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The China Grade-1 Registered Structural Engineer examination has Foundation and Professional stages covering reinforced concrete, steel, masonry and timber structures, seismic design, and foundation engineering. This bank is an English-language MCQ study adaptation of those technical areas.

Sample Grade-1 Registered Structural Engineer (China) Practice Questions

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1A simply reinforced concrete rectangular beam has a cross section of b × h = 250 mm × 500 mm with an effective depth h₀ = 460 mm. The concrete grade is C30 (design axial compressive strength f_c = 14.3 N/mm², α₁ = 1.0, β₁ = 0.80) and the longitudinal reinforcement consists of 3Φ20 HRB400 bars (f_y = 360 N/mm², total area A_s = 942 mm²). According to GB 50010-2010 (2015 Edition), what is the design flexural moment capacity M_u of the beam section?

A.121.4 kN·m

B.139.9 kN·m

C.155.8 kN·m

D.168.2 kN·m

Explanation: Per GB 50010-2010 (Section 6.2.10): 1. Calculate the concrete compression zone depth x: x = (f_y · A_s) / (α₁ · f_c · b) = (360 N/mm² × 942 mm²) / (1.0 × 14.3 N/mm² × 250 mm) = 339,120 / 3,575 = 94.86 mm. 2. Check the relative compression depth limit for HRB400 (ξ_b = 0.518): x_max = ξ_b · h₀ = 0.518 × 460 mm = 238.28 mm. Since x = 94.86 mm ≤ 238.28 mm (and x ≥ 2a'_s = 80 mm), the section is ductile under-reinforced. 3. Compute the design flexural moment capacity M_u: M_u = α₁ · f_c · b · x · (h₀ - x / 2) = 1.0 × 14.3 × 250 × 94.86 × (460 - 94.86 / 2) = 339,120 × 412.57 N·mm = 139.91 × 10⁶ N·mm = 139.9 kN·m.

2According to the Code for Design of Concrete Structures (GB 50010-2010, 2015 Edition), what is the relative limit compression zone depth (界限相对受压区高度 ξ_b) for a flexural member with C30 concrete (ultimate compressive strain ε_cu = 0.0033, β₁ = 0.80) reinforced with HRB400 longitudinal steel bars (design yield strength f_y = 360 N/mm², modulus of elasticity E_s = 2.0 × 10⁵ N/mm²)?

A.0.485

B.0.518

C.0.550

D.0.614

Explanation: Per GB 50010-2010 Section 6.2.7, the relative limit compression zone depth ξ_b is determined from strain compatibility at the balanced failure state: ξ_b = β₁ / [1 + f_y / (ε_cu · E_s)] = 0.80 / [1 + 360 / (0.0033 × 200,000)] = 0.80 / [1 + 360 / 660] = 0.80 / (1 + 0.54545) = 0.80 / 1.54545 ≈ 0.518. For HRB500 it is 0.482, and for HRB335 it is 0.550.

3In the flexural capacity design of a doubly reinforced rectangular concrete beam per GB 50010-2010, if the calculated compression zone depth x satisfies x < 2a'_s (where a'_s is the distance from the resultant compression steel to the extreme compression fiber), which design principle must be applied?

A.Increase the beam depth h until x ≥ 2a'_s before recalculating.

B.Disregard the tension reinforcement and design the section as an unreinforced plain concrete block.

C.Take the moment capacity about the centroid of the tension reinforcement as M_u = f'_y · A'_s · (h₀ - a'_s), neglecting the concrete compressive resultant.

D.Assume the compression reinforcement has yielded and take x = 2a'_s in the standard equilibrium equations.

Explanation: Per GB 50010-2010 Section 6.2.14, when x < 2a'_s, the compressive strain in the compression reinforcement A'_s does not reach yield when concrete crushes. To ensure safety and simplify calculations, the contribution of the compression zone concrete is conservatively neglected, and the moment equilibrium is taken about the centroid of tension steel: M_u = f'_y · A'_s · (h₀ - a'_s).

4A T-shaped reinforced concrete beam has flange width b'_f = 600 mm, flange thickness h'_f = 100 mm, web width b = 250 mm, and effective depth h₀ = 550 mm. The materials are C30 concrete (f_c = 14.3 N/mm², α₁ = 1.0) and HRB400 rebar (f_y = 360 N/mm²). If the design bending moment is M = 380 kN·m, how is this section classified per GB 50010-2010 Section 6.2.11?

A.Class I T-beam (第一类T形截面), because M ≤ α₁ · f_c · b'_f · h'_f · (h₀ - h'_f / 2)

B.Class II T-beam (第二类T形截面), because M > α₁ · f_c · b'_f · h'_f · (h₀ - h'_f / 2)

C.Rectangular beam with width b = 250 mm, because the flange is in the tension zone.

D.Over-reinforced section requiring revision of cross-sectional dimensions.

Explanation: Per GB 50010-2010 Section 6.2.11, the boundary moment capacity when the compression zone just fills the flange (x = h'_f = 100 mm) is: M_f = α₁ · f_c · b'_f · h'_f · (h₀ - h'_f / 2) = 1.0 × 14.3 N/mm² × 600 mm × 100 mm × (550 mm - 100 mm / 2) = 858,000 × 500 N·mm = 429.0 × 10⁶ N·mm = 429.0 kN·m. Since the applied design moment M = 380 kN·m ≤ M_f = 429.0 kN·m, the neutral axis lies within the flange (x < h'_f), which is classified as a Class I T-beam (第一类T形截面).

5According to GB 50010-2010 (Table 6.2.7), for a monolithic cast-in-place rib-and-slab floor beam (rib beam with cast-in-place slabs on both sides) with span l₀ = 6.0 m, rib width b = 250 mm, flange thickness h'_f = 100 mm, and beam center-to-center spacing s_n = 3.0 m, what is the maximum effective flange width b'_f to be adopted in flexural calculations?

A.1,800 mm

B.2,000 mm

C.2,250 mm

D.3,000 mm

Explanation: Per GB 50010-2010 Table 6.2.7, the effective flange width b'_f for a cast-in-place T-beam is the minimum of three criteria: 1. Span criterion: l₀ / 3 = 6000 mm / 3 = 2,000 mm. 2. Beam spacing criterion: beam center-to-center spacing s_n = 3,000 mm. 3. Flange thickness overhang criterion: for h'_f / h₀ ≥ 0.1, b'_f = b + 12 h'_f (for independent T-beams) or based on clear beam spacing for monolithic floors. Here, the span limit l₀ / 3 = 2,000 mm governs. Thus, b'_f = 2,000 mm.

6A reinforced concrete beam with rectangular section b × h = 300 mm × 600 mm (h₀ = 550 mm) is subjected to a design shear force V = 280 kN under concentrated and distributed loads (shear span ratio λ > 3.0). The concrete grade is C30 (f_t = 1.43 N/mm², f_c = 14.3 N/mm²). The shear reinforcement consists of double-leg stirrups (n = 2) of HPB300 rebar (f_yv = 270 N/mm², bar diameter d = 8 mm, A_sv1 = 50.3 mm², A_sv = 100.6 mm²). According to GB 50010-2010 Section 6.3.4, what is the maximum permissible stirrup spacing s?

A.120 mm

B.155 mm

C.190 mm

D.250 mm

Explanation: Per GB 50010-2010 Section 6.3.4: 1. Concrete shear contribution for general flexural members ($\alpha_{\text{cv}} = 0.7$): $V_c = 0.7 f_t b h_0 = 0.7 \times 1.43\text{ N/mm}^2 \times 300\text{ mm} \times 550\text{ mm} = 165.17\text{ kN}$. 2. Shear force to be resisted by stirrups: $V_s = V - V_c = 280\text{ kN} - 165.17\text{ kN} = 114.83\text{ kN}$. 3. Stirrup spacing calculation: $s = \frac{f_{\text{yv}} A_{\text{sv}} h_0}{V_s} = \frac{270\text{ N/mm}^2 \times 100.6\text{ mm}^2 \times 550\text{ mm}}{114,835\text{ N}} = 130.1\text{ mm}$. To satisfy $s \le 130.1\text{ mm}$ with standard rounded construction dimensions, $s = 120\text{ mm}$ is specified.

7According to GB 50010-2010 Section 6.3.1, to prevent diagonal compression failure (斜压破坏) of the concrete web in a beam with web depth-to-width ratio h_w / b ≤ 4.0, what is the maximum design shear capacity ceiling V_max for concrete grades up to C50 (β_c = 1.0)?

A.V ≤ 0.20 β_c · f_c · b · h₀

B.V ≤ 0.25 β_c · f_c · b · h₀

C.V ≤ 0.30 β_c · f_c · b · h₀

D.V ≤ 0.35 β_c · f_c · b · h₀

Explanation: GB 50010-2010 Section 6.3.1 specifies the sectional shear dimension check to prevent diagonal compression failure: - When h_w / b ≤ 4.0: V ≤ 0.25 β_c · f_c · b · h₀; - When h_w / b ≥ 6.0: V ≤ 0.20 β_c · f_c · b · h₀; - For 4.0 < h_w / b < 6.0: linear interpolation is applied. Here β_c is the concrete strength influence factor (β_c = 1.0 for C50 and below, decreasing linearly to 0.8 for C80).

8A concrete beam uses bent-up longitudinal bars (弯起钢筋) to assist stirrups in resisting diagonal tension shear. According to GB 50010-2010 Section 6.3.8, what is the design formula for the shear resistance V_sb contributed by a layer of bent-up bars with total cross-sectional area A_sb inclined at an angle α_s to the longitudinal axis?

A.V_sb = f_y · A_sb · cos α_s

B.V_sb = 0.8 · f_y · A_sb · sin α_s

C.V_sb = 1.0 · f_y · A_sb · sin α_s

D.V_sb = 1.25 · f_y · A_sb · tan α_s

Explanation: Per GB 50010-2010 Section 6.3.8, the shear capacity contributed by bent-up bars is calculated as V_sb = 0.8 · f_y · A_sb · sin α_s. The 0.8 reduction coefficient accounts for the non-uniform stress distribution across the bent-up rebar along the potential inclined crack path.

9A reinforced concrete compression column with rectangular cross section b × h = 400 mm × 600 mm is subjected to a design axial compression force N = 1,200 kN and a design first-order bending moment M = 180 kN·m. According to GB 50010-2010 Section 6.2.17, what is the initial eccentricity e_i to be used in the column cross-sectional capacity verification?

A.150 mm

B.170 mm

C.190 mm

D.210 mm

Explanation: Per GB 50010-2010 Section 6.2.17: 1. First-order loading eccentricity e₀: e₀ = M / N = 180 kN·m / 1,200 kN = 0.150 m = 150 mm. 2. Additional accidental eccentricity e_a: e_a = max(20 mm, h / 30) = max(20 mm, 600 mm / 30 = 20 mm) = 20 mm. 3. Initial eccentricity e_i: e_i = e₀ + e_a = 150 mm + 20 mm = 170 mm.

10In the design of slender reinforced concrete compression columns per GB 50010-2010 Section 6.2.17, the second-order curvature moment magnification coefficient is denoted as η_ns. When the ratio of effective length to section height l₀ / h ≤ 5 (or l₀ / i ≤ 17.5), what value of η_ns is adopted?

A.0.90

B.1.00

C.1.15

D.1.25

Explanation: Per GB 50010-2010 Section 6.2.17, when l₀ / h ≤ 5 for rectangular columns (or l₀ / d ≤ 5 for circular columns, or l₀ / i ≤ 17.5 for arbitrary cross sections), the second-order P-δ lateral deflection effect is negligible, and the code explicitly specifies η_ns = 1.0 (no moment magnification).

About the Grade-1 Registered Structural Engineer (China) Exam

The National Qualification Examination for Grade-1 Registered Structural Engineers (全国一级注册结构工程师执业资格考试) is administered under the MOHURD and MOHRSS registered-structural-engineer framework. It covers concrete, steel, masonry and timber structures, seismic design, foundations, and application of current design standards.

Assessment

Foundation Examination (Day 1: Public Basic 120 pts, 4 hrs; Professional Basic 120 pts, 4 hrs). Professional Examination (Day 2: Morning 40 questions, 4 hrs, open-book; Afternoon 40 questions, 4 hrs, open-book; 80 questions total, 1 pt each, passing line 48/80).

Time Limit

4.0 hours per professional session across 1 day (8.0 hours total for Professional Examination)

Passing Score

Foundation: 132/240 points (55%); Professional: 48/80 points (60%)

Exam Fee

Set by the provincial examination authority; consult the current registration notice (Ministry of Housing and Urban-Rural Development (MOHURD, 住房和城乡建设部) & Ministry of Human Resources and Social Security (MOHRSS, 人力资源和社会保障部))

Grade-1 Registered Structural Engineer (China) Exam Content Outline

30%

reinforced-concrete-structures

Limit state design principles per GB 50010-2010 (2015 Edition) and GB 55008-2021: singly and doubly reinforced rectangular beam moment capacity (M ≤ α1·fc·b·x·(h0 - x/2)), T-beam effective flange width b'f and classification (Class I vs Class II), inclined section shear resistance with stirrups and bent-up bars (V ≤ αcv·ft·b·h0 + fyv·(Asv/s)·h0), big and small eccentric compression columns with second-order ηns effects (N ≤ α1·fc·b·x + f'y·A's - σs·As), biaxial bending of columns, flat slab and pad footing punching shear (Fl ≤ 0.7·βh·ft·um·h0), combined torsion-shear-bending interaction (T ≤ 0.35·ft·Wt + ...), maximum crack width calculation (wmax ≤ [wlim]), long-term deflection stiffness B, rebar basic anchorage length lab = α·(fy/ft)·d, lap splices, and ductile seismic detailing.

25%

structural-steel-design

Standard for design of steel structures per GB 50017-2017, GB 55006-2021, and GB 51022-2015: tension member net section strength (σ = N/An ≤ f), axial compression member overall flexural buckling (σ = N/(φ·A) ≤ f, buckling curves a, b, c, d), column torsional and flexural-torsional buckling, converted slenderness ratio for built-up members, plate local stability width-to-thickness ratio limits (b/t), steel beam flexural bending strength (σ = Mx/(γx·Wnx) ≤ f) and lateral torsional overall stability (Mx ≤ φb·Wnx·f), web local buckling and stiffener arrangement, high-strength bolt friction connections (Nv = 0.9·nf·μ·P), fillet weld design stresses (σf = √(σ² + 3τ²) ≤ βf·ffw), eccentric bolted/welded joints, and portal frame gable rafter and column base design.

15%

masonry-and-timber-structures

Code for design of masonry structures per GB 50003-2011 and GB 55007-2021: masonry compressive strength f, shear strength fv, bending tensile strength ftm/ftv, high-thickness ratio verification (β = H0/h ≤ [β]·γ1·γ2), unreinforced masonry axial and eccentric compression capacity (γ0 N ≤ φ·f·A), influence of eccentricity on effective area (e ≤ 0.6y), local compressive bearing capacity under concentrated loads (Nl ≤ η·f·Al) and cushion pad design, masonry shear wall lateral capacity (V ≤ (fv + α·μ·σ0)·A), reinforced masonry with mesh and core columns (芯柱), structural detailing of ring beams (圈梁) and tie columns (构造柱); timber structures per GB 50005-2017 (compression, bending, shear, and dowel-type connections).

15%

seismic-structural-design

Code for seismic design of buildings per GB 50011-2010 (2016 Edition), GB 55002-2021, and JGJ 3-2010: seismic fortification categories (A–D), design earthquake grouping (1, 2, 3), seismic intensity (6–9 degrees) and design basic ground acceleration (0.05g–0.40g), site classification (I0–IV) and characteristic period Tg, horizontal seismic influence coefficient α(T), equivalent base shear method (FEk = α1·Geq), top-story concentrated seismic force ΔFn, minimum seismic shear coefficient (shear-to-weight ratio λ = VEi/GE), structural regularity checks (torsional irregularity, soft story), strong column-weak beam (ΣMc ≥ ηc·ΣMb), strong shear-weak bending (V ≥ ηvc·Vb), column axial load ratio limits (μN ≤ [μN]), shear wall boundary elements (constrained vs constructive), and seismic joint minimum width.

15%

foundation-and-geotechnical-structure-design

Code for design of building foundation per GB 50007-2011, GB 55003-2021, and JGJ 94-2008: subgrade characteristic bearing capacity fa width and depth correction formulas (fa = fak + ηb·γ·(b-3) + ηd·γm·(d-0.5)), base contact pressure under concentric and eccentric loading (pk ≤ fa, pkmax ≤ 1.2fa), core detachment limits (e ≤ l/6), soft underlayer stress dispersion and bearing capacity check, spread footing punching shear resistance (Fl ≤ 0.7·βhp·ft·am·h0), one-way beam shear and flexural reinforcement, single pile vertical compressive ultimate bearing capacity (Quk = uΣqsik·li + qpk·Ap), uplift pile capacity (Tuk), negative skin friction neutral point depth, pile group equivalent pier settlement, and retaining wall Rankine earth pressure.

How to Pass the Grade-1 Registered Structural Engineer (China) Exam

What You Need to Know

Passing score: Foundation: 132/240 points (55%); Professional: 48/80 points (60%)
Assessment: Foundation Examination (Day 1: Public Basic 120 pts, 4 hrs; Professional Basic 120 pts, 4 hrs). Professional Examination (Day 2: Morning 40 questions, 4 hrs, open-book; Afternoon 40 questions, 4 hrs, open-book; 80 questions total, 1 pt each, passing line 48/80).
Time limit: 4.0 hours per professional session across 1 day (8.0 hours total for Professional Examination)
Exam fee: Set by the provincial examination authority; consult the current registration notice

Keys to Passing

Work through all 100 available questions
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Grade-1 Registered Structural Engineer (China) Study Tips from Top Performers

1Master Core Concrete Limit State Formulas (GB 50010): Memorize the rectangular stress block parameters (α1=1.0 for C50 and below, β1=0.8), relative compressive zone depth limit (ξb = 0.518 for HRB400), moment capacity M ≤ α1·fc·b·x·(h0 - x/2), and second-order column moment magnification (ηns).

2Internalize Steel Member Stability Design (GB 50017): Differentiate between column buckling curves (a, b, c, d) based on cross-section geometry and residual stresses, calculate converted slenderness ratios for battened/laced built-up columns, and master lateral-torsional stability factor φb for beams.

3Practice Masonry High-Thickness & Local Bearing Checks (GB 50003): Calculate effective wall height H0, high-thickness ratio β = H0/h ≤ [β]·γ1·γ2, unreinforced masonry eccentric compression factor φ, and concentrated load bearing influence factor η.

4Master GB 50011 Seismic Response Spectrum & Base Shear: Compute seismic influence coefficient α(T) across the 4 spectral branches, equivalent base shear FEk = α1·Geq, story shear distribution, and verify minimum story shear coefficient (shear-to-weight ratio).

5Apply Foundation Corrections & Contact Pressures (GB 50007): Apply width and depth corrections to subgrade bearing capacity (fa = fak + ηb·γ·(b-3) + ηd·γm·(d-0.5)), evaluate eccentric load contact pressures (pk ≤ fa, pkmax ≤ 1.2fa), and check spread footing punching shear Fl ≤ 0.7·βhp·ft·am·h0.

6Practice Rapid Code Navigation: Organize tabs for GB 50010, GB 50017, GB 50011, GB 50003, GB 50007, and JGJ 94 to quickly find design strengths, reduction coefficients, and detailing rules during open-book problem solving.

Frequently Asked Questions

What is the China Grade-1 Registered Structural Engineer qualification?

The Grade-1 Registered Structural Engineer (一级注册结构工程师) is a national professional qualification administered under the MOHURD and MOHRSS registered-structural-engineer framework. Its examination covers structural calculations, design standards, seismic design, foundations, and structural systems.

What is the official structure, format, and passing standard of the examination?

The qualification examination is divided into two stages: the Foundation Examination (基础考试, testing public basic science and professional engineering foundation subjects in 180 objective MCQs, 240 pts total, 132 pt passing mark) and the Professional Examination (专业考试, administered in a single day across morning and afternoon 4-hour sessions). The Professional Examination consists of 80 open-book code calculation MCQs (40 in the morning, 40 in the afternoon, 1 point each, 80 points total). The passing mark is a fixed 60% standard (48/80 points) within a single examination year (non-rolling annual basis).

What key national codes and standards form the core syllabus?

The primary mandatory national codes include: GB 50010 (Code for Design of Concrete Structures), GB 50017 (Standard for Design of Steel Structures), GB 50011 (Code for Seismic Design of Buildings), GB 50003 (Code for Design of Masonry Structures), GB 50005 (Standard for Design of Timber Structures), GB 50007 (Code for Design of Building Foundation), GB 50009 (Load Code for the Design of Building Structures), JGJ 94 (Technical Code for Building Pile Foundations), GB 51022 (Technical Code for Steel Structures of Light-weight Buildings with Gabled Frames), and JGJ 3 (Technical Specification for Concrete Structures of Tall Building).

What types of calculations are heavily tested in the professional examination?

The professional examination requires rigorous, code-based numerical solutions including: singly/doubly reinforced RC beam moment capacity; column big/small eccentric compression with second-order ηns amplification; slab/footing punching shear; steel column axial flexural and torsional buckling stability (φ); steel beam lateral-torsional overall stability (φb); high-strength bolt friction shear; fillet weld design stress; unreinforced masonry eccentric compression and local bearing; seismic equivalent base shear FEk; strong column-weak beam moment amplification; subgrade bearing capacity fa depth/width corrections; eccentric footing contact pressure; and single pile ultimate bearing capacity Quk.

Why is this OpenExamPrep practice bank presented in English?

This is an English-language MCQ study adaptation, not an official translation or format simulation and not a substitute for full open-code structural calculations. Official Chinese terms, symbols, and standard identifiers integral to the syllabus are retained for cross-reference.