Chapter I General Provisions Article 1 These technical points are formulated in accordance with the Administrative Licensing Law and the Administrative Regulations on Seismic Fortification of Oversized High-rise Buildings (Order No.2004 of the Ministry of Construction). 1 1 1) in order to do a good job in the special review of the expert committees on seismic fortification of out-of-code high-rise buildings in all provinces, autonomous regions and municipalities directly under the central government. Article 2 The following projects are out-of-code high-rise building projects: (1) Where the building height exceeds the regulations, it includes Chapter VI of the Code for Seismic Design of Buildings (hereinafter referred to as the Code) and Chapter VIII of the Maximum Applicable Height of Steel Structures, Chapter VII of the Technical Specification for Concrete Structures of High-rise Buildings (hereinafter referred to as the Code) and Chapter 10. (two) the height of the building does not exceed the prescribed, but the structural layout of the building belongs to the special irregular high-rise building project stipulated in the Seismic Code and the Code for High-rise Concrete Structure. (3) The building height is more than 24 meters, and the roof structure exceeds the common forms of large-scale public building projects stipulated in the Code for Design and Construction of Grid Structure and the Technical Code for Grid Structure (excluding light membrane structure for the time being). See annex 1 for the main scope of the overrun high-rise building project. Article 3 For the out-of-code high-rise building project specified in Article 2 of these Technical Points, it is suggested to entrust the National Expert Committee for Seismic Fortification Review of Out-of-code High-rise Building Projects to conduct special seismic fortification review: (1) Concrete structures with a height exceeding Grade B in the Code for High-rise Concrete Structures, and mixed structures with a height exceeding the maximum applicable height in Chapter 1 1 of the Code for High-rise Concrete Structures; (2) Staggered structure with height exceeding the specified value, conjoined structure with large tower difference or span greater than 24 meters, three kinds of complex structures in transfer floor, strengthened floor, staggered floor and conjoined structure, concrete structure with height exceeding the specified value in seismic code, and concrete structure with transfer floor position exceeding the specified number of stories in Code for High-rise Concrete Structure. And the building structure whose height exceeds the specified value in the seismic code and whose horizontal and vertical directions are particularly irregular; (3) Steel structures beyond the scope of application of Chapter 8 of the Seismic Code; (four) other high-rise buildings that are considered difficult to review. Article 4 The special review of the seismic fortification of an out-of-code high-rise building with a total height of the main structure exceeding 350 meters shall meet the following requirements: (1) Strictly grasp the technical indicators of seismic fortification; (II) The special review of seismic fortification conducted by the National Committee of Experts on Seismic Fortification Review of Oversized High-rise Buildings shall be conducted jointly with the Committee of Experts on Seismic Fortification Review of Oversized High-rise Buildings where the project is located, or on the basis of the work of the local Committee of Experts on Seismic Fortification Review of Oversized High-rise Buildings; (III) After the review, the review information shall be entered into the national database of important out-of-code high-rise buildings in a timely manner, and the review information shall include the items of the Declaration Form for Special Evaluation of Seismic Fortification of Out-of-code High-rise Buildings (Annex II) and the Special Evaluation Form for Seismic Fortification of Out-of-code High-rise Buildings (Annex III). Article 5 The application materials for special review of seismic fortification submitted by the construction unit shall meet the requirements of Chapter II. The special review opinions put forward by the expert group shall meet the requirements of Chapter VI. The special review of seismic fortification of construction projects specified in Item (3) of Article 2 of the Technical Essentials shall be carried out in Chapter 5 in addition to the relevant contents in Chapters 3 and 4. Chapter II Basic Contents of Application Materials Article 6 When applying for the special review of seismic fortification, the construction unit shall provide the following materials: (1) An application form for the special review of seismic fortification of out-of-code high-rise buildings (see Annex II for the items of the application form, at least 5 copies); (two) the feasibility study report on the design of the building structure project (at least 5 copies); (three) the geotechnical investigation report of the construction project; (four) the preliminary design calculation of structural engineering (main results, at least 5 copies); (5) Preliminary design documents (at least 5 copies of building and structural engineering); (six) when citing foreign seismic design standards, engineering examples, earthquake damage data and computer programs, reasons and corresponding explanations shall be provided; (seven) the experimental study on the seismic performance of structural engineering models shall be submitted with the seismic test report. Article 7 The materials provided when applying for the special review of seismic fortification shall meet the following specific requirements: (1) The feasibility study report on the overrun design of high-rise building projects shall indicate the types and degrees of overrun (such as the height, form and location of transfer floors, multi-tower connected structures, staggered floors, strengthened floors, vertical irregularities, plane irregularities, overrun large-span spatial structures, etc.). ), and put forward effective technical measures to control safety, including the applicability and reliability of seismic technical measures. (2) Geotechnical engineering investigation report shall include geotechnical characteristic parameters, foundation bearing capacity, site category, liquefaction evaluation, shear wave velocity test results and foundation scheme. When required by the design, the data required for time history analysis of structural engineering shall be provided according to the specifications. When it is in an unfavorable seismic section, there should be corresponding seismic performance evaluation contents such as slope stability evaluation, fracture influence and terrain influence. (3) Structural design calculation should include: software name and version, mechanical model, original parameters calculated by computer (whether torsional coupling, period reduction factor, earthquake action correction factor, internal force adjustment factor, time of inputting earthquake time history record, station name, peak acceleration, etc. ), natural vibration characteristics of the structure (period, torsional period ratio, including the necessary vibration modes of multi-tower and conjoined type), displacement, torsional displacement ratio and so on. The calculation results should be analyzed. When using time-history analysis, the results should be compared with those calculated by modal decomposition response spectrum method, such as the distribution of total shear force and interlayer shear force along the height. According to the requirements of the specification, the calculation results of multiple softwares should be compared to confirm their rationality and effectiveness. (4) The depth of the preliminary design document shall meet the requirements of the Provisions on the Compilation Depth of Design Documents for Building Engineering, and the design description shall include the classification of building seismic fortification, fortification intensity, design basic seismic acceleration, design seismic grouping, structural seismic grade, etc. (five) seismic test data and research results, to have a clear scope of application and conclusions.
Chapter III Control Conditions for Special Inspection Article 8 The focus of special inspection for seismic fortification is the seismic safety and expected performance target of the structure. Therefore, the seismic design of overrun projects should meet the following minimum requirements: (1) Strictly implement the mandatory provisions of codes and regulations, and pay attention to systematically mastering and fully understanding their accurate connotation and relevant provisions. (2) There should be no four or more complex types among five types, such as transfer floor, strengthening floor, staggered floor, conjoined building and multi-tower. (3) High-rise buildings whose building height is within the B-level height range of the Code for High-rise Concrete Structures and are relatively regular shall be implemented according to the Code for High-rise Concrete Structures. For the rest of the overrun projects, according to the number, degree and weak parts of irregular items, the targeted seismic measures or expected performance targets that are stricter than the current codes and regulations are clearly put forward. Among them, when the building height exceeds Grade B in the Code for High-rise Concrete Structures, and the height, plane and vertical regularity of the building do not meet the requirements, sufficient evidence should be provided to achieve the expected performance goals, such as experimental research results, new anti-seismic technologies and measures adopted, and detailed demonstration of comparative analysis of different structural systems. (four) under the existing technical and economic conditions, when there is a contradiction between structural safety and architectural form, safety should be the most important; The design of architectural scheme (including local scheme) should obey the needs of structural safety. Article 9 For projects with high superelevation, particularly complex structural system and special structural type, when there is no design basis, the whole structural model, structural members, members or node models should be selected for necessary seismic performance test research. Chapter IV Contents of Special Inspection Article 10 The contents of special inspection mainly include: (1) the basis for seismic fortification of buildings; (2) The results of on-site investigation; (three) the design scheme of foundation and foundation; (four) the seismic conceptual design and performance objectives of the building structure; (five) the overall calculation and engineering judgment of key parts calculation; (6) Seismic measures for weak parts; (7) Other possible problems. For the wind load values with special shape or wind tunnel test results that are quite different from the load specifications, and the isolation and shock absorption technology for special out-of-code high-rise buildings (large scale, high aspect ratio, etc.). ), before the special review of seismic fortification, it is appropriate for experts from related disciplines to conduct special argumentation. Article 11 On the seismic conceptual design of building structures: (1) All kinds of structures should have their reasonable use height, dead weight per unit area and wall thickness. The overall stiffness of the structure should be appropriate (including the stiffness coordination of the two main shafts meets the requirements of the code) and the deformation characteristics should be reasonable; The maximum inter-story displacement and torsional displacement ratio of floors meet the requirements of the code. (two) should be clear about the requirements of multiple lines of defense. In all kinds of structures with frame, wall and tube resisting lateral force, the adjustment of seismic shear force of frame part should be appropriately increased according to its overrun degree. Among the main lateral force resisting members, the ductility of the single-limb wall without holes along the whole height is insufficient, and corresponding measures should be taken. (3) When the building is super high, the regularity requirements of the building structure should be strictly grasped, and the vertical irregularity and lateral irregularity should be clearly defined. Attention should be paid to the possible adverse effects of a large number of long and short columns and thin waist-shaped planes caused by large holes in the floor to avoid excessive earthquake torsion effect. The seismic design requirements of irregular buildings can be different according to the seismic fortification intensity and height. When setting seismic joints in the main building and podium, the joint width should be appropriately increased or other measures should be taken. (four) should avoid the weak layer and weak layer on the same floor. (5) The transfer floor should strictly control the upper and lower stiffness ratio; The wall should be strengthened by secondary beam conversion and opening holes at the top of columns. The number, position and structural form of horizontal strengthening layers should be carefully analyzed and compared; The internal force calculation of outrigger members should adopt the assumption of elastic membrane floor, the upper and lower chords should run through the core wall, and measures should be taken at the joint of outrigger diagonal web members to avoid stress concentration leading to damage. (six) multi-tower, conjoined, staggered and other complex structures, should try to reduce the types and degrees of irregularities; We should pay attention to the analysis of possible problems in local areas or along a certain earthquake action direction, and take corresponding strengthening measures respectively. (7) When the connection of several parts of the structure is weak, the actual structure and connection reliability of each component in the connection part should be considered, and when necessary, the unfavorable situation calculated by the whole model and individual model of the structure can be adopted, or a certain part of the structure should be required to maintain an elastic working state under the fortification intensity. (eight) pay attention to strengthen the integrity of the floor, to avoid weakening the shear failure of the floor under the earthquake; When there are large holes in the surface or thickness of the floor, the shear bearing capacity of the section should be checked. (9) When the roof structure and decorative frame are tall or complex, they should participate in the overall structural analysis. At the same time, the influence of different damping ratios should be properly considered, and the connection parts with the main structure should be particularly strengthened. (10) When the height-width ratio is large, attention should be paid to checking the bearing capacity and stability of the foundation under earthquake. Article 12 On the seismic performance targets of structures: (1) Determine the seismic performance targets according to the structural overrun, post-earthquake losses, repair difficulty and ability to resist large earthquakes. That is, the requirements for the bearing capacity, deformation, damage degree and ductility of structures, parts or structural members under the expected earthquake (such as moderate earthquake, large earthquake or partially recurring earthquake). (2) When choosing the design parameters of the expected earthquake action level, moderate earthquakes and large earthquakes can still be adopted according to the design parameters of the code. (3) An example of improving the seismic bearing capacity of the structure: checking the ultimate flexural and shear bearing capacity of horizontal transfer members under strong earthquakes. Check the yield capacity of vertical members and key members under eccentric compression, eccentric tension and eccentric shear under moderate earthquake, and the shear section under large earthquake meets the section control conditions. Check the design values of eccentric compression, eccentric tension and shear bearing capacity of vertical members and key parts under earthquake. (4) Determine the required grade of toughness structure. Concrete members with small eccentric tension during moderate earthquakes should adopt the special first-class structure specified in the Code for High-rise Concrete Structures, and steel sections should be set when the tensile stress exceeds the standard value of concrete tensile strength. (5) According to the seismic performance target, demonstrate the rationality and feasibility of seismic measures (such as internal force increase coefficient, reinforcement ratio, stirrup ratio and steel ratio). Article 13 On the structural calculation and analysis model and calculation results: (1) Correctly judge the rationality and reliability of the calculation results, pay attention to the differences between the calculation assumptions and the actual stress (including the differences between rigid plates, elastic membranes and segmented rigid plates), and judge the unfavorable situation of the structural stress characteristics through the changes of stress distribution in various parts of the structure and the location and distribution characteristics of the maximum inter-story displacement. (2) The ratio of the total seismic shear force of the structure and the seismic shear force of each floor to the representative value of the total gravity load of each floor above should meet the requirements of the seismic code, and the fashion of class III and IV sites should be appropriately increased (such as 10% or so). When the total seismic shear force at the bottom of the structure is too small to be adjusted, the shear force at the upper floors should also be adjusted appropriately. (3) The embedded end of the structural time-history analysis should be consistent with the response spectrum analysis, and the horizontal and vertical seismic time-history curves used should meet the requirements of the code, and the duration should generally not be less than 5 times of the basic period of the structure (that is, the displacement response of the structural roof corresponding to the basic period should not be less than 5 times); The results of elastic time history analysis should also meet the requirements of the code, that is, the envelope value should be taken when three groups of time histories are adopted, and the average value should be taken when seven groups of time histories are adopted. (4) The adjustment coefficient of seismic shear force of weak layer and seismic internal force transferred from non-landing members to horizontal transfer members should be greater than the specified value in the code according to the specific situation of exceeding the code; The control value of floor stiffness ratio still needs to meet the specification requirements. (5) The horizontal transfer member with a side door hole in the upper wall should be strengthened according to the specific situation; When necessary, manual check should be adopted without considering the wall work under gravity load. (6) For conjoined structures with a span of more than 24m, when calculating the vertical earthquake action, it should be determined with reference to the results of vertical time history analysis. (7) The torsional displacement ratio of each floor slab of staggered-floor structure should be checked manually by computer results. (eight) for the elastic-plastic analysis of the structure, dynamic elastic-plastic analysis should be adopted when the height exceeds 200m; When the height exceeds 300 meters, two independent dynamic elastic-plastic analyses should be carried out. The calculation should be based on the actual bearing capacity of members, focusing on finding weak parts and putting forward corresponding strengthening measures. (9) When necessary (such as particularly complicated structures, mixed structures with a height exceeding 200m, long-span spatial structures, structures with large differences in vertical compression deformation of members under static load, etc.). ), should have the structure construction simulation analysis under gravity load. When the construction scheme is different from the construction simulation calculation and analysis, the corresponding calculation should be readjusted. (ten) when there is obvious doubt about the calculation results, it should be reviewed separately. Article 14 Measures to strengthen the earthquake resistance of structures: (1) Strengthen the earthquake resistance grade, internal force adjustment, axial compression ratio, shear compression ratio, steel material selection, etc. Should be treated differently and comprehensively according to the strength, the degree of overrun, the position of components in the structure and their destructive effects. (2) According to the actual situation of the structure, take measures to improve ductility, such as adding core columns, restraining edge members, steel reinforced concrete or concrete filled steel tubular members, damping energy dissipation members, etc. (3) The seismic weak parts should have corresponding comprehensive measures in bearing capacity and detailed structure. Article 15 About the results of geotechnical engineering investigation: (1) The number and arrangement of wave velocity test holes should meet the requirements of the specification; The quantity of measurement data shall meet the requirements. (2) The number of liquefaction discrimination holes, the number of standard penetration blows of sand and silt and the analysis of clay content should meet the requirements; The determination of water level should be reasonable. (3) Site classification, liquefaction discrimination and liquefaction grade evaluation should be accurate and reliable; Pulsation test results are for reference only. (4) When it is near the boundary of different site categories, the characteristic period for calculating earthquake action should be determined by interpolation method. Article 16 Foundation and foundation design scheme: (1) The foundation type is reasonable and the foundation bearing layer is reliable. (2) The advantages and disadvantages of setting settlement joints in the main building and podium are correctly analyzed. (three) the total settlement and differential settlement of the building are controlled within the allowable range. Article 17 With regard to experimental research results, engineering examples and earthquake damage experience: (1) For projects that require seismic experimental research according to regulations, it is necessary to clarify the degree to which the test model conforms to the actual structural engineering and the available part of the test results. (2) When learning from foreign experience, it is necessary to distinguish between seismic design and non-seismic design, to know whether they have passed seismic inspection and to judge whether they are similar to the specific conditions of the project. (3) For projects with high height, particularly complex structural system and special structural type, it is appropriate to require the dynamic characteristics test of actual structural engineering. Chapter V Audit of Out-of-code Long-span Spatial Structures Article 18 Feasibility report: (1) Define the structural form of the adopted long-span roof and the specific structural safety control load and control objectives. (2) List the differences between the adopted roof structure and the common structure in vibration mode, internal force distribution and displacement distribution. (3) Determine the key components and weak parts, put forward specific measures to effectively control the bearing capacity and stability of roof components, and demonstrate its technical feasibility in detail. Article 19 On structural calculation and analysis: (1) Action and combination of action effects: When the fortification intensity is 7 degrees (0. 15g) or above, the vertical seismic action of the roof shall be determined according to the height of the supporting structure and with reference to the results of time history analysis. Basic wind pressure and basic snow pressure shall be/kloc-once every 0/00 years; When the roof is complex, the snow distribution coefficient, wind carrier type coefficient and wind vibration coefficient of the roof should be greater than the requirements of the code or determined by wind tunnel test. When the roof slope is large, the sliding impact load that may be caused by snow melting should be considered. According to the local meteorological data, the wind force that may exceed the load specification can be considered. The temperature effect should be determined according to the reasonable temperature difference. The unfavorable temperature difference in three different periods of construction, closure and use should be considered respectively. In addition to the combination of action effects specified in relevant codes, the combination of seismic action effects mainly considering vertical earthquakes should be added. (II) Calculation model and design parameters The structure of the main connection parts between the roof structure and the supporting structure should be consistent with the calculation model. The calculation model should consider the synergy between the roof structure and the substructure. In the calculation and analysis of the whole structure, the influence of different damping ratios between the supporting structure and the roof structure should be considered. If the dynamic characteristics of each supporting structure unit are different and the relationship between them is weak, the whole model and the separated model should be used to compare, calculate and analyze the interaction of different parts under static load, earthquake, wind and temperature, and take reasonable values. Internal force analysis should be carried out during construction and installation. The initial state of the structural internal force combination during the earthquake action and use stage should be the static internal force after the completion of the whole construction process. In addition to geometric nonlinear stability analysis under gravity load, elastic-plastic analysis considering geometric and material nonlinearity under rare earthquakes should be carried out when necessary. Super-long structures (such as more than 400m) should be analyzed and compared according to the requirements of seismic code, considering the traveling wave effect of multi-point and multi-directional earthquake input. Article 20 Anti-seismic measures for roof members: (1) Identify the main force-transmitting structural members and take strengthening measures. (2) Strictly control the stress ratio and stability requirements of key components. Under the combined action of gravity and moderate earthquake, gravity and wind, the stress ratio control of key components should be properly stricter than the specification. (3) The special connecting structure and its supports are safe and reliable under rare earthquakes, and the seismic action of the roof should be directly transferred to the lower supporting structure. (4) For some complex structural forms, the possibility of continuous collapse of the whole roof due to the failure of individual key components should be considered. Article 21 Regarding the supporting structure of the roof: (1) The differential settlement of bearings (supporting structures) shall be strictly controlled. (two) the supporting structure should ensure seismic safety and should not be destroyed before the roof; When the irregularity falls within the scope of special review beyond the limit, it shall meet the relevant requirements of this technical point. (3) When the bearings adopt technologies such as isolation, sliding or shock absorption, there should be feasibility demonstration. Chapter VI Special Review Opinions Article 22 The special review opinions on seismic fortification mainly include the following three aspects: (1) General opinions. The seismic fortification standards, architectural shape regularity, structural system, site evaluation, structural measures and calculation results are briefly evaluated. (2) problems. The problems that affect the seismic safety of the structure should be discussed and studied, and the main safety problems should be written into the written review opinions, and the main control indexes (including performance targets) that are convenient for the review of construction drawing design documents should be put forward. (3) conclusion. It is divided into three types: pass, modify and review. "Pass" of the review conclusion means that the seismic fortification standard is correct, and the seismic measures and performance design objectives basically meet the requirements; The survey and design units shall clarify the implementation measures for the problems listed in the special review and the revised opinions. After handling the administrative licensing formalities according to law, the construction drawing review institution shall check the implementation during the construction drawing review. The "revision" in the review conclusion means that the seismic fortification standard is correct, the layout, calculation and structure of buildings and structures are unreasonable, and there are obvious defects; For the problems and amendments listed in the special review, the specific indicators that the survey and design unit can achieve after implementation still need to be re-examined by the original special review expert group. Therefore, the written report submitted after supplementary revision needs to be confirmed by the original special review expert group to meet the requirements of "passing", and the construction drawing review institution can conduct the construction drawing design review and implementation after going through the administrative licensing procedures according to law. The review conclusion "review" means that there are obvious seismic safety problems, which do not meet the seismic fortification requirements and need to make great adjustments to the building (structure) engineering scheme. After the modification, a detailed report of the modification content is put forward, and the construction unit shall re-apply for review according to the reporting procedure. Chapter VII Supplementary Provisions Article 23 This technical point shall be interpreted by the Office of the National Expert Committee for Seismic Fortification Review of Oversized High-rise Buildings.
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