In the whole process of cost control of modern construction project, the cost management of contractor construction stage is always the most important link, it is of practical significance for the development of the project to deeply study the project cost management in the construction stage. In the course of the development of the last half century, the management of domestic engineering cost has been optimized and improved in the way of form and method. However, from the point of view of the whole field of architecture, the level of construction cost management in China is still in its infancy. The reason why the accuracy of the cost is not up to the standard is that in many aspects, the construction of the informatization and refined cost management system has not been completed and a low level of productivity seriously restricts the promotion of the overall strength of the construction industry in China to a certain extent. At present, the western developed countries have introduced the BIM technology into the project cost management, which can analyze the project quantity in a quantitative way and ensure the scientificity and rationality of the engineering cost accounting. This article takes BIM technology as the starting point, carries on the thorough research and the analysis to the contractor construction stage project cost management, in order to improve the project cost management level and promote the construction industry healthy and stable development as well.

In order to study the axial compression performance of angle steel spiral rib composite confined concrete composite columns, monotonic static axial compression tests were carried out on 26 specimens of such composite columns and 3 specimens of angle steel confined concrete columns. The failure mode of the specimen was observed, and the bearing capacity and load-deformation curve of the specimen were obtained. Based on the failure mode, damage evolution, load-deformation curve and cross-section constraint stress distribution of the specimens during the whole stress process, the composite constraint mechanism and failure behavior of angle steel spiral reinforcement composite constraint concrete composite columns are analyzed. Based on Mander constitutive model, the calculation method of axial compressive bearing capacity of this kind of composite column is proposed by dividing different concrete constraint areas. The research results show that the axial compression failure process and shape of angle steel spiral rib composite confined concrete composite columns are similar to angle steel confined concrete columns, but the process of crack development and concrete spalling is slower. The load-deformation curve is more saturated and the damage development is slower. The bearing capacity, ductility and energy dissipation capacity have been significantly improved. The calculation results of the proposed axial compression bearing capacity calculation method are in good agreement with the test results.

In order to study the seismic performance of assembled composite beam-precast column frame structure with steel sleeve extrusion lap connection, the failure mode, deformation capacity and bearing capacity of two 1/2-scale, two-story and two-span assembled frame specimens were studied through quasi-static tests. The test results show that: Both the specimens designed as "strong column and weak beam" and the specimens designed as "strong beam and weak column" achieve the expected failure modes. The horizontal force-displacement hysteretic curve of the specimen is relatively full.  The ultimate interlayer displacement angles of the two specimens are 1/29 and 1/31 respectively, and the ductility coefficient of interlayer displacement is greater than 4.0, which indicates that the specimens have good ductility performance. The sleeve extrusion lap joint can effectively transfer the tensile and compressive forces of steel bars. The finite element analysis program MSC.MARC is used to carry out nonlinear numerical simulation on the assembled frame specimens. The simulation results are in good agreement with the test results. The horizontal force-displacement curves of specimens KJ1 by cast-in-situ frame pushover analysis and by assembled frame pushover analysis are basically consistent. The seismic performance of the assembled concrete frame with steel sleeve extrusion connection meets the requirements of the current code, and the internal force, deformation and bearing capacity can be calculated according to the cast-in-place frame.

Aluminum alloy material has the advantages of high strength, good deformation performance, corrosion resistance, etc. it is an ideal material for steel reinforced concrete structure reinforcement engineering in coastal erosion environment. The cohesive property of aluminum alloy plate and concrete is the key problem whether the aluminum alloy plate and steel bar concrete beam can work together. Based on this, the bonding performance between aluminum alloy plate and concrete is tested and theoretically studied. Considering the influence of strength of mixed concrete, width and thickness of aluminum alloy plate, bonding length and interface treatment on the bonding performance of aluminum alloy plate and concrete block, a set of specimen fixing device was designed, and 105 bonded specimens of aluminum alloy plate and mixed concrete prism were tested in-plane single shear by universal testing machine. According to the test results and theoretical analysis, the typical characteristics of cohesive failure, shear stress distribution curve and cohesive slip curve of aluminum alloy plate and mixed concrete are obtained. The research shows that there are two types of failure of the specimen: interfacial peeling failure and mixed concrete layer peeling failure. Interface treatment has an important influence on the bonding performance. The specimens without roughening the bonding interface have interface peeling and breaking, while other specimens have concrete layer peeling and breaking. As the strength of the mixed concrete increases and the width and thickness of the aluminum alloy plate decrease, the cohesiveness can be improved. There is an effective adhesive length. When the adhesive length is greater than the effective adhesive length, increasing the adhesive length does not increase the ultimate load of the connection.

High temperature creep has a great influence on the internal force and deformation of steel structures under fire. The current "technical code for fire prevention of steel structures" (GB 51249-2017) does not consider the influence of creep on the high temperature bearing capacity of steel columns. ANSYS software is used to analyze and consider the mechanical properties of the steel column under high temperature after creep, and compared with the fire resistance test of the steel column, it is found that the finite element simulation results of the steel column considering creep are in better agreement with the test data. Through parametric analysis using the verified finite element model, the results show that after considering creep effect, the high temperature load bearing capacity of the steel column is greatly influenced by initial defects (residual stress, initial bending, initial eccentricity), bending direction, load-to-load ratio, length-to-fine ratio, and temperature rise rate, and is less influenced by section form and steel yield strength. A simplified method for calculating the high temperature bearing capacity of steel columns considering creep effect is given.

 In order to study the influence of steel fiber, polypropylene fiber and cellulose fiber on the compressive strength and flexural toughness of mixed concrete, the compressive strength and flexural toughness of concrete blocks were tested under different volume contents, and the results of the tests were analyzed by variation. The test results show that the compressive strength of three kinds of fiber concrete is increased by 26.5% on average compared with plain concrete. 7%、6.1% and 11.1%; the retention rate of secondary compressive strength reached 77. 9% respectively. 0%、45.7% and 58.0%; the maximum bending bearing capacity was increased by31.6%、3.5% and 14.0%; the bending toughness index I20, the new Kumar index pcsm and the toughness ratio rx calculated based on the load-deflection curve, the new Kumar method and the bending-tension strain curve respectively are 4.2、3.1、2. Six times, 19.9、9.8、6. Nine times and four times. 0、3.4、2. Seven times. Variability analysis results show that the variability of compressive strength of concrete mixed with fiber is less than flexural toughness. At the same time, the bending toughness index variation coefficient calculated based on the New Kumar method and the stress-strain curve method is smaller than the bending line method under load. Overall, the compressive strength and flexural toughness of steel fiber reinforced concrete are the most significant, and the number of variation systems is the smallest. The compressive strength of fiber-reinforced concrete and the flexural toughness of polypropylene fiber reinforced concrete are relatively significant.

The existing research shows that the lateral deformation capacity of the middle column under different axial compression ratios is the key factor affecting the seismic performance of the shallow-buried frame subway station structure. In order to study the influence of the increase of axial compression ratio of columns caused by vertical earthquake on the seismic damage response of shallow-buried underground frame structures, a centrifuge shaking table model test for seismic damage of underground structures was carried out by adding steel sand to the overlying soil to reflect the vertical inertial force of the overlying soil. The test results show that the method of mixing steel sand with the soil cover on the structure has little influence on the dynamic characteristics of the soil-structure system and the horizontal relative displacement response of the top and bottom plates of the underground structure under earthquake.  Increasing the vertical inertial force of the overlying soil greatly changes the distribution of contact pressure between the surrounding rock and soil mass and the underground structure, thus changing the internal force state of each structural member and increasing the axial compression ratio of the key vertical bearing columns in the frame structure.  Increasing the vertical inertia force of the overlying soil results in the stress on the frame of the underground structure and the increased axial compression ratio of the central column, which makes the underground frame structure more prone to earthquake damage.

Engineering structures will inevitably be affected by various disasters such as wind or earthquake during their whole service life. Taking the concrete-filled steel tube frame-buckling-restrained brace structure system as the research object, the wind speed time histories at different heights of the structure with recurrence periods of 1 year, 10 years and 50 years are simulated. Based on the OpenSees finite element software, the nonlinear dynamic time history analysis of the structure under four working conditions of earthquake single action and wind-earthquake coupling action with recurrence periods of 1 year, 10 years and 50 years respectively is carried out, and the vulnerability curves of the structure under different working conditions are generated based on the seismic demand analysis method. The results show that with the increase of wind action, the structural response and vulnerability have an increasing trend.  However, with the increase of ground motion intensity, the influence of wind on structural vulnerability gradually decreases.

Pseudo-dynamic tests are carried out on a traditional style building reinforced concrete (RC)- concrete filled steel tube (CFST) composite frame model with a scale ratio of 1/2 under seismic waves such as El Centro wave, Taft wave, Lanzhou wave and Wenchuan wave. The natural vibration frequency, acceleration, displacement and strain of the model are obtained. The failure process, restoring force characteristic curve and deformation capacity of the model structure are analyzed. The research shows that: Cottage is the first anti-seismic defense line of the model structure; With the increase of the peak acceleration of the input seismic wave, the natural frequency of the frame model decreases, and the acceleration amplification coefficient gradually decreases. The restoring force characteristic curve of the model structure presents a certain degree of "pinching" effect. The strain analysis shows that the longitudinal reinforcement of the gold column yields before the longitudinal reinforcement of the eave column. Cottage and concrete columns are the main energy dissipation components of the model structure. Based on the experimental results, the finite element analysis software SAP2000 is used to analyze the elastic-plastic seismic response of the test model frame. The calculated results are in good agreement with the experimental results. The calculation and analysis results show that the hinge order of the model frame is as follows: two sides of Cottage, bottom of golden column, bottom of eaves column, bottom of golden column CFST column and bottom of eaves column CFST column. Under the action of El Centro wave with a peak acceleration of 0.70g, the limit elastic-plastic interlayer displacement angle of the model column frame is close to the limit specified in the code, which indicates that the frame structure has a high seismic safety reserve.