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2012 Vol. 42, No. 8
Display Method:
2012, 42(8): 1-5.
doi: 10.13204/j.gyjz201208001
Abstract:
This design method makes up the defects of traditional single seismic design method based on the lifesafety, and can reliably assure the functions of structure not lose and not affected in the earthquake．It is adopted IDAto analyze the anti-earthquake performance of ecological composite wall structure, and put forward the determinationmethod of quantitative seimic performance objective of ecological composite wall structure, and then gets the thecollapsed reservation coefficient of structure through the analysis of IDA curve, and finally evaluates seismicperformance of ecological composite wall structure．The analysis of engineering example shows that under 8 degreeearthquake ( fortification intensity of this region), the collapse probability of ecological composite wall structure islow, about 7. 5 per cent, so its seismic performance is good．
This design method makes up the defects of traditional single seismic design method based on the lifesafety, and can reliably assure the functions of structure not lose and not affected in the earthquake．It is adopted IDAto analyze the anti-earthquake performance of ecological composite wall structure, and put forward the determinationmethod of quantitative seimic performance objective of ecological composite wall structure, and then gets the thecollapsed reservation coefficient of structure through the analysis of IDA curve, and finally evaluates seismicperformance of ecological composite wall structure．The analysis of engineering example shows that under 8 degreeearthquake ( fortification intensity of this region), the collapse probability of ecological composite wall structure islow, about 7. 5 per cent, so its seismic performance is good．
2012, 42(8): 6-11.
doi: 10.13204/j.gyjz201208002
Abstract:
Ecological composite wall structure is always in complex stress state in the loading process, and using wallinner filling material has diversity．The use of a single kind of compound material model can't reflect well the stressof the filled various materials．By using the second developed function of the nonlinear finite element softwareABAQUS, the twin shear unified strength theory compound model applicable to any kind of material is embedded intothe software, and the nonlinear analysis is carried out for ecological composite wall structure．The results show thatwhen the twin shear unified strength theory compound model is added to ABAQUS, material cell library is enriched, thus improving the computational accuracy and efficiency．Through the example, the UMAT ( user-defined materialmechanical behavior) can not only make full use of the powerful nonlinear solution platform of the software ABAQUS, but also can do complex finite element numerical analysis for ecological composite wall structure, with some accuracy, economy and applicability in practical engineering
Ecological composite wall structure is always in complex stress state in the loading process, and using wallinner filling material has diversity．The use of a single kind of compound material model can't reflect well the stressof the filled various materials．By using the second developed function of the nonlinear finite element softwareABAQUS, the twin shear unified strength theory compound model applicable to any kind of material is embedded intothe software, and the nonlinear analysis is carried out for ecological composite wall structure．The results show thatwhen the twin shear unified strength theory compound model is added to ABAQUS, material cell library is enriched, thus improving the computational accuracy and efficiency．Through the example, the UMAT ( user-defined materialmechanical behavior) can not only make full use of the powerful nonlinear solution platform of the software ABAQUS, but also can do complex finite element numerical analysis for ecological composite wall structure, with some accuracy, economy and applicability in practical engineering
2012, 42(8): 12-17.
doi: 10.13204/j.gyjz201208003
Abstract:
A group of 1/2 scale model of ecological composite wall with straw mud billet block was tested under lowfrequency cyclic loading．The seismic performance of the specimen, such as failure mode, shearing capacity, deformation, ductility, energy dissipation and so on, was mainly researched．And the seismic performancecomparative analysis of the ecological composite wall with different shear span ratio was made base on the preexperimental study．A non-linear finite element model was established to analyze its failure mode and shear capacitywith different shear span ratio．The results showed that with the increase of the shear span ratio, the shear capacity ofwall was decreased significantly, but deformation capacity and energy dissipation capacity were increased．Based onreasonable failure mode( shear type failure) the rational value ranges( 1．0 1．8 ) about shear span ratio were putforward, and the ultimate shearing capacity modified formula for eco-composite wall based on different shear spanratio was proposed．The error of calculation results was small is compared with test value, which satisfied theengineering precision．
A group of 1/2 scale model of ecological composite wall with straw mud billet block was tested under lowfrequency cyclic loading．The seismic performance of the specimen, such as failure mode, shearing capacity, deformation, ductility, energy dissipation and so on, was mainly researched．And the seismic performancecomparative analysis of the ecological composite wall with different shear span ratio was made base on the preexperimental study．A non-linear finite element model was established to analyze its failure mode and shear capacitywith different shear span ratio．The results showed that with the increase of the shear span ratio, the shear capacity ofwall was decreased significantly, but deformation capacity and energy dissipation capacity were increased．Based onreasonable failure mode( shear type failure) the rational value ranges( 1．0 1．8 ) about shear span ratio were putforward, and the ultimate shearing capacity modified formula for eco-composite wall based on different shear spanratio was proposed．The error of calculation results was small is compared with test value, which satisfied theengineering precision．
2012, 42(8): 18-22,5.
doi: 10.13204/j.gyjz201208004
Abstract:
Eco-composite wall acting as the main bearing member of the Eco-composite wall structure is made up ofconcealed frame and eco-composite slab．Due to the significant impact of the hole on the lateral stiffness of the wall, through test of 1/2 model of open-hole eco-composite wall and that without open-hole, it was compared their failuremode and seismic performance．Through validated numerical modeling, the wall extension trial was established, andthe degree of impact factors on resist lateral stiffness of open-hole eco-composite wall was analyzed and the formula oflateral stiffness of open-hole eco-composite wall was set up, and the correctness of the formula was verified, throughthe test and the results of numerical and theoretical calculations．Comparing the results of theoretical calculations withtest ones shows that the formula of lateral stiffness of open-hole eco-composite wall has a certain accuracy, which canmeet the project requirements．
Eco-composite wall acting as the main bearing member of the Eco-composite wall structure is made up ofconcealed frame and eco-composite slab．Due to the significant impact of the hole on the lateral stiffness of the wall, through test of 1/2 model of open-hole eco-composite wall and that without open-hole, it was compared their failuremode and seismic performance．Through validated numerical modeling, the wall extension trial was established, andthe degree of impact factors on resist lateral stiffness of open-hole eco-composite wall was analyzed and the formula oflateral stiffness of open-hole eco-composite wall was set up, and the correctness of the formula was verified, throughthe test and the results of numerical and theoretical calculations．Comparing the results of theoretical calculations withtest ones shows that the formula of lateral stiffness of open-hole eco-composite wall has a certain accuracy, which canmeet the project requirements．
2012, 42(8): 23-26,17.
doi: 10.13204/j.gyjz201208005
Abstract:
Based on theoretical analysis and experimental research, combined with the mechanical characteristics, failure process and failure mode of eco-composite wall, a composite materials equivalent elastic plate model of ecocomposite wall was proposed; a calculation model of whole compressive diagonal strut for eco-composite wall was setup．Twin shear unified strength theory was applied to deduce the ultimate shear bearing capacity formula of ecocomposite wall, with which an analysis of the preliminary research walls was carried put．The theoretical results werecompared with experimental data, the result show that the model can better reflect the ultimate bearing capacityproperties of the ecological composite wall, which can be applied to check the ultimate shear bearing capacity underdifferent sizes, reinforced and filled materials of the ecological composite wall．
Based on theoretical analysis and experimental research, combined with the mechanical characteristics, failure process and failure mode of eco-composite wall, a composite materials equivalent elastic plate model of ecocomposite wall was proposed; a calculation model of whole compressive diagonal strut for eco-composite wall was setup．Twin shear unified strength theory was applied to deduce the ultimate shear bearing capacity formula of ecocomposite wall, with which an analysis of the preliminary research walls was carried put．The theoretical results werecompared with experimental data, the result show that the model can better reflect the ultimate bearing capacityproperties of the ecological composite wall, which can be applied to check the ultimate shear bearing capacity underdifferent sizes, reinforced and filled materials of the ecological composite wall．
2012, 42(8): 27-32.
doi: 10.13204/j.gyjz201208006
Abstract:
By researching on the test of a 1/2-scaled model of the united limb eco-composite wall under lowfrequency cyclic loading, the failure pattern, failure process of the wall were analyzed and the aseismatic capacity ofthe bearing capacity, ductility, deformation and energy dissipation was researched．A non-linear finite element modelof the wall was set up in allusion to the inclined section shear capacity of united limb eco-composite wall, with whichan analysis of different single-factor changes was done．Experimental results and theoretical research show that incontrast with single wall, the united limb eco-composite wall has better seismic performance．The specificperformance is that bearing capacity, deformation and ductility of the wall are increased, and it has a better energydissipation and anti-collapse capacity．According to the analysis of the oblique section bearing capacity factors, it wasput forward the equation of oblique section ultimate bearing capacity of the united limb eco-composite wall, and thescope of application of the formula was also given．The structural performance under load would be better factuallyreflected．It can be applied to practical projects．
By researching on the test of a 1/2-scaled model of the united limb eco-composite wall under lowfrequency cyclic loading, the failure pattern, failure process of the wall were analyzed and the aseismatic capacity ofthe bearing capacity, ductility, deformation and energy dissipation was researched．A non-linear finite element modelof the wall was set up in allusion to the inclined section shear capacity of united limb eco-composite wall, with whichan analysis of different single-factor changes was done．Experimental results and theoretical research show that incontrast with single wall, the united limb eco-composite wall has better seismic performance．The specificperformance is that bearing capacity, deformation and ductility of the wall are increased, and it has a better energydissipation and anti-collapse capacity．According to the analysis of the oblique section bearing capacity factors, it wasput forward the equation of oblique section ultimate bearing capacity of the united limb eco-composite wall, and thescope of application of the formula was also given．The structural performance under load would be better factuallyreflected．It can be applied to practical projects．
2012, 42(8): 33-36.
doi: 10.13204/j.gyjz201208007
Abstract:
In order to facilitate further promotion of the ecological composite wall, it was proposed a site walling ribecological composite wall, and research on the shear capacity calculation was done．The test of an ecological energysaving composite wall with 1/2scale under low-frequency cyclic loading was carriedout, and the test results wereanalyzed．It was analysed the main influencing factors of the shear strength of diagonal section of the now buildingstiffening rib ecological composite wall based on the experimental study．The general formula for the calculation of theshear capacityof the now building stiffening rib ecological composite wall was proposed based on related information, and applicable conditions of the formula were presented．By comparison between numerical simulation and test result, the calculation formula of shear bearing capacity of diagonal section of the composite wall was deduced, which couldbe used to guide practical engineering with relatively high precision and very clear concept．
In order to facilitate further promotion of the ecological composite wall, it was proposed a site walling ribecological composite wall, and research on the shear capacity calculation was done．The test of an ecological energysaving composite wall with 1/2scale under low-frequency cyclic loading was carriedout, and the test results wereanalyzed．It was analysed the main influencing factors of the shear strength of diagonal section of the now buildingstiffening rib ecological composite wall based on the experimental study．The general formula for the calculation of theshear capacityof the now building stiffening rib ecological composite wall was proposed based on related information, and applicable conditions of the formula were presented．By comparison between numerical simulation and test result, the calculation formula of shear bearing capacity of diagonal section of the composite wall was deduced, which couldbe used to guide practical engineering with relatively high precision and very clear concept．
2012, 42(8): 37-40,11.
doi: 10.13204/j.gyjz201208008
Abstract:
In order to study the optimum design method for pile-raft foundation of ecological composite wall structurebased on interaction between structure, subsoil and foundation, a compute model of ecological composite wallstructure and shear wall structure based on interaction was founded．The inner force and deformation of structure andfoundation were calculated．In light of the result, the influence of interaction stress and strain of pile-raft foundationand soil was analyzed．And the calculation results of two types of structures were contrasted to research the effect ofchange of thickness, strength of concrete of raft, length, diameter of pile on stress, strain of structure andfoundation, reacted force of pile top, the share proportion of load of pile and raft．Which can provide reference foroptimum design method of pile-raft foundation of ecological composite wall structure based on interaction of subsoil, foundation and structure．
In order to study the optimum design method for pile-raft foundation of ecological composite wall structurebased on interaction between structure, subsoil and foundation, a compute model of ecological composite wallstructure and shear wall structure based on interaction was founded．The inner force and deformation of structure andfoundation were calculated．In light of the result, the influence of interaction stress and strain of pile-raft foundationand soil was analyzed．And the calculation results of two types of structures were contrasted to research the effect ofchange of thickness, strength of concrete of raft, length, diameter of pile on stress, strain of structure andfoundation, reacted force of pile top, the share proportion of load of pile and raft．Which can provide reference foroptimum design method of pile-raft foundation of ecological composite wall structure based on interaction of subsoil, foundation and structure．
2012, 42(8): 41-44,68.
doi: 10.13204/j.gyjz201208009
Abstract:
The nonlinear dynamic analysis models of the frame-supported ecological composite wall structure wereestablished．The nonlinear dynamic time-history analysis of the frame-supported ecological composite wall structureunder horizontal earthquake has been carried out by IDARC2D．The earthquake responses of the structures andcomposite action of wall beams as well as seismic performance were studied, and the parameters influencing onearthquake responses of the structures were discussed, which can provide a reference basis for the seismic design ofthe structure．
The nonlinear dynamic analysis models of the frame-supported ecological composite wall structure wereestablished．The nonlinear dynamic time-history analysis of the frame-supported ecological composite wall structureunder horizontal earthquake has been carried out by IDARC2D．The earthquake responses of the structures andcomposite action of wall beams as well as seismic performance were studied, and the parameters influencing onearthquake responses of the structures were discussed, which can provide a reference basis for the seismic design ofthe structure．
2012, 42(8): 45-48.
doi: 10.13204/j.gyjz201208010
Abstract:
Lhasa has been the economic, cultural and political center of Tibet since ancient time．Due to influence ofnatural conditions in the regional and religious culture, it has formed the architectural color environment typical ofplateau characteristics．Besides its intrinsic properties, urban architectural color in Lhasa has also gradually evolvedinto a transmission media for plateau cultural information．It contains the connotation added thereto by the regionalculture and to some degree represents the culture of Lhasa City and the Zang nationality．Starting from historicalevolution of Lhasa, this paper makes an analysis of influencing factors for formation of traditional architectural color ofLhasa City and conducts in-depth analysis of connotation and modality expression of traditional urban architecturalcolor in Lhasa, which can provide beneficial reference for overall planning and control of urban architectural color inLhasa．
Lhasa has been the economic, cultural and political center of Tibet since ancient time．Due to influence ofnatural conditions in the regional and religious culture, it has formed the architectural color environment typical ofplateau characteristics．Besides its intrinsic properties, urban architectural color in Lhasa has also gradually evolvedinto a transmission media for plateau cultural information．It contains the connotation added thereto by the regionalculture and to some degree represents the culture of Lhasa City and the Zang nationality．Starting from historicalevolution of Lhasa, this paper makes an analysis of influencing factors for formation of traditional architectural color ofLhasa City and conducts in-depth analysis of connotation and modality expression of traditional urban architecturalcolor in Lhasa, which can provide beneficial reference for overall planning and control of urban architectural color inLhasa．
2012, 42(8): 49-53.
doi: 10.13204/j.gyjz201208011
Abstract:
A normal residence building in a energy-serving community in Changsha City, Hunan Province waschosen．Through the application of the model based on dynamic energy consumption stimulation softwareENERGYPLUS, the thermal environment of top-floor rooms and energy consumption of various roofings were simulatedand calculated．Through the economic analysis of all roofs, the static payback periods of all roofs were calculated．Inthe end, a designing strategy of building roofs that is suitable for Hunan area was concluded．It is hoped to improvethe poor thermal insulation quality of roofs that widely exists in Hunan area for a long time as to supply reference forthe designing of the roofs of residence buildings．
A normal residence building in a energy-serving community in Changsha City, Hunan Province waschosen．Through the application of the model based on dynamic energy consumption stimulation softwareENERGYPLUS, the thermal environment of top-floor rooms and energy consumption of various roofings were simulatedand calculated．Through the economic analysis of all roofs, the static payback periods of all roofs were calculated．Inthe end, a designing strategy of building roofs that is suitable for Hunan area was concluded．It is hoped to improvethe poor thermal insulation quality of roofs that widely exists in Hunan area for a long time as to supply reference forthe designing of the roofs of residence buildings．
2012, 42(8): 54-58.
doi: 10.13204/j.gyjz201208012
Abstract:
At present, the existing researches on the fatigue performance of reinforced concrete beam are mainly madeby experiments．Based on the linear relationship between the damage of concrete secant modulus and plastic strain, the damage variable of the beam was established by plastic strain．And then, the calculation formula of damage indexwas derived, which could be used in the complete process analysis．Through the comparison with experimentalresults, the applicability and reliability of the formula was proved．
At present, the existing researches on the fatigue performance of reinforced concrete beam are mainly madeby experiments．Based on the linear relationship between the damage of concrete secant modulus and plastic strain, the damage variable of the beam was established by plastic strain．And then, the calculation formula of damage indexwas derived, which could be used in the complete process analysis．Through the comparison with experimentalresults, the applicability and reliability of the formula was proved．
2012, 42(8): 59-63.
doi: 10.13204/j.gyjz201208013
Abstract:
Two concave slabs were modeled by ABAQUS based on the experimental researches on cold-rolleddeformed bar reinforced slabs with concave, comparisons of deformations, steel strains, concrete damages et albetween the test and finite element method analysis indicate the modeling analyses are appropriate．The effects of slabthickness, concave area and steel strength on performance of slab were checked, and comparisons of nonlinear FEManalysis between concave slab and normal two-way slab were made．Combined with the analysis results, deformationcharacteristics and performances of slabs of this type are clarified, and design suggestions are proposed．
Two concave slabs were modeled by ABAQUS based on the experimental researches on cold-rolleddeformed bar reinforced slabs with concave, comparisons of deformations, steel strains, concrete damages et albetween the test and finite element method analysis indicate the modeling analyses are appropriate．The effects of slabthickness, concave area and steel strength on performance of slab were checked, and comparisons of nonlinear FEManalysis between concave slab and normal two-way slab were made．Combined with the analysis results, deformationcharacteristics and performances of slabs of this type are clarified, and design suggestions are proposed．
2012, 42(8): 64-68.
doi: 10.13204/j.gyjz201208014
Abstract:
It was presented the concept of a new type unprestressed reinforcement compounded prestressed concretepipe pile ( URC-PCPP )．In the URC-PCPP, in order to increase the bending capacity and ductility, someunprestressed HRB400 rebars were added, forming horizontal loading concrete compound sections．Five kinds of fullscale URC-PCPPs and two kinds of full scale common prestressed concrete pipe piles that used for comparison weredesigned and fabricated．The standard bending tests on the specimens were carried out．The test results showed thatthe URC-PCPPs possed good flexure properties．Based on the data from the tests and GB 5001 0 201 0 ConcreteStructure Design Code, the formulas for the crack moment was suggested and the design equations of flexural capacityfor the URC-PCPPs as well as the formulas of ultimate moment for the factory checkout of the pipe piles were derived．The numerical results agreed well with the test data, satisfying to the design requirement of the pipe pile．
It was presented the concept of a new type unprestressed reinforcement compounded prestressed concretepipe pile ( URC-PCPP )．In the URC-PCPP, in order to increase the bending capacity and ductility, someunprestressed HRB400 rebars were added, forming horizontal loading concrete compound sections．Five kinds of fullscale URC-PCPPs and two kinds of full scale common prestressed concrete pipe piles that used for comparison weredesigned and fabricated．The standard bending tests on the specimens were carried out．The test results showed thatthe URC-PCPPs possed good flexure properties．Based on the data from the tests and GB 5001 0 201 0 ConcreteStructure Design Code, the formulas for the crack moment was suggested and the design equations of flexural capacityfor the URC-PCPPs as well as the formulas of ultimate moment for the factory checkout of the pipe piles were derived．The numerical results agreed well with the test data, satisfying to the design requirement of the pipe pile．
2012, 42(8): 69-74.
doi: 10.13204/j.gyjz201208015
Abstract:
Based on dynamic time-history response analysis, seismic performance analysis of water intake building inthe million-kilowatt nuclear power plant was carried out．Considering rock properties and structural characteristics ofwater intake building, many combinations with different design water levels, operation and maintenance conditions, wave pressure, ice loadings, static and dynamic water pressure, earth pressure and seismic action were considered．The internal force of each section of the structure was obtained by secondary development of ANSYS and the resultscould provide theoretic evidences for the structural design of water intake building．
Based on dynamic time-history response analysis, seismic performance analysis of water intake building inthe million-kilowatt nuclear power plant was carried out．Considering rock properties and structural characteristics ofwater intake building, many combinations with different design water levels, operation and maintenance conditions, wave pressure, ice loadings, static and dynamic water pressure, earth pressure and seismic action were considered．The internal force of each section of the structure was obtained by secondary development of ANSYS and the resultscould provide theoretic evidences for the structural design of water intake building．
2012, 42(8): 75-78.
doi: 10.13204/j.gyjz201208016
Abstract:
It was investigated the impact of upper weak layer on the behavior of skin friction resistance and pile-tipresistance during pile penetration．Centrifugal tests were carried out to model pile penetration in a uniform sandyground and a layered ground using a visible soil container．The experimental results showed that the requiredpenetration to mobilize the maximum tip resistance in the layered ground was about half of that in the uniform sandyground．The lateral displacement of the soil adjacent to the tip was stabilized as well as the influencing depth, whenthe pile-soil relative displacement was still very small．The sand near the tip exhibited remarkable expansion formingan ellipsoidal hole．
It was investigated the impact of upper weak layer on the behavior of skin friction resistance and pile-tipresistance during pile penetration．Centrifugal tests were carried out to model pile penetration in a uniform sandyground and a layered ground using a visible soil container．The experimental results showed that the requiredpenetration to mobilize the maximum tip resistance in the layered ground was about half of that in the uniform sandyground．The lateral displacement of the soil adjacent to the tip was stabilized as well as the influencing depth, whenthe pile-soil relative displacement was still very small．The sand near the tip exhibited remarkable expansion formingan ellipsoidal hole．
2012, 42(8): 79-83.
doi: 10.13204/j.gyjz201208017
Abstract:
According to clay mineral composition and particle size distribution of Xigeda formation silty claystoneexposed in Vanadium and Titanium-Iron and Steel Base in Xichang, influence of soil particle size distribution andclay minerals on the plasticity index of Xigeda Sity Clay was discussed．Qualitative analysis by verification experimentand other' s researches also were done．The results showed that the clay minerals and high silt content in Xigeda SiltyClay influenced greatly on its plasticity index．The influence of silt content on plasticity of Xigeda was greater thanthat of clay minerals and clay content on plasticity index．The contribution to plasticity index value of silt content hada certain range, usually between 6 ～ 10．
According to clay mineral composition and particle size distribution of Xigeda formation silty claystoneexposed in Vanadium and Titanium-Iron and Steel Base in Xichang, influence of soil particle size distribution andclay minerals on the plasticity index of Xigeda Sity Clay was discussed．Qualitative analysis by verification experimentand other' s researches also were done．The results showed that the clay minerals and high silt content in Xigeda SiltyClay influenced greatly on its plasticity index．The influence of silt content on plasticity of Xigeda was greater thanthat of clay minerals and clay content on plasticity index．The contribution to plasticity index value of silt content hada certain range, usually between 6 ～ 10．
2012, 42(8): 84-88.
doi: 10.13204/j.gyjz201208018
Abstract:
The effect on the soil microstructure ( grain and pore) of non-clay on clay minerals and clay minerals isanalyzed quantitatively by studying the artificial soil' s microstructure in the consolidation process．The ESEM imageanalysis found that the non-clay minerals feldspar sample has the following characteristics including larger particles, face to face connection mostly with dense structure．After loaded large particles shattered into small particles, particlemean diameter decreases, increases, the particles directional change greatly and its distribution fractal dimensionshows a downward trend．However, clay mineral kaolin sample has smaller particles, which are connected with edgeto edge or edge to face with more pore．After loaded, agglomeration significantly causes the average granule diameterto increase, the circularity reduce, pore also gradually change to internal porosity of agglomeration unit, in the earlystage of loading ( p 1 00 kPa ), directional probability entropy and fractal of particle and pore are significantlydecreased, then tends to be stable．
The effect on the soil microstructure ( grain and pore) of non-clay on clay minerals and clay minerals isanalyzed quantitatively by studying the artificial soil' s microstructure in the consolidation process．The ESEM imageanalysis found that the non-clay minerals feldspar sample has the following characteristics including larger particles, face to face connection mostly with dense structure．After loaded large particles shattered into small particles, particlemean diameter decreases, increases, the particles directional change greatly and its distribution fractal dimensionshows a downward trend．However, clay mineral kaolin sample has smaller particles, which are connected with edgeto edge or edge to face with more pore．After loaded, agglomeration significantly causes the average granule diameterto increase, the circularity reduce, pore also gradually change to internal porosity of agglomeration unit, in the earlystage of loading ( p 1 00 kPa ), directional probability entropy and fractal of particle and pore are significantlydecreased, then tends to be stable．
2012, 42(8): 89-92.
doi: 10.13204/j.gyjz201208019
Abstract:
In order to improve anti-cracking of semi-rigid substrate, taking synthetic fiber as research object throughindoor bending and tensile test, the effect of fiber dosage and curing period of specimens on bending and tensilestrength of cement stabilized soil was analyzed．The study results indicate that with the increase of fiber contents andthe length-diameter ratio, the anti-cracking of cement stabilized soil was gradually strengthened; and was alsoincreased gradually with the increase of curing period．
In order to improve anti-cracking of semi-rigid substrate, taking synthetic fiber as research object throughindoor bending and tensile test, the effect of fiber dosage and curing period of specimens on bending and tensilestrength of cement stabilized soil was analyzed．The study results indicate that with the increase of fiber contents andthe length-diameter ratio, the anti-cracking of cement stabilized soil was gradually strengthened; and was alsoincreased gradually with the increase of curing period．
2012, 42(8): 93-96.
doi: 10.13204/j.gyjz201208020
Abstract:
The main building of Guangzhou Railway Station was built with complex structural system, its lower partstructure is railway bridge, and the middle part structure is large-span prestressed concrete frame structure, and theroof is large-span prestressed steel structure．To meet the schedule requirements, reversed constrution was applied．The steel roof structures were constructed first, and then the rail beams, drop-off platform and overhead floor．Thisprogram finally saved 45 to 60 d for installation of the steel structure, V beam structure and 21 meter floor．In order toinvestigate the impact on the roof prestressed steel structure of the reversed construction and prestressing of theconcrect, the integral model was built, and construction simulation was conducted, and the results were compared withthose of one time loading simulation．A reliable theoretical basis was provided a for making the prestressing programfor prestressed steel and prestressed concrete, which provided a reference for smooth construction of the project．
The main building of Guangzhou Railway Station was built with complex structural system, its lower partstructure is railway bridge, and the middle part structure is large-span prestressed concrete frame structure, and theroof is large-span prestressed steel structure．To meet the schedule requirements, reversed constrution was applied．The steel roof structures were constructed first, and then the rail beams, drop-off platform and overhead floor．Thisprogram finally saved 45 to 60 d for installation of the steel structure, V beam structure and 21 meter floor．In order toinvestigate the impact on the roof prestressed steel structure of the reversed construction and prestressing of theconcrect, the integral model was built, and construction simulation was conducted, and the results were compared withthose of one time loading simulation．A reliable theoretical basis was provided a for making the prestressing programfor prestressed steel and prestressed concrete, which provided a reference for smooth construction of the project．
2012, 42(8): 97-101,88.
doi: 10.13204/j.gyjz201208021
Abstract:
The stadium was built in Siyang County of Jiangsu Province．The cable stayed gridding structure is used forthe stadium．The designed tensile force was gained from the calculation software of Midas/Gen．And the simulationcalculation was carried out in detail according to the construction course．The construction course of steel and cablewas introduced．According to character of this project, the construction methods of tensioning the front and backcables of the same pillar in the same time were provided．The cable force and the distortion were monitored in thecourse of construction．According to the construction simulation results, the rationality and correctness of constructionmonitoring were proposed．Which provided a basis for the methods of steel construction and prestressed construction．
The stadium was built in Siyang County of Jiangsu Province．The cable stayed gridding structure is used forthe stadium．The designed tensile force was gained from the calculation software of Midas/Gen．And the simulationcalculation was carried out in detail according to the construction course．The construction course of steel and cablewas introduced．According to character of this project, the construction methods of tensioning the front and backcables of the same pillar in the same time were provided．The cable force and the distortion were monitored in thecourse of construction．According to the construction simulation results, the rationality and correctness of constructionmonitoring were proposed．Which provided a basis for the methods of steel construction and prestressed construction．
2012, 42(8): 102-107.
doi: 10.13204/j.gyjz201208022
Abstract:
In order to find the most reasonable construction method for the Qingdao Jiaozhou Bay subsea tunnel withlarge section in land area, numerical simulation for the four kinds of common construction methods had been made bythree-dimension finite differential software FLAC3 D．The analytical results indicate that the double side headingmethod is better in the surface settlement, tunnel deformation and stability of surrounding rock than the other threemethods．The DC construction method is more beneficial to the lining safety than the others．In the actual process ofconstruction, it should be comprehensively considered lots of the factors including the construction period, schedule, tunnel depth, tunnel diameter and so on in the selection of construction method．It' s difficult to install the steelsupport because of the big span, high clearance and bench in Qingdao subsea tunnel with large section in land area．The CD method should not be used in the construction and the double side heading method is the best selection takinginto account all the factors．The double side heading method has achieved significant social and economic benefits inthe Qingdao Jiaozhou Bay subsea tunnel with large section in land area and will play a very good reference andguidance for similar projects in the future．
In order to find the most reasonable construction method for the Qingdao Jiaozhou Bay subsea tunnel withlarge section in land area, numerical simulation for the four kinds of common construction methods had been made bythree-dimension finite differential software FLAC3 D．The analytical results indicate that the double side headingmethod is better in the surface settlement, tunnel deformation and stability of surrounding rock than the other threemethods．The DC construction method is more beneficial to the lining safety than the others．In the actual process ofconstruction, it should be comprehensively considered lots of the factors including the construction period, schedule, tunnel depth, tunnel diameter and so on in the selection of construction method．It' s difficult to install the steelsupport because of the big span, high clearance and bench in Qingdao subsea tunnel with large section in land area．The CD method should not be used in the construction and the double side heading method is the best selection takinginto account all the factors．The double side heading method has achieved significant social and economic benefits inthe Qingdao Jiaozhou Bay subsea tunnel with large section in land area and will play a very good reference andguidance for similar projects in the future．
2012, 42(8): 108-117,98.
doi: 10.13204/j.gyjz201208023
Abstract:
It was described the structure characteristics of the columns with bronze mask and their fabricationprocedures, emphasizing the fabrication difficulties and key points, and the corresponding technologies for resolvingthese problems．Based on the real construction process, it was conducted a serious study which indicates that thevariety and novelty of this new structure columns can be realized only with the reasonable fabrication scheme, effective control measure and the right construction．
It was described the structure characteristics of the columns with bronze mask and their fabricationprocedures, emphasizing the fabrication difficulties and key points, and the corresponding technologies for resolvingthese problems．Based on the real construction process, it was conducted a serious study which indicates that thevariety and novelty of this new structure columns can be realized only with the reasonable fabrication scheme, effective control measure and the right construction．
2012, 42(8): 118-120.
doi: 10.13204/j.gyjz201208024
Abstract:
It was introduced that briefly the relevant provisions of using common rabors in the newly revisedCode forDesign of Concrete Structures ( GB 5001 0201 0) and partially revisedCode for Construction Quality Acceptance ofConcrete Structures ( GB 502042002) ( version 201 1 )．It was particularly presented that the basical provisions ofHPB 300 MPa and HRB 500 MPa rebars recommended by the codes￡? as well as the testing requirements of the rawmaterials and machining of these rebars．
It was introduced that briefly the relevant provisions of using common rabors in the newly revisedCode forDesign of Concrete Structures ( GB 5001 0201 0) and partially revisedCode for Construction Quality Acceptance ofConcrete Structures ( GB 502042002) ( version 201 1 )．It was particularly presented that the basical provisions ofHPB 300 MPa and HRB 500 MPa rebars recommended by the codes￡? as well as the testing requirements of the rawmaterials and machining of these rebars．
2012, 42(8): 121-127.
doi: 10.13204/j.gyjz201208025
Abstract:
Along with the development of our country residential industrialization, new type structure systems ofindustrialized residential of energy-saving get greater developed．Combined with several new industrialized energysaving residential structure systems' development, which are widely used and representative in recent years in ourcountry, it was given a brief introduction especially to the structural system in structure, stress characteristics, selection of calculation model and their simplifications, scope of application and other aspects, and then put forwardthe advantages and disadvantages in the process of using these structural systems at present．
Along with the development of our country residential industrialization, new type structure systems ofindustrialized residential of energy-saving get greater developed．Combined with several new industrialized energysaving residential structure systems' development, which are widely used and representative in recent years in ourcountry, it was given a brief introduction especially to the structural system in structure, stress characteristics, selection of calculation model and their simplifications, scope of application and other aspects, and then put forwardthe advantages and disadvantages in the process of using these structural systems at present．
2012, 42(8): 128-132,138.
doi: 10.13204/j.gyjz201208026
Abstract:
The bearing capacity tests of 4 flush endplate connections of portal frame with different details were carriedout along with their finite elements analyses to comprehend the mechanical property of such connections in practice．The behaviors of these connections under positive and negative moment were analyzed by finite elements method．Theresults show that setting ribbed stiffener in joint panel zone will remarkable increase the bearing capacity, merelythickening the beam endplate will not improve the bearing capacity, the nonlinear character appears in relatively earlystage for flute type column-beam connections．
The bearing capacity tests of 4 flush endplate connections of portal frame with different details were carriedout along with their finite elements analyses to comprehend the mechanical property of such connections in practice．The behaviors of these connections under positive and negative moment were analyzed by finite elements method．Theresults show that setting ribbed stiffener in joint panel zone will remarkable increase the bearing capacity, merelythickening the beam endplate will not improve the bearing capacity, the nonlinear character appears in relatively earlystage for flute type column-beam connections．
2012, 42(8): 139-143.
doi: 10.13204/j.gyjz201208027
Abstract:
A method of calculating energy contribution coefficient was deduced．Taking the model wind tunnel testresults of the ribbon-like long span roof of the exhibition hall and stadium for a sports convention and exhibition centeras the basis, dominant modes were identified with energy contribution method, and the modes response energy wascalculated．The coupling coefficient between background displacement response and resonant displacement responsewas presented in this paper．The stadium calculation model was analyzed．The results show that the couplingcoefficient numerical range for the ribbon-like long span roof was much larger than that of a single-layer sphericalshell．Error range would be large if coupling effect was ignored when vibration modes were selected in calculatingribbon-like structure response with energy contribution method, and modal compensation was needed．
A method of calculating energy contribution coefficient was deduced．Taking the model wind tunnel testresults of the ribbon-like long span roof of the exhibition hall and stadium for a sports convention and exhibition centeras the basis, dominant modes were identified with energy contribution method, and the modes response energy wascalculated．The coupling coefficient between background displacement response and resonant displacement responsewas presented in this paper．The stadium calculation model was analyzed．The results show that the couplingcoefficient numerical range for the ribbon-like long span roof was much larger than that of a single-layer sphericalshell．Error range would be large if coupling effect was ignored when vibration modes were selected in calculatingribbon-like structure response with energy contribution method, and modal compensation was needed．
2012, 42(8): 144-148.
doi: 10.13204/j.gyjz201208028
Abstract:
To reflect more intuitively steel and concrete' s contributions to total bending rigidity of concrete-filled steeltubular( CFST), bending mechanical property of five CFST free beams were tested, the results and other test resultsfrom relevant literatures were handled with linear regression method to research the reduction factor of superpositiontheory which can be used to calculate CFST bending members' bending rigidity．The result showed concrete inrectangular and circle CFST had greater contribution to total bending rigidity than that in square CFST．Finally, theapplication scope of several common standards was discussed according to the regression results．
To reflect more intuitively steel and concrete' s contributions to total bending rigidity of concrete-filled steeltubular( CFST), bending mechanical property of five CFST free beams were tested, the results and other test resultsfrom relevant literatures were handled with linear regression method to research the reduction factor of superpositiontheory which can be used to calculate CFST bending members' bending rigidity．The result showed concrete inrectangular and circle CFST had greater contribution to total bending rigidity than that in square CFST．Finally, theapplication scope of several common standards was discussed according to the regression results．
2012, 42(8): 149-153.
doi: 10.13204/j.gyjz201208029
Abstract:
The behavior and ultimate capacity of multi-planar complex tubular joints in the steel roof structure withCHS members used in the T2 Terminal Building of Chengdu Shuangliu International Airport were experimentallyresearched．A special self-equilibrium spatial loading installation was designed．Two specimens with full scale of theirprototypes were tested under monotonic loading．Under the design loads, two specimens were kept in elastic．Underthe limit state, the chord of the two specimens deformed obviously and the failure mode was ductile．The non-linearanalysis of joints was done by ABAQUS．First the validity and the accuracy of the FE model were proved bycomparing with test results．Then, effects of several types of inner-stiffeners on the ultimate capacity and failure modewere investigated．The results indicate that arrangement of one inner-stiffener in center of joint can not only enhancethe ultimate strength and improve the stress state of joints, but also have better economical efficiency and constructionconvenience．
The behavior and ultimate capacity of multi-planar complex tubular joints in the steel roof structure withCHS members used in the T2 Terminal Building of Chengdu Shuangliu International Airport were experimentallyresearched．A special self-equilibrium spatial loading installation was designed．Two specimens with full scale of theirprototypes were tested under monotonic loading．Under the design loads, two specimens were kept in elastic．Underthe limit state, the chord of the two specimens deformed obviously and the failure mode was ductile．The non-linearanalysis of joints was done by ABAQUS．First the validity and the accuracy of the FE model were proved bycomparing with test results．Then, effects of several types of inner-stiffeners on the ultimate capacity and failure modewere investigated．The results indicate that arrangement of one inner-stiffener in center of joint can not only enhancethe ultimate strength and improve the stress state of joints, but also have better economical efficiency and constructionconvenience．
2012, 42(8): 154-157,127.
doi: 10.13204/j.gyjz201208030
Abstract:
Optimized design of double-layer lattice dome supported on ground was carried out for the roof structure ofpre-homogenization storage in a cement mill．The effect of wind load and earthquake action on the structural behaviorand steel content was analyzed．It was shown that the wind load and earthquake action has little effect on the weight ofthe steel consumed for the lattice dome and vertical loads play the control role．The economy of the double-layerlattice domes supported on ground was evaluated by comparing with those supported on substructures made of columnsand ring beams．
Optimized design of double-layer lattice dome supported on ground was carried out for the roof structure ofpre-homogenization storage in a cement mill．The effect of wind load and earthquake action on the structural behaviorand steel content was analyzed．It was shown that the wind load and earthquake action has little effect on the weight ofthe steel consumed for the lattice dome and vertical loads play the control role．The economy of the double-layerlattice domes supported on ground was evaluated by comparing with those supported on substructures made of columnsand ring beams．
2012, 42(8): 158-161.
doi: 10.13204/j.gyjz201208031
Abstract:
The bridge of linking road plays a very important role with rapid development of traffic engineerings．Dueto the reasons such as shrinkage, creep and long-term overloaded, a comprehensive test with the defects, such asarch rib deflection, concrete slab, crack, corrosion of tie bar and suspender etc was done on a CFST tied arch bridge．Based on the inspection and test results, the bridge was then strengthened with several methods．Through a period oftime after its operation, the results showed that the strengthening procedures mentioned above could effectively slowdown the existing deteriorations, these reinforcement effects were good, which could be referred by the reinforcingdesign of similar bridges．
The bridge of linking road plays a very important role with rapid development of traffic engineerings．Dueto the reasons such as shrinkage, creep and long-term overloaded, a comprehensive test with the defects, such asarch rib deflection, concrete slab, crack, corrosion of tie bar and suspender etc was done on a CFST tied arch bridge．Based on the inspection and test results, the bridge was then strengthened with several methods．Through a period oftime after its operation, the results showed that the strengthening procedures mentioned above could effectively slowdown the existing deteriorations, these reinforcement effects were good, which could be referred by the reinforcingdesign of similar bridges．
2012, 42(8): 162-165.
doi: 10.13204/j.gyjz201208032
Abstract:
The residential architecture for old pepole is one of the most important parts in an aged society．Its designand development are becoming the matter of the common concern in the world．The residential systems for old peoplein many developed nations have been matured and gotten achievements．It was introduced and analysed thedevelopment trends of residential architectures for old people in the United States in recent years．It tries to enlightenthe development of residential architectures for old people in our country．
The residential architecture for old pepole is one of the most important parts in an aged society．Its designand development are becoming the matter of the common concern in the world．The residential systems for old peoplein many developed nations have been matured and gotten achievements．It was introduced and analysed thedevelopment trends of residential architectures for old people in the United States in recent years．It tries to enlightenthe development of residential architectures for old people in our country．
2012, 42(8): 166-168.
doi: 10.13204/j.gyjz201208033
Abstract:
With the rapid development of new structure, material, technology and digital information, much progresshas been made in architectural shape．It has been recognized by the society that today' s society has reached theperiod in whichnothing is impossible only have to think and the dream can come true all the time．The connectionbetween the architecture technology and the architectural art is more inseparable．For the shape of the architecture, structural artandarchitecture art have been already in the same aspect．The internal support structure and theexternalepidermic architecture influence each other and promote each other．It was described interactive and themutual change of structure and periphery only from the angle of the basic structure type and the derivative variedbody, it would be expected to inspire the innovation of the architectural form．．
With the rapid development of new structure, material, technology and digital information, much progresshas been made in architectural shape．It has been recognized by the society that today' s society has reached theperiod in whichnothing is impossible only have to think and the dream can come true all the time．The connectionbetween the architecture technology and the architectural art is more inseparable．For the shape of the architecture, structural artandarchitecture art have been already in the same aspect．The internal support structure and theexternalepidermic architecture influence each other and promote each other．It was described interactive and themutual change of structure and periphery only from the angle of the basic structure type and the derivative variedbody, it would be expected to inspire the innovation of the architectural form．．
2012, 42(8): 169-171,168.
doi: 10.13204/j.gyjz201208034
Abstract:
The integration concept by BIM is widely recognized in construction and it will be the mainstream in thefuture．BIM is very important to collaborate every stage during the full life-cycle of a building, because BIM havepowerful advantage in integration and processing of data．As a design software, it is necessary for Rhino to connectwith BIM．It was introduced the application of Rhino during the steel design and construction of Datong Library, andshowed the guiding role and effectiveness of solving the problem during the design and construction of a complex steelstructure．
The integration concept by BIM is widely recognized in construction and it will be the mainstream in thefuture．BIM is very important to collaborate every stage during the full life-cycle of a building, because BIM havepowerful advantage in integration and processing of data．As a design software, it is necessary for Rhino to connectwith BIM．It was introduced the application of Rhino during the steel design and construction of Datong Library, andshowed the guiding role and effectiveness of solving the problem during the design and construction of a complex steelstructure．
