Web Buckling and Web Crippling in Steel Beams: Complete Design Guide - Theory, IS 800, AISC 360, Eurocode 3, Stiffener Design & Worked Examples

Web buckling is an out-of-plane stability failure of the thin web plate of a steel I-beam or plate girder. It occurs when in-plane compressive stresses in the web reach the critical elastic buckling stress of the plate. The compressive stresses arise from two sources: shear forces (shear buckling - the dominant mode in most beams), where the pure shear state is equivalent to equal diagonal tension and compression at 45°, and the compression component can buckle the web diagonally; and bending (flexural/bending buckling of the web compression zone), relevant only in very deep slender webs where the web itself carries significant bending compression. Web buckling is governed by the web slenderness ratio h_w/t_w (clear web depth divided by web thickness) and the panel aspect ratio a/h_w (stiffener spacing divided by web depth). Higher h_w/t_w means lower critical buckling stress (which scales as (t_w/h_w)^2 from elastic plate theory), making thin webs highly susceptible. IS 800:2007 requires a shear buckling check when h_w/t_w exceeds 67*epsilon where epsilon = sqrt(250/f_y).

Web crippling (also called web bearing failure or web crushing) is a localised strength failure of the web directly under a concentrated transverse force at a support or point load location. It involves the web material yielding in direct compression within the bearing length, sometimes combined with local instability of the web near the flange-web junction. The critical parameters are the stiff bearing length b_1 (the length over which the load contacts the flange), the web thickness t_w, and the web yield strength f_y. The difference from web buckling is fundamental: web buckling is a stability (eigenvalue) problem governed by the elastic plate buckling theory and the E*(t_w/h_w)^2 stiffness term; web crippling is primarily a strength problem governed by f_y*t_w*b_eff. Web buckling can involve a large panel of the web and gives a wrinkle or bulge pattern over the panel; web crippling is strictly localised to the bearing region and gives a visible dent or crush at the web toe of fillet. Both can occur simultaneously and both are checked at support and load points - IS 800 uses Cl. 8.4 for shear buckling and Cl. 8.7 for web bearing.

IS 800:2007 classifies web slenderness as follows, where epsilon = sqrt(250/f_y): h_w/t_w <= 67*epsilon - compact or plastic web; no shear buckling check required; full plastic shear capacity V_dp = f_y*h_w*t_w/(sqrt(3)*gamma_m0) applies. 67*epsilon < h_w/t_w <= 200*epsilon - semi-compact to slender; shear buckling check required per Cl. 8.4.2; reduced capacity V_db = chi_w*f_y*h_w*t_w/(sqrt(3)*gamma_m0) where chi_w is the shear reduction factor based on the non-dimensional slenderness lambda_w; tension field action may be invoked to recover post-buckling capacity. h_w/t_w > 200*epsilon - transverse stiffeners mandatory at spacing a <= 1.5*h_w; with stiffeners the effective h/t is reduced for each panel. h_w/t_w > 400 - both transverse and longitudinal stiffeners are required. For IS 2062 Fe 410 steel (f_y = 250 MPa), epsilon = 1.0 and the limits are simply 67, 200, and 400. Most standard rolled I-sections (ISMB series) have h_w/t_w in the range 30 to 55, well below 67, so no buckling check is needed. Plate girders typically have h_w/t_w of 100 to 200, requiring full buckling checks.

Tension field action (also called diagonal tension field or post-buckling reserve) is the additional shear resistance that a web panel develops after elastic shear buckling has occurred. After the web buckles at tau_cr, it can no longer carry shear by membrane compression in the diagonal direction, but the orthogonal diagonal tension can still be mobilised. This diagonal tension band - anchored between the flanges and transverse stiffeners at the panel corners - acts like the diagonal tension members of a Pratt truss. The additional shear capacity from tension field action can be 2 to 3 times the elastic buckling load for very slender webs. IS 800:2007 Cl. 8.4.2.2 explicitly permits tension field action to be used in design, provided rigid end posts (full-depth stiffeners with flanged end plates at the girder ends) are provided to anchor the tension field. Without rigid end posts, only the elastic buckling capacity chi_w*V_dp is available. Permitting tension field action allows significantly more economical plate girder designs by reducing the required number of intermediate stiffeners or allowing thinner webs. Eurocode 3 includes the flange contribution V_bf,Rd as an additional term capturing the moment capacity of the flanges in resisting the horizontal component of the tension field force.

The effective bearing length b_eff at the web toe of fillet is computed by adding the stiff bearing length b_1 (the length of direct contact between the flange and the supporting/loaded element) to the dispersion length n_1 through the flange thickness and root radius. The IS 800 dispersion model uses a 1:2.5 slope (1 horizontal : 2.5 vertical): n_1 = 2.5*(t_f + r) for rolled sections, or n_1 = 2.5*(t_f + s) for welded sections where s is the fillet weld size. For end reactions (dispersion on one side only): b_eff = b_1 + n_1. For interior point loads (dispersion on both sides): b_eff = b_1 + 2*n_1. Example for ISMB 500 (t_f = 17.2 mm, r = 17 mm) with b_1 = 100 mm at end: n_1 = 2.5*(17.2+17) = 85.5 mm; b_eff = 100 + 85.5 = 185.5 mm. The web bearing capacity is then F_cdw = b_eff * t_w * f_y / gamma_m0. The physical basis of the 1:2.5 slope is that the stiff flange plate distributes the concentrated bearing force at a shallow angle through its depth, and the 1:2.5 ratio (21.8 degrees from vertical) is a conservative lower bound on the actual stress bulb angle.

A bearing stiffener is required when the concentrated transverse force at a support or load point exceeds either the web bearing capacity F_cdw (IS 800 Cl. 8.7.4) or the web buckling capacity under the concentrated load F_cdw,b (IS 800 Cl. 8.7.3). In practice, bearing stiffeners are almost always required for plate girder supports and for column connections to beams carrying heavy loads. Design of a bearing stiffener per IS 800: (1) Determine the stiffener force = F_Ed - F_cdw (the force in excess of the unstiffened web capacity). (2) Proportion the stiffener plates: outstand b_s and thickness t_s must satisfy b_s/t_s <= 14*epsilon to prevent local buckling of the stiffener outstand itself. (3) Compute the effective strut cross-section: A_eff = 2*b_s*t_s + 20*t_w^2 (stiffener plates plus a 20t_w wide web strip acting as a column). (4) Compute the effective length of the strut: l_eff = 0.7*h_w (0.7 factor for partial end fixity from web and flanges). (5) Find the slenderness ratio KL/r of the effective strut and read the design compressive strength f_cd from IS 800 Table 9 (curve c for welded stiffeners). (6) Check P_cd = A_eff * f_cd / gamma_m0 >= F_Ed. The bearing stiffener should be welded to both flanges but must not be welded to the tension flange (weld the end of the stiffener to a cleat or leave a small gap) to avoid fatigue issues at the tension flange weld toe.

The plate buckling coefficient k_v is a dimensionless factor that captures the effect of boundary conditions and aspect ratio on the critical shear buckling stress of a web panel. It enters the critical stress formula as tau_cr = k_v * pi^2 * E / [12*(1-nu^2)] * (t_w/h_w)^2. For a simply-supported rectangular plate under pure shear, k_v depends on the panel aspect ratio alpha_0 = a/h_w (stiffener spacing / web depth): for a/h_w >= 1: k_v = 5.34 + 4.00/(a/h_w)^2; for a/h_w < 1: k_v = 4.00 + 5.34/(a/h_w)^2. For an unstiffened web (a/h_w approaching infinity): k_v = 5.34 (minimum value). For a square panel (a/h_w = 1): k_v = 9.34 (75% higher critical stress). For a/h_w = 0.5: k_v = 4.00 + 5.34/0.25 = 25.4 (very high; closely stiffened). The practical implication: adding transverse stiffeners at spacing a = h_w converts k_v from 5.34 to 9.34, nearly doubling the critical shear buckling stress for the same web dimensions. However, reducing spacing further to a = 0.5*h_w gives k_v = 25.4 - a further 172% increase - but with twice as many stiffeners. Engineers balance the economy of fewer stiffeners (lower fabrication cost) against the higher web thickness needed (higher material cost).

The shear reduction factor chi_w (0 < chi_w <= 1) represents the ratio of the actual shear resistance to the full plastic shear resistance, accounting for elastic or inelastic buckling of the web. It is a function of the non-dimensional web slenderness lambda_w = sqrt(tau_y/tau_cr) = h_w/(86.4*epsilon*sqrt(k_v)*t_w). Three regimes exist: (1) lambda_w <= 0.6 (stocky web): chi_w = 1.0; full shear yield governs; no buckling. (2) 0.6 < lambda_w < 1.08 (inelastic buckling): chi_w reduces from 1.0 to about 0.77; both yielding and buckling interact; the curve follows chi_w = 0.83/(sqrt(3)*lambda_w) per IS 800 simplified form. (3) lambda_w >= 1.08 (elastic buckling governs): chi_w = 1.37/(sqrt(3)*(0.7 + lambda_w)); further reduction as slenderness increases. The resulting design shear resistance is V_db = chi_w * f_y * h_w * t_w / (sqrt(3) * gamma_m0). For a plate girder with h_w/t_w = 150 (unstiffened, k_v = 5.34): lambda_w = 150/(86.4*1.0*sqrt(5.34)) = 150/199.6 = 0.75; chi_w = 0.83/(1.732*0.75) = 0.639; V_db = 0.639 * V_dp - the unstiffened web can only carry 64% of its plastic shear capacity.

The three codes use fundamentally different approaches, though giving similar results for standard cases. IS 800 uses a two-step approach: first a bearing (yield) check F_cdw = b_eff * t_w * f_y / gamma_m0 (direct bearing yield at the web toe), then separately a buckling check treating the web as a strut using column buckling curves. This is physically transparent but involves two separate calculations. AISC 360 uses a single empirical formula R_n = 0.80*t_w^2*[1+3*(l_b/d)*(t_w/t_f)^1.5]*sqrt(E*F_y*t_f/t_w) with phi = 0.75. This formula was calibrated against laboratory test data and implicitly combines yielding and buckling effects. It is convenient for calculation but less physically transparent. Eurocode 3 EN 1993-1-5 uses the most physically rigorous approach: the patch loading model with a non-dimensional slenderness lambda_F = sqrt(l_y*t_w*f_y/F_cr) and a reduction factor chi_F = 0.5/lambda_F (capped at 1.0), exactly analogous to the column buckling model but calibrated for patch loading. F_cr = 0.9*k_F*E*t_w^3/h_w captures the elastic buckling component. For standard rolled sections all three give results within 10 to 15% of each other. For thin welded plate girder webs the EC3 and IS 800 buckling checks become more critical and give more conservative results than the AISC empirical formula.

Web sidesway buckling (AISC 360 Section J10.4) is a lateral buckling mode that involves the compression flange rotating sideways relative to the tension flange at the point of a concentrated load, with the web deforming laterally in a sway mode rather than in the classical shear wrinkle pattern. It occurs when the compression flange is not restrained against rotation at the concentrated load point - for example, when a heavy point load is applied mid-span on a beam with good lateral restraint at the supports but none at the load point. The governing slenderness parameter is (h/t_w)/(L_b/b_f) where L_b is the distance between points of lateral restraint of the compression flange. When this ratio is small (relatively rigid web, closely braced), sidesway buckling is not critical. When (h*t_w^3)/(L_b*t_f^3) is large, the capacity is substantially reduced. Web sidesway buckling is relevant primarily for long-span beams with widely spaced bracing and concentrated mid-span loads - crane runway girders and transfer beams are typical cases. IS 800 and EC3 do not have a specific web sidesway buckling clause; designers using these codes typically address it through lateral restraint requirements at load points (IS 800 Cl. 8.3.1 on lateral-torsional buckling restraint).

Web crippling capacity at a support or load point depends on the effective bearing length b_eff = b_1 + n_1, where n_1 = 2.5*(t_f + r) for rolled sections (with root radius r) or n_1 = 2.5*(t_f + s) for welded sections (with weld size s). For a rolled section like ISMB 500 with t_f = 17.2 mm and r = 17 mm: n_1 = 2.5*(17.2+17) = 85.5 mm - the root radius adds 42.5 mm to the dispersion length. For a welded plate girder with the same t_f = 17.2 mm but only an 8 mm fillet weld (s = 8 mm): n_1 = 2.5*(17.2+8) = 63.0 mm - only 22.5 mm from the weld, roughly 26% less dispersion. The larger root radius of rolled sections thus provides substantially more bearing area at the web toe, giving higher F_cdw capacity. Additionally, plate girder webs are intentionally thinner than equivalent rolled section webs (higher h_w/t_w ratios are economical for long spans), meaning both t_w (directly in the F_cdw formula) and the dispersion area are smaller. The combination typically means welded plate girders always require bearing stiffeners at supports while rolled section beams may not, depending on the reaction magnitude.

Transverse (intermediate) stiffeners serve two distinct functions in plate girder design: (1) Shear buckling control: by dividing the long web into shorter panels, transverse stiffeners increase the panel aspect ratio h_w/a (or equivalently reduce a/h_w), which increases the shear buckling coefficient k_v = 5.34 + 4/(a/h_w)^2 (for a/h_w >= 1). A smaller panel has a higher critical shear buckling stress, allowing the web to carry more shear before buckling. (2) Tension field action anchoring: in post-buckled panels, transverse stiffeners act as the compression struts in the diagonal tension truss mechanism, resisting the compressive reaction from the diagonal tension bands. Without transverse stiffeners there is no anchor for tension field action, and the web behaves as an unstiffened panel limited to k_v = 5.34. Design requirements: (a) Minimum rigidity: I_st/(t_w^3*h_w) >= 1.5*(h_w/a)^2 - 0.707 per IS 800 Cl. 8.7.2.4, ensuring the stiffener acts as a nodal line without excessive deflection. (b) Axial force from tension field: N_st = V_Ed - chi_w*V_dp must be carried by the stiffener. (c) Outstand limit: b_s/t_s <= 14*epsilon to prevent local buckling of the stiffener plate. (d) Intermediate stiffeners must not be welded to the tension flange - stop 4*t_f short to avoid fatigue notch.

IS 800:2007 sets the following absolute limits on web slenderness. For webs without any longitudinal stiffener: h_w/t_w <= 200*epsilon (for Fe 410: 200). This is the practical maximum for a web relying only on transverse stiffeners for shear buckling control. For webs with a single longitudinal stiffener at 0.2*h_w from the compression flange: h_w/t_w <= 250*epsilon. For webs with two longitudinal stiffeners: h_w/t_w <= 400*epsilon. The physical basis for these limits relates to fabrication and handling: very thin webs with h_w/t_w > 200 are difficult to weld without distortion, have significant initial geometric imperfections from welding, are sensitive to minor out-of-plumb of stiffeners, and behave in a complex interaction between shear buckling and bending buckling modes that is difficult to analyse reliably. In Indian bridge practice (IRC 24 for steel bridges, which references IS 800), plate girder webs with h_w/t_w of 150 to 180 are common, with longitudinal stiffeners provided for deeper girders. The Bandra-Worli Sea Link and major railway bridges use plate girders with h_w/t_w of 120 to 160 and two sets of transverse stiffeners.

When a cross-section is simultaneously subjected to high shear force and high bending moment, the two interact and reduce the capacity for each. IS 800:2007 Cl. 9.2.2 specifies a moment-shear interaction for the case where V_Ed > 0.6*V_d (shear exceeds 60% of shear capacity): the design moment capacity is reduced from M_d to M_dv = M_fd + M_wd*(1 - (2*V/V_d - 1)^2), where M_fd = moment capacity of the flanges alone (flanges carry all the bending without web contribution) and M_wd = moment capacity contribution from the web alone. For a plate girder specifically (Cl. 9.2.1), the interaction check is: (V_Ed/V_bd)^2 + (M_Ed - M_fd)/M_wd <= 1.0. Physical basis: under combined high shear and bending, the von Mises yield criterion limits the simultaneous stress components. In the web: bending stress sigma = (M/I)*y and shear stress tau = V*Q/(I*t_w) must satisfy sqrt(sigma^2 + 3*tau^2) <= f_y. This interaction is most critical at the neutral axis (maximum tau, zero sigma) and at the web-flange junction (maximum sigma, moderate tau). High-shear zones in long-span plate girders (near supports) rarely coincide with high-bending zones (near mid-span), so interaction effects are usually small for simply supported beams. However, in continuous beams and frames, regions near interior supports have both high shear and high negative bending, making interaction checks critical.

IS 800:2007 does not specify an absolute minimum web thickness directly, but practical minimums emerge from multiple requirements: Corrosion protection: for exposed structures without protective coatings, IS 800 Cl. 15.9.2 recommends a corrosion allowance of 1 to 2 mm, suggesting a practical minimum of t_w >= 6 to 8 mm for exposed outdoor structures. Web buckling control: requiring h_w/t_w <= 200 for a web without longitudinal stiffeners sets t_w >= h_w/200. For h_w = 1000 mm: t_w >= 5 mm; for h_w = 2000 mm: t_w >= 10 mm. Web bearing at supports: for typical reactions on plate girders, F_cdw = b_eff*t_w*f_y/gamma_m0 must be adequate or stiffeners provided. Thin webs may require bearing stiffeners at every support even for moderate reactions. Weld-to-thickness ratio: AWS D1.1 and IS 816 limit the minimum weld size to a function of the thicker connected part; very thin webs limit the achievable weld strength. Fabrication: webs thinner than 6 mm are prone to welding distortion that is difficult to correct. In practice for rolled sections: minimum t_w is 5.7 mm (ISJB 150, lightest standard section); for plate girders: 8 to 10 mm is practical minimum. Highway bridge plate girders per IRC 24 typically use t_w >= 10 mm.

Ignoring web buckling or crippling checks in steel beam design can lead to several progressive failure consequences: web buckling - the first sign is visible diagonal wrinkling or bulging of the web panel under service loads, which may go unnoticed in concealed construction. As load increases, the buckled web panel loses stiffness; deflections increase disproportionately; eventually the tension field in adjacent panels becomes overloaded; a fracture-line type plastic hinge mechanism forms across the web; the beam loses shear capacity suddenly or progressively. For ductile failure (gradual progression), some warning exists; for slender high-strength steel webs, failure can be more sudden. Web crippling - initial sign is a visible dent or indentation at the bearing point; the web begins to yield and crush; without redistribution, the beam loses vertical support at that point; settlement of the supported structure occurs; progressive collapse of the loading system is possible. In structural assessments, both failures have been observed in light industrial buildings, crane runway girders, and cold-formed steel purlins (where the thin gauge makes crippling critical). All major codes (IS 800, AISC 360, Eurocode 3, BS 5950) have mandatory checks for these limit states - non-compliance is not a conservative simplification but a genuine safety hazard.

Patch loading is the EC3 terminology for web crippling under a concentrated transverse force applied through the flange over a finite length. It is treated in EN 1993-1-5 Chapter 6 using a buckling-based reduction approach: the resistance is F_Rd = f_yw * l_eff * t_w / gamma_M1 where l_eff = chi_F * l_y is the effective loaded length. The yield resistance length l_y is the length of web at the web-to-flange junction that would yield under the applied force (computed from l_y = s_s + 2*t_f*(1 + sqrt(m_1 + m_2)) where m_1 = f_yf*b_f/(f_yw*t_w) and m_2 = 0.02*(h_w/t_f)^2 for lambda_F > 0.5). The reduction factor chi_F = 0.5/lambda_F (capped at 1.0) is based on the non-dimensional slenderness lambda_F = sqrt(l_y*t_w*f_yw/F_cr) where F_cr = 0.9*k_F*E*t_w^3/h_w. The buckling coefficient k_F = 6 + 2*(h_w/a)^2 for end-supported panels with a rigid end post, or 3.5 + 2*(h_w/a)^2 without rigid end post. The EC3 patch loading model is the result of extensive research at Cardiff University (Roberts, Rockey) and Luleå University of Technology (Lagerqvist, Johansson) and is considered the most comprehensive and physically consistent model available for patch loading resistance of plate girder webs.

Flange thickness affects web crippling resistance through multiple mechanisms in all three codes. Direct dispersion: the IS 800 effective bearing length n_1 = 2.5*(t_f + r) increases linearly with flange thickness, directly increasing b_eff and hence F_cdw. For a 10 mm increase in t_f: n_1 increases by 25 mm, adding approximately 25*t_w*f_y/gamma_m0 kN to F_cdw (for t_w = 10 mm, f_y = 250 MPa: approximately +56.8 kN per 10 mm increase in flange thickness). AISC 360: the web crippling formula R_n = 0.80*t_w^2*[...]*sqrt(E*F_y*t_f/t_w) increases as sqrt(t_f) - thicker flanges give higher crippling resistance, reflecting the role of the flange in distributing load and providing rotational restraint at the web-flange junction. Eurocode 3: the parameter m_1 = f_yf*b_f/(f_yw*t_w) in the yield resistance length l_y is independent of t_f, but m_2 = 0.02*(h_w/t_f)^2 decreases with increasing t_f (thicker flanges reduce the correction for intermediate slenderness). Additionally, thicker flanges provide more rotational rigidity at the web-flange junction, which effectively increases the boundary condition stiffness for the web panel from simply-supported toward partially fixed, increasing the buckling coefficient and hence k_F. In practical design, providing thicker flanges is one effective way to improve web crippling resistance without changing the web dimensions.

Bearing stiffeners and transverse intermediate stiffeners both consist of flat plates welded to the web, but they serve different functions, are located at different positions, and are designed differently. Bearing stiffeners are provided specifically at concentrated load points and at end supports. Their primary function is to resist web crippling and web buckling under the concentrated force. They must be welded to both flanges (or to cleats bolted to flanges) to transfer the concentrated load directly from flange to stiffener without relying on the web alone. They are designed as columns (struts) under the full concentrated load, treating an effective strut section of 2*b_s*t_s + 20*t_w^2 with effective length 0.7*h_w. The outstand must satisfy b_s/t_s <= 14*epsilon to prevent local buckling. Transverse intermediate stiffeners are provided along the span between support stiffeners to divide the web into shorter panels and increase the shear buckling coefficient k_v. They carry axial compression from tension field action (N_st = V_Ed - chi_w*V_dp) but not direct vertical forces from external loads. They need only satisfy the minimum rigidity criterion I_st/(t_w^3*h_w) >= 1.5*(h_w/a)^2 - 0.707 and must not be welded to the tension flange. They are lighter and simpler than bearing stiffeners. In a typical plate girder design: bearing stiffeners are always required at the end supports; intermediate stiffeners are added as needed to achieve adequate shear capacity along the span, with spacing chosen to balance fabrication cost against material savings.