionally showing plant roots. Hard to hard plastic, belongs to middle compression soil, and has the partial collapsibility and self-weight collapsibility. The layer is formed by manual compaction and filling in recent times. The thickness of the layer is 0.80-59.40 m, and the height of the bottom of the layer is 1035.08-1095.97 m.

② loess Q3eol + el: yellow brown to red brown, more uniform soil texture, pore development, white calcareous stripes and tuberculosis. Slightly wet. Hard-hard plastic (part of the sample is plastic), has self-weight collapsibility and slight-moderate collapsibility, and belongs to medium compression soil. The bottom of the layer is a 0.6-2.8 m thick ancient soil layer. The thickness of the layer is 1.40-14.30 m, the buried depth of the bottom layer is 1.80-44.70 m, and the elevation of the bottom layer is 1054.52-1097.86 m.

③ loess Q2eol + el: yellow brown, uniform soil texture, micro-pores, white calcareous stripes and tuberculosis, and partially filled with ancient soil. Slightly wet. Hard-hard plastic (part of the sample is plastic) and belongs to medium-compression soil. The thickness of the layer is 1.20-15.70 m, the buried depth of the bottom layer is 7.20-56.50 m, and the elevation of the bottom layer is 1042.44-1094.80 m.

-ancient soil Q2el + eol: brown to reddish brown, more uniform soil, more developed needle-shaped pores, slightly blocky structure, more iron oxide, calcium carbonate and sporadic calcareous tuberculosis, and loess contained therein. Hard-hard plastic (part of the sample is plastic) and belongs to medium-compression soil. The thickness of the layer is 0.70-19.00 m, the buried depth of the bottom layer is 31.20-59.20 m, and the elevation of the bottom layer is 1035.91-1069.63 m.

-silty clay N: brown to red brown, more uniform soil texture, compact structure, containing ferric oxide, calcium carbonate and calcareous tuberculosis. Hard-hard plastic (part of the sample is plastic) belongs to medium-compression soil. Part of the drill holes penetrate through the layer, and the thickness of the layer is 1.10-13.00 m.

Sixthly, sandstone inclusion mudstone J: the mineral composition is mainly quartz and feldspar, and contains mica and dark minerals. Medium fine grain structure, layered structure, nearly horizontal appearance. The mud-calcium is cemented, belongs to soft rock, the rock mass is broken, and the basic quality grade of the rock mass is class V. The local mud rock is clamped, and the rock core is softened when meeting water. The upper part is completely weathered and has a thickness of 0.50-2.50 m, partial drill holes penetrate through the layer, the thickness of the layer is 1.30-5.90 m, and the elevation of the bottom of the layer is 1036.54-1061.39 m.

And seventhly, clamping sandstone with mudstone J: medium efflorescence, grey-grey, mainly comprising quartz and feldspar, and mica and dark minerals. Medium fine grain structure, layered structure, nearly horizontal appearance. The mud-calcium cemented rock belongs to soft rock, the rock mass is relatively broken, and the basic quality grade of the rock mass is class V. The local mud rock is clamped, the rock core is softened when meeting water, and the rock body is broken. The layer is not penetrated through and has a thickness of 1.30 to 13.50 m.

With continued reference to fig. 1, in the embodiment of the present disclosure, the control measures for avoiding the soil body settlement in the fill area include:

building a digging area, and building a filling area after settling is stable;

The filling and excavating engineering of the embodiment of the disclosure has huge scale, the geological conditions of the site formed in the filling area are very complex, and the filling depth is less at home. From the perspective of geotechnical engineering, the main risk of mountain cutting and ditch filling has two aspects: the settlement after construction of the high fill mainly comes from the settlement of the original collapsible loess layer, the consolidation settlement of the filled soil and the collapsible settlement in the fill, and the settlement has great influence on the safety of the building, is difficult to predict and control; and secondly, the dredging of underground water not only concerns the safety of buildings, municipal administration and side slopes, but also relates to ecology, and is difficult to predict and control. In addition, the quality of large-scale earthwork works performed in a short time is difficult to be guaranteed.

The collected data show that the location of the research projects of the embodiment of the disclosure is the mountain cutting, ditch filling and land building projects in the most collapsible loess area in the world at present. Based on the complexity of the construction site and the safety of the engineering project, the geotechnical engineering review conference and the thematic argument conference are called in sequence for 23 times, tens of experts are involved, and scientific arguments are carried out on each link of decision, planning and design implementation of mountain-cutting and ditch-filling construction, so that randomness and blindness are avoided.

Experience of existing high fill engineering in collapsible loess areas shows that the conditions are very different due to complex influencing factors. Some post-construction settlement is considerable, reaches dozens of centimeters, lasts for a long time and has great threat to engineering safety. The embodiment of the disclosure takes two effective measures: firstly, planning is clearly specified, a digging area is built firstly, a filling area is built after settlement is stable, a section with small filling thickness is built firstly, a section with large filling thickness is built later, and settlement is avoided by using time; the excavation area is mainly high-rise buildings, the filling area is mainly multi-rise buildings and greening areas, and space avoidance is used for avoiding settlement. Secondly, ground settlement monitoring is enhanced, and the final settlement amount and the relationship between settlement and time are presumed according to monitoring data.

Referring to fig. 2, a building foundation design method based on a large-thickness collapsible geological condition according to an embodiment of the present disclosure includes:

the measures for avoiding soil body settlement are as follows: arranging a whole layer of structural beam plate at the first layer of the pile foundation to avoid the adverse effect of soil body settlement on the building ground partition wall and the equipment foundation;

With reference to fig. 3, a building is built above the fill area pile foundation 2 and the excavation area pile foundation 1, and the building spans the fill area pile foundation 2 and the excavation area pile foundation 1; the building is positioned above the structural beam plate of the pile foundation; the projection area of the pile foundation 1 of the building in the excavation area is larger than that of the pile foundation 2 of the building in the filling area.

With continued reference to fig. 3, those skilled in the art will appreciate that: the filling area pile foundation 2 is arranged in a filling area, and the filling area comprises a high filling area and a general filling area; fill area pile foundation 2 includes: the pile foundation construction method comprises the following steps that a first pile foundation constructed in a high fill area and a second pile foundation constructed in a general fill area are constructed; the building is located above the second pile foundation avoiding the first pile foundation.

Because there is a bight in the district of filling on the left side of building layout plane, if fill soil thickness is big and the consolidation is not accomplished, will bring very big potential safety hazard. In order to ensure the safety and reliability of the building and avoid potential safety hazards caused by high fill, the building is moved to the right on the general terrace, and the high fill area is avoided.

On this basis, the afforestation district has still been built to fill area pile foundation 2's of the embodiment of this disclosure top, and the afforestation district is located the side of building. On the basis, a bottom building is built above the excavation pile foundation 1 of the embodiment of the disclosure, and the bottom building is located beside the building.

In the above building of the present disclosure, the building is preferably a light-weight steel structural system. The building structure system of the embodiment of the disclosure adopts a steel structure system with light dead weight, and reduces the integrity requirement on a pile foundation.

Optionally, with continued reference to fig. 3, in the embodiment of the present disclosure, the total area of the pile foundations 1 in the excavation area is larger than the total area of the pile foundations 2 in the fill area. Referring to fig. 4, different pile foundations are arranged in the excavation area and the filling area of the cut mountain filling trench, and in the excavation area, because there is no negative friction problem caused by the collapsible soil layer, the friction type cast-in-place pile 100 is arranged in the excavation area according to the embodiment of the present disclosure; this disclosed embodiment is in the fill district, and big heavy collapsible soil horizon can produce very big negative frictional resistance to the pile body, and the 7 th layer soil in big thickness below according to the prospecting is the sand shale, and the sand shale can regard as pile tip holding power layer, nevertheless obtains the end resistance of the pressure-bearing bored concrete pile of 800 pile footpaths through the calculation and is not enough to offset the negative frictional resistance of upper portion pile body, so finally adopts the mode that the pile tip expands to increase the end resistance, like this under the condition that does not increase the pile footpath, the effectual pile foundation bearing capacity problem of having solved the fill district.

With reference to fig. 2, the building location determination method for designing a building foundation based on a large-thickness collapsible geological condition according to the embodiment of the present disclosure further includes:

the building spans the fill area and the excavation area;

With reference to fig. 2, a method for designing a building foundation based on a thick collapsible geological condition according to an embodiment of the present disclosure further includes:

the filling area is arranged adjacent to the excavation area;

the excavation area comprises a plurality of friction type cast-in-place piles;

With reference to fig. 2, in an embodiment of the present disclosure, a method for designing a building foundation based on a geological condition with large and thick collapsibility includes:

building a digging area, and building a filling area after settling is stable;

a greening area positioned beside the building is built above the filling area;

The building of the embodiment of the disclosure spans an excavation and filling area, the excavation and filling area is provided with a pile foundation, negative frictional resistance of soil consolidation settlement to a pile foundation is considered, and a whole layer of structural beam plates is arranged at the first layer of the pile foundation instead of the traditional building ground method, so that adverse effects on a building ground partition wall and an equipment foundation caused by soil settlement are avoided. The building structure system disclosed by the embodiment of the disclosure adopts a steel structure which is a system with light dead weight, and avoids the settlement of an original large and thick collapsible loess layer, the consolidation settlement of a filled soil body and the collapsible settlement in the filled space.

The building of the disclosed embodiments is preferably a terminal building. In order to realize a light dead weight system of the terminal building in design. The measures adopted by the embodiment of the disclosure include: (1) the transverse metal sloping roof is selected in the design, and can achieve the purpose of light dead weight; (2) in the design, a mode of collecting rainwater on the roof of the terminal building is selected, so that soil body settlement is avoided; (3) the designed rainwater collection mode adopts the roof structure, a water collection structure is not additionally arranged, and the dead weight of the terminal building is reduced; (4) selecting a layer of land-side man-vehicle diversion channels of a semi-type terminal building based on a filling and digging area, and preventing man-vehicles from concentrating by using man-vehicle diversion measures to further avoid soil body settlement of a man-vehicle concentrated area; (5) in order to avoid high fill areas, compact terminal buildings are designed, which, although small in size, are capable of operating international and domestic flights.

Specifically, to selecting for use horizontal metal sloping roof in (1) the design, adopt a plurality of L type metal decking amalgamation to form, the bottom plate of L type metal decking sets to the slope form, can make L type metal decking fix when the roof like this, every L type metal decking all is the slope setting, prevents that the rainwater from receiving the refluence to ridge department very easily of negative wind pressure influence, more is favorable to the rainwater to collect, and furthest avoids the soil body to subside. In addition, the L-shaped metal panel comprises a bottom plate, a plate rib, a first engaging part and a second engaging part which are integrally formed; the bottom plate is obliquely arranged relative to the horizontal direction, and the plate rib is arranged at one end of the bottom plate and obliquely and upwards outwards; the first occlusion part is formed by bending the free end of the plate rib towards the inner side of the bottom plate and the bent end part, the opening of the first occlusion part faces the outer side of the bottom plate, and the periphery of the bottom of the first occlusion part is provided with a concave occlusion surface; the second occlusion part is arranged at the other end of the bottom plate, and the second occlusion part is a semi-closed circular structure formed by bending one end of the bottom plate upwards and then continuously bending downwards. The plate rib, the first meshing portion and the second meshing portion of the L-shaped metal panels can enable the connection between the adjacent L-shaped metal panels to be better in sealing performance and better in waterproof effect.

In addition, the support that contains plum blossom closure head is adopted in the connection between the adjacent L type metal decking, stretch into the closure intracavity with plum blossom closure head, the inner wall of the first interlock portion of top tightness, the inner wall of the second closure portion is tightly pushed up again to the periphery of first interlock portion, if there is the rainwater, the rainwater flows down along with the periphery of second closure portion, and continue to flow down along the bottom plate of slope, this L type metal decking's mounting structure leakproofness is good like this, water-proof effects is good, in addition, be equipped with wedge heat preservation cotton between the bottom of bottom plate and the support, the heat preservation cotton can play heat retaining effect, can also play the effect of supporting the bottom plate.

The bracket comprising the quincuncial locking head comprises a fixed plate, a supporting section and an inclined section which are integrally formed; one side of the fixed plate is fixed on the roof, and the other side of the fixed plate is connected with a supporting section; the supporting section is vertical to the fixing plate, the inclined section is continuous with the supporting section, and an included angle between the inclined section and the supporting section is an obtuse angle; the free end of the inclined section is also provided with a quincunx lock catch head. The bracket comprising the quincuncial locking head adopts a fixed plate, a supporting section and an inclined section which are connected on the fixed plate, the inclined section is continuous with the supporting section, the included angle between the inclined section and the supporting section is an obtuse angle, the free end of the inclined section is provided with a quincunx lock catch head, the supporting section and the inclined section are arranged in a bending state, when the transverse connecting locking piece is used for connecting adjacent metal roof panels, the direction of acting force is changed, the interaction between the transverse support and the roof is divided into a force in the vertical direction and a force inclined to the vertical direction, and the forces acting in different directions are integrated for adjacent metal roof panels in comparison to the force acting in one direction, the stability is better, and the free end of slope section still is equipped with plum blossom mold hasp head and can effectively cooperate and the top tightly with the hasp structure at metal roof boarding both ends, and adjacent metal roof boarding integral connection's stability effectively improves.

At present, the drainage method of the metal roof is that rainwater, snow and water on the roof are quickly drained to the ground, and the water flow cannot be divided, specifically, a station roof is selected to collect rainwater in the design of (2): because L type metal roof boarding is the step setting from the roof to the eave, every L type metal roof boarding slope is placed. Therefore, in the length direction of the L-shaped metal roof boards, the adjacent L-shaped metal roof boards are spliced to form expansion joints; foam plugs are arranged at the positions, close to the edges, of the two adjacent L-shaped metal roof boards, and the foam plugs are of 7-shaped structures; a stainless steel water dripping piece is fixed at the bottom of the foam plug; the below at expansion joint is the underdrain, and the underdrain communicates the eaves gutter, sets up siphon drainage system in the eaves gutter, and siphon drainage system communicates external drainage system. The blind ditch is obliquely arranged and is the same as the integral inclination of the roof. Set up the foam end cap under the expansion joint, stainless steel drips and piece and blind ditch, foam end cap and stainless steel drip the setting and can prevent the rainwater seepage in adjacent L type metal roofing board department, stainless steel drips the effect that the piece still has the water conservancy diversion, in addition, adjacent L type metal roofing board bottom sets up the mode of blind ditch, the rainwater still flows in the blind ditch through the expansion joint between the adjacent L type metal roofing board, flow the eaves ditch through the blind ditch, siphon drainage system in the rethread eaves ditch flows in external drainage system, avoid producing ponding.

Roofing self structure is selected for use to the collection rainwater mode of (3) design, does not additionally increase water-collecting structure, alleviates the terminal building dead weight, specifically: the siphon drainage system of building design of airport station is located the gutter, and the gutter setting is on the roof of building of airport station, and the eaves gutter is located and is close eaves department on the L type metal roof boarding, is equipped with second siphon drainage system in the eaves gutter, and the blind ditch is located the bottom between the adjacent metal roof boarding on the length direction, is equipped with the expansion joint between the adjacent metal roof boarding of length, and the blind ditch communicates the eaves gutter. A dead weight light roof of a terminal building comprises a roof plate, a plurality of metal roof boards, a gutter and a blind ditch, wherein the plurality of metal roof boards are distributed to an eave in a step-shaped manner along the periphery of the roof plate and are arranged in an inclined manner, water on the roof plate and water directly entering the gutter are discharged through a first siphon drainage system in the gutter and the gutter, water flowing automatically through the step-shaped metal roof boards is discharged through a second siphon drainage system in the gutter and the gutter, rainwater on the metal roof boards is discharged to the second eave siphon drainage system in the gutter through the blind ditch below the bottom of an expansion joint between the adjacent metal roof boards in the lengthwise direction, and is discharged to a centralized drainage area through the second siphon drainage system, and part of rainwater can flow to the eave board through dead weight, so that different rainwater can be discharged in a shunting manner, the drainage system can effectively drain water, prevent water accumulation and discharge water discharged by the first siphon drainage system and the second siphon drainage system to a centralized drainage area.

Aiming at (4) selecting a layer of land-side people-vehicle diversion channel of the semi-station building based on the filling and digging area, and preventing people-vehicle concentration by using people-vehicle diversion measures to further avoid the soil body settlement of the people-vehicle concentration area, specifically: the terminal building includes: as the first dead weight light building structure layer of terminal building one deck, as the fifth dead weight light building structure layer of terminal building second floor and as the third dead weight light building structure layer of terminal building underground parking garage, one deck semi-formula terminal building land side people and vehicles reposition of redundant personnel passageway includes: the system comprises a first passage for entering, a first motor vehicle driving area for sending, a second passage for exiting and a second motor vehicle driving area for receiving; the first channel is arranged in the first self-weight light building structure layer, the first channel is communicated with a waiting area corresponding to the fifth self-weight light building structure layer, and the waiting area is communicated with a plurality of boarding corridor bridges; the first motor vehicle driving area is located in a staggered area of the first self-weight light building structure layer and the third self-weight light building structure layer and is communicated with the first channel; the second channel is located below the first motor vehicle driving area and is communicated with the first channel and the third self-weight light building structure layer. The second motor vehicle driving area is arranged in the third dead weight light building structure layer and communicated with the second channel. The second motor vehicle driving area and the first motor vehicle driving area are intersected in a third motor vehicle driving area. The first channel, the waiting area and the boarding bridge are sequentially communicated to form a first station entering route; the boarding bridge, the first channel and the second channel are communicated in sequence to form a first outbound route. The first self-weight light building structure layer is also communicated with an airplane remote station through a ferry vehicle; the first channel is communicated with the ferry vehicle to form a second approach route; the ferry vehicle, the first channel and the second channel are communicated in sequence to form a second outbound route. The method comprises the steps that a first channel is arranged on a first building structure layer of a terminal building, the first channel is communicated with a second building structure layer waiting area of the terminal building and a first motor vehicle running area used for conveying passengers to the station, the waiting area is communicated with a plurality of boarding bridge, the first motor vehicle running area is located in a staggered area of the first building structure layer and a third building structure layer, the third building structure layer is provided with a second channel, and the second channel is located below the first motor vehicle running area and is communicated with the first building structure layer and the third building structure layer. This design is based on one deck semi-formula terminal building land side people car reposition of redundant personnel passageway of mountain topography, through setting up first passageway and second passageway layering to with the first motor vehicle area of traveling setting in the dislocation region of first dead weight light architectural structure layer and third dead weight light architectural structure layer, realized the reposition of redundant personnel to the passenger of coming and going, and guarantee to send the vehicle that the passenger went into the station and connect the vehicle realization reposition of redundant personnel processing that the passenger went out of the station, avoid the soil body to subside.

Aiming at (5) in order to avoid high fill areas, a compact terminal building is designed, although the volume is small, international and domestic flights can be operated, and specifically: a first terminal area, a second terminal area, a boarding channel, first opening and closing equipment, fourth opening and closing equipment and a terminal room are arranged in the terminal building; the first terminal area and the second terminal area are arranged adjacently, and the first terminal area and the second terminal area are isolated or communicated through first opening and closing equipment; the boarding channel is arranged on one side of the first waiting area and extends to one side of the second waiting area; the fourth switching equipment is arranged in the boarding channel and divides the boarding channel into a first waiting area boarding channel and a second waiting area boarding channel; the boarding passage is communicated with the boarding corridor bridge. The waiting room is arranged between the first waiting area and the second waiting area and isolates the first waiting area from the second waiting area together with the first opening and closing equipment. The waiting rooms comprise a first waiting room and a second waiting room; a movable partition is arranged between the first waiting room and the second waiting room and can partition or communicate the first waiting room and the second waiting room; the first waiting room is communicated with the first waiting area, and the second waiting room is communicated with the second waiting area. The first waiting room is communicated with the first waiting area through second opening and closing equipment, and the second waiting room is communicated with the second waiting area through third opening and closing equipment; the second opening and closing equipment is arranged on one side, close to the first waiting area, of the first waiting room, and the third opening and closing equipment is arranged on one side, close to the second waiting area, of the second waiting room. The first terminal area is communicated with the first terminal area boarding channel through fifth switching equipment, and the second terminal area is communicated with the second terminal area boarding channel through sixth switching equipment. The boarding bridge comprises a first boarding corridor bridge and a second boarding corridor bridge; the first boarding passage of the first terminal area is communicated with the first boarding gallery bridge, and the second boarding passage of the second terminal area is communicated with the second boarding gallery bridge. The first boarding passage of the terminal area is communicated with the first boarding gallery bridge through seventh opening and closing equipment, and the second boarding passage of the terminal area is communicated with the second boarding gallery bridge through eighth opening and closing equipment. According to the design, a first terminal area and a second terminal area are arranged adjacently, the first terminal area and the second terminal area are isolated or communicated through first opening and closing equipment, the first terminal area and the second terminal area are respectively communicated with a boarding channel, the boarding channel is communicated with a boarding gallery bridge, and the boarding channel is divided into the boarding channel in the first terminal area and the boarding channel in the second terminal area through fourth opening and closing equipment. When the passenger flow of the boarding passenger is large, the accommodating space of the first waiting area cannot meet the passenger flow, and the first switching device and the fourth switching device can be opened, so that a part of the passengers enter the second waiting area to wait for boarding, and a part of the passengers enter the first waiting area to wait for boarding; when the passenger flow of boarding passenger is small, the first switching device and the fourth switching device are closed, and the first waiting area and the second waiting area can be separated into two independent areas. By designing the compact terminal building, although the size is small, international and domestic flights can be operated, and the purpose that the building position avoids a high-fill area of a fill area is effectively achieved.

The above-listed detailed description is merely a specific description of possible embodiments of the present disclosure, and is not intended to limit the scope of the disclosure, which is intended to include within its scope equivalent embodiments or modifications that do not depart from the technical spirit of the present disclosure.

It will be evident to those skilled in the art that the disclosure is not limited to the details of the foregoing illustrative embodiments, and that the present disclosure may be embodied in other specific forms without departing from the spirit or essential characteristics thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the disclosure being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.

Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.

Claims

1. A building foundation design method based on large-thickness collapsible geological conditions is characterized by comprising the following steps:

2. The building foundation design method based on the large-thickness collapsible geological condition as claimed in claim 1, characterized in that the building foundation design method further comprises:

3. The method for designing a building foundation based on the geological condition with large and thick collapsibility as claimed in claim 1, wherein the building location determination further comprises:

the building spans the fill area and the excavation area;

4. The method for designing a building foundation based on the geological condition with large and thick collapsibility as claimed in claim 1, wherein the measure for avoiding soil body settlement further comprises:

the filling area is arranged adjacent to the excavation area;

the excavation area comprises a plurality of friction type cast-in-place piles;

5. The method for designing the building foundation based on the geological condition with the large and thick collapsibility as claimed in claim 1, wherein the control measures for avoiding the soil body settlement of the fill area comprise:

building a digging area, and building a filling area after settling is stable;

6. The method for designing a building foundation based on the geological condition with large and thick collapsibility as claimed in claim 1, wherein the determining the building location further comprises:

a greening area positioned beside the building is built above the filling area;