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IRS BRIDGE RULES PDF

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The loads specified herein shall be taken into consideration in calculating the strength of all bridges, including turntable girders and foot-bridges but. IRS Steel Bridge Code - Download as PDF File .pdf), Text File .txt) or read I to III as given in Bridge Rules.1 of width of the members (in the plane of IVA General and Subsidiary Rules; Schedule of Dimensions; Accident Manual; Rules for opening of Railway IRS Bridge Sub-Structures & Foundation Code.


Irs Bridge Rules Pdf

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a) Bridge Rules (Incorporating A & C Slip No, ) b) Concrete Bridge Code .. IRS Bridge Substructures and Foundation Code. Adopted - Revised -. IRS Concrete Bridge Code V-i. For Official use only. GOVERNMENT given in IRS Bridge rules shall be taken as characteristic loads for the purpose. Design And Construction Of Bridge Sub-Structures Railway Standard (IRS) Code of Practice for the .. specified in the Bridge Rules, subject to such.

Where approximate. More accurate conversions should appropriate, the provisions of the code may be based on IS: Attention is drawn to the fact that of steel bridges, but care should be taken, in equations in the text, for which no units are these circumstances to make whatever specified, are applicable in any system of units, amendments are necessary for fixity at the metric or FPS, provided the unit of length and supports, continuity and other indeterminate the unit of force used in an equation are the or special conditions.

B-6 The manufacture of locomotive turn- No cognizance shall be given to any policy tables directives issued through other means. Revised 1 Specification for high tensile rivet bars for structural purposes Technical supply condition for threaded fasteners. IVA-2 3. Secondary Stresses- In practice that the most adverse effect is caused on the assumptions made in clause 3. These stresses Forces- The following combination of forces are defined as secondary stresses, and fall shall be considered.

When considering the member whose loads on members. These are known as deformation stresses. Structures shall be designed, bridges of overall length more than 60 m or fabricated and erected in such a manner as individual span more than 15 m for the to minimise as far as possible secondary worst possible combination of any or all the stresses. Secondary stresses which are the members, may be considered and the girder result of eccentricity of connections and off- designed accordingly.

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FLCI will provide you with all of the insight and tools you need to make this venture a success. Where steel construction is used in conjunction with concrete. Drainage shall be provided at all places where water is likely to collect so as to carry it clear of 4. All parts should be accessible for the purpose of calculation. The effective sectional area of the tension flange shall be 5.

For this purpose. In computing tensile steel: The effective other parts of the section shall not exceed: The i For riveted. The effective welds connecting it to other parts of the sectional area of the web in shear shall be section. In welded construction. Compression Flange. U-frames shall have rigid connections and c Built in at the support. Restraint against torsion at the supports can 5. Where a load is directly applied to a a plate is provided over the flange angles to flange.

Where the support and load bearing stiffeners shall actual extreme fibre stress in the have sufficient area to carry the entire compression flange is less than the reaction without exceeding the specified permissible extreme fibre stress. For girders of rivetted shear force combined with any vertical or bolted construction. The radius of gyration shall be taken about the axis parallel to the web of Where. Web plates shall have stiffeners on both sides over the points 5.

Stiffener shall also be provided Each flange plate shall be extended beyond at all points of local and concentrated load. When line of the web plate. At d1 is as defined in note below Table II under points of support this requirement shall clause 3.

I is not less than 1. Where horizontal stiffeners are used in addition to vertical stiffeners they shall be as Where t is the thickness of the section or follows: Outstand of All Stiffeners — Unless web by welds or rivets. I2 and I3 are to be calculated as under: With this second horizontal stiffener.

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Intermediate vertical and high tensile steel. One horizontal stiffener on one or both 5. For design of welds in flange the absence of lateral bracings. There shall be enough rivets or bolts Note: The intersections referred to are those of the centroidal axes of the members. Single 0.

Member Compression chord Compression chord or or compression compression member member effectively unbraced. Multiple 0. The bracing and the least radius of gyration of shear force Q shall be considered as buckling in the plane of the bracing. This deflection shall be computed assuming 6. In the plane normal to unstrained cross member. The number of connections shall be such 6. For this purpose, the effective length shall be taken as follows: Where welded lacing bars overlap carrying the forces for which the lacing the main component.

Welding shall be provided at least 6. The number of battens shall be such that the member is 6. Any eccentricity of the connection with for this purpose the edge stiffener shall respect to the centroid of the lacing bar may have a slenderness ratio not greater than be ignored and the lacing designed as an Battens equal to at least four times the thickness of and their connections shall be so designed the plate.

D and a are as defined in clause 6. Tension Members: The shear shall each rectangular axis of the whole member. The welding shall be provided at least along 6. Where welded lacing bars overlap the main components. For this purpose the effective not less than the perpendicular distance length shall be taken as follows: In addition. All other splices in compression members shall End battens shall have an effective length of have a sectional area 5 per cent more than not less than the perpendicular distance that required to develop the load in the between the lines of rivets connecting them member at the average working stress in to the flanges or the vertical side plates of the member.

Both surfaces of the parts spliced shall be Where the tie or batten plates are fitted covered wherever possible.

All cover material shall. Where the thickness of main lug angles. In the case of or similar member shall. Due regard to the nature and distribution of stress over the cross section 6. All members shall. The net section through the pin hole transverse 6. Their length measured from member.

In calculating the area to vertical web members shall be proportioned be deducted for rivets. The portal system at each end. The effective bearing area of a pin. Pin plates shall be top panel wind or seismic load. The sway bracing so provided shall not be taken as 6. This force should be Rivets.

If the packing is made of more than one plate. If unavoidable.

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Where the grip exceeds 6 times the 7. The average value of the The effective length shall be taken between pre-stressed length of top or bottom lateral the theoretical intersection points of members as the case may be. This will camber jacks. It is recommended that distance between the groups at the ends of temporary top gussets.

The verticals and diagonals shall geometric outline. The jacks shall be spaced so that not apply. It is splice. The The upper end connection should preferably camber jacks should be set with their tops be made first and if there is no splice in the level and with sufficient run out to allow for end raker. If there is a splice. The bottom machining of the ends shall be exactly as chord members shall then be placed on the shown on the contract drawings.

Hammers not straining the members meeting at the joint exceeding one kg. Clause 3. If this is the case of early steel and 9. On longitudinal fillet welds made with either a completion the surface of the weld at the submerged or open are automatic process start-stop position shall be ground smooth. Class C ii Members of steel to IS: N This does not include welds iii Members with continuous made on a backing strip if the backing strip longitudinal fillet weld with start-stop is left in position.

Class D i Members fabricated with full ii Members fabricated with full penetration transverse butt welds made in penetration transverse butt welds. Class E: In classes F and G.

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G i Load carrying longitudinal fillet weld G ii Load carrying transverse fillet welds G iii Non-load carrying fillet or butt welded attachments on or adjacent to the edges of stressed plates IVADrainage shall be provided at all places where water is likely to collect so as to carry it clear of 4. Where of relief, the secondary stresses, if any in desired, calculations may be made and the the member shall be taken into account and calculated bending moments may be taken.

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Material of bolts as per IS: