Design a riveted end plated Connection between a beam ISHB-300 and the flange of

Question

Design a riveted end plated Connection between a beam ISHB-300 and the flange of the Column ISHB-200 to transfer a vertical factored shear of 125 kN and a factored hogging bending moment of 125kNm.Use Shop rivets of 20mm dia.

Explanation / Answer

Substitute ` d/tw > 67' for `d/tw 67'. (Page 54, clause 8.3.1, second para) -- Substitute the following for the existing: `In simply supported beams with intermediate lateral restraints against lateral torsional buckling, the effective length for lateral torsional buckling, LLT to be used in 8.2.2.1 shall be taken as the length of the relevant segment in between the lateral restraints. In the case of intermediate partial lateral restraints, the effective length, LLT shall be taken as equal to 1.2 times the length of the relevant segment in between the partial lateral restraints.' (Page 57, Table 14) -- Substitute `LLT/ry' and `hf/tf' for `KL/r' and `h/tf'. (Page 58, clause 8.3.2, line 9) -- Insert `centre' between `shear' and `and'. (Page 58, Table 15, col 3, first row) -- Substitute `Both flanges partially restrained' for `Both flanges fully restrained'. 2 Amend No. 1 to IS 800 : 2007 (Page 59, clause 8.4.2.1) -- Substitute ` w' for `' and `fyw' for `fy', wherever appearing. (Page 60, clause 8.4.2.2, col 1, line 18 from top) -- Substitute ` cr,e ' for `t cr,e ' . (Page 60, clause 8.4.2.2, col 2, line 52) -- Substitute `nearly = tan-1 d c 1.5 d ' for ` = tan-1 c '. (Page 60, clause 8.4.2.2, col 2, line 55) -- Substitute `= d cos (c sc st) sin, for the existing. (Page 60, clause 8.4.2.2, col 2, lines 59 and 60) -- Delete the lines. (Page 60, clause 8.5.1, line 3) -- Insert `out' between `carried' and `in'. (Page 61, Table 16, last row, col 1) -- Substitute the following for the existing figure: (Page 62, Fig. 12) -- Substitute the following for the existing figure: NOTES 1 Panel A is designed utilizing tension field action as given in 8.4.2.2(b). 2 Panel B is designed using simple post critical method as given in 8.4.2.2(a). 3 Bearing stiffener is designed for the compressive force due to bearing plus compressive force due to the moment Mtf as given in 8.5.3. FIG. 12 END PANEL DESIGNED NOT USING TENSION FIELD ACTION (Page 63, Fig. 13, Notes) -- Delete NOTE 2 and renumber the subsequent Note accordingly. (Page 63, clause 8.6.1.1) -- Substitute `w' for `' wherever appearing. (Page 63, clause 8.6.1.1, line 13) -- Substitute `c < 0.74d' for `c 0.2, Mndy = Mdy Mndy = 1.56 Mdy (1 - n) (n + 0.6)' (Page 72, Table 18) -- Substitute the following for the existing table: Bending Moment Diagram (1) Range (2) Cmy, Cmz, CmLT Uniform Loading (3) Concentrated Load (4) M M -1 1 0.6 + 0.4 0.4 Mh Ms 0 s 1 -1 1 01 0.2 + 0.8 s 0.4 0.1 - 0.8 s 0.4 0.1(1-) - 0.8 s 0.4 0.95 - 0.05 h 0.95 + 0.05 h 0.95 + 0.05 h (1+2 ) 0.2 + 0.8 s 0.4 - 0.8 s 0.4 0.2(-) -0.8 s 0.4 0.90 + 0.10 h 0.90 + 0.10 h 0.90 + 0.1h (1+2 ) Mh -1 s 0 s = Ms/ Mh 0 h 1 Mh Ms -1 0 -1 1 01 -1 h 0 -1 0 M h h = Mh/ Ms For members with sway buckling mode, the equivalent uniform moment factor Cmy = Cmz = 0.9. Cmy, Cmz, CmLT shall be obtained according to the bending moment diagram between the relevant braced points Moment factor Cmy Cmz CmLT Bending axis zz yy zz Points braced in direction yy zz zz My Mz for Cmy for CmLT for Cmz 4 Amend No. 1 to IS 800 : 2007 (Page 75, clause 10.3.2, line 3) -- Substitute the following for the existing: `Vsb Vdb' (Page 76, clause 10.4.3, first sentence) -- Substitute the following for the existing: `Design for friction type bolting, where slip resistance is required at factored design force Vsf, shall satisfy the following:' (Page 76, clause 10.4.3, line 14) -- Substitute `f 0.55' for `f = 0.55'. (Page 76, clause 10.4.3, Note, line 1) -- Substitute `Vnsf' for `Vns'. (Page 77, clause 10.4.5, col 1, line 6, from top, formula) -- Substitute `0.9 fub An fyb Asb(m1/m0)' for `0.9 fub An fyb Asb(m1/m)'. 2 2 (Page 80, clause 10.5.10.2.2, line 7, formula) -- Substitute ` f br ' for ` f bf '. (Page 89, clause 12.8.2.1, first sentence) -- Substitute the following for the existing: `Bracing members shall be made of E250B steel of IS 2062 or of steel having Charpy V-notch energy, E > 27J.' (Page 90, clause 12.11.1, line 2) -- Insert `or of steel having Charpy V-notch energy, E > 27J' between `IS 2062' and `and'. (Page 106, clause 16.4.1, line 4, formula) -- Substitute ` f y 20 fy T = 905 T 690 1.0 for the existing. (Page 121, Annex B, clause B-3.2, line 10 from top, formula) -- Substitute `si = ui Li hi ' for `s = u L h '. (Page 121, Annex B, clause B-3.2, lines 12, 13 and 16 from top) Substitute `hi', `ui' and `Li' for `h', `u' and `L'. (Page 128, Annex E, clause E-1.2, line 5, formula) -- Substitute `(LLT)2' for `(LLT)'. (Page 128, Annex E, clause E-1.2, line 30) -- Substitute `(z2 + y2)2' for `(z2 y2)'. (Page 129, Annex E, clause E-1.2, col 1, line 18 from top) -- Insert `St. Venant's' before `torsion'. (Page 130, Table 42, col 5, row 7) -- Substitute `1.267' for `1.257'. (Page 129, Table 42, col 6, rows 5 and 10) -- Substitute `1.730' for `1.780' and `1.890' for `1.390', respectively. (CED 7) 5 Reprography Unit, BIS, New Delhi, India IS 800:2007 Indian Standard GENERAL CONSTRUCTION IN STEEL -- CODE OF PRACTICE ( Third Revision) SECTION 1 GENERAL 1.1 Scope 1.1.1 This standard applies to general construction using hot rolled steel sections joined using riveting, bolting and welding. Specific provisions for bridges, chimneys, cranes, tanks, transmission line towers, bulk storage structures, tubular structures, cold formed light gauge steel sections, etc, are covered in separate standards. 1.1.2 This standard gives only general guidance as regards the various loads to be considered in design. For the actual loads and load combinations to be used, reference may be made to IS 875 for dead, live, snow and wind loads and to IS 1893 (Part 1) for earthquake loads. 1.1.3 Fabrication and erection requirements covered in this standard are general and the minimum necessary quality of material and workmanship consistent with assumptions in the design rules. The actual requirements may be further developed as per other standards or the project specification, the type of structure and the method of construction. 1.1.4 For seismic design, recommendations pertaining to steel frames only are covered in this standard. For more detailed information on seismic design of other structural and non-structural components, refrence should be made to IS 1893 (Part 1) and other special publications on the subject. 1.2 References The standards listed in Annex A contain provisions which through reference in this text, constitute provisions 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 in Annex A. 1.3 Terminology For the purpose of this standard, definitions shall apply. the following 1.3.10 Buckling Load-- The load at which an element, a member or a structure as a whole, either collapses in service or buckles in a load test and develops excessive lateral (out of plane) deformation or instability. 1.3.11 Buckling Strength or Resistance -- Force or moment, which a member can withstand without buckling. 1.3.12 Bui/t-ap Section -- A member fabricated by interconnecting more than one element to form a compound section acting as a single member. 1.3.13 CamberIntentionally introduced pre-curving (usually upwards) in a system, member or any portion 1 1.3.1 Accidental Loads -- Loads due to explosion, impact of vehicles, or other rare loads for which the structure is considered to be vulnerable as per the user. 1.3.2 Accompanying Load -- Live (imposed) load acting along with leading imposed load but causing lower actions and/or deflections. 1.3.3 Action Effect or Load Effect -- The internal force, axial, shear, bending or twisting moment, due to external actions and temperature loads, 1.3.4 Action -- The primary cause for stress or deformations in a structure such as dead, live, wind, seismic or temperature loads. 1.3.5 Actual Length -- The length between centre-tocentre of intersection points, with supporting members or the cantilever length in the case of a free standing member. 1.3.6 Beam -- A member subjected bending. predominantly to 1.3.7 Bearing Type Connection -- A connection made using bolts in `snug-tight' condition, or rivets where the load is transferred by bearing of bolts or rivets against plate inside the bolt hole. 1.3.8 Braced Member -- A member in which the relative transverse displacement is effectively prevented by bracing. 1.3.9 Brittle Cladding -- Claddings, such as asbestos cement sheets which get damaged before undergoing considerable deformation. IS 800:2007 of a member with respect to its chord. Frequently, camber is introduced to compensate for deflections at a specific level of loads. 1.3.14 Characteristic Load (Action) -- The value of specified load (action), above which not more than a specified percentage (usually 5 percent) of samples of corresponding load are expected to be encountered. 1.3.15 Characteristic Yield/Ultimate Stress -- The minimum value of stress, below which not more than a specified percentage (usually 5 percent) of corresponding stresses of samples tested are expected to occur. 1.3.16 Column -- A member in upright (vertical) position which supports a roof or floor system and predominantly subjected to compression. 1.3.17 Compact Section --A cross-section, which can develop plastic moment, but has inadequate plastic rotation capacity needed for formation of a plastic collapse mechanism of the member or structure. 1.3.18 between 1.3.28 Detail Category -- Designation given to a particular detail to indicate the S-N curve to be used in fatigue assessment. 1.3.29 Discontinuity -- A sudden change section of a loaded member, causing concentration at the location. in crossa stress 1.3.30 Ductility -- It is the property of the material or a structure indicating the extent to which it can deform beyond the limit of yield deformation before failure or fracture. The ratio of ultimate to yield deformation is usually termed as ductility. 1.3.31 Durability -- It is the ability of a material to resist deterioration over long periods of time. 1.3.32 Earthquake Loads -- The inertia forces produced in a structure due to the ground movement during an earthquake. 1.3.33 Edge Distance -- Distance from the centre of a fastener hole to the nearest edge of an element measured perpendicular to the direction of load transfer. 1.3.34 Eflective Lateral Restraint -- Restraint, that produces sufficient resistance to prevent deformation in the lateral direction. 1.3.35 Effective Length -- Actual length of a member between points of effective restraint or effective restraint and free end, multiplied by a factor to take account of the end conditions in buckling strength calculations. 1.3.36 Elastic Cladding -- Claddings, sheets, that can undergo considerable without damage. such as metal deformation Constant Stress Range -- The amplitude under cyclic loading which the stress ranges is constant during the life of the structure or a structural element. 1.3.19 Corrosion -- An electrochemical the surface of steel, leading to oxidation 1.3.20 Crane Load -- Horizontal from cranes. process over of the metal. and vertical loads 1.3.21 Cumulative Fatigue -- Total damage fatigue loading of varying stress ranges. due to 1.3.22 Cut-o~Limit -- The stress range, corresponding to the particular detail, below which cyclic loading need not be considered in cumulative fatigue damage evaluation (corresponds to 108 numbers of cycles in most cases). 1.3.23 Dead Loads -- The self-weights of all permanent constructions and installations including the self-weight of all walls, partitions, floors, roofs, and other permanent fixtures acting on a member. 1.3.24 Dejection -- It is the deviation standard position of a member or structure. from the 1.3.37 Elastic Critical Moment --The elastic moment, which initiates lateral-torsional buckling of a laterally unsupported beam. 1.3.38 Elastic Design -- Design, which assumes elastic behaviour of materials throughout the service load range. 1.3.39 Elastic Limit -- It is the stress below which the material regains its original size and shape when the load is removed. In steel design, it is taken as the yield stress. 1.3.40 End Distance -- Distance from the centre of a fastener hole to the edge of an element measured parallel to the direction of load transfer. 1.3.41 Erection Loads -- The actions (loads and deformations) experienced by the structure exclusively during erection. 1.3.42 Erection Tolerance -- Amount of deviation related to the plumbness, alignment, and level of the 2 1.3.25 Design Life -- Time period for which a structure or a structural element is required to perform its function without damage. 1.3.26 Design Load/Factored Load -- A load value ob~~ined by multiplying the characteristic load with a load factor. 1.3.27 Design Spectrum -- Frequency distribution of the stress ranges from all the nominal loading events during the design life (stress spectrum). IS 800:2007 element as a whole in the erected position. The deviations are determined by considering the locations of the ends of the element. 1.3.43 Exposed Surface Area to Mass Ratio -- The ratio of the surface area exposed to the fire (in mm2) to the mass of steel (in kg). NOTE -- In the case of members with tire protection material applied, the exposed surface area is to be taken as the internal sur~acearea of the fire protection material. 1.3.53 Flexural Stiffness -- Stiffness of a member against rotation as evaluated by the value of bending deformation moment required to cause a unit rotation while all other degrees of freedom of the joints of the member except the rotated one are assumed to be restrained. 1.3.54 Friction Type Connection -- Connection effected by using pre-tensioned high strength bolts where shear force transfer is due to mobilisation of friction between the connected plates due to clamping force developed at the interface of connected plates by the bolt pre-tension. 1.3.55 Gauge -- The spacing between adjacent parallel lines of fasteners, transverse to the direction of load/ stress. 1.3.56 Gravity Load gravitational effects. -- Loads arising due to 1.3.44 Fabrication Tolerance -- Amount of deviation allowed in the nominal dimensions and geometry in fabrication activities, such as cutting to length, finishing of ends, cutting of bevel angles, etc. 1.3.45 Factor of Safety -- The factor by which the yield stress of the material of a member is divided to arrive at the permissible stress in the material. 1.3.46 Fatigue -- Damage caused by repeated fluctuations of stress, leading to progressive cmcking of a structural element. 1.3.47 Fatigue Loading -- Set of nominal loading events, cyclic in nature, described by the distribution of the loads, their magnitudes and the number of applications in each nominal loading event. 1.3.48 Fatigue Strength -- The stress range for a category of detail, depending upon the number of cycles it is required to withstand during design life. 1.3.49 Fire Exposure Condition a) Three-sidedfire exposure condition -- Steel member incorporated in or in contact with a concrete or masonry floor or wall (at least against one surface). NOTES 1 Three-sided fire exposure condition is to be considered separately unless otherwise specified (see 16.10). 2 Members with more than one face in contact with a concrete or masonry floor or wall may be treated as three-sided tire exposure. 1,3.57 Gwsset Plate -- The plate to which the members intersecting at a joint are connected. 1.3.58 High Shear -- High shear condition is caused when the actual shear due to factored load is greater than a certain fraction of design shear resistance (see 9.2.2). 1.3.59 Imposed (Live) Load -- The load assumed to be produced by the intended use or occupancy including distributed, concentrated, impact, vibration and snow loads but excluding, wind, earthquake and temperature loads. 1.3.60 Instability -- The phenomenon which disables an element, member or a structure to carry further load due to excessive deflection lateral to the direction of loading and vanishing stiffness. 1.3.61 Lateral Restraint for a Beam 1.3.62 Leading Imposed Load-- higher action and/or deflection. (see 1.3.34) Imposed load causing b) Four-sided jire exposure condition -- Steel member, which may be exposed to fire on all sides. 1.3.50 Fire Protection System -- The fire protection material and its method of attachment to the steel member. 1.3.51 Fire Resistance -- The ability of an element, component or structure, to fulfil for a stated period of time, the required stability, integrity, thermal insulation and/or other expected performance specified in a standard fire test. 1.3.52 Fire Resistance Level --The fwe resistance grading period for a structural element or system, in minutes, which is required to be attained in the standard fire test. 3 1.3.63 Limit State -- Any limiting condition beyond which the structure ceases to fulfil its intended function (see also 1.3.86). 1.3.64 Live Load (see 1.3.59) 1.3.65 Load -- An externally (see also 1.3.4). applied force or action 1.3.66 Main Member -- A structural member, which is primarily responsible for carrying and distributing the applied load or action. 1.3,67 Mill Tolerance -- Amount of variation allowed from the nominal dimensions and geometry, with respect to cross-sectional area, non-parallelism of

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