Q: Classification by dimensional proportions: A structural element whose thickness is small compared with its length and width is best idealized as which type of continuum for analysis?

Introduction / Context: Engineers choose idealized models that match an element’s proportions. Slender members are modeled as 1D beams/columns; plates and slabs as 2D continua; and blocks as full 3D solids. Correct classification yields accurate yet efficient analysis. Given Data / Assumptions: Thickness is small relative to in-plane dimensions (length and width). Loads produce membrane and bending action across a mid-surface. Through-thickness stresses are secondary compared to in-plane and bending effects. Concept / Approach: Such elements are plates or slabs. Their behavior is captured with two-dimensional idealizations (plane stress/plate theory for in-plane loads; plate/shell theory for bending). This reduces computational effort without sacrificing essential physics. Step-by-Step Solution: Check proportions: t ≪ b, t ≪ L → plate/slab behavior.Adopt 2D idealization: plane stress or plate bending.Use appropriate formulas/elements for analysis and design. Verification / Alternative check: Finite element formulations for thin plates (Kirchhoff/Love) and moderately thick plates (Mindlin/Reissner) are standard for this geometry, reaffirming the 2D classification. Why Other Options Are Wrong: One-dimensional: describes slender rods/strips where one dimension dominates the others. Three-dimensional: necessary when thickness is comparable to other dimensions or stress gradients are strong through thickness. “None of these” is incorrect since a 2D model is appropriate. Common Pitfalls: Using a 1D model for wide slabs (missing transverse effects). Forgetting shear deformation in moderately thick plates. Final Answer: two dimensional.

Q: Minimum thickness for exposed steel not accessible for repainting: For steel members exposed to weather and not accessible for repainting, what should be the minimum steel thickness to ensure durability?

Introduction / Context: Durability of outdoor steelwork depends on corrosion protection. When periodic repainting is not feasible (e.g., inaccessible locations), the member's minimum thickness should be sufficient to tolerate expected corrosion losses over the design life, complemented by protective systems if any. Given Data / Assumptions: Member is exposed to weather. Member is not accessible for maintenance repainting. Working-stress/design guidance typical of building practice. Concept / Approach: Thicker sections provide a corrosion allowance and slow section loss rate in early years. Traditional steelwork practice specifies a higher minimum thickness for unmaintainable, exposed members than for members accessible for repainting. A commonly used minimum is 8 mm in such cases, whereas 6 mm may be permitted when repainting access is available. Step-by-Step Solution: Classify exposure: weathering and not accessible for repainting.Apply conservative minimum thickness guidance.Select 8 mm as the minimum to enhance durability and life-to-first-maintenance. Verification / Alternative check: Handbook recommendations and long-standing practice adopt 8 mm for such conditions to accommodate corrosion, sealing welds, and fabrication tolerances. Why Other Options Are Wrong: 4.5 mm, 6 mm: typically used for protected or maintainable members; too thin for inaccessible, exposed conditions. 10 mm: more conservative and heavier than necessary for many building applications. Common Pitfalls: Ignoring connection plates which may govern minimum thickness. Overlooking galvanizing/weathering steel options that modify thickness requirements. Final Answer: 8 mm.

Question 1

Rolled steel beams – primary function: In structural steelwork, what are rolled steel beams mainly used for?

Accepted Answer

Introduction / Context: Rolled steel beams (I-beams and H-beams) are the backbone of floor and roof systems. Their flanges and web geometry are optimized to resist bending and shear from distributed and concentrated loads. Understanding their primary role clarifies correct selection and detailing in frames and composite construction. Given Data / Assumptions: Standard rolled beams with two flanges and a web. Members used primarily in flexure (beams and girders). Not considering columns (axial compression) or pure ties (axial tension) as the primary role. Concept / Approach: Beams are flexural members. Their section modulus and moment of inertia are tailored to resist bending moments with economical steel usage: material is concentrated at the flanges where bending stresses are highest. The web carries shear. While beams can also experience some axial force in frames, they are not selected primarily as independent tension or compression elements. Step-by-Step Solution: Identify typical loading: floor/roof UDLs and point loads.Recognize section geometry: flanges distant from neutral axis maximize section modulus.Conclude function: resist bending; web carries shear. Verification / Alternative check: Design checks per steel codes emphasize bending strength, lateral torsional buckling, and shear in the web, confirming the flexural role. Why Other Options Are Wrong: Independent compression: that is a column’s role; beams are not optimized for pure axial compression. Independent tension: tension members are better as flats, angles, rods, or cables. “All the above” is too broad and misleading. Common Pitfalls: Ignoring lateral bracing requirements against lateral torsional buckling. Overlooking shear buckling checks in slender webs. Final Answer: Mainly used to resist bending stress.

Question 2

Effective length of compression members: A column of length L is held in position (no translation) at both ends but is not restrained against rotation at either end. What is its effective length for buckling calculations?

Accepted Answer

Introduction / Context: The effective length of a compression member models end restraints for Euler buckling. Different end conditions translate into different effective length factors K, which multiply the physical length L to give the column's buckling length K*L. Given Data / Assumptions: Both ends held in position (no lateral translation). No rotational restraint: ends are free to rotate (pinned). Prismatic member, elastic buckling idealization. Concept / Approach: Classical end condition — pinned–pinned: both ends prevent translation but allow rotation. The effective length factor K for this case is 1.0, so the effective length equals the actual length. Step-by-Step Solution: Identify end conditions: no translation, free rotation at both ends.Select K corresponding to pinned–pinned: K = 1.0.Compute effective length = K * L = 1.0 * L = L. Verification / Alternative check: Euler buckling tables list K = 1.0 for pinned–pinned, K ≈ 0.7 for fixed–fixed, K ≈ 2.0 for fixed–free (cantilever), etc. Our case matches K = 1.0. Why Other Options Are Wrong: 0.67 L, 0.85 L: represent stiffer end restraints (partial or full fixity). 1.5 L, 2 L: represent weaker restraint or cantilever conditions. Common Pitfalls: Confusing “held in position” (no sway) with “fixed” (no rotation). Using incorrect K values, leading to unconservative capacity estimates. Final Answer: L.

Question 3

Built-up compression members – spacing of connectors: Two channels placed back-to-back form a built-up compression member. When connected by rivets, the spacing between the connections should be such that the slenderness ratio of each individual com…

Accepted Answer

Introduction / Context: Built-up compression members (e.g., two channels back-to-back) need adequate interconnection to force the components to act together and to prevent local buckling of individual elements between connectors. Codes limit the slenderness ratio of each component between connections. Given Data / Assumptions: Two channels back-to-back. Connections by rivets (similar guidance for bolts/welds). We seek the maximum allowable component slenderness between connectors. Concept / Approach: For laced systems, a commonly used rule is that the slenderness ratio of each component (measured between adjacent lacing or batten points) should not exceed about 50. This ensures sufficient stiffness of the built-up member and prevents excessive out-of-plane buckling of individual elements. Battened members sometimes adopt an even more stringent limit near 40, but for lacing or closely spaced connectors, 50 is a standard exam reference. Step-by-Step Solution: Model each channel segment between connectors as a strut.Apply limit on slenderness: (effective length / r_min) ≤ 50.Choose the maximum allowable limit = 50. Verification / Alternative check: Classical steel design texts for built-up members provide limits in the 40–50 range; 50 is widely used for laced systems to prevent local instability. Why Other Options Are Wrong: 40: conservative, more typical for batten-type spacing. 60, 70: too lenient; may allow local buckling between connectors. Common Pitfalls: Calculating slenderness with the wrong radius of gyration. Over-spacing connectors to save fasteners at the expense of stability. Final Answer: 50.

Question 4

Plate girders – unstiffened web criterion: A web plate is classified as “unstiffened” when the ratio of its clear depth to thickness is less than which value?

Accepted Answer

Introduction / Context: Plate girder webs may be provided with transverse (and sometimes longitudinal) stiffeners to prevent shear buckling. When the web is sufficiently stocky, it can be treated as “unstiffened,” simplifying detailing and fabrication. Given Data / Assumptions: Web plate in a plate girder. Clear depth d (between flanges) and thickness t are known. Buckling under shear governs the need for stiffeners. Concept / Approach: A practical limit compares the slenderness of the web panel via the ratio d/t. If d/t is small enough (stocky web), shear buckling is unlikely within service ranges, and transverse stiffeners can be omitted except at supports and concentrated loads. A commonly adopted threshold is d/t < 85 for mild steel webs, beyond which web stiffeners are recommended to prevent buckling. Step-by-Step Solution: Compute web slenderness parameter = d / t.If d/t < 85 → treat as unstiffened web; else provide stiffeners.Classify accordingly. Verification / Alternative check: Traditional handbooks list web stiffening limits near 85 for mild steel and adjust with yield strength or serviceability constraints in modern codes. Why Other Options Are Wrong: 35, 50, 60: too low; would over-conservatively require stiffeners in many practical webs. 90: slightly above common threshold; may risk shear buckling without stiffeners. Common Pitfalls: Using overall depth instead of clear depth between flanges. Ignoring concentrated load panels which may still need stiffeners. Final Answer: 85.

Question 5

Classification by dimensional proportions: A structural element whose thickness is small compared with its length and width is best idealized as which type of continuum for analysis?

Accepted Answer

Introduction / Context: Engineers choose idealized models that match an element’s proportions. Slender members are modeled as 1D beams/columns; plates and slabs as 2D continua; and blocks as full 3D solids. Correct classification yields accurate yet efficient analysis. Given Data / Assumptions: Thickness is small relative to in-plane dimensions (length and width). Loads produce membrane and bending action across a mid-surface. Through-thickness stresses are secondary compared to in-plane and bending effects. Concept / Approach: Such elements are plates or slabs. Their behavior is captured with two-dimensional idealizations (plane stress/plate theory for in-plane loads; plate/shell theory for bending). This reduces computational effort without sacrificing essential physics. Step-by-Step Solution: Check proportions: t ≪ b, t ≪ L → plate/slab behavior.Adopt 2D idealization: plane stress or plate bending.Use appropriate formulas/elements for analysis and design. Verification / Alternative check: Finite element formulations for thin plates (Kirchhoff/Love) and moderately thick plates (Mindlin/Reissner) are standard for this geometry, reaffirming the 2D classification. Why Other Options Are Wrong: One-dimensional: describes slender rods/strips where one dimension dominates the others. Three-dimensional: necessary when thickness is comparable to other dimensions or stress gradients are strong through thickness. “None of these” is incorrect since a 2D model is appropriate. Common Pitfalls: Using a 1D model for wide slabs (missing transverse effects). Forgetting shear deformation in moderately thick plates. Final Answer: two dimensional.

Question 6

Minimum thickness for exposed steel not accessible for repainting: For steel members exposed to weather and not accessible for repainting, what should be the minimum steel thickness to ensure durability?

Accepted Answer

Introduction / Context: Durability of outdoor steelwork depends on corrosion protection. When periodic repainting is not feasible (e.g., inaccessible locations), the member's minimum thickness should be sufficient to tolerate expected corrosion losses over the design life, complemented by protective systems if any. Given Data / Assumptions: Member is exposed to weather. Member is not accessible for maintenance repainting. Working-stress/design guidance typical of building practice. Concept / Approach: Thicker sections provide a corrosion allowance and slow section loss rate in early years. Traditional steelwork practice specifies a higher minimum thickness for unmaintainable, exposed members than for members accessible for repainting. A commonly used minimum is 8 mm in such cases, whereas 6 mm may be permitted when repainting access is available. Step-by-Step Solution: Classify exposure: weathering and not accessible for repainting.Apply conservative minimum thickness guidance.Select 8 mm as the minimum to enhance durability and life-to-first-maintenance. Verification / Alternative check: Handbook recommendations and long-standing practice adopt 8 mm for such conditions to accommodate corrosion, sealing welds, and fabrication tolerances. Why Other Options Are Wrong: 4.5 mm, 6 mm: typically used for protected or maintainable members; too thin for inaccessible, exposed conditions. 10 mm: more conservative and heavier than necessary for many building applications. Common Pitfalls: Ignoring connection plates which may govern minimum thickness. Overlooking galvanizing/weathering steel options that modify thickness requirements. Final Answer: 8 mm.

Question 7

Structural steel – definition of a “long column” for design checks In steel design, a column is termed a long (slender) column when the ratio of its effective length to its least lateral dimension exceeds which limiting value?

Accepted Answer

Introduction / Context: Columns are classified as short or long (slender) to decide whether crushing or buckling governs the strength. The classification hinges on a geometric slenderness parameter, enabling engineers to select the correct design formulae and safety checks. Given Data / Assumptions: Effective length refers to end-restraint–dependent buckling length used in column design. Least lateral dimension is the smaller of the cross-section's lateral dimensions. Conceptual/terminology question; no numeric calculation is required. Concept / Approach: A column with a large effective length relative to its thickness (least dimension) is prone to elastic instability. Traditional teaching problems often state that a column may be treated as “long” when the effective length to least lateral dimension ratio exceeds a threshold (commonly taken around 12–15 in many practice problems), beyond which Euler-type buckling effects dominate. Step-by-Step Solution: Identify the governing parameter → effective length / least lateral dimension.Recall the threshold used in classic design problems → value taken as more than 15 indicates a long column.Select the option that matches this definition. Verification / Alternative check: Design handbooks and exam-oriented summaries classify columns as long when geometric slenderness is high enough that buckling, not material crushing, becomes critical; the chosen limit reflects that intent in such problems. Why Other Options Are Wrong: More than 3 m long is not a reliable criterion because end conditions and cross-section size also matter. Least dimension < 25 cm alone ignores length and restraint. Free at top refers to boundary conditions, not a definition. The distractor with a much smaller ratio does not align with the common threshold used. Common Pitfalls: Confusing overall length with effective length; ignoring that the least lateral dimension, not the larger one, controls buckling. Final Answer: Effective length / least lateral dimension > 15

Question 8

Lateral–torsional buckling effective length for a cantilever beam For a cantilever of span L that is continuous at the support, unrestrained against torsion at the support, and free at the other end, what is the effective lateral–torsional buckling …

Accepted Answer

Introduction / Context: Lateral–torsional buckling (LTB) limits the bending capacity of beams whose compression flange is not adequately restrained. The “effective length” models boundary conditions for lateral displacement and twist, converting them into a single buckling length factor multiplied by the actual span. Given Data / Assumptions: Cantilever beam of span L. Support is continuous but unrestrained against torsion (no torsional restraint at the fixed end). Free end is unrestrained (typical cantilever tip). We seek the LTB effective length l for design checks. Concept / Approach: Effective length for buckling problems reflects end conditions. The most flexible condition (one end free) increases the effective length compared to simply supported cases. For classical exam problems, a cantilever with a free tip and inadequate torsional restraint at the support is commonly taken with an LTB effective length of about 2L, capturing its greater susceptibility to instability. Step-by-Step Solution: Recognize boundary conditions that encourage twist and lateral movement → free tip and unrestrained torsion at the support.Use standard effective-length factors for LTB → cantilever-type cases often adopt l ≈ 2L in exam formulae.Select the option l = 2L. Verification / Alternative check: Compare with a simply supported beam (l ≈ L in many textbook tables). A cantilever is more slender effectively because one end is free, so an increased factor such as 2L is used in traditional design tables for teaching. Why Other Options Are Wrong: l = L understates the buckling length for a free-end case; 0.5L is for a much stiffer condition; 3L, 3.5L are excessively conservative for the stated assumption set. Common Pitfalls: Confusing column Euler effective-length factors with beam LTB factors; assuming any “fixed” support provides torsional restraint even when the problem explicitly denies it. Final Answer: l = 2L

Question 9

Riveted joints – shear strength of the rivets in the connection If N rivets each of shank diameter d are used and the permissible shear stress is τ_allow, what is the shear strength of the joint against shearing of rivets?

Accepted Answer

Introduction / Context: In riveted (or bolted) joints, one of the basic capacity checks is shear of the fastener shanks. Knowing the correct expression for total shear resistance helps size the number and diameter of rivets safely. Given Data / Assumptions: N rivets share the load equally in shear (idealization). Each rivet has shank diameter d and circular cross-section. Allowable (permissible) shear stress is τ_allow (single shear). Concept / Approach: Shear strength equals allowable shear stress multiplied by resisting area. For a circular shank, resisting area is (π/4) * d^2. With N identical rivets, the total shear strength is N times the single-rivet shear strength. Step-by-Step Solution: Area of one rivet in shear = A = (π/4) * d^2.Shear capacity of one rivet = A * τ_allow.Total capacity for N rivets = N * (π/4) * d^2 * τ_allow. Verification / Alternative check: If the joint places a rivet in double shear, multiply the single-rivet capacity by 2. The formula structure remains the same; only the effective area factor changes. Why Other Options Are Wrong: Expressions using d * t or (p ± d) * t belong to plate bearing/tearing checks, not rivet shear. The (π/8) * d expression has wrong dimensions. Common Pitfalls: Forgetting to use net (threaded) area for bolts in place of shank area; ignoring double-shear conditions; mixing up plate tearing with rivet shear. Final Answer: V_shear = N * (π/4) * d^2 * τ_allow

Question 10

Lacing bars for compression members – basic detailing rules Which of the following statements about lacing of built-up compression members are correct?

Accepted Answer

Introduction / Context: Lacing transforms individual components into one built-up compression member that acts integrally. Codes provide detailing rules to ensure sufficient stiffness and strength against shear and buckling. Given Data / Assumptions: Traditional IS working-stress design guidance is referenced. Member is a built-up column with lacing flats or angles. We compare typical limits for width, thickness, slenderness, and inclination. Concept / Approach: Limits on slenderness (for lacing stability), minimum width and thickness (for connection and durability), and inclination (for efficient shear path) are prescribed to keep the lacing system effective without being overly flexible. Step-by-Step Solution: Check slenderness → typical limit around 145 for lacing bars.Check minimum width → commonly about 50 mm for 16 mm rivets to give edge distance and hole clearance.Check minimum thickness → about L/40 between inner rivets gives sufficient stiffness.Check inclination → 40° to 70° range provides a good diagonal bracing action. Verification / Alternative check: Compare with classic Indian steel design texts; the numerical limits are consistent with standard practice problems. Why Other Options Are Wrong: Each individual statement aligns with standard rules; therefore the comprehensive choice “All the above” is the correct answer. Common Pitfalls: Using too slender lacing that buckles; inadequate width leading to poor edge distances; inclination too shallow or too steep causing inefficiency. Final Answer: All the above

Question 11

Rivets under combined shear and tension – interaction requirement When rivets are subjected to simultaneous shear and an externally applied tensile force, how should they be proportioned for safe design?

Accepted Answer

Introduction / Context: Fasteners such as rivets (or bolts) can experience both shear and tension. A combined-stress interaction check prevents overstress when both actions act together. Given Data / Assumptions: Rivet experiences shear stress τ and tensile stress σ simultaneously. τ_allow and σ_allow are the permissible shear and tensile stresses respectively. We adopt a common elliptical interaction for working-stress design. Concept / Approach: In combined loading, neither the shear nor the tension may independently be at the allowable value. An interaction formula limits the combined effect. A common working-stress interaction is elliptical: (τ/τ_allow)^2 + (σ/σ_allow)^2 ≤ 1. Step-by-Step Solution: Compute actual τ from the joint shear divided by the net rivet shear area.Compute actual σ from the prying/tensile component divided by the tensile area.Check the interaction: (τ/τ_allow)^2 + (σ/σ_allow)^2 ≤ 1. Verification / Alternative check: Some practices permit linear interaction (τ/τ_allow + σ/σ_allow ≤ 1) as a conservative simplification. The elliptical form better reflects combined-stress capacity. Why Other Options Are Wrong: Options that treat σ or τ in isolation ignore the interaction. The simple product criterion has no basis in standard design. The linear sum may be conservative but is not the most representative choice when an elliptical rule is specified. Common Pitfalls: Forgetting to include prying action; using gross instead of net areas; omitting preload effects for high-strength friction-grip bolts (if used). Final Answer: (τ/τ_allow)^2 + (σ/σ_allow)^2 ≤ 1

Question 12

Net tensile area of round bars with threaded ends For a round bar in tension with threaded ends, the net area to be used for tensile capacity is the cross-sectional area measured at which location?

Accepted Answer

Introduction / Context: Tension members with threaded ends (such as tie rods) experience their smallest net area at the root of the thread. Design must therefore be based on the weakest section to avoid overestimating strength. Given Data / Assumptions: Round bar with standard threads at the ends. Failure is governed by tensile rupture at the weakest cross-section. Nominal (major) thread diameter is larger than the minor (root) diameter. Concept / Approach: For threaded bars, metal is removed at the threads, reducing the net load-carrying area. The smallest area occurs at the thread root. Using this net section in stress calculations safeguards against fracture at the threaded region. Step-by-Step Solution: Identify the critical (smallest) area along the tension path → thread root area.Compute A_net based on minor diameter if numerical design is carried out.Use A_net to evaluate tensile stress or capacity. Verification / Alternative check: Fracture surfaces of failed threaded rods typically occur at or adjacent to the first engaged threads, corroborating that the root is critical. Why Other Options Are Wrong: Mid-section (shank) has a larger area unless reduced; difference of areas is not a physical section; any location is unsafe; nominal diameter overestimates area. Common Pitfalls: Using nominal diameter to compute capacity; ignoring stress concentration near the first engaged thread. Final Answer: Root (minor diameter) of the thread

Question 13

Composite (cased) beams – when is a steel beam treated as a cased beam? Under what conditions is a rolled steel beam treated as a cased beam in concrete for design and detailing purposes?

Accepted Answer

Introduction / Context: Encasing a steel beam in concrete improves fire resistance, stiffness, and durability, and can enhance composite action when detailed properly. Codes outline when a member may be treated as a cased beam. Given Data / Assumptions: Rolled steel beam intended to be encased in concrete. Concrete provides protection and potential stiffness benefits. Dimensional and detailing requirements must be met. Concept / Approach: A member is considered a cased beam if both geometry and encasement meet minimum limits. Typical conditions include minimum gap in double-channel sections, overall size limits to ensure proper casing, encasement strength and aggregate considerations, and adequate concrete cover beyond flanges for protection. Step-by-Step Solution: Check section form → double channel back-to-back with adequate web spacing qualifies.Confirm overall rolled size within practical limits for uniform casing.Ensure full, solid encasement with adequate strength concrete and aggregate size.Provide cover and casing width allowances beyond flange width. Verification / Alternative check: Details are in classic composite/cased-beam provisions and standard exam references; fulfilling all ensures the member performs as a cased beam. Why Other Options Are Wrong: Each single statement corresponds to a valid requirement; hence the comprehensive choice “All the above” is correct. Common Pitfalls: Insufficient concrete cover; inadequate connector detailing; assuming composite action without shear connectors where required. Final Answer: All the above

Question 14

Fundamental assumption used in the design of riveted joints Which of the following is a standard assumption when analysing riveted joints in bearing-type connections?

Accepted Answer

Introduction / Context: Traditional riveted connections (similar logic applies to bearing-type bolted joints) transfer load primarily by bearing of the fastener shank against the hole and by fastener shear. The classic analysis adopts simplifying assumptions. Given Data / Assumptions: Riveted, bearing-type joint is considered (not friction-grip). Load is transferred by bearing and shear. Elastic distribution and minor bending of rivets are neglected in capacity equations. Concept / Approach: The standard idealization treats the rivet as snugly filling the hole such that bearing develops over an effective projected area, while the rivet shank resists shear. This yields simple formulae for plate tearing, rivet shear, and bearing. Step-by-Step Solution: Identify load-transfer mechanism → bearing and shear in bearing-type joints.Apply simplifying assumption → rivet fills the hole sufficiently to mobilize bearing.Use standard strength checks (rivet shear, plate bearing, and plate net-section tension). Verification / Alternative check: Design texts support the assumption that bending in rivets is usually neglected and that friction is not relied upon for capacity in bearing-type joints (unlike friction-grip bolts). Why Other Options Are Wrong: Bending stress explicitly is not counted in basic rivet design; non-uniform plate stress is not modelled in simple formulas; friction primary is characteristic of HSFG bolted joints, not riveted bearing joints. Common Pitfalls: Assuming friction capacity without proof of pretension; ignoring net-section reduction due to holes. Final Answer: The rivet hole is assumed to be completely filled by the rivet (bearing contact)

Question 15

Factory buildings – name of horizontal members on wall columns supporting wall cladding In industrial sheds and factory buildings, what are the horizontal beams that span between wall columns and support the wall covering called?

Accepted Answer

Introduction / Context: Industrial buildings often use steel frames with light-gauge wall cladding. Horizontal secondary members carry the cladding and transfer wind loads to the main frames. Correct terminology is important for detailing and procurement. Given Data / Assumptions: Member spans horizontally between wall columns/frames. Supports wall sheeting or panels (cladding). Not a roof member and not associated with openings. Concept / Approach: These horizontal wall members are called girts. They are analogous to purlins on roofs but serve at the walls. Girts provide attachment lines for cladding and act as horizontal struts distributing wind pressure/suction to the main frames. Step-by-Step Solution: Identify function → support wall covering and transfer lateral loads.Map function to standard terminology → “girts”.Select the corresponding option. Verification / Alternative check: Drawings/specs for pre-engineered buildings label these as girts; roof members are purlins; beams over openings are lintels. Why Other Options Are Wrong: Stringers commonly refer to stair members; trimmers are trimming beams around openings; lintels support masonry over wall openings; fascia beams relate to roof edge aesthetics/support. Common Pitfalls: Confusing purlins (roof) with girts (wall); mislabeling lintels as general wall beams. Final Answer: Girts

Steel Structure Design Questions