Cd Spg
P 101 This section relates to structures with the following types of tendons Where in specific cases different procedures have to be adopted for unbonded and external tendons, reference s should be made to Appendix 105 of this Part 2. 4.3.1 Ultimate limit states for bending and longitudinal force 4.3.1.1 General 105 The actual total width may be taken into account in the design resistance, if adequate connection s between flange and web is ensured by shear reinforcement. 4.3.1.3 Brittle failure...
Q Eng
g max gt n A106.18 Q n proportion of traffic crossing the bridge. Nc number of trains crossing the bridge. Nj total number of trains running on one track. actC 1, actc 2 compressive stress range caused by the load model 71 on one track. actc 1 2 compressive stress caused by the load model 71 on two tracks. Table A 106.3 Xc1 values for simply supported and continuous beams a simply supported beams b continuous beams intermediate span, central section 1 c continuous beams end span section d...
O Gce
The use of the values of s 1 given in Table A106.2 should be agreed with the relevant authority. b Clause A106.3.2 P 101 In the definitions of Scd,minequ and Scd,maxequ, replace Sd with ysd. BS 1377 all parts , Methods of test for soils for civil engineering purposes. BS 4447 1973 confirmed December 1990 , Specification for the performance of prestressing anchorages for post-tensioned construction. BS 4449 1997, Specification for carbon steel bars for the reinforcement of concrete. BS 4466...
Info Mkg
2.5.2.1 Structural models for overall analysis Replacement of Application Rule 5 by 105 Application Rule 5 in 2.5.2.1 of ENV 1992-1-1 does not apply to bridges. 0 Replacement of Application Rules 2 to 5 by 102 For analysis, when a great accuracy is not required, a constant width may be assumed over the whole span. 2.5.2.2.1 Effective width of flanges 103 For the analysis of the internal forces and moments, the verification at the ultimate limit state, the verification of the limit state of...
T Xka
'S 1 GREAT BRITAIN. HIGHWAYS AGENCY. Design manual for roads and bridges j gt gt Vol. 1 Highway structures approval procedures and general design Section 3 General design w Part 2 General principles for the design and construction of bridges use of BS 5400-1 1988. a Publication no. BD 15 92. London The Stationery Office. 2 GREAT BRITAIN. HIGHWAYS AGENCY. Design manual for roads and bridges Vol. 1 Highway structures approval procedures and general design Section 3 General design Part 1 The...
Info Fgc
BS 8004 1986, Code of practice for foundations. y EN 447 1996, Grout for prestressing tendons Specification for common grout. 1 prEN 10138 all parts , Prestressing steel. ENV 206 1990, Concrete Performance, production, placing and compliance criteria. ENV 1991 all parts , Eurocode 1 Basis of design and actions on structures. ENV 1991-1, Eurocode 1 Basis of design and actions on structures Part 1 Basis of design. ENV 1991-2-1 1995, Eurocode 1 Basis of design and actions on structures Part 2-1...
Damage equivalent stresses for fatigue verification
_ P 101 This Appendix gives a simplified procedure to calculate the damage equivalent stresses for fatigue OQ verification of superstructures of road and railway concrete bridges on the basis of fatigue load models given in ENV 1991-3. Any load model given in ENV 1991-3 may be used provided that appropriate data for X values are available. P 101 The values given in this subclause are applicable only to the factored fatigue load model 3 according to For calculation of the damage equivalent...
Info Fnm
1.6.3 Greek lower case letters Addition at the end of this subclause 1.4.2 Special terms used in Part 2 of Eurocode 2 P 103 coupling joints joints at locations where tendons are coupled. 3 1.7 Special symbols used in this Part 2 of Eurocode 2 pt Guaranteed ultimate tensile strength of prestressing steel used for stay cables
Basis of design
2.2.1 Limit states and design situations 0 Replacement of Application Rule 4 by 104 Ultimate limit states which may require consideration include - loss of equilibrium of the structure or any part of it, considered as a rigid body. - failure by excessive deformation, rupture, or loss of stability of the structure or any part of it, including supports and foundations. - failure caused by fatigue. See 4.2, 4.3. 2.2.2.2 Characteristic values of actions 106 During execution design values of loads...
Info Lrc
ENV 1992-1-4 1994, Eurocode 2 Design of concrete structures Part 1-4 General rules Lightweight aggregate concrete with closed structure. ENV 1992-1-5 1994, Eurocode 2 Design of concrete structures Part 1-5 Unbonded and external ENV 1992-1-6 1994, Eurocode 2 Design of concrete structures Part 1-6 General rules Plain concrete o GREAT BRITAIN. HIGHWAYS AGENCY. Design manual for roads and bridges. Vol. 1. Highway structures approval procedures and general design Section 3 General design Loads for...
Info Eui 1
114 The minimum concrete cover to reinforcing steel should not be less than 130mm . Where the concrete surface is directly exposed to de-icing agents, saturated salt air, abrasive action by sea water or chemical environment for example bridges over non-electrified railways the minimum cover to g- reinforcing steel should not be less than 50mm . O -q 115 In a highly aggressive chemical environment according to Table 4.1, Line 5c, in ENV 1992-1-1 a protective barrier should be provided to...
Ao
is the stress range at N cycles from the appropriate S-N lines given in 4.3.7.7 or 4.3.7.8 of this Part 2. is the damage equivalent stress range defined as the stress range of a constant stress spectrum with AT stress cycles which results in the same damage as the spectrum of stress ranges caused by flowing traffic loads. 103 For decks of road and railway bridges the damage equivalent stress range Aas epu may be calculated by the procedure given in Appendix 106. 104 For cases not defined in...
O Bzc
0 yF 1,0 and ySd 1,0 4.186 102 Partial safety factors for material properties are given in Table 4.115. Table 4.115 Partial safety factors for material properties for fatigue verification P 103 In general, fatigue verification for steel and concrete shall be performed taking into account the effects of the following combination of actions - characteristic value of the prestressing force see 2.5.4.2 - most unfavourable value of settlements appropriate estimate values - most unfavourable frequent...