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2015 Vol. 45, No. 8
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2015, 45(8): 1-9.
doi: 10.13204/j.gyjz201508001
Abstract:
According to different mechanical characteristics and force transferring principles， cable-supported structures can be classified as cable-supported plane structure，separable cable-supported spatial structure and inseparable cable-supported spatial structure． Cable-supported plane structure includes beam string and truss string， and the inseparable structure contains suspendome，cable-supported barrel vault，cable-supported concrete roof， cable-supported arch-dome and cable-supported latticed shell etc． Then the three main types of cable-supported structures and those specified subdivision structural types were introduced． Furthermore， their researching progresses，engineering applications and researching highlights and trends were also expounded． Besides，as a key structural component in cable-supported structures，the cable is also adopted as the research subject here，with a brief discussion on its researching process and key issues． Finally a brief overview of the overall development of cablesupported structure was given，the future and researching trends were also proposed．
According to different mechanical characteristics and force transferring principles， cable-supported structures can be classified as cable-supported plane structure，separable cable-supported spatial structure and inseparable cable-supported spatial structure． Cable-supported plane structure includes beam string and truss string， and the inseparable structure contains suspendome，cable-supported barrel vault，cable-supported concrete roof， cable-supported arch-dome and cable-supported latticed shell etc． Then the three main types of cable-supported structures and those specified subdivision structural types were introduced． Furthermore， their researching progresses，engineering applications and researching highlights and trends were also expounded． Besides，as a key structural component in cable-supported structures，the cable is also adopted as the research subject here，with a brief discussion on its researching process and key issues． Finally a brief overview of the overall development of cablesupported structure was given，the future and researching trends were also proposed．
2015, 45(8): 10-13.
doi: 10.13204/j.gyjz201508002
Abstract:
The thermal expansion properties of tension components are distinctly different． The temperature response of tension dome was analyzed based on variable layout and thermal expansion properties of tension components using Geiger type tension dome． It was shown that the ultimate temperature action of tension dome is changed with a change of prestress level but the temperature-sensibility of the tension components was almost invariant． In temperature-rise process，the thermal expansion properties of bottom tension components had great effect on temperature-sensibility of tension dome． The rigid tension components on outer ring had maximum temperature-sensibility in constant temperature field．
The thermal expansion properties of tension components are distinctly different． The temperature response of tension dome was analyzed based on variable layout and thermal expansion properties of tension components using Geiger type tension dome． It was shown that the ultimate temperature action of tension dome is changed with a change of prestress level but the temperature-sensibility of the tension components was almost invariant． In temperature-rise process，the thermal expansion properties of bottom tension components had great effect on temperature-sensibility of tension dome． The rigid tension components on outer ring had maximum temperature-sensibility in constant temperature field．
2015, 45(8): 14-19.
doi: 10.13204/j.gyjz201508003
Abstract:
Six suspendome models with different pretensions，rise-span ratios，bearing connections，symmetries and rigidity of substructures were employed to investigate the pretension changes in cable-strut system as well as the residual deformations of the upper reticulated shell of this kind of structure subjected to strong earthquakes． It was discussed the difference of structural pretension losses corresponding to four different checking criteria for the members of upper reticulated shell，i． e． elastic design under 7 degree frequently occurred earthquake，elastic design under 8 degree frequently occurred earthquake，unyielding design under 8 degree fortification intensity earthquake and elastic design under 8 degree fortification intensity earthquake，for each model respectively subjected to fortification intensity and rear earthquakes． The results revealed that there generally exists pretension loss in the cable-strut system of suspendome after the action of a strong earthquake，especially in the inner ring cables． The changes of cable's internal forces are much more sensitive to the symmetry of substructure，the form of bearing connection and the rise-span ratio of upper reticulated shell． In case of suffering fortification intensity earthquakes，the internal forces of ring cables presented a lower change rate，basically less than 10%． However，their internal forces were significantly changed after the action of rare earthquakes，even totally loosed in some cables． The pretension loss was obviously decreased in those models adopting the elastic design under 8 degree fortification intensity earthquake．
Six suspendome models with different pretensions，rise-span ratios，bearing connections，symmetries and rigidity of substructures were employed to investigate the pretension changes in cable-strut system as well as the residual deformations of the upper reticulated shell of this kind of structure subjected to strong earthquakes． It was discussed the difference of structural pretension losses corresponding to four different checking criteria for the members of upper reticulated shell，i． e． elastic design under 7 degree frequently occurred earthquake，elastic design under 8 degree frequently occurred earthquake，unyielding design under 8 degree fortification intensity earthquake and elastic design under 8 degree fortification intensity earthquake，for each model respectively subjected to fortification intensity and rear earthquakes． The results revealed that there generally exists pretension loss in the cable-strut system of suspendome after the action of a strong earthquake，especially in the inner ring cables． The changes of cable's internal forces are much more sensitive to the symmetry of substructure，the form of bearing connection and the rise-span ratio of upper reticulated shell． In case of suffering fortification intensity earthquakes，the internal forces of ring cables presented a lower change rate，basically less than 10%． However，their internal forces were significantly changed after the action of rare earthquakes，even totally loosed in some cables． The pretension loss was obviously decreased in those models adopting the elastic design under 8 degree fortification intensity earthquake．
2015, 45(8): 20-24.
doi: 10.13204/j.gyjz201508004
Abstract:
Geiger cable domes have been successfully applied in stadiums with circular plane both at home and abroad，but hardly used in stadiums with oval plane． In this paper，combined with the concept of the force density method and the integral possible prestress，and based on the pre-design of the cable dome in Tianjin University of Technology，the calculation methed for initial prestress of oval Geiger cable domes was explored，through the comparison of the initial prestress of structures with three different kinds of arranging forms of cables and bars，it was concluded that Geiger cable domes with unequal height of the boundary and hoop cables changing with the slope of the boundry were more suitable for oval roofs through some improving measures．
Geiger cable domes have been successfully applied in stadiums with circular plane both at home and abroad，but hardly used in stadiums with oval plane． In this paper，combined with the concept of the force density method and the integral possible prestress，and based on the pre-design of the cable dome in Tianjin University of Technology，the calculation methed for initial prestress of oval Geiger cable domes was explored，through the comparison of the initial prestress of structures with three different kinds of arranging forms of cables and bars，it was concluded that Geiger cable domes with unequal height of the boundary and hoop cables changing with the slope of the boundry were more suitable for oval roofs through some improving measures．
2015, 45(8): 25-29.
doi: 10.13204/j.gyjz201508005
Abstract:
For cable-supported structures，prestress loss of cables has great influence on the structural bearing capacity and safety of the cable-supported structures． Factors of life cycle prestress losses in cable-supported structures were analyzed，including anchorage loss，batched tension loss，friction loss，relaxation loss，creep loss and temperature loss． Also，the calculation methods and compensation measures were stated in this paper． Prestress loss in the installation phase has a short-term effect，while prestress loss with time-varying effect in the normal usage phase has a long-term effect． The models of prestress losses in the two phases were established，and it was known with analysis of examples that the second sort of prestress loss should be considered in the design phase; and the first sort of prestress loss should be considered in the construction phase．
For cable-supported structures，prestress loss of cables has great influence on the structural bearing capacity and safety of the cable-supported structures． Factors of life cycle prestress losses in cable-supported structures were analyzed，including anchorage loss，batched tension loss，friction loss，relaxation loss，creep loss and temperature loss． Also，the calculation methods and compensation measures were stated in this paper． Prestress loss in the installation phase has a short-term effect，while prestress loss with time-varying effect in the normal usage phase has a long-term effect． The models of prestress losses in the two phases were established，and it was known with analysis of examples that the second sort of prestress loss should be considered in the design phase; and the first sort of prestress loss should be considered in the construction phase．
2015, 45(8): 30-36.
doi: 10.13204/j.gyjz201508006
Abstract:
Nowadays seismic response analysis for most of suspen-dome structures is assumed their foundations constrained by rigid boundary conditions． However，the soil around the foundation may be deformed when the soil excited by the earthquake wave． In order to clarify the real seismic performance of a suspen-dome structure under earthquake excitation，a soil-structure interaction ( SSI ) model of suspen dome structure with 92 m span was established，which was simulated by S-Ｒ model． The natural dynamic characteristics and seismic response of the structure were analyzed． The results showed that the nature frequency of the suspen-dome structure decreases significantly considering SSI． The maximum compressive stress of the members and the maximum displacement of the joints of the upper-shell of suspen-dome structure increased sharply while the maximum stress of struts，steel tie rods and cables decreased to some extent．
Nowadays seismic response analysis for most of suspen-dome structures is assumed their foundations constrained by rigid boundary conditions． However，the soil around the foundation may be deformed when the soil excited by the earthquake wave． In order to clarify the real seismic performance of a suspen-dome structure under earthquake excitation，a soil-structure interaction ( SSI ) model of suspen dome structure with 92 m span was established，which was simulated by S-Ｒ model． The natural dynamic characteristics and seismic response of the structure were analyzed． The results showed that the nature frequency of the suspen-dome structure decreases significantly considering SSI． The maximum compressive stress of the members and the maximum displacement of the joints of the upper-shell of suspen-dome structure increased sharply while the maximum stress of struts，steel tie rods and cables decreased to some extent．
2015, 45(8): 37-42.
doi: 10.13204/j.gyjz201508007
Abstract:
The roof of the exhibition halls in Guangrao International Expo Center has a long span and the limited height of the roof structure． A new type of space truss string structure was determined to be used after comparing with other roof schemes． This structural system was performed better in less steel consumption and larger structural stiffness by contrasting with other roof structures． Its dynamic performance was significantly better than flat-panel grid structure． The value of prestress，the type of steel and the size of grid were optimized in the design． The out-of-plane stability problem of high brackets was solved by using diagonals． The key joints were designed．
The roof of the exhibition halls in Guangrao International Expo Center has a long span and the limited height of the roof structure． A new type of space truss string structure was determined to be used after comparing with other roof schemes． This structural system was performed better in less steel consumption and larger structural stiffness by contrasting with other roof structures． Its dynamic performance was significantly better than flat-panel grid structure． The value of prestress，the type of steel and the size of grid were optimized in the design． The out-of-plane stability problem of high brackets was solved by using diagonals． The key joints were designed．
2015, 45(8): 43-47.
doi: 10.13204/j.gyjz201508008
Abstract:
This paper provided a construction process numerical simulation and monitoring of cable supported beam structure-concrete slab composite floor system，based on the project of Hebei Normal University Gymnasium． The method and results of monitoring were illustrated． Through the comparison between the result of numerical simulation and monitoring，the correctness and reliability of the construction process numerical simulation were verified，and the mechanical characteristics and deformation of the main members of the structure in the process of construction were also given．
This paper provided a construction process numerical simulation and monitoring of cable supported beam structure-concrete slab composite floor system，based on the project of Hebei Normal University Gymnasium． The method and results of monitoring were illustrated． Through the comparison between the result of numerical simulation and monitoring，the correctness and reliability of the construction process numerical simulation were verified，and the mechanical characteristics and deformation of the main members of the structure in the process of construction were also given．
2015, 45(8): 48-52.
doi: 10.13204/j.gyjz201508009
Abstract:
Double-layered suspen-dome structure was applied in Tianjin Sports Center Velodrome． Temperature and strain monitoring was carried out to guarantee the safety and to study the mechanical characteristic and temperature distribution of the dome． Temperature of members was measured by thermocouple method and strain of the key members by vibration wire strain sensor． A great number of data of temperature and stress distribution were obtained during monitoring． By analyzing these data，it is shown that strain change under ordinary situation is largely caused by temperature change in steel structure especially long-span space structure． Member temperature is coincides with environment temperature，which means the daily maximum temperature could be taken as the highest temperature of structure and actual temperature in the building could be lowest temperature of structure when heating is guaranteed in winter．
Double-layered suspen-dome structure was applied in Tianjin Sports Center Velodrome． Temperature and strain monitoring was carried out to guarantee the safety and to study the mechanical characteristic and temperature distribution of the dome． Temperature of members was measured by thermocouple method and strain of the key members by vibration wire strain sensor． A great number of data of temperature and stress distribution were obtained during monitoring． By analyzing these data，it is shown that strain change under ordinary situation is largely caused by temperature change in steel structure especially long-span space structure． Member temperature is coincides with environment temperature，which means the daily maximum temperature could be taken as the highest temperature of structure and actual temperature in the building could be lowest temperature of structure when heating is guaranteed in winter．
2015, 45(8): 53-56.
doi: 10.13204/j.gyjz201508010
Abstract:
Taking the enterprise park in an old industrial base city as the research object，firstly its space structure characteristics of land use were analyzed． Then it was proposed the necessity of the renewal of land use under conditions of transformation of urban functions，reform of enterprise and land systems． Afterwards update planning strategies were put forward，which were based on the whole city land layout macroscopic angle，fully respecting the characteristics of mixed land use and community cultural identity，aiming to shape the city diversity． At last a case study was presented to explore the approaches for realization of these strategies．
Taking the enterprise park in an old industrial base city as the research object，firstly its space structure characteristics of land use were analyzed． Then it was proposed the necessity of the renewal of land use under conditions of transformation of urban functions，reform of enterprise and land systems． Afterwards update planning strategies were put forward，which were based on the whole city land layout macroscopic angle，fully respecting the characteristics of mixed land use and community cultural identity，aiming to shape the city diversity． At last a case study was presented to explore the approaches for realization of these strategies．
2015, 45(8): 57-61.
doi: 10.13204/j.gyjz201508011
Abstract:
This paper analyzed the development of modern silk industry in Hang-Jia-Hu Ｒegion，and defined the time range，the spatial scope and the types of the modern silk industrial heritages in Hang-Jia-Hu Ｒegion． Then，relevant information was gathered，and the graphics and attribute information were integrated． On this basis，the spatial distribution characteristics of the survey samples were analyzed，including the spatial distribution of the samples in each city，the spatial distribution of the samples in different ages，types，and cultural relic conservation grades． In the end，the typical heritage cases，such as Hangzhou Silk Industry Guild Hall，Hangzhou National Silk Warehouse， old site area of Jiaxing Silk Spinning Factory，and Zhuqiao Cocoon Station，were introduced．
This paper analyzed the development of modern silk industry in Hang-Jia-Hu Ｒegion，and defined the time range，the spatial scope and the types of the modern silk industrial heritages in Hang-Jia-Hu Ｒegion． Then，relevant information was gathered，and the graphics and attribute information were integrated． On this basis，the spatial distribution characteristics of the survey samples were analyzed，including the spatial distribution of the samples in each city，the spatial distribution of the samples in different ages，types，and cultural relic conservation grades． In the end，the typical heritage cases，such as Hangzhou Silk Industry Guild Hall，Hangzhou National Silk Warehouse， old site area of Jiaxing Silk Spinning Factory，and Zhuqiao Cocoon Station，were introduced．
2015, 45(8): 62-66.
doi: 10.13204/j.gyjz201508012
Abstract:
In the accelerating process of globalization，the phenomenon of cities inclining to the sameness is becoming more and more serious，and protection awareness of geographical features is strengthened gradually． Ｒegional characteristics of the historic district along the Yangtze Ｒiver in Anhui Province are the fusion and overlay of the building architectural features in the north and south． This paper took Kongcheng old street for example，by analyzing the background of the Kongcheng streets，causes，neighborhood characteristics and architectural features，the regional characteristics of the historic districts along the Yangtze Ｒiver were analyzed，and how to protect and utilize better the Kongcheng streets along the city was considered，which is located in the northern zone and the rare natural beauty of rivers and lakes．
In the accelerating process of globalization，the phenomenon of cities inclining to the sameness is becoming more and more serious，and protection awareness of geographical features is strengthened gradually． Ｒegional characteristics of the historic district along the Yangtze Ｒiver in Anhui Province are the fusion and overlay of the building architectural features in the north and south． This paper took Kongcheng old street for example，by analyzing the background of the Kongcheng streets，causes，neighborhood characteristics and architectural features，the regional characteristics of the historic districts along the Yangtze Ｒiver were analyzed，and how to protect and utilize better the Kongcheng streets along the city was considered，which is located in the northern zone and the rare natural beauty of rivers and lakes．
2015, 45(8): 67-72.
doi: 10.13204/j.gyjz201508013
Abstract:
Considering the different size of opening， the mechanical properties of the RC beams with opening on the shear bending section， as well as the beams with opening filled with CGM and reinforced by CFRP were researched． The results showed that the growth of deflection of the beam with an opening was increased and its cracks were widened， at the same time its bearing capacity was decreased considerably． The opening made the failure mode of beam become the shear failure，which influenced the safety of beam seriously． The bigger the opening， the more seriously the damage． When the opening in a certain range( d00. 4h) ， the bearing capacity of the beams filled with CGM and reinforced by CFRP was improved effectively，and the growth of deflection at midspan of the beams was slowed down． After filling with CGM and reinforcing by CFRP， the bottom reinforcement of beams could yield， and the failure mode became the bending failure，and whose mechanical properties could be restored to the state of uncracked beams． But with the increase of opening size， the cracks of the beam reinforced with CFRP were widened． The result would provide references for the reinforcement of the RC beams with openings at the shear bending section．
Considering the different size of opening， the mechanical properties of the RC beams with opening on the shear bending section， as well as the beams with opening filled with CGM and reinforced by CFRP were researched． The results showed that the growth of deflection of the beam with an opening was increased and its cracks were widened， at the same time its bearing capacity was decreased considerably． The opening made the failure mode of beam become the shear failure，which influenced the safety of beam seriously． The bigger the opening， the more seriously the damage． When the opening in a certain range( d00. 4h) ， the bearing capacity of the beams filled with CGM and reinforced by CFRP was improved effectively，and the growth of deflection at midspan of the beams was slowed down． After filling with CGM and reinforcing by CFRP， the bottom reinforcement of beams could yield， and the failure mode became the bending failure，and whose mechanical properties could be restored to the state of uncracked beams． But with the increase of opening size， the cracks of the beam reinforced with CFRP were widened． The result would provide references for the reinforcement of the RC beams with openings at the shear bending section．
2015, 45(8): 73-77.
doi: 10.13204/j.gyjz201508014
Abstract:
All course loading tests of four cross-shaped beam-column joints specimens were conducted under the positive or negative bending moment． Diverse layouts of PVC sleeve were considered as an impact on the joint performance． According to the current design code，ultimate bearing capacity，maximum crack width and deflection were calculated，and the results showed that the flexural bearing capacity of a precast joint was basically the same as that of a cast-in-situ joint． In serviceability limit state，the experimental results of maximum crack width and deformability agreed with those of the calculation，and they both could satisfy the design specifications． The arrangement of sleeves at the beam end could effectively reduce the stress peak on the top of beam and improve the anti-cracking property． It is considered that fewer sleeves would be better if there was no crack of concrete on beam top in the pretensioned zone．
All course loading tests of four cross-shaped beam-column joints specimens were conducted under the positive or negative bending moment． Diverse layouts of PVC sleeve were considered as an impact on the joint performance． According to the current design code，ultimate bearing capacity，maximum crack width and deflection were calculated，and the results showed that the flexural bearing capacity of a precast joint was basically the same as that of a cast-in-situ joint． In serviceability limit state，the experimental results of maximum crack width and deformability agreed with those of the calculation，and they both could satisfy the design specifications． The arrangement of sleeves at the beam end could effectively reduce the stress peak on the top of beam and improve the anti-cracking property． It is considered that fewer sleeves would be better if there was no crack of concrete on beam top in the pretensioned zone．
2015, 45(8): 78-85.
doi: 10.13204/j.gyjz201508015
Abstract:
In order to study the way how to improve the spatial action of precast monolithic composite floor slabs，and would replace the cast-in-place surface layer to reduce the weight of structure，pseudo dynamic tests were used to do elastic contrast tests of 1 /4 scale two-span and three-floor cast-in-place floor-frame shear wall structure( SJ1 model) and precast monolithic floor-frame shear wall structure with X horizontal braces at the bottom of the floor ( SJ2 model) ． The results showed that the X horizontal braces could improve the spatial synergistic action of SJ2 model． Which could meet the forced requirement of the composite floor slabs in steel frame under horizontal force，and reduce the lateral displacement of the frame structure during lateral loading in the elasto-plastic region． From the tests，it was known that the shear of structure was carried mainly by shear wall，it was suggested that the cast-in-place surface layer of precast monolithic composite floor slabs should be canceled in the place of fortification intensity 8． The test results showed that X horizontal braces could more effectively transfer horizontal loads，which provided a beneficial reference for further theoretical research．
In order to study the way how to improve the spatial action of precast monolithic composite floor slabs，and would replace the cast-in-place surface layer to reduce the weight of structure，pseudo dynamic tests were used to do elastic contrast tests of 1 /4 scale two-span and three-floor cast-in-place floor-frame shear wall structure( SJ1 model) and precast monolithic floor-frame shear wall structure with X horizontal braces at the bottom of the floor ( SJ2 model) ． The results showed that the X horizontal braces could improve the spatial synergistic action of SJ2 model． Which could meet the forced requirement of the composite floor slabs in steel frame under horizontal force，and reduce the lateral displacement of the frame structure during lateral loading in the elasto-plastic region． From the tests，it was known that the shear of structure was carried mainly by shear wall，it was suggested that the cast-in-place surface layer of precast monolithic composite floor slabs should be canceled in the place of fortification intensity 8． The test results showed that X horizontal braces could more effectively transfer horizontal loads，which provided a beneficial reference for further theoretical research．
2015, 45(8): 86-90.
doi: 10.13204/j.gyjz201508016
Abstract:
In order to study the seismic performance of a S-shaped irregular elevated curve bridge under earthquake，a Sshaped curve bridge model with the similar ratio being 1/20 was designed and produced，to analyze the experimental phenomena，the dynamic characteristics，acceleration and displacement test data of the model bridge in the processes of tests． The results showed that the S-shaped curve bridge during the whole test process，the self vibration frequency of the structure decreased significantly and the damping ratio increased significantly． The peak acceleration on the bottom of the pier was less than that on the top of the pier under frequent earthquakes; the peak acceleration on the bottom of the pier was larger than that on the top of the pier due to very serious torsion of pier beam under rare earthquakes． Pier beam radial relative displacement was larger than the relative tangential displacement in frequent earthquakes; pier beam radial relative displacement was less than the relative tangential displacement in rare earthquakes．
In order to study the seismic performance of a S-shaped irregular elevated curve bridge under earthquake，a Sshaped curve bridge model with the similar ratio being 1/20 was designed and produced，to analyze the experimental phenomena，the dynamic characteristics，acceleration and displacement test data of the model bridge in the processes of tests． The results showed that the S-shaped curve bridge during the whole test process，the self vibration frequency of the structure decreased significantly and the damping ratio increased significantly． The peak acceleration on the bottom of the pier was less than that on the top of the pier under frequent earthquakes; the peak acceleration on the bottom of the pier was larger than that on the top of the pier due to very serious torsion of pier beam under rare earthquakes． Pier beam radial relative displacement was larger than the relative tangential displacement in frequent earthquakes; pier beam radial relative displacement was less than the relative tangential displacement in rare earthquakes．
2015, 45(8): 91-98.
doi: 10.13204/j.gyjz201508017
Abstract:
Based on finite element software steel reinforced concrete ( SRC) frame - reinforced concrete ( RC) core tube structures with different structure characters were established． Main factors chosen as structure design parameters were wall integral coefficient，axial deformation coefficient and stiffness characteristic value． Elastio-plastic time history and nonlinear Pushover analyses of the structures were performed under bidirectional strong earthquake actions to examine the effects of designed parameters on the modes of energy dissipation and damage of SRC frame-RC core tube structures． Research results indicated that for the structure having smaller axial deformation coefficient，larger wall integral coefficient and smaller stiffness characteristic value，the energy distribution of the shear walls under rare earthquake might be not controllable． Furthermore，yield sequence of structure components and their development were studied． Moreover，reasonable damage mode of frame-core tube structures was proposed，and some design suggestions were given．
Based on finite element software steel reinforced concrete ( SRC) frame - reinforced concrete ( RC) core tube structures with different structure characters were established． Main factors chosen as structure design parameters were wall integral coefficient，axial deformation coefficient and stiffness characteristic value． Elastio-plastic time history and nonlinear Pushover analyses of the structures were performed under bidirectional strong earthquake actions to examine the effects of designed parameters on the modes of energy dissipation and damage of SRC frame-RC core tube structures． Research results indicated that for the structure having smaller axial deformation coefficient，larger wall integral coefficient and smaller stiffness characteristic value，the energy distribution of the shear walls under rare earthquake might be not controllable． Furthermore，yield sequence of structure components and their development were studied． Moreover，reasonable damage mode of frame-core tube structures was proposed，and some design suggestions were given．
2015, 45(8): 99-103.
doi: 10.13204/j.gyjz201508018
Abstract:
The variations law of meso-structure and shear strength of expansive soil under the condition of dryingwetting cycles were studied with CT technology and normal direct shear experiment． Defining damage variable based on CT number，the relationship of the change of the strength parameters and the structure resulted from drying-wetting cycles was established． The results showed that the influence of the 1st to the 4th times of drying-wetting cycles on the structure of expansive soil was bigger，the development of internal fracture was obviously． The influence of the 7th to the 8th times of drying-wetting cycles on the structure was little． After the drying-wetting cycles，the strength attenuation of expansive soil was mainly decrease of cohesion，and the variation of internal friction angle was not significant． With the increase of drying-wetting cycles，the damage variable of the specimens increased gradually，and the evolution of meso-structure damage was a non-linear accumulating process． CT damage variable of expansive soil with its cohesion had a good exponential function decay relationship．
The variations law of meso-structure and shear strength of expansive soil under the condition of dryingwetting cycles were studied with CT technology and normal direct shear experiment． Defining damage variable based on CT number，the relationship of the change of the strength parameters and the structure resulted from drying-wetting cycles was established． The results showed that the influence of the 1st to the 4th times of drying-wetting cycles on the structure of expansive soil was bigger，the development of internal fracture was obviously． The influence of the 7th to the 8th times of drying-wetting cycles on the structure was little． After the drying-wetting cycles，the strength attenuation of expansive soil was mainly decrease of cohesion，and the variation of internal friction angle was not significant． With the increase of drying-wetting cycles，the damage variable of the specimens increased gradually，and the evolution of meso-structure damage was a non-linear accumulating process． CT damage variable of expansive soil with its cohesion had a good exponential function decay relationship．
2015, 45(8): 104-109.
doi: 10.13204/j.gyjz201508019
Abstract:
The influence of the geosynthetic materials on the reinforced soil interface properties is important． A series of large direct shear tests with different geosynthetic materials under different normal stress were done for this new reinforced soil． Test results indicate that the shear strength of the interface with geogrids was significantly higher than that of the interface with geotextiles，the interface shear strength was developed with the increase of the vertical stress． Combined with theory analysis，the direct shear test of different geogrids showed that horizontal and longitudinal ribs of the geogrids made the interface shear strength be increased by about 15. 3% and 4. 1% respectively．
The influence of the geosynthetic materials on the reinforced soil interface properties is important． A series of large direct shear tests with different geosynthetic materials under different normal stress were done for this new reinforced soil． Test results indicate that the shear strength of the interface with geogrids was significantly higher than that of the interface with geotextiles，the interface shear strength was developed with the increase of the vertical stress． Combined with theory analysis，the direct shear test of different geogrids showed that horizontal and longitudinal ribs of the geogrids made the interface shear strength be increased by about 15. 3% and 4. 1% respectively．
2015, 45(8): 110-115.
doi: 10.13204/j.gyjz201508020
Abstract:
In highway bridge engineerings，the bearing characteristic of PHC pipe pile under the action of horizontal load is very important． However，little research was done in the main influence factors and the pile group effect． First，the bearing characteristics and the main influence factors of PHC pipe pile by horizontal load were analyzed，which were also compared with those of square pile and round pile． Then，the group piles effects of PHC pipe piles were studied and compared with the ones of different types of piles under the action of horizontal load． The results showed that the PHC pile had strong anti-horizontal displacement property，large section modulus and the effect coefficient of pile group．
In highway bridge engineerings，the bearing characteristic of PHC pipe pile under the action of horizontal load is very important． However，little research was done in the main influence factors and the pile group effect． First，the bearing characteristics and the main influence factors of PHC pipe pile by horizontal load were analyzed，which were also compared with those of square pile and round pile． Then，the group piles effects of PHC pipe piles were studied and compared with the ones of different types of piles under the action of horizontal load． The results showed that the PHC pile had strong anti-horizontal displacement property，large section modulus and the effect coefficient of pile group．
2015, 45(8): 116-120.
doi: 10.13204/j.gyjz201508021
Abstract:
To ensure the anti-crack performance of reinforced concrete raft foundations that can meet structural durability，anti-leakage and appearance of basements，it is necessary to check and control the maximum width of crack according to relative technical codes． In structural design right now，for these raft foundations which were allowed in use with controlled cracks，it was mainly the reason that cracked raft foundation cannot be used normally because thermal post-cast band was selected on the whole only depending on experience，and less calculation checking was taken for the maximum width of crack under the most unfavorable case，or wrong checking case was chosen in design． Based on technical analysis and practical design review for the raft foundation in basements，some concerned problems were studied and discussed，such as combination concrete tensile stress，reaction force of raft underside from groundwater buoyancy，acceptable maximum crack width，efficiency of post-cast band．
To ensure the anti-crack performance of reinforced concrete raft foundations that can meet structural durability，anti-leakage and appearance of basements，it is necessary to check and control the maximum width of crack according to relative technical codes． In structural design right now，for these raft foundations which were allowed in use with controlled cracks，it was mainly the reason that cracked raft foundation cannot be used normally because thermal post-cast band was selected on the whole only depending on experience，and less calculation checking was taken for the maximum width of crack under the most unfavorable case，or wrong checking case was chosen in design． Based on technical analysis and practical design review for the raft foundation in basements，some concerned problems were studied and discussed，such as combination concrete tensile stress，reaction force of raft underside from groundwater buoyancy，acceptable maximum crack width，efficiency of post-cast band．
2015, 45(8): 121-124.
doi: 10.13204/j.gyjz201508022
Abstract:
The simplified analysis of the parallel composite isolation system was carried out based on equivalent linearization method． First of all，through the derivation，the restoring force model expressed in the form of basal shear force and displacement was converted to the basal shear force coefficient and displacement model; then， according to the new code for seismic design of buildings，the application of the simplified analysis method was explained． Finally，combined with the results of the basal shear coefficient and the displacement，the seismic isolation performance of the parallel composite isolation system was analyzed，focusing on the effects of different stiffness coefficients，friction bearing ratios and site characteristic periods． The results showed that the simplified analysis method could be conveniently and effectively used for preliminary design of the parallel composite isolation system，which laid a foundation for the popularization and application of the parallel composite isolation system．
The simplified analysis of the parallel composite isolation system was carried out based on equivalent linearization method． First of all，through the derivation，the restoring force model expressed in the form of basal shear force and displacement was converted to the basal shear force coefficient and displacement model; then， according to the new code for seismic design of buildings，the application of the simplified analysis method was explained． Finally，combined with the results of the basal shear coefficient and the displacement，the seismic isolation performance of the parallel composite isolation system was analyzed，focusing on the effects of different stiffness coefficients，friction bearing ratios and site characteristic periods． The results showed that the simplified analysis method could be conveniently and effectively used for preliminary design of the parallel composite isolation system，which laid a foundation for the popularization and application of the parallel composite isolation system．
2015, 45(8): 125-128.
doi: 10.13204/j.gyjz201508023
Abstract:
The corrosion behavior of Q235B steel beam，ML15 steel stud，and the weldment used in a steel-concrete composite element，as well as the galvanic couples referring to the stud body in a simulated rainwater and a saturated Ca( OH) 2 solution with different amount of chlorions，was studied by electrochemical method． The results showed that the weldment was the weakest part to be destroyed in the stud-beam system，the stud head was the following one，the stud body and the beam were moderate． So the galvanic cells were easily to be established between the weldment and stud，or beam in the simulated solutions at the present work，and the galvanic current increases with the corrosion strength of the solutions． The galvanic corrosion rate of weldment was at least one order higher than that of the selfcorrosion when the galvanic cell was established．
The corrosion behavior of Q235B steel beam，ML15 steel stud，and the weldment used in a steel-concrete composite element，as well as the galvanic couples referring to the stud body in a simulated rainwater and a saturated Ca( OH) 2 solution with different amount of chlorions，was studied by electrochemical method． The results showed that the weldment was the weakest part to be destroyed in the stud-beam system，the stud head was the following one，the stud body and the beam were moderate． So the galvanic cells were easily to be established between the weldment and stud，or beam in the simulated solutions at the present work，and the galvanic current increases with the corrosion strength of the solutions． The galvanic corrosion rate of weldment was at least one order higher than that of the selfcorrosion when the galvanic cell was established．
2015, 45(8): 129-134.
doi: 10.13204/j.gyjz201508024
Abstract:
To solve the problem of long duration and high cost of the changing-support scheme of large-span deep excavations，a new optimization method of replacing the scheme by full framing system was proposed． The finite element software MIDAS GTS 4. 0 and the finite element software SAP 2000 were respectively adopted to simulate whole construction processes of the two schemes of the large-span excavation pit project of axis J2 section of Nanjing Youth Olympics． The differences of these two schemes on side displacement of underground diaphragm walls， sedimentation of peripheral ground surface around the excavation，stress of underground diaphragm walls and axis forces of steel supports were analyzed， and the influence of the full framing scheme on the stress of main structure and full framing system was the focus of the analysis． Analysis results indicated that the deformation of supporting structure and the forces of supporting structure，main structure and full support system could meet safety requirements， so it was theoretically feasible to adopt the full framing construction scheme in this excavation project instead of the changing-support construction scheme．
To solve the problem of long duration and high cost of the changing-support scheme of large-span deep excavations，a new optimization method of replacing the scheme by full framing system was proposed． The finite element software MIDAS GTS 4. 0 and the finite element software SAP 2000 were respectively adopted to simulate whole construction processes of the two schemes of the large-span excavation pit project of axis J2 section of Nanjing Youth Olympics． The differences of these two schemes on side displacement of underground diaphragm walls， sedimentation of peripheral ground surface around the excavation，stress of underground diaphragm walls and axis forces of steel supports were analyzed， and the influence of the full framing scheme on the stress of main structure and full framing system was the focus of the analysis． Analysis results indicated that the deformation of supporting structure and the forces of supporting structure，main structure and full support system could meet safety requirements， so it was theoretically feasible to adopt the full framing construction scheme in this excavation project instead of the changing-support construction scheme．
2015, 45(8): 135-138.
doi: 10.13204/j.gyjz201508025
Abstract:
The viaduct project of the second ring road in Chengdu is located in the heart of the old town，in order to ensure the normal traffic of vehicles during the construction of the capping-beam-support-system with high buttress ( the average height of 12 m) and long cantilever ( the average length of 10. 3 m) ，a set of complete support system for capping beam construction was designed，including comparison of three kinds of mechanical system schemes; the mechanical analysis and designs of foundation，security system and installation process of the optimized scheme． Construction results showed the optimized scheme satisfied the requirements of design lines and faced concrete． A set of application methods was provided for similar entities pier capping beam construction．
The viaduct project of the second ring road in Chengdu is located in the heart of the old town，in order to ensure the normal traffic of vehicles during the construction of the capping-beam-support-system with high buttress ( the average height of 12 m) and long cantilever ( the average length of 10. 3 m) ，a set of complete support system for capping beam construction was designed，including comparison of three kinds of mechanical system schemes; the mechanical analysis and designs of foundation，security system and installation process of the optimized scheme． Construction results showed the optimized scheme satisfied the requirements of design lines and faced concrete． A set of application methods was provided for similar entities pier capping beam construction．
2015, 45(8): 139-144.
doi: 10.13204/j.gyjz201508026
Abstract:
Hybrid FRP-concrete-steel double-skin tubular member is a new form of hybrid structural member composed of an inner steel tube，an outer FRP tube and a concrete infill between them． In this type of new hybrid member， the three constituent materials are optimally combined to achieve several advantages not available with existing columns． The two tubes may be concentrically placed to produce a section more suitable for compression members， or eccentrically placed to produce a section more suitable for flexural members． This paper summarizes the following areas that have received many researches: the failure mode and the influence factors under different loading， the formulas to calculate ultimate capacity under different loading．
Hybrid FRP-concrete-steel double-skin tubular member is a new form of hybrid structural member composed of an inner steel tube，an outer FRP tube and a concrete infill between them． In this type of new hybrid member， the three constituent materials are optimally combined to achieve several advantages not available with existing columns． The two tubes may be concentrically placed to produce a section more suitable for compression members， or eccentrically placed to produce a section more suitable for flexural members． This paper summarizes the following areas that have received many researches: the failure mode and the influence factors under different loading， the formulas to calculate ultimate capacity under different loading．
2015, 45(8): 145-152.
doi: 10.13204/j.gyjz201508027
Abstract:
In order to compute story drift and link rotation conveniently and identify loading path and internal force distribution of V-eccentric braced steel frames( V-EBFin brief) ，the formulas of elastic axial forces of brace and shear force of link subjected to lateral loads were proposed based on the fundamental assumption of structural mechanics，and then the elastic lateral stiffness formula of V-EBF was put forward on the basis of lateral sway split method． The analysis results of 30 examples indicated that the elastic lateral stiffness formula had a higher precision． A new design method of the brace was suggested on the basis of the formulas． When lateral load distribution was known，the formula of ultimate capacity of V-EBF was derived based on virtual work principle，small deformation assumption and typical yielding mechanism of ultimate state． Pushover analysis of 10-storey V-EBF frame was conducted by finite element software SAP 2000，with which the formula of ultimate capacity was verified．
In order to compute story drift and link rotation conveniently and identify loading path and internal force distribution of V-eccentric braced steel frames( V-EBFin brief) ，the formulas of elastic axial forces of brace and shear force of link subjected to lateral loads were proposed based on the fundamental assumption of structural mechanics，and then the elastic lateral stiffness formula of V-EBF was put forward on the basis of lateral sway split method． The analysis results of 30 examples indicated that the elastic lateral stiffness formula had a higher precision． A new design method of the brace was suggested on the basis of the formulas． When lateral load distribution was known，the formula of ultimate capacity of V-EBF was derived based on virtual work principle，small deformation assumption and typical yielding mechanism of ultimate state． Pushover analysis of 10-storey V-EBF frame was conducted by finite element software SAP 2000，with which the formula of ultimate capacity was verified．
2015, 45(8): 153-159.
doi: 10.13204/j.gyjz201508028
Abstract:
ANSYS software was used to analyze steel joint specimens with force-transferring plates without considering the imperfects，whose results were compared with the results of 1 /2 scale test，which verified the correctness of the models． When the vertical deviation was five times as many as the permission of the code，six groups of specimens with different width and thickness of steel beam flanges were designed and the key parameters of the adding plates were adjusted． The analysis of load-displacement curves and stress distribution showed that the thickness of adding plate should be the same as that of the steel beam flange and the width of the plales should be 0. 75 ～ 1. 25 times as that of steel beam flanges．
ANSYS software was used to analyze steel joint specimens with force-transferring plates without considering the imperfects，whose results were compared with the results of 1 /2 scale test，which verified the correctness of the models． When the vertical deviation was five times as many as the permission of the code，six groups of specimens with different width and thickness of steel beam flanges were designed and the key parameters of the adding plates were adjusted． The analysis of load-displacement curves and stress distribution showed that the thickness of adding plate should be the same as that of the steel beam flange and the width of the plales should be 0. 75 ～ 1. 25 times as that of steel beam flanges．
2015, 45(8): 160-165.
doi: 10.13204/j.gyjz201508029
Abstract:
The high single power，large wind leaf size and high hub height have been the main features of the offshore wind turbine． Due to the easy local buckling，difficulty of the construction and the lateral low rigidity，cone type supporting structures cannot meet the development requirements of offshore wind turbines． Therefore，a truss type supporting structure was presented to overcome the weakness of the cone type supporting structures． Its static properties，dynamic properties and wind-induced vibration effect were analyzed，and following conclusions were obtained: under similar steel consumption，the horizontal bearing capacity of truss type supporting structure was 46% higher than that of cone type supporting structures，and wind-induced vibration factor was 19. 3% lower than that of cone type supporting structures． Therefore，the structural property of cone type supporting structures is better than the cone type supporting structures．
The high single power，large wind leaf size and high hub height have been the main features of the offshore wind turbine． Due to the easy local buckling，difficulty of the construction and the lateral low rigidity，cone type supporting structures cannot meet the development requirements of offshore wind turbines． Therefore，a truss type supporting structure was presented to overcome the weakness of the cone type supporting structures． Its static properties，dynamic properties and wind-induced vibration effect were analyzed，and following conclusions were obtained: under similar steel consumption，the horizontal bearing capacity of truss type supporting structure was 46% higher than that of cone type supporting structures，and wind-induced vibration factor was 19. 3% lower than that of cone type supporting structures． Therefore，the structural property of cone type supporting structures is better than the cone type supporting structures．
2015, 45(8): 166-169.
doi: 10.13204/j.gyjz201508030
Abstract:
The design methods about H-section aluminium alloy beam-columns are often applied to T-section directly， and this situation is not consistent with the stability performance of the latter． Parameter analysis based on finite element methods was executed to study the in-plane stability capacity of extruded T-section aluminium beam-columns with the tip of the web in bigger compression． The analysis methods considered the effects of material nonlinearity， geometrical nonlinearity，and initial imperfection． The calculations of three kinds of T-sections of weak hardening alloy and strong hardening alloy were done，whose results were compared with those by GB 504292007，the proposed formula and numerical methods． The results showed that GB 504292007 was safe but overabundant，and the proposed formula is safe enough and more exact than the former．
The design methods about H-section aluminium alloy beam-columns are often applied to T-section directly， and this situation is not consistent with the stability performance of the latter． Parameter analysis based on finite element methods was executed to study the in-plane stability capacity of extruded T-section aluminium beam-columns with the tip of the web in bigger compression． The analysis methods considered the effects of material nonlinearity， geometrical nonlinearity，and initial imperfection． The calculations of three kinds of T-sections of weak hardening alloy and strong hardening alloy were done，whose results were compared with those by GB 504292007，the proposed formula and numerical methods． The results showed that GB 504292007 was safe but overabundant，and the proposed formula is safe enough and more exact than the former．
2015, 45(8): 170-174.
doi: 10.13204/j.gyjz201508031
Abstract:
Monotonic static loading tests of four 1∶ 0. 55 scale model of SRC beam-slab members under eccentric tension were conducted． Experimental research mainly focused on the failure modes，crack distribution and width of cracks， bearing capacity，etc． The experimental results indicated that the crack widths under load cases of practical engineering were smaller than the limit value of Code for Design of Concrete Structures ( GB 500102012) ． Referring to the formula for crack width of SRC flexural members in technical specification for steel reinforced concrete composite structures ( JGJ 1382001) and combining with the formula for crack width of reinforced concrete members under eccentric tension in Code for Design of Concrete Structures，the formula for maximum crack width of eccentric tension SRC members under short-term loads was proposed，whose calculated results were compared with the test ones．
Monotonic static loading tests of four 1∶ 0. 55 scale model of SRC beam-slab members under eccentric tension were conducted． Experimental research mainly focused on the failure modes，crack distribution and width of cracks， bearing capacity，etc． The experimental results indicated that the crack widths under load cases of practical engineering were smaller than the limit value of Code for Design of Concrete Structures ( GB 500102012) ． Referring to the formula for crack width of SRC flexural members in technical specification for steel reinforced concrete composite structures ( JGJ 1382001) and combining with the formula for crack width of reinforced concrete members under eccentric tension in Code for Design of Concrete Structures，the formula for maximum crack width of eccentric tension SRC members under short-term loads was proposed，whose calculated results were compared with the test ones．
2015, 45(8): 175-179.
doi: 10.13204/j.gyjz201508032
Abstract:
Based on experiments for steel high performance reinforced concrete ( SHPRC) structural walls and considered the material nonlinearity，nonlinear finite element analysis models of steel HPFRCC shear walls were established by ABAQUS to simulate the complete process of the loading． The finite element analysis results were in good agreement with the experimental results． According to the finite element models，the performance of SHPRC walls was studied after replacement of concrete with HPFＲCC of high strength and high ductility． The analysis results showed that steel HPFRCC shear walls could significantly improve the seismic ability as well as the ability to reduce the damage with the same shear reinforcement and confining reinforcement，so the post-earthquake restoration costs were reduced． For HPFRCC or concrete shear walls using HPFRCC in plastic hinge region，the deformation capacity was improved as the plastic hinge height increased，but its scope had a critical value． When the plastic hinge height exceeded the critical value，deformation capacity of shear walls no longer increased．
Based on experiments for steel high performance reinforced concrete ( SHPRC) structural walls and considered the material nonlinearity，nonlinear finite element analysis models of steel HPFRCC shear walls were established by ABAQUS to simulate the complete process of the loading． The finite element analysis results were in good agreement with the experimental results． According to the finite element models，the performance of SHPRC walls was studied after replacement of concrete with HPFＲCC of high strength and high ductility． The analysis results showed that steel HPFRCC shear walls could significantly improve the seismic ability as well as the ability to reduce the damage with the same shear reinforcement and confining reinforcement，so the post-earthquake restoration costs were reduced． For HPFRCC or concrete shear walls using HPFRCC in plastic hinge region，the deformation capacity was improved as the plastic hinge height increased，but its scope had a critical value． When the plastic hinge height exceeded the critical value，deformation capacity of shear walls no longer increased．
EXPERIMENTAL RESEARCH ON VARIABLE BONDING OF RC BEAMS STRENGTHENED BY PRESTRESSED CARBON FIBER PLATE
2015, 45(8): 180-184.
doi: 10.13204/j.gyjz201508033
Abstract:
By using self-developed a set of prestressed carbon fiber plate ( CFRP Plate) anchoring and stretching machine，with carbon fiber plate being stretched and anchored on the surface of three 5. 6 m long concrete beams， experiments were made on using bonded prestressed CFRP plate to reinforce concrete flexural member． It was also analyzed comparatively the effects of using or unusing organic adhesive，as well as using electric heater to produce bond in the earlier stage and without bond in the later stage between the carbon fiber plate and concrete flexural member on the cracks and bearing capacity of the said concrete member． The test results showed that variable bonding prestressed carbon fiber plate had the characteristics of unbounded and bonded prestresses．
By using self-developed a set of prestressed carbon fiber plate ( CFRP Plate) anchoring and stretching machine，with carbon fiber plate being stretched and anchored on the surface of three 5. 6 m long concrete beams， experiments were made on using bonded prestressed CFRP plate to reinforce concrete flexural member． It was also analyzed comparatively the effects of using or unusing organic adhesive，as well as using electric heater to produce bond in the earlier stage and without bond in the later stage between the carbon fiber plate and concrete flexural member on the cracks and bearing capacity of the said concrete member． The test results showed that variable bonding prestressed carbon fiber plate had the characteristics of unbounded and bonded prestresses．
2015, 45(8): 185-191.
doi: 10.13204/j.gyjz201508034
Abstract:
An experimental investigation on the seismic behavior of earthquake-damaged RC frame columns strengthened with sprayed hybrid basalt and carbon fiber reinforced polymer ( BF-CFRP) was presented． Three specimens with 1 /2 scale were tested by horizontal cyclic loading combined with constant gravity loads． The test results indicated that after spraying repair the ultimate bearing capacity of the damaged frame column yielded steel bars was nearly restored to the level before its damage，the ductility coefficient and the cumulative energy dissipation were respectively increased by 7. 43% and 22%，and the stiffness degeneration rate beyond peak load was lower than that of unrepaired column; the peak load and the cumulative energy dissipation of the damaged frame column were respectively decreased by 11. 9% and 39% after spraying repair，the ductility coefficient was increased a little，and the initial stiffness was much lower than the other two specimens because of serious pre-damage，but the stiffness degeneration rate was almost the same as the other two due to the effective confinement action of sprayed FRP coatings． That is to say，the seismic behavior of earthquake-damaged frame column can be rehabilitated even enhanced through spraying hybrid BF － CFRP，which demonstrates that this method can quickly repair earthquakedamaged frame columns and effectively hinder the collapse of RC frame structures in aftershock．
An experimental investigation on the seismic behavior of earthquake-damaged RC frame columns strengthened with sprayed hybrid basalt and carbon fiber reinforced polymer ( BF-CFRP) was presented． Three specimens with 1 /2 scale were tested by horizontal cyclic loading combined with constant gravity loads． The test results indicated that after spraying repair the ultimate bearing capacity of the damaged frame column yielded steel bars was nearly restored to the level before its damage，the ductility coefficient and the cumulative energy dissipation were respectively increased by 7. 43% and 22%，and the stiffness degeneration rate beyond peak load was lower than that of unrepaired column; the peak load and the cumulative energy dissipation of the damaged frame column were respectively decreased by 11. 9% and 39% after spraying repair，the ductility coefficient was increased a little，and the initial stiffness was much lower than the other two specimens because of serious pre-damage，but the stiffness degeneration rate was almost the same as the other two due to the effective confinement action of sprayed FRP coatings． That is to say，the seismic behavior of earthquake-damaged frame column can be rehabilitated even enhanced through spraying hybrid BF － CFRP，which demonstrates that this method can quickly repair earthquakedamaged frame columns and effectively hinder the collapse of RC frame structures in aftershock．
2015, 45(8): 192-195.
doi: 10.13204/j.gyjz201508035
Abstract:
Industrial architecture often overemphasizes the importance offunctionalityfor an industrial architecture is often overemphasized while the attention to the emotional space in which people work and live is insufficient． Taking the design of Wuhan 1 000 kV substation architecture for example，it was explored the manifestation of romanticism in a functional building from the respects of respecting nature，regionalization and historical impression， creating the industrial architecture environment which can encourage people to work with enthusiasm and live in harmony with the livable environment．
Industrial architecture often overemphasizes the importance offunctionalityfor an industrial architecture is often overemphasized while the attention to the emotional space in which people work and live is insufficient． Taking the design of Wuhan 1 000 kV substation architecture for example，it was explored the manifestation of romanticism in a functional building from the respects of respecting nature，regionalization and historical impression， creating the industrial architecture environment which can encourage people to work with enthusiasm and live in harmony with the livable environment．
2015, 45(8): 196-199.
doi: 10.13204/j.gyjz201508036
Abstract:
The vierendeel-truss string structure is a new type of pre-stressed steel structure． Because there is no oblique web bar in the top truss，so the structure looks very tidy． The lower part consists of high-strength cables． The upper truss and the cable are connected by bracing strut． Through analyzing a real project，it was studied the establishment of the prestressed dynamic model of such structural system，as well as the calculation of construction simulation．
The vierendeel-truss string structure is a new type of pre-stressed steel structure． Because there is no oblique web bar in the top truss，so the structure looks very tidy． The lower part consists of high-strength cables． The upper truss and the cable are connected by bracing strut． Through analyzing a real project，it was studied the establishment of the prestressed dynamic model of such structural system，as well as the calculation of construction simulation．
