CN107315868A - A kind of design method and system of the base pit engineering stability based on Revit secondary development - Google Patents
A kind of design method and system of the base pit engineering stability based on Revit secondary development Download PDFInfo
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Abstract
The invention discloses a kind of design method and design system of the base pit engineering stability based on Revit secondary development, the design method comprises the following steps：S1, the effective information for extracting the model set up in Revit platforms, and store；S2, the stability by certain mathematical modeling checking computations model；S3, the stability result for obtaining analysis feed back to client terminal.The present invention automatically extracts the effective information in model using the excavation models built in Revit, automatic to calculate the stability of foundation ditch, and generates calculating document, facilitates user to check and download.When model changes, system can extract attribute information again according to the model remodified, recalculate and generate calculating document, the workload for greatly reduce revisions on drawings, recalculating, and improve the operating efficiency of designer.Meanwhile, Revit progressively replaces CAD to turn into the new developing direction of building trade, and the demand for development that base pit stability computing function is also the epoch of having complied with is developed in Revit.
Description
Technical field
The invention belongs to the technical field of building engineering construction stability Design, and in particular to one kind is based on Revit bis- times
The design method and design system of the base pit engineering stability of exploitation.
Background technology
With China's expanding economy, foundation ditch and underground engineering tend to maximize and complicated, calculated to base pit stability,
Analysis and correction tape come difficult.In recent years, Revit softwares are used as one of BIM technology realization rate, it has also become the research of construction industry
Focus, it has the advantage such as three-dimensional visualization, intellectuality, integrated, has progressively replaced CAD software on the ground of building trade
Position.Base pit engineering still continues to use traditional two-dimensional design mode, Lizheng Software is embedded in as architectural engineering important component
Into CAD, as the assisted class design software of base pit engineering, its stability is checked, this design based on CAD software
Process can not meet the requirement of the scientific Organization And Management of base pit engineering.
The content of the invention
The present invention can not meet base pit engineering tends to maximization and complication to solve above-mentioned existing software and set
There is provided a kind of design side of full-automatic, the efficient base pit engineering stability based on Revit secondary development for the technical problem of meter
Method and design system.
In order to solve the above problems, what the present invention was achieved by following technical scheme：
The design method of base pit engineering stability of the present invention based on Revit secondary development, comprises the following steps：
S1, the effective information for extracting the model set up in Revit platforms, and store；
S2, the stability by certain mathematical modeling checking computations model；
S3, the stability result for obtaining analysis feed back to client terminal.
Further, in the S2, the stability of the model includes resistance to overturning, hole bottom resistance to chloride ion, resisted
Overturning stability；
The resistance to overturning of the excavation models is checked by following mathematical modeling, if mathematical modeling is set up, excavation models
Resistance to overturning meet design requirement, otherwise, the resistance to overturning of excavation models is unsatisfactory for design requirement；
Wherein, γs- partial safety factor for action；
liArc length (m) of-the i-th native bar along slip circle face；
qkiOvercharge on ground standard value (KN/m) at-the i-th native bar；
The number of the native bar of n-division；
biThe width (m) of-the i-th native bar；
WkiThe deadweight standard value (KN) of-the i-th native bar；
αiThe tangent line and horizontal angle (°) at-the i-th slip circle midpoint；
ckiNative cohesive strength standard value (kPa) on-the i-th native bar sliding surface；
φkiNative internal friction angle standard value (°) on-the i-th native bar sliding surface；
γRZ- resistance to overturning partial safety factor；
The hole bottom resistance to chloride ion of the excavation models is checked by mathematical modeling, if mathematical modeling is set up, foundation ditch mould
The hole bottom resistance to chloride ion of type meets design requirement, otherwise, and the hole bottom resistance to chloride ion of excavation models is unsatisfactory for design will
Ask；
Wherein：γRZ- outer earth's surface is cheated to the weighted average (kN/m3) of each soil layer natural density in foundation pit enclosure wall bottom；
γ01- interior excavation face is cheated to the weighted average (kN/m3) of each soil layer natural density in enclosure wall bottom；
γ02- interior excavation face is cheated to the weighted average (kN/m3) of each soil layer natural density in enclosure wall bottom；
H-excavation of foundation pit depth (m)；
Embedded depth (m) of the D-enclosure wall below excavation of foundation pit face；
qkThe outer overcharge on ground standard value (kPa) in-hole；
Nq、NcThe coefficient of bearing caoacity of-foundation soil；
ck- fender post bottom ground soil cohesion standard value (kPa)；
φk- fender post bottom foundation soil internal friction angle standard value (kPa)；
γRL- Resistant heave partial safety factor；
E-natural constant；
The stability against overturning of the excavation models is checked by following mathematical modeling, if mathematical modeling is set up, foundation ditch mould
The stability against overturning of type meets design requirement, and otherwise stability against overturning is unsatisfactory for design requirement；
In formula：FakActive earth pressure standard value (kN/m) after-wall；
zaAfter-wall active earth pressure application point to wall bottom distance (m)；
FpkPassive earth pressure standard value (kN/m) before-wall；
zpBefore-wall passive earth pressure application point to wall bottom distance (m)；
Fwk- the hydrostatic pressure (kN/m) acted on enclosure wall；
zwHydrostatic pressure application point on-enclosure wall to wall bottom distance (m)；
γRL- antidumping partial safety factor；
γRQ- antidumping partial safety factor, takes 1.1, when the foundation ditch length of side is not more than 20m, takes 1.0；
GkThe deadweight standard value (kN) of-Cement-soil Gravity enclosure wall.
The width (m) of B-Cement-soil Gravity enclosure wall；
I=1,2,3,4,5 ....
Further, the effective information of the model includes geometry information, attribute information, the technology ginseng of user's input
Number；
It is wide that the geometry information includes arc length along slip circle face of excavation of foundation pit depth, i-th native bar, i-th native bar
Degree, the tangent line and horizontal angle at i-th slip circle midpoint, the width of excavation of foundation pit, enclosure wall are below excavation of foundation pit face
Embedded depth；After wall active earth pressure application point to distance of the wall bottom away from passive earth pressure application point before degree, wall to wall bottom, enclose
Hydrostatic pressure application point on revetment to wall bottom distance；
The attribute information of the model include effect subitem system, cohesive strength standard value native on i-th native bar sliding surface,
Native internal friction angle, resistance to overturning partial safety factor, the outer earth's surface in hole to each soil layer in foundation pit enclosure wall bottom on i-th native bar sliding surface
Excavation face is to the weighted average of each soil layer natural density in enclosure wall bottom, foundation soil in the weighted average of natural density, hole
Coefficient of bearing caoacity, fender post bottom ground soil cohesion standard value, fender post bottom foundation soil internal friction angle standard value, Resistant heave subitem
Passive earth pressure standard value before active earth pressure standard value, wall after coefficient, wall, the hydrostatic pressure acted on enclosure wall, anti-incline
Cover partial safety factor；
It is steady that the technical parameter that the user inputs includes excavation type, supporting construction type, the number for dividing native bar, entirety
Qualitative partial safety factor, bearing capacity of foundation slab coefficient.
A kind of design system of the base pit engineering stability based on Revit secondary development, including information extraction modules, information
Analysis module, information feedback module；
Described information extraction module, the effective information of the excavation models created for being extracted in Revit, and store；
Described information analysis module, the stability of foundation ditch is checked using mathematical modeling；
Described information feedback module, the stability result for described information analysis module to be obtained feeds back to the end of user
End.
Further, the effective information includes geometry information, attribute information, the technical parameter of user's input；
It is wide that the geometry information includes arc length along slip circle face of excavation of foundation pit depth, i-th native bar, i-th native bar
Degree, the tangent line and horizontal angle at i-th slip circle midpoint, the width of excavation of foundation pit, enclosure wall are below excavation of foundation pit face
Embedded depth；After wall active earth pressure application point to distance of the wall bottom away from passive earth pressure application point before degree, wall to wall bottom, enclose
Hydrostatic pressure application point on revetment to wall bottom distance；
The attribute information of the model include effect subitem system, cohesive strength standard value native on i-th native bar sliding surface,
Native internal friction angle, resistance to overturning partial safety factor, the outer earth's surface in hole to each soil layer in foundation pit enclosure wall bottom on i-th native bar sliding surface
Excavation face is to the weighted average of each soil layer natural density in enclosure wall bottom, foundation soil in the weighted average of natural density, hole
Coefficient of bearing caoacity, fender post bottom ground soil cohesion standard value, fender post bottom foundation soil internal friction angle standard value, Resistant heave subitem
Passive earth pressure standard value before active earth pressure standard value, wall after coefficient, wall, the hydrostatic pressure acted on enclosure wall, anti-incline
Cover partial safety factor；
It is steady that the technical parameter that the user inputs includes excavation type, supporting construction type, the number for dividing native bar, entirety
Qualitative partial safety factor, bearing capacity of foundation slab coefficient.
Further, described information analysis module is tested including resistance to overturning checking computations submodule, hole bottom resistance to chloride ion
Operator module, stability against overturning checking computations submodule；
The resistance to overturning checking computations submodule checks the resistance to overturning of excavation models by following mathematical modeling, if number
Learn model to set up, the resistance to overturning of excavation models meets design requirement, and otherwise, the resistance to overturning of excavation models is unsatisfactory for setting
Meter is required；
Wherein, γs- partial safety factor for action；
liArc length (m) of-the i-th native bar along slip circle face；
qkiOvercharge on ground standard value (KN/m) at-the i-th native bar；
The number of the native bar of n-division；
biThe width (m) of-the i-th native bar；
WkiThe deadweight standard value (KN) of-the i-th native bar；
αiThe tangent line and horizontal angle (°) at-the i-th slip circle midpoint；
ckiNative cohesive strength standard value (kPa) on-the i-th native bar sliding surface；
φkiNative internal friction angle standard value (°) on-the i-th native bar sliding surface；
γRZ- resistance to overturning partial safety factor；
The hole bottom that hole bottom resistance to chloride ion checking computations submodule checks excavation models by following mathematical modeling resists grand
Stability is played, if mathematical modeling is set up, the hole bottom resistance to chloride ion of excavation models meets design requirement, otherwise, excavation models
Hole bottom resistance to chloride ion be unsatisfactory for design requirement；
Wherein：γRZ- outer earth's surface is cheated to the weighted average (kN/m3) of each soil layer natural density in foundation pit enclosure wall bottom；
γ01- interior excavation face is cheated to the weighted average (kN/m3) of each soil layer natural density in enclosure wall bottom；
γ02- interior excavation face is cheated to the weighted average (kN/m3) of each soil layer natural density in enclosure wall bottom；
H-excavation of foundation pit depth (m)；
Embedded depth (m) of the D-enclosure wall below excavation of foundation pit face；
qkThe outer overcharge on ground standard value (kPa) in-hole；
Nq、NcThe coefficient of bearing caoacity of-foundation soil；
ck- fender post bottom ground soil cohesion standard value (kPa)；
φk- fender post bottom foundation soil internal friction angle standard value (kPa)；
γRL- Resistant heave partial safety factor；
E-natural constant；
The stability against overturning checking computations submodule checks the stability against overturning of excavation models by following mathematical modeling,
If mathematical modeling is set up, the stability against overturning of excavation models meets design requirement, and otherwise stability against overturning is unsatisfactory for design
It is required that；
In formula：FakActive earth pressure standard value (kN/m) after-wall；
zaAfter-wall active earth pressure application point to wall bottom distance (m)；
FpkPassive earth pressure standard value (kN/m) before-wall；
zpBefore-wall passive earth pressure application point to wall bottom distance (m)；
Fwk- the hydrostatic pressure (kN/m) acted on enclosure wall；
zwHydrostatic pressure application point on-enclosure wall to wall bottom distance (m)；
γRL- antidumping partial safety factor；
γRQ- antidumping partial safety factor, takes 1.1, when the foundation ditch length of side is not more than 20m, takes 1.0；
GkThe deadweight standard value (kN) of-Cement-soil Gravity enclosure wall.
The width (m) of B-Cement-soil Gravity enclosure wall；
I=1,2,3,4,5 ....
Compared with prior art, the beneficial effects of the invention are as follows：
The present invention automatically extracts the effective information in model using the excavation models built in Revit, automatic to calculate
The stability of foundation ditch, and calculating document is generated, facilitate user to check and download.When model changes, system can be according to repairing again
The model changed extracts attribute information again, recalculate and generate calculating document, greatly reduces revisions on drawings, recalculates
Workload, improves the operating efficiency of designer.Meanwhile, Revit progressively replaces CAD to turn into the new developing direction of building trade,
The demand for development that base pit stability computing function is also the epoch of having complied with is developed in Revit.
Brief description of the drawings
The embodiment to the present invention is described in further detail below in conjunction with the accompanying drawings, wherein：
Fig. 1 is the schematic diagram of the design system of the base pit engineering stability of the present invention based on Revit secondary development.
Embodiment
The preferred embodiments of the present invention are illustrated below in conjunction with accompanying drawing, it will be appreciated that preferred reality described herein
Apply example to be merely to illustrate and explain the present invention, be not intended to limit the present invention.
The design method of base pit engineering stability of the present invention based on Revit secondary development, comprises the following steps：
S1, the effective information for extracting the model set up in Revit platforms, and store；
S2, the stability by certain mathematical modeling checking computations model；
S3, the stability result for obtaining analysis feed back to client terminal.
In the S2, the stability of the excavation models is steady including resistance to overturning, hole bottom resistance to chloride ion, antidumping
It is qualitative；
The resistance to overturning of the excavation models is checked by following mathematical modeling, if mathematical modeling is set up, excavation models
Resistance to overturning meet design requirement, otherwise, the resistance to overturning of excavation models is unsatisfactory for design requirement；
Wherein, γs- partial safety factor for action；
liArc length (m) of-the i-th native bar along slip circle face；
qkiOvercharge on ground standard value (KN/m) at-the i-th native bar；
The number of the native bar of n-division；
biThe width (m) of-the i-th native bar；
WkiThe deadweight standard value (KN) of-the i-th native bar；
αiThe tangent line and horizontal angle (°) at-the i-th slip circle midpoint；
ckiNative cohesive strength standard value (kPa) on-the i-th native bar sliding surface；
φkiNative internal friction angle standard value (°) on-the i-th native bar sliding surface；
γRZ- resistance to overturning partial safety factor；
The hole bottom resistance to chloride ion of the excavation models is checked by mathematical modeling, if mathematical modeling is set up, foundation ditch mould
The hole bottom resistance to chloride ion of type meets design requirement, otherwise, and the hole bottom resistance to chloride ion of excavation models is unsatisfactory for design will
Ask；
Wherein：γRZ- outer earth's surface is cheated to the weighted average (kN/m3) of each soil layer natural density in foundation pit enclosure wall bottom；
γ01- interior excavation face is cheated to the weighted average (kN/m3) of each soil layer natural density in enclosure wall bottom；
γ02- interior excavation face is cheated to the weighted average (kN/m3) of each soil layer natural density in enclosure wall bottom；
H-excavation of foundation pit depth (m)；
Embedded depth (m) of the D-enclosure wall below excavation of foundation pit face；
qkThe outer overcharge on ground standard value (kPa) in-hole；
Nq、NcThe coefficient of bearing caoacity of-foundation soil；
ck- fender post bottom ground soil cohesion standard value (kPa)；
φk- fender post bottom foundation soil internal friction angle standard value (kPa)；
γRL- Resistant heave partial safety factor；
E-natural constant；
The stability against overturning of the excavation models is checked by following mathematical modeling, if mathematical modeling is set up, foundation ditch mould
The stability against overturning of type meets design requirement, and otherwise stability against overturning is unsatisfactory for design requirement；
In formula：FakActive earth pressure standard value (kN/m) after-wall；
zaAfter-wall active earth pressure application point to wall bottom distance (m)；
FpkPassive earth pressure standard value (kN/m) before-wall；
zpBefore-wall passive earth pressure application point to wall bottom distance (m)；
Fwk- the hydrostatic pressure (kN/m) acted on enclosure wall；
zwHydrostatic pressure application point on-enclosure wall to wall bottom distance (m)；
γRL- antidumping partial safety factor；
γRQ- antidumping partial safety factor, takes 1.1, when the foundation ditch length of side is not more than 20m, takes 1.0；
GkThe deadweight standard value (kN) of-Cement-soil Gravity enclosure wall.
The width (m) of B-Cement-soil Gravity enclosure wall；
I=1,2,3,4,5 ....
The effective information of the excavation models includes geometry information, attribute information, the technical parameter of user's input；
It is wide that the geometry information includes arc length along slip circle face of excavation of foundation pit depth, i-th native bar, i-th native bar
Degree, the tangent line and horizontal angle at i-th slip circle midpoint, the width of excavation of foundation pit, enclosure wall are below excavation of foundation pit face
Embedded depth；After wall active earth pressure application point to distance of the wall bottom away from passive earth pressure application point before degree, wall to wall bottom, enclose
Hydrostatic pressure application point on revetment to wall bottom distance；
The attribute information of the excavation models includes cohesive strength mark native on effect subitem system, i-th native bar sliding surface
Native internal friction angle, resistance to overturning partial safety factor, the outer earth's surface in hole to foundation pit enclosure wall bottom in quasi- value, i-th native bar sliding surface
In the weighted average of each soil layer natural density, hole excavation face to each soil layer natural density in enclosure wall bottom weighted average,
It is the coefficient of bearing caoacity of base soil, fender post bottom ground soil cohesion standard value, fender post bottom foundation soil internal friction angle standard value, anti-grand
Play after partial safety factor, wall passive earth pressure standard value, the water purification pressure acted on enclosure wall before active earth pressure standard value, wall
Power, antidumping partial safety factor；
It is steady that the technical parameter that the user inputs includes excavation type, supporting construction type, the number for dividing native bar, entirety
Qualitative partial safety factor, bearing capacity of foundation slab coefficient.
As shown in figure 1, the design system of the base pit engineering stability of the present invention based on Revit secondary development, including
Information extraction modules 1, information analysis module 2, information feedback module 3.
Described information extraction module 1, the effective information of the excavation models created for being extracted in Revit, and store；
Described information analysis module 2, the stability of foundation ditch is checked using mathematical modeling；
Described information feedback module 3, the stability result for described information analysis module to be obtained feeds back to user's
Terminal.
The effective information that described information extraction module 1 is extracted includes geometry information, attribute information, the skill of user's input
Art parameter.
It is wide that the geometry information includes arc length along slip circle face of excavation of foundation pit depth, i-th native bar, i-th native bar
Degree, the tangent line and horizontal angle at i-th slip circle midpoint, the width of excavation of foundation pit, enclosure wall are below excavation of foundation pit face
Embedded depth；After wall active earth pressure application point to distance of the wall bottom away from passive earth pressure application point before degree, wall to wall bottom, enclose
Hydrostatic pressure application point on revetment to wall bottom distance.
The attribute information of the excavation models includes cohesive strength mark native on effect subitem system, i-th native bar sliding surface
Native internal friction angle, resistance to overturning partial safety factor, the outer earth's surface in hole to foundation pit enclosure wall bottom in quasi- value, i-th native bar sliding surface
In the weighted average of each soil layer natural density, hole excavation face to each soil layer natural density in enclosure wall bottom weighted average,
It is the coefficient of bearing caoacity of base soil, fender post bottom ground soil cohesion standard value, fender post bottom foundation soil internal friction angle standard value, anti-grand
Play after partial safety factor, wall passive earth pressure standard value, the water purification pressure acted on enclosure wall before active earth pressure standard value, wall
Power, antidumping partial safety factor.
It is steady that the technical parameter that the user inputs includes excavation type, supporting construction type, the number for dividing native bar, entirety
Qualitative partial safety factor, bearing capacity of foundation slab coefficient.
Described information analysis module 2 includes resistance to overturning checking computations submodule 21, hole bottom resistance to chloride ion checking computations submodule
Block 22, stability against overturning checking computations submodule 23.
The resistance to overturning checking computations submodule 21 checks the resistance to overturning of excavation models by following mathematical modeling, if
Mathematical modeling is set up, and the resistance to overturning of excavation models meets design requirement, and otherwise, the resistance to overturning of excavation models is unsatisfactory for
Design requirement；
Wherein, γs- partial safety factor for action；
liArc length (m) of-the i-th native bar along slip circle face；
qkiOvercharge on ground standard value (KN/m) at-the i-th native bar；
The number of the native bar of n-division；
biThe width (m) of-the i-th native bar；
WkiThe deadweight standard value (KN) of-the i-th native bar；
αiThe tangent line and horizontal angle (°) at-the i-th slip circle midpoint；
ckiNative cohesive strength standard value (kPa) on-the i-th native bar sliding surface；
φkiNative internal friction angle standard value (°) on-the i-th native bar sliding surface；
γRZ- resistance to overturning partial safety factor；
Hole bottom resistance to chloride ion checking computations submodule 22 checks the hole of the excavation models by following mathematical modeling
Bottom resistance to chloride ion, if mathematical modeling is set up, the hole bottom resistance to chloride ion of excavation models meets design requirement, otherwise, base
The hole bottom resistance to chloride ion of hole model is unsatisfactory for design requirement；
Wherein：γRZ- outer earth's surface is cheated to the weighted average (kN/m3) of each soil layer natural density in foundation pit enclosure wall bottom；
γ01- interior excavation face is cheated to the weighted average (kN/m3) of each soil layer natural density in enclosure wall bottom；
γ02- interior excavation face is cheated to the weighted average (kN/m3) of each soil layer natural density in enclosure wall bottom；
H-excavation of foundation pit depth (m)；
Embedded depth (m) of the D-enclosure wall below excavation of foundation pit face；
qkThe outer overcharge on ground standard value (kPa) in-hole；
Nq、NcThe coefficient of bearing caoacity of-foundation soil；
ck- fender post bottom ground soil cohesion standard value (kPa)；
φk- fender post bottom foundation soil internal friction angle standard value (kPa)；
γRL- Resistant heave partial safety factor；
E-natural constant；
The antidumping that the stability against overturning checking computations submodule 23 checks excavation models by following mathematical modeling is stable
Property, if mathematical modeling is set up, the stability against overturning of excavation models meets design requirement, and otherwise stability against overturning is unsatisfactory for setting
Meter is required；
In formula：FakActive earth pressure standard value (kN/m) after-wall；
zaAfter-wall active earth pressure application point to wall bottom distance (m)；
FpkPassive earth pressure standard value (kN/m) before-wall；
zpBefore-wall passive earth pressure application point to wall bottom distance (m)；
Fwk- the hydrostatic pressure (kN/m) acted on enclosure wall；
zwHydrostatic pressure application point on-enclosure wall to wall bottom distance (m)；
γRL- antidumping partial safety factor；
γRQ- antidumping partial safety factor, takes 1.1, when the foundation ditch length of side is not more than 20m, takes 1.0；
GkThe deadweight standard value (kN) of-Cement-soil Gravity enclosure wall.
The width (m) of B-Cement-soil Gravity enclosure wall；
I=1,2,3,4,5 ....
Invention automatically can calculate the stability of foundation ditch, and give birth to automatically by extracting the attribute information of excavation models
Into form, calculate and report generation process be completely intelligent, once and model parameter change, result of calculation also can adjust automatically,
Recalculated without going out figure again, greatly simplify projector's design and analysis, the workload of amendment, improve designer's
Operating efficiency.Meanwhile, Revit progressively replaces CAD to turn into the new developing direction of building trade, foundation ditch is developed in Revit stable
Property computing function is also the demand for development in the epoch of having complied with.
The above described is only a preferred embodiment of the present invention, any formal limitation not is made to the present invention, therefore
Every any modification that without departing from technical solution of the present invention content, the technical spirit according to the present invention is made to above example,
Equivalent variations and modification, in the range of still falling within technical solution of the present invention.
Claims (6)
1. a kind of design method of the base pit engineering stability based on Revit secondary development, it is characterised in that：Including following step
Suddenly：
S1, the effective information for extracting the model set up in Revit platforms, and store；
S2, the stability by certain mathematical modeling checking computations model；
S3, the stability result for obtaining analysis feed back to client terminal.
2. the design method of the base pit engineering stability based on Revit secondary development according to claim 1, its feature exists
In：In the S2, the stability of the excavation models includes resistance to overturning, hole bottom resistance to chloride ion, stability against overturning；
The resistance to overturning of the excavation models is checked by following mathematical modeling, if mathematical modeling set up, excavation models it is whole
Body stability meets design requirement, otherwise, and the resistance to overturning of excavation models is unsatisfactory for design requirement；
Wherein, γs- partial safety factor for action；
liArc length (m) of-the i-th native bar along slip circle face；
qkiOvercharge on ground standard value (KN/m) at-the i-th native bar；
The number of the native bar of n-division；
biThe width (m) of-the i-th native bar；
WkiThe deadweight standard value (KN) of-the i-th native bar；
αiThe tangent line and horizontal angle (°) at-the i-th slip circle midpoint；
ckiNative cohesive strength standard value (kPa) on-the i-th native bar sliding surface；
φkiNative internal friction angle standard value (°) on-the i-th native bar sliding surface；
γRZ- resistance to overturning partial safety factor；
The hole bottom resistance to chloride ion of the excavation models is checked by mathematical modeling, if mathematical modeling is set up, excavation models
The checking computations of hole bottom resistance to chloride ion meet design requirement；Otherwise, the hole bottom resistance to chloride ion of excavation models is unsatisfactory for design
It is required that；
Wherein：γRZ- outer earth's surface is cheated to the weighted average (kN/m3) of each soil layer natural density in foundation pit enclosure wall bottom；
γ01- interior excavation face is cheated to the weighted average (kN/m3) of each soil layer natural density in enclosure wall bottom；
γ02- interior excavation face is cheated to the weighted average (kN/m3) of each soil layer natural density in enclosure wall bottom；
H-excavation of foundation pit depth (m)；
Embedded depth (m) of the D-enclosure wall below excavation of foundation pit face；
qkThe outer overcharge on ground standard value (kPa) in-hole；
ck- fender post bottom ground soil cohesion standard value (kPa)；
φk- fender post bottom foundation soil internal friction angle standard value (kPa)；
γRL- Resistant heave partial safety factor；
E-natural constant；
The stability against overturning of the excavation models is checked by following mathematical modeling, if mathematical modeling is set up, excavation models
Stability against overturning meet design requirement, otherwise stability against overturning is unsatisfactory for design requirement；
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In formula：FakActive earth pressure standard value (kN/m) after-wall；
zaAfter-wall active earth pressure application point to wall bottom distance (m)；
FpkPassive earth pressure standard value (kN/m) before-wall；
zpBefore-wall passive earth pressure application point to wall bottom distance (m)；
Fwk- the hydrostatic pressure (kN/m) acted on enclosure wall；
zwHydrostatic pressure application point on-enclosure wall to wall bottom distance (m)；
γRL- antidumping partial safety factor；
γRQ- antidumping partial safety factor, takes 1.1, when the foundation ditch length of side is not more than 20m, takes 1.0；
GkThe deadweight standard value (kN) of-Cement-soil Gravity enclosure wall.
The width (m) of B-Cement-soil Gravity enclosure wall；
I=1,2,3,4,5 ....
3. the design method of the base pit engineering stability based on Revit secondary development according to claim 2, its feature exists
In：The effective information of the excavation models includes geometry information, attribute information, the technical parameter of user's input；
The geometry information includes arc length along slip circle face of excavation of foundation pit depth, i-th article of soil article, i-th article of native article width, the
Bury depth of the tangent line and horizontal angle, the width of excavation of foundation pit, enclosure wall at i bar slip circles midpoint below excavation of foundation pit face
Degree；Active earth pressure application point is to wall bottom away from degree, before wall on passive earth pressure application point to the distance at wall bottom, enclosure wall after wall
Hydrostatic pressure application point to wall bottom distance；
The attribute information of the model includes cohesive strength standard value native on effect subitem system, i-th native bar sliding surface, i-th
Native internal friction angle, resistance to overturning partial safety factor on bar soil bar sliding surface, outer earth's surface is cheated to each soil layer day in foundation pit enclosure wall bottom
Excavation face to the weighted average of each soil layer natural density in enclosure wall bottom, foundation soil is held in the weighted average of right severe, hole
Carry force coefficient, fender post bottom ground soil cohesion standard value, fender post bottom foundation soil internal friction angle standard value, Resistant heave subitem system
Passive earth pressure standard value, the hydrostatic pressure acted on enclosure wall, antidumping before active earth pressure standard value, wall after number, wall
Partial safety factor；
The technical parameter of user's input includes excavating type, supporting construction type, divides number, the resistance to overturning of native bar
Partial safety factor, bearing capacity of foundation slab coefficient.
4. a kind of design system of the base pit engineering stability based on Revit secondary development, it is characterised in that：Including information extraction
Module, information analysis module, information feedback module；
Described information extraction module, the effective information of the excavation models created for being extracted in Revit, and store；
Described information analysis module, the stability of foundation ditch is checked using mathematical modeling；
Described information feedback module, the stability result for described information analysis module to be obtained feeds back to the terminal of user.
5. the design system of the base pit engineering stability based on Revit secondary development according to claim 4, its feature exists
In：The effective information that described information extraction module is extracted includes geometry information, attribute information, the technology ginseng of user's input
Number；
The geometry information includes arc length along slip circle face of excavation of foundation pit depth, i-th article of soil article, i-th article of native article width, the
Bury depth of the tangent line and horizontal angle, the width of excavation of foundation pit, enclosure wall at i bar slip circles midpoint below excavation of foundation pit face
Degree；Active earth pressure application point is to wall bottom away from degree, before wall on passive earth pressure application point to the distance at wall bottom, enclosure wall after wall
Hydrostatic pressure application point to wall bottom distance；
The attribute information of the model includes cohesive strength standard value native on effect subitem system, i-th native bar sliding surface, i-th
Native internal friction angle, resistance to overturning partial safety factor on bar soil bar sliding surface, outer earth's surface is cheated to each soil layer day in foundation pit enclosure wall bottom
Excavation face to the weighted average of each soil layer natural density in enclosure wall bottom, foundation soil is held in the weighted average of right severe, hole
Carry force coefficient, fender post bottom ground soil cohesion standard value, fender post bottom foundation soil internal friction angle standard value, Resistant heave subitem system
Passive earth pressure standard value, the hydrostatic pressure acted on enclosure wall, antidumping before active earth pressure standard value, wall after number, wall
Partial safety factor；
The technical parameter of user's input includes excavating type, supporting construction type, divides number, the resistance to overturning of native bar
Partial safety factor, bearing capacity of foundation slab coefficient.
6. the design system of the base pit engineering stability based on Revit secondary development according to claim 5, its feature exists
In：Described information analysis module includes resistance to overturning checking computations submodule, hole bottom resistance to chloride ion checking computations submodule, antidumping
Stability Checking submodule；
The resistance to overturning checking computations submodule checks the resistance to overturning of excavation models by following mathematical modeling, if mathematical modulo
Type is set up, then the resistance to overturning of excavation models meets design requirement, otherwise, and the resistance to overturning of excavation models is unsatisfactory for design
It is required that；
Wherein, γs- partial safety factor for action；
liArc length (m) of-the i-th native bar along slip circle face；
qkiOvercharge on ground standard value (KN/m) at-the i-th native bar；
The number of the native bar of n-division；
biThe width (m) of-the i-th native bar；
WkiThe deadweight standard value (KN) of-the i-th native bar；
αiThe tangent line and horizontal angle (°) at-the i-th slip circle midpoint；
ckiNative cohesive strength standard value (kPa) on-the i-th native bar sliding surface；
φkiNative internal friction angle standard value (°) on-the i-th native bar sliding surface；
γRZ- resistance to overturning partial safety factor；
The hole bottom Resistant heave that hole bottom resistance to chloride ion checking computations submodule checks excavation models by following mathematical modeling is steady
Qualitative, if mathematical modeling is set up, the hole bottom resistance to chloride ion of excavation models meets design requirement, otherwise, excavation models
Hole bottom resistance to chloride ion is unsatisfactory for design requirement；
Wherein：γRZ- outer earth's surface is cheated to the weighted average (kN/m3) of each soil layer natural density in foundation pit enclosure wall bottom；
γ01- interior excavation face is cheated to the weighted average (kN/m3) of each soil layer natural density in enclosure wall bottom；
γ02- interior excavation face is cheated to the weighted average (kN/m3) of each soil layer natural density in enclosure wall bottom；
H-excavation of foundation pit depth (m)；
Embedded depth (m) of the D-enclosure wall below excavation of foundation pit face；
qkThe outer overcharge on ground standard value (kPa) in-hole；
Nq、NcThe coefficient of bearing caoacity of-foundation soil；
ck- fender post bottom ground soil cohesion standard value (kPa)；
φk- fender post bottom foundation soil internal friction angle standard value (kPa)；
γRL- Resistant heave partial safety factor；
E-natural constant；
The stability against overturning checking computations submodule checks the stability against overturning of excavation models by following mathematical modeling, if number
Learn model to set up, the stability against overturning of excavation models meets design requirement, and otherwise stability against overturning is unsatisfactory for design requirement；
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In formula：FakActive earth pressure standard value (kN/m) after-wall；
zaAfter-wall active earth pressure application point to wall bottom distance (m)；
FpkPassive earth pressure standard value (kN/m) before-wall；
zpBefore-wall passive earth pressure application point to wall bottom distance (m)；
Fwk- the hydrostatic pressure (kN/m) acted on enclosure wall；
zwHydrostatic pressure application point on-enclosure wall to wall bottom distance (m)；
γRL- antidumping partial safety factor；
γRQ- antidumping partial safety factor, takes 1.1, when the foundation ditch length of side is not more than 20m, takes 1.0；
GkThe deadweight standard value (kN) of-Cement-soil Gravity enclosure wall.
The width (m) of B-Cement-soil Gravity enclosure wall；
I=1,2,3,4,5 ....
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| CN108984924A (en) * | 2018-07-24 | 2018-12-11 | 上海交通大学 | A kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall |
| CN112182698A (en) * | 2020-09-17 | 2021-01-05 | 中北大学 | Depth extraction method based on revit wall body member |
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