CN112989588A - Method for reducing potential safety hazard in constructional engineering - Google Patents
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Abstract
The invention relates to the field of constructional engineering design, in particular to a method for reducing potential safety hazards in constructional engineering. And unnecessary increase of engineering cost can be avoided, a safe, reasonable, economical and applicable design target is realized, the blank of the existing standard is filled, and a designer can be guided to carry out engineering design.
Description
Technical Field
The invention relates to the field of constructional engineering design, in particular to a method for reducing potential safety hazards in constructional engineering.
Background
In the building engineering design process, bearing capacity checking calculation is required for various foundation basic schemes, so that the bearing capacity of the foundation can meet requirements, and deformation of the building, which exceeds a limited standard and influences normal use, is avoided. For a natural foundation, the calculation and calculation method of the bearing capacity of the natural foundation is definitely specified in the current standard, and the calculation and calculation method of the bearing capacity of a weak lower layer is required when the weak lower layer exists; for the composite foundation, the existing standard clearly specifies that a method for calculating and calculating the bearing capacity of the composite foundation is required, a method for checking and calculating the bearing capacity of a weak subjacent layer is required when the weak subjacent layer exists below a processing range, and a method for checking and calculating the bearing capacity of the weak subjacent layer is not provided when the weak subjacent layer exists in a processing depth range. In the same way as the natural foundation, when a weak subjacent layer exists in the treatment depth range, the composite foundation also needs to be subjected to the checking calculation of the bearing capacity of the weak subjacent layer, but the design practice lacks of relevant standard support.
At present, when a weak subjacent layer exists in a treatment depth range in the design process of a rigid pile composite foundation engineering, a designer usually calculates the bearing capacity of a soil layer at the bottom surface of a foundation according to the bearing capacity value of the weak subjacent layer, so that the checking calculation of the weak subjacent layer is avoided. Although the algorithm can avoid the adverse effect of the weak underlying layer on the engineering safety, the algorithm can cause unnecessary increase of the engineering cost. Designers often ignore the existence of weak sub-horizon special geological structures, creating a safety hazard.
Disclosure of Invention
Aiming at the problems, the invention provides a method for reducing potential safety hazards in constructional engineering.
The technical scheme is that the method for reducing the potential safety hazard in the building engineering comprises the following steps of checking the bearing capacity of a weak subjacent layer in the depth range of a rigid pile composite foundation, wherein the checking of the bearing capacity of the weak subjacent layer in the depth range of the rigid pile composite foundation comprises the following steps:
s1, based on pile diameter d, pile length l, integral foundation pile spacing S or S1、s2Or number n of non-integral foundation pilespCalculating the bearing capacity of the composite foundation at the bottom surface of the foundation;
s2, based on the calculation result of S1, calculating the current pile diameter d, the pile length l, the integral foundation pile spacing S or S1、s2Or number n of non-integral foundation pilespAnd (4) checking and calculating the bearing capacity of the weak subjacent layer within the depth range of the composite foundation treatment under the condition of the parameters.
Optionally, S1 further includes the following steps:
s1.1, determining a foundation bearing force value fa；
S1.2, determining a characteristic value f of the bearing capacity of the composite foundation before deep correction at the bottom surface of the foundationspk；
And S1.3, determining whether the parameter value range meets the calculation standard and the requirements of construction machinery.
Further, by p in S1.1kAnd pkmaxDetermining a bearing force value f of the foundationa
fa≥pk(formula 2)
fa≥pkmax1.2 (equation 3)
Wherein f isaTaking the larger calculation result of formula 2 and formula 3 for the deeply corrected composite foundation bearing capacity characteristic value (kPa) at the bottom of the foundation;
pkunder the action of axial load, when the composite foundation is combined corresponding to the load effect standard, the average pressure value (kPa) acting on the composite foundation of the bottom surface of the foundation is obtained;
pkmaxthe maximum pressure value (kPa) is the maximum pressure value acting on the composite foundation at the edge of the bottom surface of the foundation under the action of eccentric load and corresponding to the combination of load effect standards.
Further, by f in S1.2a、γmD, determining the characteristic value f of the bearing capacity of the composite foundation before the depth correction of the bottom surface of the foundationspk
fspk＝fa-γm(D-0.5) (equation 4)
Wherein f isspkThe characteristic value (kPa) of the bearing capacity of the composite foundation before the depth correction at the bottom surface of the foundation is obtained;
γmis the weighted average gravity (kN/m) of the soil above the basal plane3) Soil layer below ground water level
Taking effective severity;
d is the base embedding depth (m).
Further, in S1.3, the following groups are represented by λ, m and Ra、β、Ap、fsk、up、qsi、lpi、αp、qpAnd n, determining whether the parameter value range meets the calculation standard and the requirements of construction machinery:
λmRa/Ap+β(1-m)fsk≥fspk(formula 5)
Lambda is the bearing capacity exertion coefficient of a single pile;
m is the area replacement rate;
Raa single pile vertical bearing capacity characteristic value (KN);
beta is the inter-pile soil bearing capacity exertion coefficient;
Apis the cross-sectional area (m) of the pile2)；
fskThe characteristic value of the bearing capacity (kPa) of the soil between the piles after the treatment;
upis the circumference (m) of the pile;
qsithe characteristic value of the side friction resistance (kPa) of the ith layer soil around the pile is obtained;
lpithe thickness (m) of the ith layer of soil in the pile length range;
αpgiving play to the coefficient of pile tip resistance;
qpis a pile tip resistance characteristic value (kPa);
n is the number of soil layers around the pile between the pile top and the pile bottom;
wherein R is calculated by formula 6aAnd then, the method is carried into a formula 5, the left side of the formula 5 is the bearing capacity which can be provided by the rigid piles and the soil between the piles on the bottom surface of the foundation together, the right side of the formula is the bearing capacity required by the engineering, and the inequality is established to indicate that the bearing capacity is larger than the requirement, namely the bearing capacity of the composite foundation on the bottom surface of the foundation meets the requirement.
Further, S2 further includes the following steps:
s2.1, determining the bearing force value f of the composite foundation after deep correction at the top surface of the weak subjacent layer within the treatment depth range of the composite foundationspaz；
S2.2, determining the processing depth rangeThe characteristic value f of the bearing capacity of the composite foundation before deep correction at the top surface of the inner soft lower lying layerspkz；
And S2.3, checking whether the parameters in the S1.3 can meet the requirements or not.
Further, by p in S2.1z、pcz、pcAnd PUhfDetermining the deeply corrected bearing value f of the composite foundation at the top surface of the soft subjacent layer within the treatment depth range of the composite foundationspaz
fspaz＝pz+pcz(formula 7)
pz＝pk-pc-PUhfA (formula 8)
Wherein p iszWhen the pressure value is combined with the load effect standard, the additional pressure value (kPa) at the top surface of the weak subjacent layer within the depth range of the composite foundation treatment is obtained;
pczthe self-weight pressure value (kPa) of the foundation soil at the top surface of the soft lower horizontal layer of the composite foundation is obtained;
pcthe self-weight pressure value (kPa) of the soil at the bottom surface of the foundation;
PUhfthe total frictional resistance (kN) of the composite foundation in the range of the bottom surface of the foundation and the top surface of the soft subjacent layer in the depth range is treated;
u is the perimeter of the bottom surface of the foundation;
qsjthe characteristic value (kPa) of the side frictional resistance of the jth layer soil around the pile between the pile top and the top surface of the weak subjacent layer is obtained;
lpjthe thickness (m) of the soil of the j layer within the pile length range between the pile top and the top surface of the weak underlying layer;
t is the number of soil layers around the pile between the pile top and the top surface of the weak underlying layer.
Further, in S2.2 by γmzAnd DzDetermining the characteristic value f of the bearing capacity of the composite foundation before deep correction at the top surface of the weak subjacent layer within the treatment depth range required by the engineeringspkz
fspkz＝fspaz-γmz(Dz-0.5) (equation 10)
Wherein, γmzThe weighted average gravity (kN/m) of the soil above the top surface of the soft lower lying layer of the composite foundation3)；
DzThe depth of the embedding of the top surface of the soft lower lying layer of the composite foundation is the depth of the embedding of the top surface of the soft lower lying layer of the composite foundation.
Further, S2.3 checks the determined parameter value range in S1.3
λmRaz/Ap+β(1-m)fskz≥fspkz(formula 11)
Wherein R isazThe characteristic value (kN) of the effective vertical bearing capacity of the single pile at the top surface of the weak underlying layer;
fskzthe characteristic value (kPa) of the bearing capacity of the soil between the weak lower lying layer piles is obtained after treatment;
qsrthe characteristic value (kPa) of the side friction resistance of the r-th layer soil around the pile between the top surface of the weak subjacent layer and the pile bottom;
lprthe thickness (m) of the soil of the r layer in the pile length range between the top surface of the weak subjacent layer and the pile bottom;
k is the number of soil layers around the pile between the top surface of the soft lower lying layer and the bottom of the pile;
the left side of the formula in the formula 11 is the bearing capacity which can be provided by the rigid piles and the soil between the piles at the top surface of the weak underlying layer within the composite foundation treatment depth range, the right side of the formula is the bearing capacity required by the engineering, and the establishment of the inequality indicates that the bearing capacity of the weak underlying layer is greater than the requirement, namely the bearing capacity of the weak underlying layer within the composite foundation treatment depth range meets the requirement.
Optionally, the method further comprises parameter adjustment of S3, and when the inequality of formula 11 in S2.3 does not hold, the method is used for adjusting the pile diameter d, the pile length l, the integral foundation pile spacing S or S1、s2Or number n of non-integral foundation pilespAdjusting until the inequality of the formula 11 in the S2.3 is satisfied, and checking and calculating the inequalityAnd (4) obtaining.
The beneficial effects of the invention at least comprise one of the following;
1. aiming at the potential safety hazard existing in the constructional engineering, the bearing capacity of the weak subjacent layer in the depth range of the rigid pile composite foundation is checked, and when the weak subjacent layer exists in the depth range of the rigid pile composite foundation, the bearing capacity of the weak subjacent layer is checked, so that the potential safety hazard left for the engineering without checking can be avoided.
2. The potential engineering safety hazard can be avoided, unnecessary increase of engineering cost can be avoided, the safe, reasonable and economical design target is realized, the blank of the existing standard is filled, and a designer can be guided to carry out engineering design.
Drawings
FIG. 1 is a force diagram in consideration of the resistance of the frictional force of the soil to the additional pressure;
FIG. 2 is a plan view of the base of the embodiment;
FIG. 3 is a diagram of a base and geological profile of an embodiment;
labeled as: 1 is the ground, 2 is the foundation, 3 is the foundation bottom surface, 4 is the additional pressure at the foundation bottom surface, 5 is the top surface of the weak subjacent layer, 6 is the foundation soil in the range of the foundation plane, 7 is the foundation soil outside the range of the foundation plane, 8 is the rigid pile, 9 is the friction force, 10 is the weak subjacent layer.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more clearly apparent, the present invention will be described in further detail with reference to the accompanying drawings and examples. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the scope of the invention.
In the description of the present invention, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience in describing the present invention and simplifying the description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention; the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying relative importance, and furthermore, unless otherwise explicitly stated or limited, the terms "mounted," "connected," and "connected" 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 meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
First, in this embodiment:
the foundation is a structural component which transmits various actions borne by the structure to the foundation;
the foundation is a soil body or a rock body of a supporting foundation;
the composite foundation is an artificial foundation formed by reinforcing or replacing part of soil body and bearing load by foundation soil and a reinforcing body together;
the rigid pile composite foundation is a composite foundation taking a friction type rigid pile as a vertical reinforcement. Such as reinforced concrete piles, plain concrete piles, prestressed pipe piles, large-diameter thin-wall tubular piles, cement fly ash gravel piles (CFG piles), fly ash concrete piles, steel pipe piles and the like;
the treatment depth range of the rigid pile composite foundation is the range between the top surface and the bottom surface of the rigid pile;
the soft subjacent layer is a soil layer whose bearing capacity under the foundation bottom surface is less than that of the bearing layer at the foundation bottom surface.
According to the current technical standard, the calculation formula of the bearing capacity of the rigid pile composite foundation is as follows:
fspk＝λmRa/Ap+β(1-m)fsk(formula 1)
Wherein f isspkThe characteristic value of the bearing capacity of the composite foundation is obtained;
lambda is the bearing capacity exertion coefficient of a single pile;
m is area displacement rate, integral foundations such as raft foundationm＝d2/de 2Non-integral foundations such as independent foundation m ═ npAp/A；
RaIs the characteristic value (kN) of the vertical bearing capacity of the single pile;
Apis the cross-sectional area (m) of the pile2)，Ap＝πd2/4；
Beta is the inter-pile soil bearing capacity exertion coefficient;
fskthe characteristic value of the bearing capacity (kPa) of the soil between the piles after the treatment;
d is the pile diameter (m);
deequivalent circle diameter (m) of treatment foundation area shared by one pile of integral foundation and equilateral triangle pile arrangement de1.05s, square pile deRectangular pile of 1.13s
s、s1、s2The pile spacing, the longitudinal pile spacing and the transverse pile spacing are respectively;
npthe number of piles in the range of the non-integral foundation is calculated;
a is the basal area (m)2)；
Aiming at formula 1, under the condition that other parameters are determined to be unchanged, the composite foundation bearing capacity fspkBearing capacity f along with soil between pilesskIs changed when f is changedskWhen it becomes smaller, fspkAnd is reduced accordingly.
Meanwhile, after the bearing capacity of the rigid pile composite foundation is calculated, the result is usually checked by adopting three methods, wherein the bearing capacity of the composite foundation in the method 1 is calculated according to the formula 1, and the characteristic value f of the bearing capacity of the soil between piles after treatment is carried outskTaking the value of a characteristic value f of the natural foundation bearing capacity of a foundation bearing layerakFor benchmarking and combined regional determination, generally fskF of the foundation supportak. The method 1 calculates the bearing capacity of the rigid pile composite foundation according to the bearing capacity of the soft subjacent layer of the bearing capacity of the soil layer at the bottom surface of the foundation, and does not carry out bearing capacity checking calculation on the soft subjacent layer within the processing depth range.
At the bottom surface of the foundationCharacteristic value f of bearing capacity of soil between piles after treatmentsk0The characteristic value of the bearing capacity of the soil between the piles is expressed as f after the treatment of the weak bedding layerskrAnd (4) showing. Will f issk0、fskrRespectively substituted into formula 1 to obtain fspkAre respectively marked as fspk0、fspkr。
According to the definition of the hypo-pia layer, fskr<fsk0So at the parameters λ, m, Ra、ApBeta remains unchanged, fspkr<fspk0. For a particular project, f required for itspkThe minimum value is determined, i.e. if fspk0Just meet the requirement, then fspkrWill not satisfy the requirement, and the lambda and beta are not caused by fskIf the value changes, m and R need to be increaseda、ApThat is, the diameter of the pile body needs to be increased, or the distance between piles is reduced and the number of piles is increased, or the length of the pile body needs to be increased, so that the amount of engineering materials is increased, and the engineering cost is increased.
In method 2, the existence of the weak hypo-layer is ignored, and no calculation is made regarding the bearing capacity. For a natural foundation, the existing standard clearly specifies that a weak subjacent layer bearing capacity checking calculation and a calculation method are required to be carried out when the weak subjacent layer exists; for the composite foundation, when a weak subjacent layer exists below a processing range clearly specified in the current standard, checking calculation and a checking calculation method for the bearing capacity of the weak subjacent layer are required. Similarly, the bearing capacity of the soft underlying layer in the composite foundation treatment depth range is inevitably weakened, and the engineering safety cannot be ensured without calculating the bearing capacity, so that potential safety hazards are formed.
In method 3, a correction is made to method 1, namely fskValue between fspk0And fspkrAnd then only carrying out composite foundation bearing capacity calculation in the same way as the method 1 without carrying out bearing capacity checking calculation on the weak subjacent layer within the processing depth range. This method fskThe value is more random, and whether the safety and the reliability are good or the potential safety hazard is left is difficult to guarantee.
In this embodiment, the method for checking calculation when a weak subjacent layer exists in the depth range of the rigid pile composite foundation treatment includes the following steps:
s1, calculating the bearing capacity of the composite foundation at the bottom surface of the foundation;
s1.1, determining a foundation bearing force value fa；
fa≥pk(formula 2)
fa≥pkmax1.2 (equation 3)
Wherein f isaTaking the larger calculation result of formula 2 and formula 3 for the deeply corrected composite foundation bearing capacity characteristic value (kPa) at the bottom of the foundation;
pkunder the action of axial load, when the composite foundation is combined corresponding to the load effect standard, the average pressure value (kPa) acting on the composite foundation of the bottom surface of the foundation is obtained;
pkmaxthe maximum pressure value (kPa) is the maximum pressure value acting on the composite foundation at the edge of the bottom surface of the foundation under the action of eccentric load and corresponding to the combination of load effect standards.
S1.2, by fa、γmD, determining the characteristic value f of the bearing capacity of the composite foundation before the depth correction of the bottom surface of the foundationspk
fspk＝fa-γm(D-0.5) (equation 4)
Wherein f isspkThe characteristic value (kPa) of the bearing capacity of the composite foundation before the depth correction at the bottom surface of the foundation is obtained; gamma raymIs the weighted average gravity (kN/m) of the soil above the basal plane3) Soil layer below ground water level
Effective severity;
d is the base embedding depth (m).
In S1.3, through lambda, m, Ra、β、Ap、fsk、up、qsi、lpi、αp、qpN to determine whether the parameter value range meets the calculation standard and the requirement of the construction machinery
λmRa/Ap+β(1-m)fsk≥fspk(formula 5)
Lambda is the bearing capacity exertion coefficient of a single pile;
m is the area replacement rate;
Raa single pile vertical bearing capacity characteristic value (KN);
beta is the inter-pile soil bearing capacity exertion coefficient;
Apis the cross-sectional area (m) of the pile2)；
fskThe characteristic value of the bearing capacity (kPa) of the soil between the piles after the treatment;
upis the circumference (m) of the pile;
qsithe characteristic value of the side friction resistance (kPa) of the ith layer soil around the pile is obtained;
lpithe thickness (m) of the ith layer of soil in the pile length range;
αpgiving play to the coefficient of pile tip resistance;
qpis a pile tip resistance characteristic value (kPa);
n is the number of soil layers around the pile between the pile top and the pile bottom;
wherein R is calculated by formula 6aAnd then, the method is carried into a formula 5, the left side of the formula 5 is the bearing capacity which can be provided by the rigid piles and the soil between the piles on the bottom surface of the foundation together, the right side of the formula is the bearing capacity required by the engineering, and the inequality is established to indicate that the bearing capacity is larger than the requirement, namely the bearing capacity of the composite foundation on the bottom surface of the foundation meets the requirement.
S2, checking and calculating the bearing capacity of the weak subjacent layer within the depth range of the composite foundation treatment based on the calculation result of S1;
by p in S2.1z、pcz、pcAnd PUhfDetermining the deeply corrected bearing value f of the composite foundation at the top surface of the soft subjacent layer within the treatment depth range of the composite foundationspaz
fspaz＝pz+pcz(formula 7)
pz＝pk-pc-PUhfA (formula 8)
Wherein p iszWhen the pressure value is combined with the load effect standard, the additional pressure value (kPa) at the top surface of the weak subjacent layer within the depth range of the composite foundation treatment is obtained;
pczthe self-weight pressure value (kPa) of the foundation soil at the top surface of the soft lower horizontal layer of the composite foundation is obtained;
pcthe self-weight pressure value (kPa) of the soil at the bottom surface of the foundation;
PUhfthe total frictional resistance (kN) of the composite foundation in the range of the bottom surface of the foundation and the top surface of the soft subjacent layer in the depth range is treated;
u is the perimeter of the bottom surface of the foundation;
qsjthe characteristic value (kPa) of the side frictional resistance of the jth layer soil around the pile between the pile top and the top surface of the weak subjacent layer is obtained;
lpjthe thickness (m) of the soil of the j layer within the pile length range between the pile top and the top surface of the weak underlying layer;
t is the number of soil layers around the pile between the pile top and the top surface of the weak underlying layer.
For equation 7, which is based on the balance of vertical forces at the top surface of the weak subfloor, the load (p) transferred on the basis of the vertical downward forcez) And the dead weight (p) of the foundation soilcz) The sum of the vertical upward force is the bearing capacity (f) of the foundationspaz)。
Also for equation 8, as shown in FIG. 1, the base bottom pressure (p)k) Deducting the dead weight (p) of the underlying soilc) I.e. pk-pcIs the additional pressure at the base bottom surface. This additional pressure is resisted by the frictional forces of the soil during the downward transfer. The resultant force of the friction force between the foundation bottom surface and the soft subjacent layer is PuhfThe base floor area is A, so the additional pressure (p) at the top of the soft hypodermisz) Is equal to pk-pc-PUhfand/A. The resistance of the soil friction to the additional pressure is taken into account in equation 8. With reference to fig. 1, the soil mass in the region of the base floor is subjected to an additional pressure (p)k-pc) Under the action ofWill generate downward settlement deformation which is prevented by the soil outside the basic range, and the resultant force of the prevented forces is expressed as friction force PuhfThe base unit area is assigned a resistance Puhf/A。
According to the formula 9, the side frictional resistance between the solid deep foundation and the soil body around the solid deep foundation is the sum of the side frictional resistance of each layer of soil between the bottom surface of the foundation and the top surface of the weak subjacent layer. The side frictional resistance of each layer of soil is the vertical expansion area of the soil along the outline of the periphery of the foundation (namely the length U of the side of the foundation is multiplied by the thickness l of the soil layer)pj) Multiplying by the characteristic value q of the side friction resistance of the soil layersj。
S2.2 by γmzAnd DzDetermining the characteristic value f of the bearing capacity of the composite foundation before deep correction at the top surface of the weak subjacent layer within the treatment depth range required by the engineeringspkz
fspkz＝fspaz-γmz(Dz-0.5) (equation 10)
Wherein, γmzThe weighted average gravity (kN/m) of the soil above the top surface of the soft lower lying layer of the composite foundation3)；
DzThe depth of the embedding of the top surface of the soft lower lying layer of the composite foundation is the depth of the embedding of the top surface of the soft lower lying layer of the composite foundation.
According to the basic principle of a foundation failure mode, the self-weight stress of the soil body above the top surface of the weak subjacent layer at the periphery of the foundation can reduce the extrusion and the bulging deformation of the weak subjacent layer under the action of the foundation pressure, namely, the bearing capacity of the weak subjacent layer is improved, and the amplitude is increased to gammamz(Dz–0.5)。
S2.3, checking the determined parameter value range in S1.3
λmRaz/Ap+β(1-m)fskz≥fspkz(formula 11)
Wherein R isazThe characteristic value (kN) of the effective vertical bearing capacity of the single pile at the top surface of the weak underlying layer;
fskzthe characteristic value (kPa) of the bearing capacity of the soil between the weak lower lying layer piles is obtained after treatment;
qsrthe characteristic value (kPa) of the side friction resistance of the r-th layer soil around the pile between the top surface of the weak subjacent layer and the pile bottom;
lprthe thickness (m) of the soil of the r layer in the pile length range between the top surface of the weak subjacent layer and the pile bottom;
k is the number of soil layers around the pile between the top surface of the soft lower lying layer and the bottom of the pile;
the left side of the formula in the formula 11 is the bearing capacity which can be provided by the rigid piles and the soil between the piles at the top surface of the weak underlying layer within the composite foundation treatment depth range, the right side of the formula is the bearing capacity required by the engineering, and the establishment of the inequality indicates that the bearing capacity of the weak underlying layer is greater than the requirement, namely the bearing capacity of the weak underlying layer within the composite foundation treatment depth range meets the requirement.
Aiming at the formula 12, the effective vertical bearing capacity of the single pile at the top surface of the weak subjacent layer consists of the friction between the pile and the soil below the top surface of the weak subjacent layer and the end resistance of the soil at the bottom end of the pile to the pile. The side friction resistance of each layer of soil is the vertical expansion area of the soil layer along the peripheral outline of the pile (namely the perimeter u of the pile)pMultiplied by the thickness l of the soil layerpr) Multiplying by the characteristic value q of the side friction resistance of the soil layersr. The latter is the pile tip cross-sectional area ApCharacteristic value q of pile tip resistancepIs multiplied by a coefficient alphap。
Meanwhile, after S2.3, if the checking result shows that S1.3 determines the diameter d of the rigid pile, the length l of the pile, the pile arrangement mode and the integral foundation pile spacing S or S1、s2Or number n of non-integral foundation pilespIf the requirement can be met, namely the inequality of the formula 11 is established, the checking calculation is finished; otherwise, the diameter d of the pile is properly increased, the length l of the pile is increased, or the distance s or s between the integral foundation piles is properly reduced1、s2Or number n of non-integral foundation pilespAnd step 2.3 is repeated until the inequality of equation 11 is true. d. l, s1、s2The value range meets the relevant technical standard and the construction capacity range of the engineering construction machinery, and the adjustment amplitude is satisfied by the inequality of the formula 11.
Namely, the technical scheme provided by the application is mainly used for checking the set diameter d of the rigid pile, the pile length l, the pile arrangement mode and the integral foundation pile spacing s or s by a designer in engineering construction, particularly under the environment of a weak underlying layer in the depth range of the rigid pile composite foundation1、s2Or number n of non-integral foundation pilespAnd whether the parameters are reasonable or not provides necessary checking calculation and a checking calculation method implemented specifically.
In this embodiment, a set of conditions for practical use is provided, as shown in fig. 2 and 3, for a project, a spindle pressure column, and a spindle pressure Nk1600 kN. And limited by the field, only an independent foundation with the side length not more than 2.4m can be arranged under the column. Because the plane size of the foundation is small, the natural foundation can not meet the requirements, and the foundation is compounded by adopting an independent foundation under the column and a plain concrete rigid pile.
No underground water exists in the field within the depth range of 100m, and the volume weight of each soil layer is 18kN/m3。
The independent base plane is a square with the side length of 2.4 m.
Foundation bottom area A2.4 x2.4 5.76 square meter
The cylinder axis is pressurized, according to the relevant technical standard, the base pressure pk＝pkmax＝Nk/A+1.5x18＝304.78kPa
S1, calculating the bearing capacity of the composite foundation at the bottom surface of the foundation;
s1.1, determining a foundation bearing force value f required by engineering according to a formula 2 and a formula 3a；
fa≥pk＝304.78kPa；
fa≥pkmax/1.2＝304.78/1.2＝253.98kPa；
Engineering requirement of faTaking the larger of the two, fa＝304.78kPa；
S1.2, determining a characteristic value f of the bearing capacity of the composite foundation before deep correction at the bottom of the foundation required by the engineering according to a formula 4spk；
Engineering requirement of fspk＝fa-γm(D-0.5)＝304.78-18x(1.5-0.5)＝286.78kPa；
S1.3, determining the diameter d of the rigid pile, the length l of the pile, the pile arrangement mode and the integral foundation pile spacing S or S according to a formula 5 and a formula 61、s2Or number n of non-integral foundation pilesp。
The diameter d of the pile is 0.4m according to the on-site engineering machinery and related technical standards, the length l of the pile is 7.9m temporarily, the pile is arranged in a square shape, the distance between the piles is 1.6m, and the number n of the non-integral foundation rigid piles isp4 pieces.
Cross-sectional area A of pilep＝πd2/4＝πx0.42/4＝0.1257㎡；
Circumference u of pilep＝πd＝πx0.4＝1.2566m；
In soil layers 1-5, the length of each pile in each soil layer is lpiPile tip resistance exertion coefficients alpha of 0.45m, 2m, 1m and 2.45m respectivelypDetermined by region, αp＝1.0
Bearing capacity of single pile
Area replacement ratio m ═ npAp/A＝4x0.1257/5.76＝0.0873；
The bearing capacity exertion coefficient lambda of the single pile is taken according to the area, and lambda is 0.8;
taking the value of the inter-pile soil bearing capacity exertion coefficient beta according to the region, wherein the beta is 1.0;
fsknatural foundation bearing capacity characteristic value f by base bearing layerakTaking f as a reference and combining with the region determinationsk＝fak＝160kPa
λmRa/Ap+β(1-m)fsk
＝0.8x0.0873x254.86/0.1257+1.0x(1-0.0873)x160
＝287.63kPa>fspk286.78kPa, cmThe left side of the formula is larger than the right side, which shows the selected diameter d of the rigid pile, the length l of the pile, the pile arrangement mode and the number n of the pilespThe requirement of step 1 'bearing capacity of the composite foundation at the bottom surface of the foundation' is met.
S2, carrying out checking calculation on the bearing capacity of the weak lower lying layer
S2.1, determining a composite foundation bearing force value f of the top surface of the weak subjacent layer required by the engineering after deep correction according to a formula 7, a formula 8 and a formula 9spaz。
According to the relevant standard, pcz＝18x2.2+18x2＝75.60kPa；
According to the relevant standard, pc＝18x1.5＝27.00kPa；
The base bottom surface perimeter U is 2x (2.4+2.4) 9.6 m;
pz＝pk-pc-PUhf/A＝304.78-27.00-508.80/5.76＝189.45kPa；
deeply corrected composite foundation bearing force value f at top surface of weak subjacent layer required by engineeringspaz＝pz+pcz＝189.45+75.60＝265.05kPa
S2.2, determining a composite foundation bearing capacity characteristic value f of the top surface of the weak subjacent layer in the processing depth range required by the engineering before deep correction according to a formula 10spkz。
fspkz＝fspaz-γmz(Dz–0.5)＝265.05-18x(2.2+2-0.5)＝198.45kPa；
S2.3, determining the diameter d of the rigid pile, the length l of the pile, the pile arrangement mode and the number n of the piles according to the formula 11 and the formula 12 in the checking calculation step 1.3pWhether the requirements can be met.
The top surface of the soft lower bedding layer and the lower soil layer are soil layers 3-5, and the length of the pile in each soil layer is lprAre respectively 2m, 1m and 2.45m
Characteristic value f of bearing capacity of soil between piles in weak subjacent layer after treatmentskzTaking the characteristic value f of the bearing capacity of the natural foundation of the soft lower lying layerak，fskz＝fak＝60kPa；
λmRaz/Ap+β(1-m)fskz＝0.8x0.0873x188.26/0.1257+1.0x(1-0.0873)x60
＝159.36kPa<fspkz198.45kPa, the left side of the inequality is smaller than the right side, namely the bearing capacity of the weak subjacent layer is smaller than the bearing capacity required by the engineering, which shows the diameter d of the rigid pile, the length l of the pile, the pile arrangement mode and the number n of the pilespThe bearing capacity of a soft subjacent layer within the depth range of composite foundation treatment can not be met, and the design needs to be adjusted.
S3, adjusting design and recalculating the bearing capacity of the soft lower lying layer of the composite foundation
S2.3 shows that the piles determined in S1.3 do not meet the requirements of the bearing capacity of the weak underlying layer within the treatment depth range of the composite foundation, and the design needs to be adjusted, namely, the diameter d of the piles is properly increased, the length l of the piles is increased, or the distance S or S between the integral foundation piles is reduced1、s2Or number n of non-integral foundation pilespAnd step 2.3 is repeated until the inequality of equation 11 is true.
The project is limited by construction machinery, and the diameter d of the pile cannot be increased; limited by the size of the foundation, the pile arrangement mode and the number n of pilespCan not be adjusted; only the pile length l has the adjusting condition, so the pile length l is increased to 10.3m, and the bearing capacity checking calculation of the weak underlying layer is carried out again.
After the length of the pile is increased to 10.3m, the top surface of the weak bedding layer and the lower soil layer are 3-5 soil layers, and the length l of the pile in each soil layerprAre respectively 2m, 1m and 4.85m
λmRaz/Ap+β(1-m)fskz＝0.8x0.0873x260.64/0.1257+1.0x(1-0.0873)x60
＝199.57kPa>fspkz198.45kPa, the bearing capacity requirement of the soft and weak underlying layer is met, and the numerical values of the left side and the right side of the formula are relatively close, so that the pile length l is finally determined to be 10.3m, and the calculation is finished.
The result determined from the above calculation is: the independent foundation is a square, the plane size is 2.4mx2.4m, the diameter d of the concrete rigid pile is 0.4m, the pile length l is 10.3m, the square is arranged, the pile spacing is 1.6m, and the total number of the piles is 4.
Aiming at the actual use situation, the method is processed according to the method 1 in the prior art, namely the bearing capacity of the soil layer at the bottom surface of the foundation is calculated according to the bearing capacity value of the weak subjacent layer to calculate the bearing capacity of the rigid pile composite foundation, and the bearing capacity checking calculation is not carried out on the weak subjacent layer within the processing depth range. Through calculation, the required pile length l of the project is 13.3m, which is 1.29 times of the pile length 10.3m determined according to the method, namely, the consumption of building materials of the pile is increased by about 29%, and more waste is caused.
Whereas the processing according to prior art method 2, i.e. ignoring the presence of weak hypo-layers, no bearing calculation is performed. As can be seen from the foregoing checking calculation example, the pile length determined in step 1 is 7.9m, the bearing capacity of the weak underlying layer is 159.36kPa, and only 80.3% of the required bearing capacity 198.45kPa is achieved, and the requirement for the bearing capacity of the weak underlying layer is not met, so that the engineering safety cannot be ensured, and thus potential safety hazards are formed.
As processed according to prior art method 3, i.e. modified from the above-mentioned conventional method 1, fskValue between fspk0And fspkrAnd then only carrying out composite foundation bearing capacity calculation in the same manner as the traditional method 1 without carrying out bearing capacity checking calculation on the weak subjacent layer within the processing depth range. When f isskWhen 90kPa is taken, the pile length needs 11.7m, which is calculated to be 1.14 times of the pile length 10.3m determined according to the embodiment, i.e. the pile consumes about 14% more building materials, which causes waste. When f isskTaking 140kPa, the pile length needs 9.0m by calculation, and the bearing capacity lambada mR provided by the weak subjacent layer at the momentaz/Ap+β(1-m)fskz＝177.77kPa<Required fspkz(198.45kPa), the bearing capacity requirement of the weak subjacent layer can not be met, and the engineering safety can not be ensured, thereby forming potential safety hazard. After repeated trial calculation, only if fskWhen 116kPa is taken, the pile length 10.3m which is the same as that of the method can be calculated by adopting the traditional method 3, the waste and the potential safety hazard are avoided, but fskThe value is taken between 60 and 160kPa, and the value of 116kPa is only a coincidence with extremely low probability. Therefore, the traditional method 3 has high randomness and low reliability, and cannot achieve the design target of safety, reliability, economy and reasonability.
In summary, for the engineering with a weak underlying layer in the treatment depth range of the rigid pile composite foundation, the current design method may cause unnecessary cost increase or may leave potential safety hazards, lacks detailed, reliable and calculation basis, and cannot achieve the safe, reliable, economical and reasonable design goal.
In the embodiment, a method for reducing potential safety hazards in construction engineering is provided, and meanwhile, the bearing capacity of a weak underlying layer in the depth range of the rigid pile composite foundation is checked and calculated, and further optimization is performed based on the existing possible method.
Finally, it should be noted that: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments or portions thereof without departing from the spirit and scope of the invention.
Meanwhile, some parameters in the application are limited by regions and have certain fluctuation, such as a single-pile bearing capacity exertion coefficient lambda, an inter-pile soil bearing capacity exertion coefficient beta and a pile end resistance exertion coefficient alphap"etc. need to carry out data acquisition and summarization in earlier stage, and after establishing sufficient database of raw data, it is more accurate to use the checking method provided by this embodiment.
Moreover, the "technical standard" referred to in this embodiment is a general standard in the existing building design industry, and a person skilled in the art can check and obtain necessary parameters by himself, for example, the specific standard relating to "column axis center compression" may refer to "building foundation design specification" and the like.
Claims (10)
1. A method for reducing potential safety hazards in constructional engineering is characterized in that: the method comprises the following steps of checking the bearing capacity of the weak subjacent layer in the depth range of the rigid pile composite foundation, wherein the checking of the bearing capacity of the weak subjacent layer in the depth range of the rigid pile composite foundation comprises the following steps:
s1, based on pile diameter d, pile length l, integral foundation pile spacing S or S1、s2Or number n of non-integral foundation pilespCalculating the bearing capacity of the composite foundation at the bottom surface of the foundation;
s2, based on the calculation result of S1, calculating the current pile diameter d, the pile length l, the integral foundation pile spacing S or S1、s2Or number n of non-integral foundation pilespAnd (4) checking and calculating the bearing capacity of the weak subjacent layer within the depth range of the composite foundation treatment under the condition of the parameters.
2. A method of reducing safety hazards in construction engineering as claimed in claim 1 wherein: s1 further includes the steps of:
s1.1, determining a foundation bearing force value fa；
S1.2, determining a characteristic value f of the bearing capacity of the composite foundation before deep correction at the bottom surface of the foundationspk；
And S1.3, determining whether the parameter value range meets the calculation standard and the requirements of construction machinery.
3. A method of reducing safety hazards in construction works as set forth in claim 2 wherein: by p in S1.1kAnd pkmaxDetermining a bearing force value f of the foundationa
fa≥pk(formula 2)
fa≥pkmax1.2 (equation 3)
Wherein, the faTaking the larger calculation result of formula 2 and formula 3 for the deeply corrected composite foundation bearing capacity characteristic value (kPa) at the bottom of the foundation;
said p iskUnder the action of axial load, when the composite foundation is combined corresponding to the load effect standard, the average pressure value (kPa) acting on the composite foundation of the bottom surface of the foundation is obtained;
said p iskmaxThe maximum pressure value (kPa) is the maximum pressure value acting on the composite foundation at the edge of the bottom surface of the foundation under the action of eccentric load and corresponding to the combination of load effect standards.
4. A method of reducing safety hazards in construction engineering as claimed in claim 3 wherein: s1.2 by fa、γmD, determining the characteristic value f of the bearing capacity of the composite foundation before the depth correction of the bottom surface of the foundationspk
fspk＝fa-γm(D-0.5) (equation 4)
Wherein, the fspkThe characteristic value (kPa) of the bearing capacity of the composite foundation before the depth correction at the bottom surface of the foundation is obtained;
the gamma ismIs the weighted average gravity (kN/m) of the soil above the basal plane3) Taking the effective gravity of a soil layer below the underground water level;
d is the base embedding depth (m).
5. A method of reducing safety hazards in construction engineering as claimed in claim 4 wherein: in S1.3, through lambda, m, Ra、β、Ap、fsk、up、qsi、lpi、αp、qpN to determine whether the parameter value range meets the calculation standard and the requirement of the construction machinery
λmRa/Ap+β(1-m)fsk≥fspk(formula 5)
The lambda is a single pile bearing capacity exertion coefficient;
m is an area replacement rate;
the R isaA single pile vertical bearing capacity characteristic value (KN);
beta is the bearing capacity exertion coefficient of soil between piles;
a is describedpIs the cross-sectional area (m) of the pile2)；
F isskThe characteristic value of the bearing capacity (kPa) of the soil between the piles after the treatment;
said u ispIs the circumference (m) of the pile;
q is a number ofsiThe characteristic value of the side friction resistance (kPa) of the ith layer soil around the pile is obtained;
the above-mentionedpiThe thickness (m) of the ith layer of soil in the pile length range;
a is saidpGiving play to the coefficient of pile tip resistance;
q is a number ofpIs a pile tip resistance characteristic value (kPa);
n is the number of soil layers around the pile between the pile top and the pile bottom;
wherein R is calculated by formula 6aAnd then, the method is carried into a formula 5, the left side of the formula 5 is the bearing capacity which can be provided by the rigid piles and the soil between the piles on the bottom surface of the foundation together, the right side of the formula is the bearing capacity required by the engineering, and the inequality is established to indicate that the bearing capacity is larger than the requirement, namely the bearing capacity of the composite foundation on the bottom surface of the foundation meets the requirement.
6. A method of reducing the potential safety hazard in construction works as claimed in claim 5, wherein: s2 includes the steps of:
s2.1, determining the bearing force value f of the composite foundation after deep correction at the top surface of the weak subjacent layer within the treatment depth range of the composite foundationspaz；
S2.2, determining a characteristic value f of the bearing capacity of the composite foundation before deep correction at the top surface of the weak subjacent layer within the depth rangespkz；
And S2.3, checking whether the parameters in the S1.3 can meet the requirements or not.
7. A method of reducing safety hazards in construction engineering as claimed in claim 6 wherein: by p in S2.1z、pcz、pcAnd PUhfDetermining the deeply corrected bearing value f of the composite foundation at the top surface of the soft subjacent layer within the treatment depth range of the composite foundationspaz
fspaz＝pz+pcz(formula 7)
pz＝pk-pc-PUhfA (formula 8)
Wherein, the p iszWhen the pressure value is combined with the load effect standard, the additional pressure value (kPa) at the top surface of the weak subjacent layer within the depth range of the composite foundation treatment is obtained;
said p isczThe self-weight pressure value (kPa) of the foundation soil at the top surface of the soft lower horizontal layer of the composite foundation is obtained;
said p iscThe self-weight pressure value (kPa) of the soil at the bottom surface of the foundation;
the P isUhfThe total frictional resistance (kN) of the composite foundation in the range of the bottom surface of the foundation and the top surface of the soft subjacent layer in the depth range is treated;
the U is the perimeter of the bottom surface of the foundation;
q is a number ofsjThe characteristic value (kPa) of the side frictional resistance of the jth layer soil around the pile between the pile top and the top surface of the weak subjacent layer is obtained;
the above-mentionedpjThe thickness (m) of the soil of the j layer within the pile length range between the pile top and the top surface of the weak underlying layer;
and t is the number of soil layers around the pile between the pile top and the top surface of the soft lower lying layer.
8. A method of reducing safety hazards in construction engineering as claimed in claim 7 wherein: s2.2 byγmzAnd DzDetermining the characteristic value f of the bearing capacity of the composite foundation before deep correction at the top surface of the weak subjacent layer within the treatment depth range required by the engineeringspkz
fspkz＝fspaz-γmz(Dz-0.5) (equation 10)
Wherein, said γ ismzThe weighted average gravity (kN/m) of the soil above the top surface of the soft lower lying layer of the composite foundation3)；
Said DzThe depth of the embedding of the top surface of the soft lower lying layer of the composite foundation is the depth of the embedding of the top surface of the soft lower lying layer of the composite foundation.
9. A method of reducing the potential safety hazard in construction work, as claimed in claim 8, wherein: s2.3, checking the determined parameter value range in S1.3
λmRaz/Ap+β(1-m)fskz≥fspkz(formula 11)
Wherein, R isazThe characteristic value (kN) of the effective vertical bearing capacity of the single pile at the top surface of the weak underlying layer;
f isskzThe characteristic value (kPa) of the bearing capacity of the soil between the weak lower lying layer piles is obtained after treatment;
q is a number ofsrThe characteristic value (kPa) of the side friction resistance of the r-th layer soil around the pile between the top surface of the weak subjacent layer and the pile bottom;
the above-mentionedprThe thickness (m) of the soil of the r layer in the pile length range between the top surface of the weak subjacent layer and the pile bottom;
k is the number of soil layers around the pile between the top surface of the soft lower lying layer and the bottom of the pile;
the left side of the formula in the formula 11 is the bearing capacity which can be provided by the rigid piles and the soil between the piles at the top surface of the weak underlying layer within the composite foundation treatment depth range, the right side of the formula is the bearing capacity required by the engineering, and the establishment of the inequality indicates that the bearing capacity of the weak underlying layer is greater than the requirement, namely the bearing capacity of the weak underlying layer within the composite foundation treatment depth range meets the requirement.
10. A method of reducing safety hazards in construction engineering as claimed in claim 9 wherein: and adjusting parameters S3, and adjusting the pile diameter d, the pile length l, the integral foundation pile spacing S or S when the inequality of formula 11 in S2.3 does not hold1、s2Or number n of non-integral foundation pilespAnd (5) adjusting until the inequality of the formula 11 in the S2.3 is established, and checking and calculating.
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| CN101831895A (en) * | 2010-03-18 | 2010-09-15 | 天津市市政工程设计研究院 | Method for determining soft soil foundation landfill site foundation treatment mode based on foundation bearing capacity |
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| CN101831895A (en) * | 2010-03-18 | 2010-09-15 | 天津市市政工程设计研究院 | Method for determining soft soil foundation landfill site foundation treatment mode based on foundation bearing capacity |
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