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Similar standardsNB 35047-2015: Code for seismic design of hydraulic structures of hydropower project---This is an excerpt. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.), auto-downloaded/delivered in 9 seconds, can be purchased online: https://www.ChineseStandard.net/PDF.aspx/NB35047-2015NB ENERGY INDUSTRY STANDARD OF THE PEOPLE’S REPUBLIC OF CHINA ICS 27.140 P 59 Registration number. J2042-2015 P NB 35047-2015 Replacing DL 5073-2000 Code for seismic design of hydraulic structures of hydropower project Issued on. APRIL 02, 2015 Implemented on. SEPTEMBER 01, 2015 Issued by. National Energy Administration ENERGY INDUSTRY STANDARD OF THE PEOPLE’S REPUBLIC OF CHINA Code for seismic design of hydraulic structures of hydropower project Replacing DL 5073-2000 Main drafting organization. Hydropower and Water Resources Planning and Design Institute Approved by. National Energy Administration Date of implementation. September 1, 2015 China Electric Power Press 2015 Beijing Table of ContentsForeword... 4 1 General... 9 2 Terms and symbols... 11 3 Basic requirements... 16 4 Site, foundation and slope... 19 5 General in earthquake action and seismic analysis... 24 6 Embankment dam... 33 7 Gravity dam... 39 8 Arch dam... 44 9 Sluice... 49 10 Underground hydraulic structure... 53 11 Intake tower... 56 12 Penstock of hydropower station and ground powerhouse... 63 13 Aqueduct... 65 14 Shiplift... 67 Appendix A Seismic stability calculation of embankment dam with quasi-static method... 69 Appendix B Calculation of aqueduct dynamic water pressure... 72 Explanation of wording in the Code... 76 List of normative standards... 77 Code for seismic design of hydraulic structures of hydropower project1 General1.0.1 In accordance with “The Law of the People's Republic of China on Earthquake Preparedness and Disaster Reduction”, to implement the precautionary principle, to make the construction of the hydraulic structures after earthquake-resistant design be able to mitigate the earthquake damage and prevent secondary disasters, this Code is hereby established. 1.0.2 This Code is applicable to the seismic design of hydraulic structures of grade 1, 2 and 3 -- such as roller compacted embankment dams, concrete gravity dams, concrete arch dams, sluices, hydraulic underground structures, intake towers, hydropower station penstocks, aqueducts and shiplift of which the design intensity is VI, VII, VIII and IX-degree. When the design intensity is VI, it may be exempted of seismic calculation, but it shall still take seismic measures appropriately in accordance with this Code. For the hydraulic structures with a design intensity higher than IX and the for the backwater structures with a height greater than 200 m or with special requirements, the seismic safety shall also be specifically studied and demonstrated. 1.0.3 The design seismic peak ground acceleration of the engineering site of the hydraulic structure and its corresponding design intensity shall be determined in accordance with the following provisions. 1.0.4 Hydraulic structures designed for seismic design in accordance with this Code shall be able to withstand the seismic actions of design intensity. If there is local damage, it will still operate normally after repair. 1.0.5 The seismic design of hydraulic structures, in addition to complying with this Code, shall also comply with the provisions of relevant national standards.2 Terms and symbols2.1 Terms 2.1.1 Seismic design Special design for the engineering structure of the strong earthquake zone. It generally includes two aspects. seismic calculation and seismic measure. 2.1.2 Basic intensity Within the 50-year period, under general site conditions, it may encounter the seismic intensity of which the exceeding probability P50 is 0.10.Generally, the corresponding seismic intensity value is determined in accordance with the Appendix [in GB 18306], in accordance with the seismic peak acceleration value as indicated in GB 18306 for the site. 2.1.3 Design intensity The seismic intensity determined as the basis for engineering fortification based on the basic intensity. 2.1.4 Reservoir earthquake Earthquakes associated with reservoir impoundment that generally occur within 10 km of the reservoir bank. 2.1.5 Maximum credible earthquake Earthquakes with the greatest ground motion that may occur at sites which are evaluated in accordance with the seismic geological conditions of the project site.3 Basic requirements3.0.1 The hydraulic structure shall determine its seismic fortification category in accordance with its importance and the basic seismic intensity of the project site in accordance with Table 3.0.1. 3.0.3 For newly built reservoirs with dam height greater than 100 m and storage capacity greater than 500 million m3, it shall perform reservoir seismic safety evaluation. For earthquakes in reservoirs of which the magnitude is greater than 5 or the epicentral intensity is greater than VII, it shall establish the reservoir seismic monitoring network at least one year prior to reservoir impoundment and perform reservoir seismic monitoring. 3.0.5 For hydraulic structures with seismic requirements, it shall propose the requirements for emergency preparedness for earthquake prevention and mitigation in the design. 3.0.6 For category A engineering dam of which the design intensity is VIII and above AND the height is more than 150 m, it should perform a dynamic model test. 3.0.7 For grade 1 dams of which the design intensity is VII and above, and grade 2 dams of which the design intensity is VIII and above, it shall propose the strong earthquake observation design of structural reaction arrays.4 Site, foundation and slope4.1 Site 4.1.1 The selection of the site of the hydraulic structure shall be, based on the engineering geological and hydrogeological exploration and seismic activity investigation, in accordance with the tectonic activity, site foundation and slope stability and the risk of secondary disasters, subject to comprehensive evaluation. 4.1.3 The site category shall be classified into five categories I0, I1, II, III and IV in accordance with the site soil type and site cover layer thickness in accordance with Table 4.1.3. 4.2 Foundation 4.2.1 The seismic design of the foundation of a hydraulic structure shall take into account the type, load, hydraulic and operating conditions of the upper structures, as well as the engineering geological and hydrogeological conditions of the foundation and bank slope. 4.2.5 For the uneven foundations with large changes in the horizontal direction such as geotechnical properties and thicknesses, it shall take measures to avoid large uneven settlement, slippage and concentrated leakage during earthquakes, and take measures to improve the upper structure’s ability to adapt to the uneven settlement of the foundation. 4.2.6 The determination of soil liquefaction category in the foundation shall be carried out in accordance with the relevant provisions of GB 50287 Code for hydropower engineering geological investigation. 4.3.4 The seismic analysis and safety factor of the slope shall be carried out in accordance with the relevant provisions of DL/T 5353 Design specification for slope of hydropower and water conservancy project. 4.3.5 For particularly important high-slope engineering with complex geological conditions, it shall carry out special research based on dynamic analysis, to evaluate its deformation and seismic stability and safety through comprehensive analysis of seismic response such as slope displacement, residual displacement or sliding surface opening.5 General in earthquake action and seismic analysis5.1 Seismic action components and its combination 5.1.1 In general, hydraulic structures other than aqueducts may only consider horizontal seismic action. 5.1.5 For the concrete arch dam and sluice, it shall consider the horizontal seismic action along the river flowing direction and that perpendicular to the river flowing direction. 5.1.6 For the hydraulic concrete structure with the similar lateral stiffness along the two main axial directions, such as the intake tower and the sluice top frame, it shall consider the horizontal seismic action of the structure along the two main axial directions. 5.2 Seismic action types 5.2.1 Under normal circumstances, the seismic action to be considered for seismic calculation of hydraulic structures is. seismic inertia force generated by the building's own weight and the load on it, seismic earth pressure and seismic hydrodynamic pressure, and the ground motion pore water pressure. 5.2.2 The seismic analysis of the face rockfill dam shall take into account of the seismic hydrodynamic pressure, the seismic hydrodynamic pressure of other embankment dams may not be considered. 5.3 Design seismic acceleration and standard design response spectrum 5.3.1 For the seismic fortification category A project which is subject to special site seismic safety evaluation, the design response spectrum shall adopt the site-related design response spectrum in accordance with the provisions of item 5 of clause 3.0.2, the horizontal and vertical design response spectrum of other projects shall adopt the standard design response spectrum. 5.3.2 Standard design response spectrum shall be used as shown in Figure 5.3.2. 5.3.4 The representative value βmin of the lower limit of the standard design response spectrum shall be not less than 20% of the representative value of the maximum value of the design response spectrum. 5.5.3 The calculation method of seismic effects of various types of hydraulic structures shall be adopted in accordance with the provisions of Table 5.5.3 based on the seismic fortification category of the project, in addition to complying with the provisions of the relevant clauses of this Code. 5.7 Seismic design ultimate limit state with partial factors 5.7.1 The seismic strength and stability of all types of hydraulic structures under the most unfavorable combination of static and dynamic conditions shall meet the design formula of the bearing capacity limit state (5.7.1), otherwise special demonstration shall be made.6 Embankment dam6.1 Seismic calculation 6.1.1 Seismic calculation shall include seismic stability calculation, permanent deformation calculation, anti-seepage safety evaluation and liquefaction determination, etc., the comprehensive evaluation of seismic safety is performed combined with seismic measures. 6.1.3 When the quasi-static method is used to calculate the seismic effect and the seismic stability calculation is carried out for the embankment dam, it should be based on the slip-arc method based on the force between the strips to make verification in accordance with clause 5.7.1 of this Code, the calculation formula is as shown in Appendix A. For foundations with thin soft clay interlayers, as well as thin inclined wall dams and thin core wall dams, it may use the slip wedge method for calculation. 6.1.6 When using the finite element method to carry out the dynamic analysis of the seismic effect of embankment dams, it should be carried out in accordance with the following requirements. 6.1.8 For the calculation of permanent deformation of the dam, it should use the residual deformation calculation method including the influence of residual body strain and residual shear strain. 6.1.9 For face rockfill dams, the hydrodynamic pressure may be determined in accordance with the provisions of clauses 7.1.12 to 7.1.14 of this Code. 6.2 Seismic measure 6.2.1 For the construction of embankment dams in strong earthquake areas, it should use the dam axis that is curved straight or upstream. It should not adopt a dam axis that is curved downstream, folded or S-shaped. 6.2.2 When the design intensity is VIlI and IX, it should select the rockfill dam, the anti-seepage body should not adopt the type of rigid core wall. When using a homogeneous dam, it shall set an internal drainage system to lower the immersion line.7 Gravity dam7.1 Seismic calculation 7.1.1 For the seismic calculation of gravity dams, it shall perform the dam strength and the overall anti-sliding stability analysis along the construction base plane. For roller compacted concrete gravity dams, it shall also perform the anti-sliding stability analysis along the rolling layer. 7.1.2 For the seismic analysis of gravity dams, generally the highest dam section of different types of dam sections can be taken, which is carried out in accordance with a single dam section. For gravity dams with significant overall actions, it should perform the comprehensive analysis for the entire dam section. 7.1.11 When using the quasi-static method to calculate the seismic effect of gravity dam, the representative value of horizontal seismic action of each particle shall be calculated in accordance with the provisions of clause 5.5.9, wherein the dynamic distribution factor of seismic inertial force shall be determined in accordance with formula (7.1.11). Where. 7.2.6 For the gravity dam of which the engineering seismic fortification category is A, when the seismic acceleration of the design is greater than 0.2 g, it should set the keyway or take grouting measures in the transverse joint between different dam sections to improve the dam integrity. Enhance the water stop design of the transverse joint, select the joint water stop type and water stop material with large deformation ability. 7.2.7 Reinforcement shall be strengthened in the seismic weakened parts such as the periphery of the gravity dam openings as well as the junction between the overflow dam pier and the weir surface.8 Arch dam8.1 Seismic calculation 8.1.1 The seismic calculation of arch dams shall include the analysis of dam strength and abutment stability under design seismic actions. For arch dams that need to be subjected to seismic calculation under the maximum credible earthquake, it shall also perform the deformation analysis of the dam and foundation system. 8.1.5 The representative value of the arch dam horizontal seismic hydrodynamic pressure can be taken as 1/2 of the value which is calculated in accordance with the formula (7.1.14), where H0 is the water depth of the calculated section. 8.1.6 When using the dynamic method to check the strength of the arch dam body under the design seismic action, the compressive and tensile strength structural factors shall not be less than 1.30 and 0.70, respectively. 8.1.9 When the dynamic method is used to check the stability of the abutment rock mass under the design seismic action, the shear resistance parameter of the rock mass shall take the static mean value, the partial factor shall be 1.0, the structural factor of anti-sliding stability shall not be less than 1.40; or otherwise it shall use the time-history analysis method to perform comprehensive analysis judgement of the seismic stability of the potential sliding rock mass of the abutment.9 Sluice9.1 Seismic calculation 9.1.1 The seismic calculation of the sluice shall include seismic stability and structural strength verification. Seismic stability calculation shall be carried out for the sluice chamber and connection structure at two banks as well as its foundation; for the structural components of each part, it shall be subject to the seismic strength calculation. The non-structural components, the auxiliary electromechanical equipment and the joints with the main structural body shall be subject to seismic design. 9.1.4 When the dynamic method is used to calculate the seismic effect of the sluice, the sluice chamber segment shall be regarded as the overall three- dimensional system structure. 9.1.5 It should calculate the influence of the stiffness of the curved sluice on the seismic performance of the sluice structure and to analyze the dynamics of the bracket. 9.1.9 The structural strength of each component of the sluice structure shall be subject to seismic verification in accordance with clause 5.7.4 and comply with other relevant provisions of the SL 265 Design specification for sluice. It shall check the influence of the structural deformation of each part of the sluice during earthquake on the operation of the hoisting equipment. NB ENERGY INDUSTRY STANDARD OF THE PEOPLE’S REPUBLIC OF CHINA ICS 27.140 P 59 Registration number. J2042-2015 P NB 35047-2015 Replacing DL 5073-2000 Code for seismic design of hydraulic structures of hydropower project Issued on. APRIL 02, 2015 Implemented on. SEPTEMBER 01, 2015 Issued by. National Energy Administration ENERGY INDUSTRY STANDARD OF THE PEOPLE’S REPUBLIC OF CHINA Code for seismic design of hydraulic structures of hydropower project Replacing DL 5073-2000 Main drafting organization. Hydropower and Water Resources Planning and Design Institute Approved by. National Energy Administration Date of implementation. September 1, 2015 China Electric Power Press 2015 BeijingTable of ContentsForeword... 4 1 General... 9 2 Terms and symbols... 11 3 Basic requirements... 16 4 Site, foundation and slope... 19 5 General in earthquake action and seismic analysis... 24 6 Embankment dam... 33 7 Gravity dam... 39 8 Arch dam... 44 9 Sluice... 49 10 Underground hydraulic structure... 53 11 Intake tower... 56 12 Penstock of hydropower station and ground powerhouse... 63 13 Aqueduct... 65 14 Shiplift... 67 Appendix A Seismic stability calculation of embankment dam with quasi-static method... 69 Appendix B Calculation of aqueduct dynamic water pressure... 72 Explanation of wording in the Code... 76 List of normative standards... 77 Code for seismic design of hydraulic structures of hydropower project1 General1.0.1 In accordance with “The Law of the People's Republic of China on Earthquake Preparedness and Disaster Reduction”, to implement the precautionary principle, to make the construction of the hydraulic structures after earthquake-resistant design be able to mitigate the earthquake damage and prevent secondary disasters, this Code is hereby established. 1.0.2 This Code is applicable to the seismic design of hydraulic structures of grade 1, 2 and 3 -- such as roller compacted embankment dams, concrete gravity dams, concrete arch dams, sluices, hydraulic underground structures, intake towers, hydropower station penstocks, aqueducts and shiplift of which the design intensity is VI, VII, VIII and IX-degree. When the design intensity is VI, it may be exempted of seismic calculation, but it shall still take seismic measures appropriately in accordance with this Code. For the hydraulic structures with a design intensity higher than IX and the for the backwater structures with a height greater than 200 m or with special requirements, the seismic safety shall also be specifically studied and demonstrated. 1.0.3 The design seismic peak ground acceleration of the engineering site of the hydraulic structure and its corresponding design intensity shall be determined in accordance with the following provisions. 1.0.4 Hydraulic structures designed for seismic design in accordance with this Code shall be able to withstand the seismic actions of design intensity. If there is local damage, it will still operate normally after repair. 1.0.5 The seismic design of hydraulic structures, in addition to complying with this Code, shall also comply with the provisions of relevant national standards.2 Terms and symbols2.1 Terms 2.1.1 Seismic design Special design for the engineering structure of the strong earthquake zone. It generally includes two aspects. seismic calculation and seismic measure. 2.1.2 Basic intensity Within the 50-year period, under general site conditions, it may encounter the seismic intensity of which the exceeding probability P50 is 0.10.Generally, the corresponding seismic intensity value is determined in accordance with the Appendix [in GB 18306], in accordance with the seismic peak acceleration value as indicated in GB 18306 for the site. 2.1.3 Design intensity The seismic intensity determined as the basis for engineering fortification based on the basic intensity. 2.1.4 Reservoir earthquake Earthquakes associated with reservoir impoundment that generally occur within 10 km of the reservoir bank. 2.1.5 Maximum credible earthquake Earthquakes with the greatest ground motion that may occur at sites which are evaluated in accordance with the seismic geological conditions of the project site.3 Basic requirements3.0.1 The hydraulic structure shall determine its seismic fortification category in accordance with its importance and the basic seismic intensity of the project site in accordance with Table 3.0.1. 3.0.3 For newly built reservoirs with dam height greater than 100 m and storage capacity greater than 500 million m3, it shall perform reservoir seismic safety evaluation. For earthquakes in reservoirs of which the magnitude is greater than 5 or the epicentral intensity is greater than VII, it shall establish the reservoir seismic monitoring network at least one year prior to reservoir impoundment and perform reservoir seismic monitoring. 3.0.5 For hydraulic structures with seismic requirements, it shall propose the requirements for emergency preparedness for earthquake prevention and mitigation in the design. 3.0.6 For category A engineering dam of which the design intensity is VIII and above AND the height is more than 150 m, it should perform a dynamic model test. 3.0.7 For grade 1 dams of which the design intensity is VII and above, and grade 2 dams of which the design intensity is VIII and above, it shall propose the strong earthquake observation design of structural reaction arrays.4 Site, foundation and slope4.1 Site 4.1.1 The selection of the site of the hydraulic structure shall be, based on the engineering geological and hydrogeological exploration and seismic activity investigation, in accordance with the tectonic activity, site foundation and slope stability and the risk of secondary disasters, subject to comprehensive evaluation. 4.1.3 The site category shall be classified into five categories I0, I1, II, III and IV in accordance with the site soil type and site cover layer thickness in accordance with Table 4.1.3. 4.2 Foundation 4.2.1 The seismic design of the foundation of a hydraulic structure shall take into account the type, load, hydraulic and operating conditions of the upper structures, as well as the engineering geological and hydrogeological conditions of the foundation and bank slope. 4.2.5 For the uneven foundations with large changes in the horizontal direction such as geotechnical properties and thicknesses, it shall take measures to avoid large uneven settlement, slippage and concentrated leakage during earthquakes, and take measures to improve the upper structure’s ability to adapt to the uneven settlement of the foundation. 4.2.6 The determination of soil liquefaction category in the foundation shall be carried out in accordance with the relevant provisions of GB 50287 Code for hydropower engineering geological investigation. 4.3.4 The seismic analysis and safety factor of the slope shall be carried out in accordance with the relevant provisions of DL/T 5353 Design specification for slope of hydropower and water conservancy project. 4.3.5 For particularly important high-slope engineering with complex geological conditions, it shall carry out special research based on dynamic analysis, to evaluate its deformation and seismic stability and safety through comprehensive analysis of seismic response such as slope displacement, residual displacement or sliding surface opening.5 General in earthquake action and seismic analysis5.1 Seismic action components and its combination 5.1.1 In general, hydraulic structures other than aqueducts may only consider horizontal seismic action. 5.1.5 For the concrete arch dam and sluice, it shall consider the horizontal seismic action along the river flowing direction and that perpendicular to the river flowing direction. 5.1.6 For the hydraulic concrete structure with the similar lateral stiffness along the two main axial directions, such as the intake tower and the sluice top frame, it shall consider the horizontal seismic action of the structure along the two main axial directions. 5.2 Seismic action types 5.2.1 Under normal circumstances, the seismic action to be considered for seismic calculation of hydraulic structures is. seismic inertia force generated by the building's own weight and the load on it, seismic earth pressure and seismic hydrodynamic pressure, and the ground motion pore water pressure. 5.2.2 The seismic analysis of the face rockfill dam shall take into account of the seismic hydrodynamic pressure, the seismic hydrodynamic pressure of other embankment dams may not be considered. 5.3 Design seismic acceleration and standard design response spectrum 5.3.1 For the seismic fortification category A project which is subject to special site seismic safety evaluation, the design response spectrum shall adopt the site-related design response spectrum in accordance with the provisions of item 5 of clause 3.0.2, the horizontal and vertical design response spectrum of other projects shall adopt the standard design response spectrum. 5.3.2 Standard design response spectrum shall be used as shown in Figure 5.3.2. 5.3.4 The representative value βmin of the lower limit of the standard design response spectrum shall be not less than 20% of the representative value of the maximum value of the design response spectrum. 5.5.3 The calculation method of seismic effects of various types of hydraulic structures shall be adopted in accordance with the provisions of Table 5.5.3 based on the seismic fortification category of the project, in addition to complying with the provisions of the relevant clauses of this Code. 5.7 Seismic design ultimate limit state with partial factors 5.7.1 The seismic strength and stability of all types of hydraulic structures under the most unfavorable combination of static and dynamic conditions shall meet the design formula of the bearing capacity limit state (5.7.1), otherwise special demonstration shall be made.6 Embankment dam6.1 Seismic calculation 6.1.1 Seismic calculation shall include seismic stability calculation, permanent deformation calculation, anti-seepage safety evaluation and liquefaction determination, etc., the comprehensive evaluation of seismic safety is performed combined with seismic measures. 6.1.3 When the quasi-static method is used to calculate the seismic effect and the seismic stability calculation is carried out for the embankment dam, it should be based on the slip-arc method based on the force between the strips to make verification in accordance with clause 5.7.1 of this Code, the calculation formula is as shown in Appendix A. For foundations with thin soft clay interlayers, as well as thin inclined wall dams and thin core wall dams, it may use the slip wedge method for calculation. 6.1.6 When using the finite element method to carry out the dynamic analysis of the seismic effect of embankment dams, it should be carried out in accordance with the following requirements. 6.1.8 For the calculation of permanent deformation of the dam, it should use the residual deformation calculation method including the influence of residual body strain and residual shear strain. 6.1.9 For face rockfill dams, the hydrodynamic pressure may be determined in accordance with the provisions of clauses 7.1.12 to 7.1.14 of this Code. 6.2 Seismic measure 6.2.1 For the construction of embankment dams in strong earthquake areas, it should use the dam axis that is curved straight or upstream. It should not adopt a dam axis that is curved downstream, folded or S-shaped. 6.2.2 When the design intensity is VIlI and IX, it should select the rockfill dam, the anti-seepage body should not adopt the type of rigid core wall. When using a homogeneous dam, it shall set an internal drainage system to lower the immersion line.7 Gravity dam7.1 Seismic calculation 7.1.1 For the seismic calculation of gravity dams, it shall perform the dam strength and the overall anti-sliding stability analysis along the construction base plane. For roller compacted concrete gravity dams, it shall also perform the anti-sliding stability analysis along the rolling layer. 7.1.2 For the seismic analysis of gravity dams, generally the highest dam section of different types of dam sections can be taken, which is carried out in accordance with a single dam section. For gravity dams with significant overall actions, it should perform the comprehensive analysis for the entire dam section. 7.1.11 When using the quasi-static method to calculate the seismic effect of gravity dam, the representative value of horizontal seismic action of each particle shall be calculated in accordance with the provisions of clause 5.5.9, wherein the dynamic distribution factor of seismic inertial force shall be determined in accordance with formula (7.1.11). Where. 7.2.6 For the gravity dam of which the engineering seismic fortification category is A, when the seismic acceleration of the design is greater than 0.2 g, it should set the keyway or take grouting measures in the transverse joint between different dam sections to improve the dam integrity. Enhance the water stop design of the transverse joint, select the joint water stop type and water stop material with large deformation ability. 7.2.7 Reinforcement shall be strengthened in the seismic weakened parts such as the periphery of the gravity dam openings as well as the junction between the overflow dam pier and the weir surface.8 Arch dam8.1 Seismic calculation 8.1.1 The seismic calculation of arch dams shall include the analysis of dam strength and abutment stability under design seismic actions. For arch dams that need to be subjected to seismic calculation under the maximum credible earthquake, it shall also perform the deformation analysis of the dam and foundation system. 8.1.5 The representative value of the arch dam horizontal seismic hydrodynamic pressure can be taken as 1/2 of the value which is calculated in accordance with the formula (7.1.14), where H0 is the water depth of the calculated section. 8.1.6 When using the dynamic method to check the strength of the arch dam body under the design seismic action, the compressive and tensile strength structural factors shall not be less than 1.30 and 0.70, respectively. 8.1.9 When the dynamic method is used to check the stability of the abutment rock mass under the design seismic action, the shear resistance parameter of the rock mass shall take the static mean value, the partial factor shall be 1.0, the structural factor of anti-sliding stability shall not be less than 1.40; or otherwise it shall use the time-history analysis method to perform comprehensive analysis judgement of the seismic stability of the potential sliding rock mass of the abutment.9 Sluice9.1 Seismic calculation 9.1.1 The seismic calculation of the sluice shall include seismic stability and structural strength verification. Seismic stability calculation shall be carried out for the sluice chamber and connection structure at two banks as well as its foundation; for the structural components of each part, it shall be subject to the seismic strength calculation. The non-structural components, the auxiliary electromechanical equipment and the joints with the main structural body shall be subject to seismic design. 9.1.4 When the dynamic method is used to calculate the seismic effect of the sluice, the sluice chamber segment shall be regarded as the overall three- dimensional system structure. 9.1.5 It should calculate the influence of the stiffness of the curved sluice on the seismic performance of the sluice structure and to analyze the dynamics of the bracket. 9.1.9 The structural strength of each component of the sluice structure shall be subject to seismic verification in accordance with clause 5.7.4 and comply with other relevant provisions of the SL 265 Design specification for sluice. It shall check the influence of the structural deformation of each part of the sluice during earthquake on the operation of the hoisting equipment. ......Source: Above contents are excerpted from the full-copy PDF -- translated/reviewed by: www.ChineseStandard.net / Wayne Zheng et al. Tips & Frequently Asked Questions:Question 1: How long will the true-PDF of English version of NB 35047-2015 be delivered?Answer: The full copy PDF of English version of NB 35047-2015 can be downloaded in 9 seconds, and it will also be emailed to you in 9 seconds (double mechanisms to ensure the delivery reliably), with PDF-invoice.Question 2: Can I share the purchased PDF of NB 35047-2015_English with my colleagues?Answer: Yes. The purchased PDF of NB 35047-2015_English will be deemed to be sold to your employer/organization who actually paid for it, including your colleagues and your employer's intranet.Question 3: Does the price include tax/VAT?Answer: Yes. 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