BOLTED CONNECTIONS

Teaching Resources for Steel Structures CONTENTS Introduction Bolted Connections Bolts and Bolting Force Transfer Mechanism Failure of Connections In shear In tension Combined shear and tension Block shear © IIT Madras, SERC Madras, Anna Univ., INSDAG Calcutta

INTRODUCTION Designed more conservatively than members because they are more complex to analyse and discrepancy between analysis and design is large In case of overloading, failure in member is preferred to failure in connection Connections account for more than half the cost of structural steel work Connection design has influence over member design Similar to members, connections are also classified as idealised types Effected through rivets, bolts or weld Codal Provisions

Teaching Resources for Steel Structures TYPES OF CONNECTIONS -! Classification based on type of force in the bolts Single shear a) Lap Connection b) Butt Connection Double shear Shear Connections support (a) (b) Tension Connection and Tension plus Shear Connection © IIT Madras, SERC Madras, Anna Univ., INSDAG Calcutta

Teaching Resources for Steel Structures BOLTS AND BOLTING Bolt Grade: Grade 4.6 :- fu = 40 kgf/mm2 and fy = 0.6*40 = 24 kgf/mm2 Bolt Types: Black, Turned & Fitted, High Strength Friction Grip Black Bolts: usually Gr.4.6, made snug tight, ductile and cheap, only static loads Turned & Fitted; Gr.4.6 to 8.8, Close tolerance drilled holes, 0.2% proof stress HSFG Bolts: Gr.8.8 to 10.9, less ductile, excellent under dynamic/fatigue loads © IIT Madras, SERC Madras, Anna Univ., INSDAG Calcutta

FORCE TRANSFER MECHANISM Bolt Shear Transfer – Free Body Diagram (a) Bearing Connection (b) Friction Connection T Frictional Force T Clamping Force, PO Bearing stresses Tension in bolt FORCE TRANSFER MECHANISM

Teaching Resources for Steel Structures TIGHTENING OF HSFG BOLTS snug-tight position ¾ turn Tightening of HSFG bolts 1) Turn-of-nut Tightening 2) Calibrated Wrench Tightening 3) Alternate Design Bolt Installation 4) Direct Tension Indicator Method (a) Standard (b) Oversized (c )Short Slot (d) Long slot Feeler gauge Hole types for HSFG bolts © IIT Madras, SERC Madras, Anna Univ., INSDAG Calcutta

FAILURE OF CONNECTIONS Shear Connections with Bearing Bolts Fig. 9 (a) Shearing of Bolts Ps = ps As where As = 0.8A (b) Bearing on Bolts Pbb = pbb d t Zone of plastification (c) Bearing on Plates Pbs = pbs d t  ½ e t pbs

IS 800:2007 10.3 Bearing Type Bolts lg = 8 d /(3 d+lg) 10.3.2 Shear capacity of bolt IS 800:2007 10.3.1.1 Reduction factor in shear for Long Joints 10.3.1.2 Reduction factor in shear for Large Grip Lengths lg = 8 d /(3 d+lg) 10.3.2.3 Reduction factor for Packing Plates pk = (1 - 0.0125 tpk)

Tb =(0.90 fub An)/ γmb < (fyb Asb (γm1 / γm0))/ γmb 10.3 Bearing Type Bolts 10.3.3 Bearing Capacity of bolt on any ply 10.3.4 Tension Capacity 10.3.5 Bolt subjected to combined shear and tension Vsb = (2.5 d t fu )/ γmb Tb =(0.90 fub An)/ γmb < (fyb Asb (γm1 / γm0))/ γmb

Vbf = (2.2 d t fup ) / γmf < (3 d t fyp)/ / γmf FAILURE OF CONNECTIONS-1 Shear Connections with HSFG Bolts (a) Slip Resistance Vsf = (µf ne Kh Fo)/ γmf Kh =1.0 (clearance hole)  = 0.45 (untreated surfaces) Fo= proof load (b) Bearing on Plates Vbf = (2.2 d t fup ) / γmf < (3 d t fyp)/ / γmf

10.4 Friction Grip Type Bolting 10.4.1 Slip resistance Vsf = (µf ne Kh Fo)/ γmf Where, µf = coeff. of friction (slip factor) as in Table 10.2 (µf < 0.55) ne = number of effective interfaces offering frictional resistance to slip Kh = 1.0 for fasteners in clearance holes = 0.85 for fasteners in oversized and short slotted holes = 0.7 for fasteners in long slotted holes loaded parallel to the slot. γmf = 1.10 (if slip resistance is designed at service load) γmf = 1.25 (if slip resistance is designed at ultimate load) Fo = minimum bolt tension (proof load) at installation ( 0.8 Asb fo) Asb = shank area of the bolt fo = proof stress (= 0.70 fub) Note: Vns may be evaluated at a service load or ultimate load using appropriate partial safety factors, depending upon whether slip resistance is required at service load or ultimate load.

TABLE 10.2 TYPICAL AVERAGE VALUES FOR COEFFICIENT OF FRICTION (µf) Clean mill scale 0.33 Sand blasted surface 0.48 Red lead painted surface 0.1 Treatment of surface Coefficient of friction (µf)

10.4 Friction Grip Type Bolting 10.4.2 Bearing capacity 10.4.3 Tension capacity 10.4.4 Combined Shear and Tension Reduction factor in shear for Long Joints will apply here Vbf = (2.2 d t fup ) / γmf < (3 d t fyp)/ / γmf Tf = (0.9 fu A)/ / γmf

BOLTS UNDER TENSION AND PRYING EFFECT (b) HSFG Connection Bearing type connection 2T T To To+T (d) Prying Effect Q B A b n T+Q 2T Proof Load Po Bolt force B kN Applied load 2T (kN) HSFG Bearing type ( c) External Tension versus bolt force

10.4 Friction Grip Type Bolting 10.4.5 Prying Force   = 2 for non-pretensioned and 1 for pretensioned  = 1.5 for LSM be = effective width of flange per pair of bolts (Conti….)

DESIGN STRENGTHS FOR BOLTED CONNECTIONS Table 1 Bolt Strengths in Clearance Holes in MPa Bolt strengths Bolt grade 4.6 8.8 Shear strength ps 160 375 Bearing strength pbb 435 970 Tension strength pt 195 450 Table 2 Bearing Strengths of Connected Parts in MPa Steel grade ST42S Gr.43 Gr.50 Bearing bolts pbs 418 460 550 HSFG bolts pbg 650 825 1065

10.5.9 Stresses due to Individual forces 10.5.10 Combination of stresses 10.5.10.1 Fillet welds Combined bearing, bending and shear (Conti….)

10.2 Fasteners spacing and edge distance 10.2.1 Minimum Spacing - 2.5 times the nominal diameter 10.2.2 Maximum Spacing - shall not exceed 32t or 300 mm, whichever is less, where t is thickness of the thinner plate 10.2.2.2 pitch shall not exceed 16t or 200 mm, in tension members and 12t or 200 mm, whichever is less, in compression members 10.2.3 Edge and End Distances minimum edge shall be not less than that given in Table 10.1. maximum edge distance should not exceed 12 t, where  = (250/fy)1/2 10.2.4 Tacking Fasteners spacing in line not exceeding 32t or 300 mm If exposed to the weather, 16 t or 200 mm max. spacing in tension members 1000 mm max. spacing in compression members 600 mm

GENERAL ISSUES IN CONNECTION DESIGN Assumptions in traditional analysis M = Td Standard Connections (a) moment connection (b) simple connection e V T C d (a) (b) Connection elements are assumed to be rigid compared to the connectors Connector behaviour is assumed to be linearly elastic Distribution of forces arrived at by assuming idealized load paths Provide stiffness according to the assumed behaviour ensure adequate ductility and rotation capacity provide adequate margin of safety

Analysis of Bolt Groups Combined Shear and Moment in-Plane CONTENTS -1 Analysis of Bolt Groups Combined Shear and Moment in-Plane Combined Shear and Moment out-of-plane Beam and Column Splices Beam to Column Connections Beam to Beam Connections Truss Connections Fatigue Behaviour

Teaching Resources for Steel Structures TYPES OF CONNECTIONS Classification based on type of resultant force transferred (a) (b) Concentric Connections (a) (b) Moment Connections © IIT Madras, SERC Madras, Anna Univ., INSDAG Calcutta

COMBINED SHEAR AND MOMENT IN PLANE  P ri Rmi O x’ y’ Bolt shear due to Px and Py Rxi = Px/n and Ryi = Py/n M = Px y’ + Py x’ Rmi = k ri Mi = k ri2 MR =  k ri2 = k  ri2 Bolt shear due to M Rmi=M ri/ ri2 Bolt group eccentrically loaded in shear Combined shear

COMBINED SHEAR AND MOMENT OUT-OF-PLANE Ti d li Li NA d/6 (a) (b) (c) C Bolt group resisting out-of-plane moment Ti = kli where k = constant M =  Ti Li = k  li Li Ti = Mli/ li Li Shear assumed to be shared equally and bolts checked for combined tension+(prying)+shear

BEAM AND COLUMN SPLICE Bolted Beam Splice Strength, stiffness and ease in erection Assumptions in Rolled-section & Plate Girders (a)Conventional Splice (b) End-Plate Splice Bolted Beam Splice Column Splices – bearing type or HSFG moment splices

BEAM-TO-COLUMN CONNECTIONS (a) Simple – transfer only shear at nominal eccentricity Used in non-sway frames with bracings etc. Used in frames upto 5 storeys (b) Semi-rigid – model actual behaviour but make analysis difficult (linear springs or Adv.Analysis). However lead to economy in member designs. (c) Rigid – transfer significant end-moments undergoing negligible deformations. Used in sway frames for stability and contribute in resisting lateral loads and help control sway.

BEAM-TO-COLUMN CONNECTIONS V Simple beam-to-column connections a) Clip and seating angle b) Web cleats c) Curtailed end plate Economical when automatic saw and drill lines are available Check end bearing and stiffness of seating angle Clip angle used for torsional stability If depth of cleats < 0.6d design bolts for shear only Eliminates need to drill holes in the beam. Limit depth and thickness t < /2 (Gr.8.8) and /3 (Gr.4.6)

BEAM-TO-COLUMN CONNECTIONS column web stiffeners diagonal stiffener web plate (a) (b) (c) Rigid beam-to-column connections a) Short end plate b) Extended end plate c) Haunched

BEAM-TO-BEAM AND TRUSS CONNECTIONS Beam-beam connections similar to beam-column connections Moment continuity may be obtained between secondary beams Check for torsion in primary beams GussetPlate Splice plate e support (a) Apex Connection (b) Support connection Truss Connections

Thank You FATIGUE BEHAVIOUR www.steel-insdag.org Fatigue leads to initiation and growth of cracks under fluctuating stresses even below the yield stress of the material (High-cycle fatigue) Fatigue cracks grow from points of stress concentrations To avoid stress concentrations in bolted connections Use gusset plates of proper shape Use match drilling Use HSFG bolts Fatigue also depends on range of stress fluctuations and reversal of stress pre-tensioned HSFG avoid reversals but lead to fretting corrosion Fatigue design carried out by means of an S-N curve on a log-log scale Components are designed below the endurance limit www.steel-insdag.org Thank You