IS 1893 (Part 3) - Structural Design PDF

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For comments only IS: 1893 (Part 3) CED 39(7232) Draft Indian Standard CRITERIA FOR EARTHQUAKE RESISTANT DESIGN OF STRUCTURES (Part 3) BRIDGES AND RETAINING WALLS Earthquake Engineering Sectional Committee, CED 39 FORWEORD 0.1 (Formal clause shall be added latter on) 0.2 Himalayan-Nagalushai region, Indo-Genetic Plain, Western India, Kutch and Kathiawar regions are geologically unstable parts of the country, and some devastating earthquakes of the world have occurred there. A major part of the peninsular India has also been visited by strong earthquakes, but these were relatively few in number occurring at much larger time intervals at any site, and had considerably lesser intensity. The earthquake resistant design of structures taking into account seismic data from studies of these Indian earthquakes has become very essential, particularly in view of the intense construction activity all over the country. It is to serve this purpose that IS 1893:1962 “Recommendations for Earthquake-Resistant Design of Structures” was published and subsequently revised in 1966, 1975 and 1984. 0.3 In the fifth revision of IS 1893, Indian Standard Criteria for Earthquake Resistant Design of Structures, with a view to keep abreast with the rapid development and extensive research that has been carried out in the field of earthquake-resistant design of various structures, the committee has decided to cover the provisions for different types of structures in separate parts. Hence IS 1893 has been split into the following five parts: Part 1 : General Provisions and Buildings Part 2 : Liquid Retaining Tanks-Elevated and Ground Supported Part 3 : Bridges and Retaining Walls Part 4 : Industrial Structures including Stack Like Structures Part 5 : Dams and Embankments 0.4 IS 1893 (Part 3) contains provisions for the design of new bridges and for seismic evaluation of existing bridges in the process of their seismic upgradation and retrofitting. Unless otherwise stated, this standard shall be read necessarily in conjunction with IS 1893 (Part 1), which contains provisions that are general in nature and applicable to all types of structures. 0.5 For the purpose of determining design seismic forces, the country is classified into four seismic zones as per Fig 1 of IS 1893 (Part 1). 1

0.6 The intention of this standard is to ensure that bridges possess at least a minimum strength to withstand earthquakes. The intention is not to prevent damage to them due to the most severe shaking that they may be subjected to during their lifetime. Actual forces that appear on different portions of bridge during earthquakes may be greater than the design seismic forces specified in this standard. However, ductility arising from material behavior, detailing and over strength arising from the additional reserve strength in them over and above the design force are relied upon to account for this difference in actual and design lateral loads. 0.7 The reinforced and prestressed concrete components shall be designed to be under reinforced so as to cause a tensile failure. Further, they should be suitably designed to ensure that premature failure due to shear or bond does not occur. Ductility demand under seismic shaking is usually not a major concern in bridge superstructures. However, the seismic response of bridges is critically dependent on the ductile characteristics of the substructures, foundations and connections. 0.8 Some of the major and important modifications made in this draft revision are as follows: (i)

Relative values of seismic zone factors are the same as included in IS 1893 (Part 1) : 2002.

(ii)

Three methods, namely seismic coefficient method, response spectrum method and time history method are given for estimating design seismic forces which recognizes the flexibility of bridges.

(iii)

The concept of ductility and over-strength is brought in the draft explicitly, by introducing the response reduction factors.

(iv)

Different response reduction factors have been proposed for the different components of the bridge, depending on the redundancy, expected ductility and over-strength in them.

(v)

The design force level for bridge has been raised from the existing level and brought in line with the current international practice.

(vi)

The concept of capacity design is introduced in the design of connections, substructures and foundations.

(vii)

The soil-foundation factor is dropped. The effect of soil on response is represented in the response spectrum.

(viii)

Design for displacements in the structure is introduced.

(ix)

Use of vertical hold-down devices and horizontal linkage elements to account for the large displacements generated during seismic shaking is required for preventing falling of spans. 2

(x)

A minimum width of seating of superstructure over substructures to avoid dislodging of spans from atop the substructure is required for all bridges.

(xi)

The method of computing earth pressures for c- Φ soil is included in the section on Retaining Walls

0.9 In the formulation of this standard, due weightage has been given to international coordination among the standards and practices prevailing in different countries in addition to relating it to the practices in the field in this country. 0.10 The units used with the items covered by the symbols shall be consistent throughout this standard, unless specifically noted otherwise. 0.11 For the purpose of deciding whether a particular requirement of this standard is complied with the final value observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2:1960 Rules for rounding off numerical values (revised). The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.

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IS:1893 (Part 3) CED 39(7232) Draft Indian Standard CRITERIA FOR EARTHQUAKE RESISTANT DESIGN OF STRUCTURES PART 3 BRIDGES AND RETAINING WALLS 1 SCOPE 1.1 This standard deals with the assessment of earthquake forces and design of new bridges on highways, railways, flyover bridges and aqueducts. The earthquake effect on retaining walls and bridge abutments is covered. The hydrodynamic effect of water on submerged substructure and method of assessment of liquefaction potential of soil is also included. The methodology of estimation of seismic forces given in the code can be employed for seismic evaluation of the existing bridges and retrofitting of such structures. 1.2 This standard deals with the earthquake resistant design of regular bridges in which the seismic actions are mainly resisted at abutments or through flexure of piers, that is, bridges composed of vertical pier-foundation system supporting the deck structure through bearings. However for all special and major bridges, detailed dynamic studies should be undertaken. 1.3 This standard does not deal with the construction features relating to earthquake resistant design of bridges. For guidance on earthquake resistance construction of bridges reference may be made to standards IS 4326, IS 13920, and IS13935. 2 REFERENCES The standards listed below contain provisions which through reference in this text, constitute provision of this standard. At the time of publication, the editions indicated were valid. All standards are subject to revision, and parties to agreements based on this standard are encouraged to investigate the possibility of applying the most recent editions of the standards indicated below: IS No.

Title

456 : 2000

Code of practice for plain and reinforced concrete (fourth revision)

800 : 1984

Code of practice for general construction in steel (second revision)

4

875

Code of practice for design loads (other than earthquake) for buildings and structures:

(Part 1) : 1987

Dead loads – Unit weights of building material and stored materials (second revision)

(Part 2) : 1987

Imposed load (second revision)

(Part 3) : 1987

Wind loads (second revision)

(Part 4) : 1987

Snow loads (second revision)

(Part 5) : 1987

Special loads revision)

1343 : 1980

Code of practice for pre-stressed concrete (first revision)

1498 : 1970

Classification and identification of soils for general engineering purposes (first revision)

1888 : 1982

Method of load test on soils (second revision)

1893 (Part 1):2002

Criteria for earthquake resistant design of structures: Part 1 General Provisions and Buildings

1893 (Part 4):2005

Criteria for earthquake resistant design of structures: Part 4 Industrial structures including stack like structures

2131 : 1981

Method of standard penetration test for soils (first revision)

2809 : 1972

Glossary of terms and symbols relating to soil engineering (first revision)

2810 : 1979

Glossary of terms symbols relating to Soil Dynamics (first revision)

4326 : 1993

Earthquake resistant design and construction of buildings – Code of practice (second revision)

6403 : 1981

Code of practice for determination of bearing capacity of shallow foundations (first revision)

13827 : 1993

Improving earthquake resistance of earthen buildings - Guidelines Improving earthquake resistances of low strength masonry buildings - Guidelines

13828 : 1993

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and

load

combinations

(Second

13920 : 1993

Ductile detailing of reinforced concrete structures subjected to seismic forces - Code of practice

13935 : 1993

Repair and seismic strengthening of buildings – Guidelines

SP 6 (6) : 1972

Handbook for structural engineers: Application of plastic theory in design of steel structures.

3 TERMINOLOGY FOR EARTHQUAKE ENGINEERING The terminology given in 3 of IS 1893 (Part 1): 2002 shall be applicable to this standard also. 4

TERMINOLOGY FOR EARTHQUAKE ENGINEERING OF BRIDGES

4.1 For the purpose of earthquake resistant design of bridges, the following definitions shall apply: 4.2 Asynchronous Motion Spatial variability of the seismic action means that the motion at different supports of the bridge is assumed to be different and as a result, the definition of the seismic action cannot be based on the characterization of motion at a single point, as is usually the case. 4.3 Base It will be the base of pier or top of well in case of well foundation, base of pier or top of pile cap in case of pile foundation and base of pier in case of open foundation. 4.4 Capacity Design The design procedure used in structures of ductile behavior to secure the hierarchy of strengths of the various structural components necessary for leading to the intended configuration of plastic hinges and for avoiding brittle failure modes. 4.5 Dynamic Analysis Method A seismic analysis method in which dynamic behavior of a structure during an earthquake is obtained considering dynamic characteristics of structure and characteristics of ground motion by solving equations of motion of the structure. 4.6 Design Seismic Displacement The displacement induced by design seismic actions.

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4.7 Effects of Earthquake The effects of earthquake motion that should be considered in seismic design of bridge include inertial force, displacements, earth pressure, hydrodynamic pressure and liquefaction of soil. 4.8 Isolation Bearing A bearing support used for a bridge with seismic isolation design having a function to appropriately elongate the natural period of the bridge with the controlled damping and a function to decrease forces in the structure and displacements in the bearing for better performance as a whole. 4.9 Liquefaction The phenomenon of destruction of earth structure leading to behaviour of soil like fluid when a saturated sandy soil layer has lost its shear strength due to sharp rise of pore pressure caused by ground motion. 4.10

Major Bridge

The bridges specified under regular bridges but single span more than 120 m or pier height measured from founding level to the top of pier cap to be more than 30 m. In case of pile foundation pier height can be considered from the point of fixity. 4.11

Modal Analysis Method

A dynamic analysis method in which combination of response in various modes of vibration is considered. 4.12

Retrofitting of Structure

It is upgrading the strength of existing structure in order to increase its capacity to withstand effect of future earthquakes by addition of structural elements, dampers or similar devices. The retrofitting may be required for (a) seismically deficient structure (b) earthquake damaged structure (c) due to modifications made to increase live load capacity of structure 4.12

Regular Bridge

A regular bridge has no abrupt or unusual changes in mass, stiffness or geometry along its span and has no large differences in these parameters between adjacent supports (abutments excluded). A bridge shall be considered regular for the purposes of this standard, if a) It is straight or it describes a sector of an arc which subtends an angle less than 900 at the center of the arc,

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b) The adjacent piers do not differ in stiffness by more than 25% (Percentage difference shall be calculated based on the lesser of the two stiffnesses as reference, c) Girder bridges, T-beam bridges, truss bridges, hammer head bridges, bridges having single or multiple simply supported spans with each span less than 120 m and pier height above foundation level less than 30 m. 4.13

Seismic Coefficient Method

A seismic analysis method in which seismic force equal to the weight of the structure/component multiplied by design acceleration coefficient applied statically at the centre of mass of the structure/component. 4.14

Seat Length

A length between the end of the girder to the top edge of a substructure to prevent the girder from being dislocated in the event of an unexpectedly large relative displacement between super and substructure. 4.15

Seismic Links

Restrainers through which part or all of the seismic action may be transmitted. Used in combination with bearings, they are usually provided with appropriate slack so as to be activated only in case when the design seismic displacements is exceeded 4.16

Special and Irregular Types of Bridges

The bridges with innovative designs and bridges such as suspension bridge, cable stayed bridge, arch bridge, bascule bridge and irregular bridges such as skew bridge of span more than 60m shall be categorized under special types. NOTE ─ Design of special bridges is not covered in this standard. These require special consideration including dynamic studies.

4.17

Unseating Prevention System

A structure installed to prevent a superstructure from unseating due to an earthquake. It may comprise of an adequate seat length, devices to prevent excessive displacement, jumping and preventing structure from dislodging from supports. It could be in various forms such as; stopper, cable restraint, bolts, clamps, etc. 5 GENERAL PRINCIPLES AND DESIGN CRITERIA 5.1 General Principles 5.1.1 All components of the bridge, that is, superstructure, substructure, bearing, foundation and soil are susceptible to damage in the event of strong ground shaking. The earthquake resistant design should consider the effect of earthquake motions on each component of the bridge following the provisions of this standard. 8

5.1.2 The design should ensure that seismic resistance of the bridge and its components is adequate to meet the general requirement so that emergency communication after the earthquake shall be maintained with appropriate reliability for the design basis earthquake. 5.1.3 Masonry and plain concrete arch bridges with spans more than 10 m shall not be built in the seismic zones IV and V. 5.1.4 Slab, box and pipe culverts need not be designed for earthquake forces. Bridges of total length not more than 60m and individual span not more than 15m need not be designed for earthquake forces other than in Zones IV and V. 5.1.5 Seismic forces on aqueduct structures and flyover bridges will be calculated as for any other bridge. The effect of inertia force of flowing water mass in aqueduct should be calculated on the basis of assumptions in 7.5. 5.1.6 Hydrodynamic pressure on walls of water trough in case of aqueduct shall be considered on the basis of code provision of liquid retaining structures. 5.1.7 The liquefaction potential of foundation soil must be investigated where necessary according to 23. 5.1.8 When relative movement between two adjacent units of a bridge are designed to occur at a separation/expansion joint, sufficient clearance shall be provided between them, to permit the calculated relative movement under design earthquake conditions to freely occur without inducing damage. Where the two units may be out of phase, the clearance to be provided may be estimated as the square root of the sum of squares of the calculated displacements of the two units under maximum elastic seismic forces. 5.1.9 Special design studies will be called for the following cases: (i) Consideration of asynchronous ground motion when, (i) geological discontinuities or marked topographical features are present (ii) single span is greater than 600 m, even if there are no geological discontinuities. (ii) In case of long bridges (more than 300m), the number and location of intermediate movement joints must be decided. (iii) In case of bridges over potentially active tectonic faults, the probable discontinuity of the ground displacement should be estimated and accommodated either by adequate flexibility of the structure or by provision of suitable movement joints.

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5.2

Design Criteria

5.2.1 Site Specific – Specific Spectrum For important bridges in seismic zones IV and V where soil conditions are poor consisting of marine clay or loose sand (e.g., where the soil up to 30m depth has SPT N value equal to or less than 20) and for bridges located near a known fault or the area is known for complex seismo-tectonic geological setting detailed investigations shall be carried out to obtain the site-specific spectrum. Such a design spectrum shall be used in place of spectrum given in this standard for design subject to the minimum requirements specified in the standard. 5.2.2 Seismic Safety of Bridge in Longitudinal and Transverse Directions The design of the bridge should be made for the effect of earthquake motions occurring in the traffic direction (longitudinal direction) in the direction of water current (transverse direction) and vertical direction. The simultaneous action of the motions should be considered where necessary according to provisions of this standard. 5.2.3 Seismic Safety of Bridge Bearings The designs of fixed and movable bearings need special attention. The displacement limiting devices such as restrainers/stoppers should be provided to prevent girders from dislodging. 5.2.4 Effect of Soil-Structure-Interaction This standard specifies design of structures founded on rock and medium soil, which do not liquefy or slide during ground shaking. The bridge founded on soft soil would require detailed studies of soil structure interaction. The structure founded on well or pile foundation on soft soil would require consideration of soil structure interaction. The soilstructure interaction may not be consid...