Detail of JTS 153-2015

Introduction of JTS 153-2015

1 General Provisions 1.0.1 This standard was formulated with a view to unifying the technical requirements for durability design of port and waterway engineering structures, ensuring the port and waterway engineering structures reaching the predetermined design working life, and achieving safety, reliability, durability, applicability, economy and rationality. 1.0.2 This standard is applicable to the durability design of newly-built port and waterway engineering concrete and steel structures with design working life equal to or larger than 50 years. 1.0.3 In addition to the requirements stipulated in this standard, the durability design of port and waterway engineering structures shall also comply with those stipulated in the current relevant standards of the nation. 2 Terminologies 2.0.1 Environmental Effects The effects of the environmental factors such as temperature, humidity and their variations as well as carbon dioxide, oxygen, salt and acid on the structure. 2.0.2 Corrosion The progressive damage and failure phenomena of materials and environmental media due to physical, chemical or electrochemical actions. 2.0.3 Marine Environment The environment where an engineering building under effect of seawater is located, including the estuarine environment under effect of seawater. 2.0.4 Freeze-thaw Environment The environment where a port and waterway engineering building under effects of freezing and thawing is located. 2.0.5 Chemical Corrosion Environment The environment where a port and waterway engineering building under effects of acid, alkali, salt and other chemical corrosion is located. 2.0.6 Structure Durability The capability of a structure and its members to maintain their applicability and safety within the design working life under the environmental effects and repair and service conditions specified in design. 2.0.7 Durability Limit State The limit state at which a structure or its members fail to meet the requirements due to reduction or loss of a certain performance caused by durability damage. 2.0.8 Design Working Life The working life of a structure or structural members according to the prescribed objective without any overhaul, as specified in the design . 2.0.9 Design Protection Life The working life of the protective measures which are taken for concrete structures and steel structures and are used according to the design purpose without any overhaul. 2.0.10 Life Cycle Cost The sum of all expenses occurred throughout the whole construction and service period, including design, construction, operation and maintenance management, etc., of a construction project. 2.0.11 Thickness of Concrete Cover The minimum distance between the surface of main reinforcement and the concrete surface. 2.0.12 Cementitious Material; Binder The generic term for cement or the active mineral admixtures of cement, fly ash, granulated blast furnace slag powder and silica fume used for preparing concrete. 2.0.13 Water to Binder Ratio The ratio of water consumption per unit volume to total amount of binder per unit volume during preparation of concrete. 2.0.14 Resistance of Concrete to Chloride Penetration It reflects the difficulty level for the chlorides in environment to intrude into concrete. 2.0.15 Chloride Diffusion Coefficient The parameter representing the transmission rate of chlorides from high concentration area to low concentration area in concrete. 2.0.16 High Performance Concrete The cement-based concrete which is manufactured from conventional materials and with conventional process, relatively low water to binder ratio, large mixing amount of high-quality mineral admixture and strict quality control and has high durability, relatively high strength, favorable workability and high volume stability. 2.0.17 Additional Protective Measures The generic term for coating, silane impregnation, cathodic protection, corrosion inhibitor, epoxy coated rebar and other measures taken to improve the durability of concrete structure. 2.0.18 Coating The anti-corrosion protective cover which consists of organic or inorganic coating applied in layers on the surface of structural member so that this surface has the function of isolating or postponing the intrusion of harmful medium into it. 2.0.19 Painting The process of applying the coating on the substrate surface. 2.0.20 Coating System The laminated coating having protection, decoration or other specific functions. 2.0.21 Silane Impregnation A kind of protective measure to make concrete have low water absorption, low chloride penetration and proper gas permeability by applying pasty or liquid silicane on concrete surface and letting it penetrate into the concrete surface layer. 2.0.22 Epoxy Coated Rebar A kind of steel bar on which a tough, impermeable and continuous insulation coating is formed by spraying the powder made of such admixtures as thermoset epoxy resin, filler and crosslinking agent onto the surface-treated and preheated steel bar with electrostatic spraying technology. 2.0.23 Corrosion Inhibitor The substance which is mixed in concrete or coated on concrete surface for the purpose of inhibiting the electrochemical corrosion of steel bar in concrete. 2.0.24 Corrosion Allowance Corresponding thickness increased in the design of metal member with consideration of the possible corrosion loss during its service period. 2.0.25 Cathodic Protection Electrochemical protection achieved by reducing corrosion potential. 2.0.26 Sacrificial Anode Metal or alloy material offering protection to the cathode coupled with it relying on its self corrosion. 2.0.27 Sacrificial Anode Cathodic Protection Cathodic protection with the protective current provided by the sacrificial anode coupled with the protected object. 2.0.28 Impressed Current Cathodic Protection Cathodic protection with the protective current provided by external power supply. 2.0.29 Auxiliary Anode Anode used in impressed current cathodic protection. 2.0.30 Reference Electrode Electrode of which the potential is stable and reproducible and which can be used as the reference for measuring the potentials of other electrodes. 2.0.31 Water Connection Resistance Interface resistance in water of the anode in cathodic protection system. 2.0.32 Wrapping The process of wrapping a layer of corrosion resistant material on the external surface of structure to isolate the original surface from the environment so as to prevent corrosion. 3 Basic Requirements 3.1 Basic Principles of Durability Design 3.1.1 Durability design of port and waterway engineering shall make sure no overhaul of the structure within its design working life, namely the structure is able to be safely and normally used according to the preset functions. 3.1.2 The durability of port and waterway engineering structure shall be rationally designed according to the design working life of structure and the environment where the structure is located and with consideration of such factors as the construction conditions, convenience of maintenance and life cycle cost. 3.1.3 Prior to durability design of port and waterway engineering structure, special corrosion environment investigation shall be conducted, which shall cover hydrological conditions, meteorological conditions, chloride content of water body, pH value, resistivity, water pollution condition and the aggressive media from other surrounding environment, etc. 3.1.4 When the structure is under the joint action of multiple corrosion factors from the environment, the design shall respectively meet the durability requirements for the separate action of each kind of corrosion and shall also take the interaction during joint action of multiple corrosion into account. 3.1.5 During design, the materials with favorable durability should be selected, and the quality and performance indexes of the materials shall be defined. 3.1.6 The structure selection of engineering and the form, layout and construction of members shall be conducive to relieve the corrosive effect of the environment and shall be convenient for the construction quality control and the inspection and maintenance at service stage. 3.1.7 As for the reinforced concrete structures and prestressed concrete structures with the design working life equal to or longer than 50 years in marine environment, the important structure members in the water level change zone and splash zone should be adopted with high performance concrete and should also be taken with necessary additional protective measures at the same time. When normal concrete is adopted, additional protective measures shall be taken. 3.1.8 Steel structures of port and waterway engineering shall have anti-corrosion design. 3.1.9 As for the important engineering with the design working life longer than 50 years in marine environment, durability monitoring device which is able to monitor the chloride penetration and corrosion condition of steel bar in concrete in real time should be installed at the positions prone to have severe corrosion of important structure member. 3.1.10 Durability design of port and waterway engineering structure shall include the following contents: (1) Design working life; (2) Environment category, environmental effects and the estimated environmental changes; (3) Structure selection, and the layout and construction of members; (4) Quality and performance requirements of materials; (5) Construction requirements; (6) Additional protective measures taken for concrete structure; (7) Protective measures for steel structure; (8) Requirements and layout of durability monitoring system; (9) Durability maintenance requirements, etc. at service stage. 3.2 Division of Environment Category and Structural Position 3.2.1 The category of the environment where the concrete structure of port and waterway engineering is located may be divided in accordance with those specified in Table 3.2.1. Table 3.2.1 Environment Category of the Concrete Structure of Port and Waterway Engineering No. Environment category Corrosion characteristics 1 Marine environment Corrosion of steel bar in concrete resulted under the action of chloride 2 Freshwater environment Corrosion of steel bar caused by the current scour and corrosion to concrete by common fresh water and the concrete carbonization in atmospheric environment 3 Freeze-thaw environment Concrete damage caused by freeze-thaw cycle in frozen area 4 Chemical corrosion environment Corrosion to concrete due to sulfate and other chemical substances 3.2.2 The concrete structures of different environment categories shall be subject to the position or corrosive condition division according to the degree of corrosive effect, and the division of their position or corrosive condition shall meet the following requirements. 3.2.2.1 The position of concrete structure in marine environment shall be divided into atmospheric zone, splash zone, water level change zone and underwater zone according to the design water level or astronomical tide level, and the division of all these zones shall be in accordance with those specified in Table 3.2.2-1. Table 3.2.2-1 Position Division of Concrete in Marine Environment Sheltering condition Division category Atmospheric zone Splash zone Water level change zone Underwater zone With sheltering condition According to the design water level of port engineering Design high water level plus more than 1.5m Between the lower bound of atmospheric zone and the design high water level minus 1.0m Between the lower bound of splash zone and the design low water level minus 1.0m Between the lower bound of water level change zone and the mud surface Without sheltering condition According to the design water level of port engineering Design high water level plus more than (η0+1.0m) Between the lower bound of atmospheric zone and the design high water level minus η0 Between the lower bound of splash zone and the design low water level minus 1.0m Between the lower bound of water level change zone and the mud surface According to the astronomical tide level The highest astronomical tide level plus 0.7 times more than the 100-year significant wave height H1/3 Between the lower bound of atmospheric zone and the highest astronomical tide level minus the 100-year significant wave height H1/3 Between the lower bound of splash zone and the lowest astronomical tide level minus 0.2 times the 100-year significant wave height H1/3 Between the lower bound of water level change zone and the mud surface Notes: ① η0 is the wave crest surface height at H1% (the wave height when the cumulative frequency of wave train is 1%) under the conditions of the design high water level and a 50-year recurrence interval, m; ② When the calculated value of the upper bound of splash zone is less than the top surface elevation of dock slab, the top surface elevation of dock slab shall be taken as the upper bound of splash zone; ③ When the design water level of concrete structure in marine environment without sheltering condition cannot be calculated according to the relevant specifications, the position division of concrete structure may be determined according to astronomical tide level. 3.2.2.2 The position of concrete structure in freshwater environment shall be divided into overwater zone, water level change zone and underwater zone according to the design water level, and the division of all these zones shall be in accordance with those specified in Table 3.2.2-2. Table 3.2.2-2 Position Division of Concrete in Freshwater Environment Overwater zone Underwater zone Water level change zone Above the design high water level Below the design low water level Between overwater zone and underwater zone Note: The overwater zone may also be divided according to the annual mean highest water level. 3.2.2.3 The concrete structure in freeze-thaw environment may be divided into slightly frozen region, frozen region and severely frozen region according to the corrosive conditions, and the division of all these zones shall be in accordance with those specified in Table 3.2.2-3. Table 3.2.2-3 Location Division of Concrete in Freeze-thaw Environment Slightly frozen region Frozen region Severely frozen region The monthly mean temperature in the coldest month is 0℃~-4℃ The monthly mean temperature in the coldest month is -4℃~-8℃ The monthly mean temperature in the coldest month is less than -8℃ 3.2.2.4 The division of effect grade of chemical corrosion environment for concrete structures shall be in accordance with those specified in Table 3.2.2-4. Where there are the effects of multiple chemical substances at the same time, the highest effect grade therein shall be taken as the design environmental effect grade. Where there are two or more chemical substances have the same effect grade and may aggravate the chemical corrosion, the environmental effect grade shall be improved by one grade. Table 3.2.2-4 Division of Environmental Effect Grade of Sulfate and Acid in Water and Soil Affecting factor Environmental effect grade Sulfate ion concentration in water SO42- (mg/L) Water-soluble sulfate ion concentration in highly pervious soil SO42- (mg/kg) Water-soluble sulfate ion concentration in weakly pervious soil SO42- (mg/kg) Potential of hydrogen in water (pH value) Corrosive carbon dioxide concentration in water CO2 (mg/L) Magnesium ion concentration in water Mg2+ (mg/L) Moderate 200~1,000 300~1,500 1,500~6,000 5.5~6.5 15~40 300~1,000 Severe 1,000~4,000 1,500~6,000 6,000~15,000 4.5~5.5 40~100 1,000~3,000 Highly severe 4,000~10,000 6,000~15,000 >15,000 4.0~4.5 >100 >3,000 Notes: ① Highly pervious soil refers to gravelly soil and sandy soil; weakly pervious soil refers to silty soil and cohesive soil; ② In above table, as for the sulfate radical concentration corresponding to the environmental effect grade, the corresponding environmental condition is alternating wetting and drying environment; when the concrete structure is immersed in surface water or groundwater but without alternation of wetting and drying, the environmental effect grade may be reduced by one grade according to the effect grade specified in above table; ③ When the concrete structure is located in weakly pervious soil body, the respective effect grades of sulfate ions, magnesium ions and corrosive carbon dioxide in water and that of pH value of water may be reduced by one grade according to the corresponding grades; ④ As for the groundwater or soil body containing relatively high concentration of chloride, the effect of sulfate may not be separately considered; ⑤ Under the condition with high hydraulic pressure, the environmental effect grade shall be improved by one to two grades correspondingly; ⑥ When the sulfate ion content in water is larger than 10,000mg/L, the sulfate ion content in soil in larger than 15,000mg/kg or the pH value is less than 4, the durability design of concrete shall be demonstrated via specialized test. 3.2.3 The steel structures of different environment categories shall be subject to the position or corrosive condition division according to the degree of corrosive effect, and the division of their position or corrosive condition shall meet the following requirements. 3.2.3.1 The position of steel structure in marine environment shall be divided into atmospheric zone, splash zone, water level change zone, underwater zone and undermud zone according to design water level or astronomical tide level, and the division of all these zones shall be in accordance with those specified in Table 3.2.3-1. Table 3.2.3-1 Position Division of Steel Structure in Marine Environment Sheltering condition Division category Atmospheric zone Splash zone Water level change zone Underwater zone Undermud zone With sheltering condition According to the design water level of port engineering Design high water level plus more than 1.5m Between the lower bound of atmospheric zone and the design high water level minus 1.0m Between the lower bound of splash zone and the design low water level minus 1.0m Between the lower bound of water level change zone and the mud surface Below the mud surface Without sheltering condition According to the design water level of port engineering Design high water level plus more than (η0+1.0m) Between the lower bound of atmospheric zone and the design high water level minus η0 Between the lower bound of splash zone and the design low water level minus 1.0m Between the lower bound of water level change zone and the mud surface Below the mud surface According to the astronomical tide level The highest astronomical tide level plus 0.7 times more than the 100-year significant wave height H1/3 Between the lower bound of atmospheric zone and the highest astronomical tide level minus the 100-year significant wave height H1/3 Between the lower bound of splash zone and the lowest astronomical tide level minus 0.2 times the 100-year significant wave height H1/3 Between the lower bound of water level change zone and the mud surface Below the mud surface Notes: ① η0 is the wave crest surface height at H1% (the wave height when the cumulative frequency of wave train is 1%) under the conditions of the design high water level and a 50-year recurrence interval; ② When the design water level of steel structure in marine environment without sheltering condition cannot be calculated according to the relevant specifications, the position division of steel structure may be determined according to astronomical tide level. 3.2.3.2 The position of steel structure in freshwater environment shall be divided into overwater zone, underwater zone and undermud zone according to the design water level, and the division of all these zones shall be in accordance with those specified in Table 3.2.3-2. Table 3.2.3-2 Position Division of Steel Structure in Freshwater Environment Overwater zone Underwater zone Undermud zone Above the design high water level Below the design low water level and above the mud surface Below the mud surface 3.3 Durability Limit State 3.3.1 The durability limit state based on the design working life of concrete structures of port and waterway engineering may be determined in accordance with the following standards: (1) As for prestressed concrete structure, the durability limit state is when the prestressed bar is corroded due to intrusion of chlorides into concrete or due to carbonization of concrete; as for reinforced concrete structure, the durability limit state is when there is 0.3mm-wide crack along steel bar appears in the concrete cover due to corrosion of steel bar; (2) In freeze-thaw environment and chemical corrosion environment, the durability limit state is when the concrete cover appears damage but not yet obviously damages the bearing capacity of member and the protection to steel bar by concrete cover. 3.3.2 As for the steel structures of port and waterway engineering, the durability limit state may be the state when the mean section area loss of steel member due to corrosion reaches the corrosion allowance reserved in design. 3.3.3 The design working life of the unreplacable members in major structure of port and waterway engineering shall be the same as the design working life of structure, that of replaceable members may be less than the design working life of structure and the design working life and replacement period of replaceable members shall be defined in the design documents. 3.4 Durability Maintenance 3.4.1 The durability design of port and waterway engineering structure shall clearly propose the durability maintenance requirements within the design working life of structure. 3.4.2 The durability maintenance of port and waterway engineering structure shall embody the principle of putting prevention first, and shall possess continuity and timeliness. 3.4.3 Durability maintenance shall include routine inspection, periodical inspection and evaluation and timely repair. 3.4.4 Durability monitoring device for concrete structure in marine environment shall ensure being able to dynamically obtain such parameter information as chloride penetration and steel bar corrosion condition in concrete for a long time and to master the durability health condition of concrete structure in real time. 3.4.5 The operator or owner of port and waterway engineering facilities shall establish dynamic maintenance management accounts and permanent maintenance technical files. 4 Concrete Structures 4.1 General Requirements 4.1.1 The durability design of the concrete structures of port and waterway engineering shall be carried out in allusion to the environment category, position and design working life of the structure and shall meet the following requirements. 4.1.1.1 In marine environment, the durability design shall be carried out in allusion to the corrosion of steel bar in concrete caused by chloride penetration. 4.1.1.2 In freshwater environment, the durability design shall be carried out in allusion to the corrosion of steel bar caused by concrete corrosion and scouring at the position in contact with water and the concrete carbonization at the position above water. 4.1.1.3 In freeze-thaw environment, the durability design shall be carried out for the purpose of protecting the concrete against the damages caused by freeze-thaw cycle. 4.1.1.4 In chemical corrosion environment, the durability design shall be carried out in allusion to the concrete damages caused by the corrosion of chemical corrosive substances. 4.1.2 The stressed steel bars in the same member should choose the steel bars of the same variety and same grade. The steel bars used in reinforced concrete structure and prestressed concrete structure shall meet the relevant requirements of the current professional standard "Design Code for Concrete Structures of Port and Waterway Engineering" (JTS 151). 4.1.3 The composition and performance of the materials for concrete structures shall be determined under the premise of meeting the requirements of mechanical properties, durability, workability and volume stability at the same time and according to the use function, design working life, environment category, structure position, effect grade and construction conditions of concrete structure. 4.1.4 As for the structures in marine environment or freeze-thaw environment, their quantitative indexes of durability on chloride corrosion resistance and freeze-thaw resistance shall be proposed respectively. 4.2 Structure and Member Form 4.2.1 For the selection of concrete structure form, the factors such as structure functions, environmental conditions, construction conditions and construction cost shall be comprehensively considered, and in marine environment the structure form favorable for durability should be selected. 4.2.2 Reinforced concrete members and prestressed concrete members should be prefabricated. 4.2.3 The structure surface shall facilitate water drainage, shall avoid accumulation of water and hazardous substances on the structure surface, and should not have water drainage designed at joint or water stop place. 4.2.4 The structure layout shall facilitate ventilation; the concrete structure where water vapor is prone to accumulate and the ventilation condition is poor should be set with riser vent or be taken with other proper measures. 4.2.5 The geometrical shape of member section shall be simple, flat and smooth to reduce edges and corners, sudden changes and stress concentration, and the minimum sectional dimension of the member at exposed position shall meet the following requirements. 4.2.5.1 The minimum side length of linear member should not be less than 6 times the protective cover thickness. 4.2.5.2 The minimum curvature radius of curved member should not be less than 3 times the protective cover thickness. 4.2.6 Structural members shall be convenient for construction and prone to moulding, and the shape, dimension and steel bar position of each part shall be accurate. 4.2.7 The structure form shall be convenient for the maintenance of critical positions, and shall include the passages for inspection, testing and repair. 4.2.8 As for the members at the position with relatively severe corrosion, the probability of designing according to replaceable members shall be considered; in case of unreplacable member, the durability allowance of structure may be appropriately increased. 4.3 Construction 4.3.1 The positions of structure prone to abnormally violent impact or shock by drift, floating ice or water flow should be taken with necessary measures against impact and abrasion. 4.3.2 Prestressed concrete structure should be adopted with integral members; when the member section assembling type is adopted or the member is connected with adjacent members with prestressed bars into a entirety, reliable protective measures shall be taken at the joints to ensure the sealing and corrosion resistance of prestressed bar. 4.3.3 Prestressed bars in prestressed concrete structure shall be taken with surface protection, hole grouting and other measures according to specific conditions, and the exposed anchoring end shall be taken with anchor sealing, concrete surface treatment and other proper measures. 4.3.4 The electric grounding bar relying on the major structure shall be independently arranged. 4.3.5 The rings, fasteners and connecting pieces set during construction period of concrete members shall be cut off after the installation and positioning of members, and surface protection shall be carried out. The metal parts set in concrete and exposed for a long term shall be taken with necessary protective measures and should be insulated from the steel bars in concrete. 4.3.6 The concrete stress caused by structural deformation, differential settlement, concrete shrinkage or temperature effect shall be controlled within permissible range by such measures as reasonable selection of structure system and support, reasonable setting of joints and allocation of right amount of steel bars. 4.3.7 The arrangement of construction joints and expansion joints should be kept away from the positions with adverse environmental effects, otherwise effective protective measures shall be taken. 4.3.8 Under the premise of meeting concrete pouring, the sectional reinforcement of member shall meet the following requirements. 4.3.8.1 The spacing of steel bars shall be able to ensure the uniform pouring and compaction of concrete and should not be less than 50mm; twin bars may be adopted if necessary. 4.3.8.2 As for the reinforced concrete members located in splash zone or water level change zone in marine environment, the diameter of stressed steel bar should not be larger than 0.4 times the thickness of concrete cover. 4.3.8.3 The concrete members having requirements for controlled temperature or shrinkage crack should be set with distributing bars, the bar spacing should not be larger than 80mm and these steel bars should adopt the ribbed steel bars in diameter of no larger than 12mm. 4.3.8.4 As for the plain concrete structures set with constructional steel bars, the bar spacing should not be larger than 80mm and the bar diameter should not be larger than 12mm. 4.3.9 The minimum thickness of concrete cover for stressed steel bars in marine environment shall be in accordance with those specified in Table 4.3.9. Table 4.3.9 Minimum Thickness of Concrete Cover for Stressed Steel Bars in Marine Environment (mm) Building location Atmospheric zone Splash zone Water level change zone Underwater zone Northern area 50 60 50 40 Southern area 50 65 50 40 Notes: ① If the stirrup diameter is larger than 6mm, the thickness of concrete cover shall be increased by 5mm according to those specified in above table; ② As for the cast-in-situ concrete members located in water level change zone and splash zone, their protective cover thickness shall be increased by 10mm~15mm according to those specified in above table; ③ As for the fine and thin members located in splash zone, the thickness of concrete cover may be taken as 50mm; ④ Southern area refers to the area with the monthly mean temperature in the annual coldest month higher than 0℃. 4.3.10 The minimum thickness of concrete cover for prestressed bars in marine environment shall meet the following requirements. 4.3.10.1 Where the member thickness is larger than or equal to 0.5m, the minimum thickness of concrete cover shall be in accordance with those specified in Table 4.3.10. Table 4.3.10 Minimum Thickness of Concrete Cover for Prestressed Bars in Marine Environment (mm) Location Atmospheric zone Splash zone Water level change zone Underwater zone Thickness of concrete cover 65 80 65 65 Notes: ① The member thickness refers to the member size in the direction of the specified minimum thickness of concrete cover; ② The thickness of concrete cover for post-tensioned prestressed tendon refers to the minimum distance from the wall of reserved hole to the member surface; ③ As for the members fabricated with special process, if it is indeed ensured about the corrosion protection of steel bars upon sufficient technical demonstration, the thickness of concrete cover may be properly reduced; ④ As for the prestressed bar with effective prestress less than 400MPa, the thickness of concrete cover may be in accordance with those specified in Table 4.3.9. 4.3.10.2 Where the member thickness is less than 0.5m, the minimum thickness of concrete cover for prestressed bars shall not be less than 2.5 times the diameter of prestressed bar and also shall not be less than 50mm. 4.3.11 The minimum thickness of concrete cover for stressed steel bars in freshwater environment shall be in accordance with those specified in Table 4.3.11.

Contents of JTS 153-2015

1 General Provisions 2 Terminologies 3 Basic Requirements 3.1 Basic Principles of Durability Design 3.2 Division of Environment Category and Structural Position 3.3 Durability Limit State 3.4 Durability Maintenance 4 Concrete Structures 4.1 General Requirements 4.2 Structure and Member Form 4.3 Construction 4.4 Raw Material of Concrete 4.5 Quality of Concrete in Marine Environment 4.6 Quality of Concrete in Freshwater Environment 4.7 Quality of Concrete in Chemical Corrosion Environment 4.8 Maintenance Requirements of Durability 5 Additional Protective Measures for Concrete Structures 5.1 General Rules 5.2 Surface Coating 5.3 Silane Impregnation 5.4 Epoxy Coated Rebar 5.5 Corrosion Inhibitor for Steel Bar 5.6 Impressed Current Cathodic Protection 5.7 Maintenance Requirement 6 Steel Structures 6.1 General Requirements 6.2 Structure Form and Construction 6.3 Coating of Steel Structures in Marine Environment 6.4 Metal Hot Spraying for Steel Structures in Marine Environment 6.5 Wrapping Organic Composite Layer for Steel structures in Marine Environment 6.6 Cathodic Protection for Steel Structures in Marine Environment 6.7 Protective Measures for Steel Structures in Freshwater Environment 6.8 Maintenance Requirements Appendix A Inspection and Test Method of Silica Fume Appendix B Test Method of Measuring the Resistance of Concrete to Chloride Penetration by Electric Flux Method Appendix C Electromigration Test Method of Diffusion Coefficient for Resistance of Concrete to Chloride Penetration Appendix D Check of Design Working Life of Concrete Structures in Marine Environment D.1 General Provisions D.2 Stage of Steel Bar's Beginning of Corrosion D.3 Stage of Cracking Due to Corrosion Expansion of Protective Cover Appendix E Rapid Test Method for the Performance of Sulfate Corrosion Resistance of Cementing Material Appendix F Testing Methods for Concrete Coating F.1 Alkali Resistance Test F.2 Chloride Penetration Resistance Test F.3 Bonding Strength Test F.4 Appearance Quality Inspection for Coating Appendix G Testing Method for Material Performance of Silane G.1 Composition Test of Silane - Gas Chromatography-Mass Spectrometry G.2 Silane Content Determination - Gas Chromatography G.3 Siloxane Content Determination - GC-MS Method G.4 Chloride Content Determination - Ion Chromatography Method Appendix H Silane Impregnation Test Method of Concrete H.1 Test Piece Fabrication H.2 Water Absorption Test H.3 Impregnating Depth Test - Dye Indication Method H.4 Impregnating Depth Test - Thermal Decomposition Gas Chromatography H.5 Chloride Absorption Amount Decrease Effect Test Appendix J Test Method of Rust Resistance of Corrosion Inhibitor for Steel Bar J.1 Rust Resistance Test of Corrosion Inhibitor for Steel bar in Saline Solution J.2 Electrochemical Comprehensive Rust Resistance Test of Corrosion Inhibitor for Steel Bar J.3 Rust Resistance Test of Corrosion Inhibitor for Steel Bar in Environment of Saline Soak Drying Appendix K System Design of Impressed Current Cathodic Protection in Concrete Appendix L System Design Calculation for Sacrificial Anode Cathodic Protection in Steel Structure Appendix M Calculation of Anode Shield Appendix N System Design of Impressed Current Cathodic Protection of Steel Structure Appendix P Explanation of Wording in This Standard List of Quoted Standard Additional Explanation List of Chief Development Organizations, Co-development Organizations, Chief Drafters, Chief Reviewers, General Proofreaders and Management Group of this Standard