Structural Engineering Exam (SE) Vertical Forces (Gravity/Other) — Buildings Depth Syllabus

Vertical Forces (Gravity/Other) — Buildings Depth syllabus — full chapter and topic list

Expand any chapter to see its topics and sub-topics. This is the whole examinable outline for Vertical Forces (Gravity/Other) — Buildings Depth in Structural Engineering Exam (SE), not a summary of it.

1. 1

   Reinforced and Prestressed Concrete (ACI 318)

   6 topics

   • Flexural Design of Beams and Slabs
     • Singly and doubly reinforced rectangular sections
     • T-beam and one-way slab design
     • Minimum and maximum reinforcement limits
   • Shear and Torsion Design
     • Stirrup design and concrete shear strength
     • Combined shear and torsion detailing
   • Columns Under Axial Load and Bending
     • Interaction diagrams and slenderness effects
     • Tied and spiral column detailing
   • Two-Way Slab Systems
     • Direct design and equivalent frame methods
     • Punching shear at slab-column connections
   • Prestressed Concrete Members
     • Prestress losses and service stress checks
     • Flexural strength and camber/deflection
   • Development, Splices, and Anchorage
2. 2

   Structural Steel (AISC 360)

   6 topics

   • Tension Member Design
     • Yielding, rupture, and block shear
     • Net and effective net area, shear lag
   • Compression Members and Columns
     • Flexural buckling and effective length
     • Local buckling and slender elements
   • Flexural Members
     • Lateral-torsional buckling and unbraced length
     • Compact, noncompact, and slender flange behavior
   • Beam-Columns and Combined Loading
     • Interaction equations and second-order effects
   • Composite Steel-Concrete Members
     • Composite beam design and shear stud connectors
   • Bolted and Welded Connections for Gravity
3. 3

   Wood and Cold-Formed Steel (NDS / AISI)

   4 topics

   • Sawn Lumber and Glulam Design
     • Adjustment factors and reference design values
     • Bending, shear, and deflection of wood beams
     • Wood column stability and combined loading
   • Engineered Wood Products and Connections
     • I-joists, LVL, and structural composite lumber
     • Nailed, bolted, and dowel-type connections (yield modes)
   • Cold-Formed Steel Members
     • Effective width and local/distortional buckling
     • Flexural and axial member capacity
   • Wood Floor and Roof Framing Systems
4. 4

   Masonry Gravity Systems (TMS 402/602)

   4 topics

   • Masonry Material Behavior and Specified Strength
   • Reinforced Masonry Beams and Lintels
     • Flexural and shear design of masonry beams
   • Masonry Walls Under Axial and Out-of-Plane Loads
     • Slenderness and combined axial-flexural design
   • Allowable Stress and Strength Design Approaches

Vertical Forces (Gravity/Other) — Buildings Depth flashcards for Structural Engineering Exam (SE)

24 of 51 cards from the Vertical Forces (Gravity/Other) — Buildings Depth deck — real questions with worked answers.

1. In ACI 318 strength design of a singly reinforced rectangular concrete beam, what is the formula for the depth of the equivalent rectangular (Whitney) stress block, $a$?

   $$a = \frac{A_s f_y}{0.85 f'_c b}$$ where $A_s$ is the tension steel area, $f_y$ the steel yield strength, $f'_c$ the concrete compressive strength, and $b$ the section width.

2. What is the nominal flexural strength $M_n$ of a singly reinforced rectangular concrete beam in terms of the stress block depth $a$?

   $$M_n = A_s f_y\left(d - \frac{a}{2}\right)$$ where $d$ is the effective depth to the tension steel.

3. How is the factor $\beta_1$ relating neutral axis depth $c$ to stress block depth $a$ defined in ACI 318?

   $a = \beta_1 c$. $\beta_1 = 0.85$ for $f'_c \leq 4000\text{ psi}$, then decreases by $0.05$ per $1000\text{ psi}$ above $4000$, with a minimum of $0.65$.

4. In ACI 318, what net tensile strain $\varepsilon_t$ defines a tension-controlled section, and what strength reduction factor $\phi$ applies for flexure?

   A section is tension-controlled when $\varepsilon_t \geq 0.005$, giving $\phi = 0.90$. The compression-controlled limit is $\varepsilon_t \leq \varepsilon_{ty}$ ($=0.002$ for Grade 60), where $\phi = 0.65$ (tied).

5. What is the ACI 318 minimum flexural reinforcement requirement for a beam, $A_{s,min}$?

   $$A_{s,min} = \frac{3\sqrt{f'_c}}{f_y} b_w d \geq \frac{200}{f_y} b_w d$$ with $f'_c$ and $f_y$ in psi.

6. What is the ACI 318 nominal one-way shear strength of concrete $V_c$ for a non-prestressed member (simplified) and the design check including stirrups?

   $V_c = 2\lambda\sqrt{f'_c}\,b_w d$ (psi). Design requires $\phi(V_c + V_s) \geq V_u$ with $\phi = 0.75$, and stirrup contribution $V_s = \dfrac{A_v f_{yt} d}{s}$.

7. In ACI 318 shear design, what is the upper limit on stirrup contribution $V_s$, and what happens if it is exceeded?

   $V_s \leq 8\sqrt{f'_c}\,b_w d$. If $V_s$ exceeds this, the cross-section must be enlarged (concrete crushing in the web governs).

8. How is the maximum stirrup spacing limited in ACI 318 for shear?

   For $V_s \leq 4\sqrt{f'_c}\,b_w d$: $s_{max} = \min(d/2,\ 24\text{ in})$. For $V_s > 4\sqrt{f'_c}\,b_w d$: $s_{max} = \min(d/4,\ 12\text{ in})$.

9. What is the ACI 318 nominal torsional behavior model and the threshold cracking torque below which torsion may be neglected?

   ACI uses a thin-walled tube / space-truss analogy. Torsion may be neglected if $T_u < \phi\,\lambda\sqrt{f'_c}\left(\dfrac{A_{cp}^2}{p_{cp}}\right)$, where $A_{cp}$ is the area enclosed by the outer perimeter and $p_{cp}$ that perimeter.

10. For a short tied reinforced concrete column under pure axial load, what is the maximum design axial strength $\phi P_{n,max}$?

    $$\phi P_{n,max} = 0.80\,\phi\left[0.85 f'_c (A_g - A_{st}) + f_y A_{st}\right]$$ with $\phi = 0.65$ for tied columns; the $0.80$ factor accounts for accidental eccentricity. For spiral columns use $0.85$ and $\phi = 0.75$.

11. What is the 'balanced' condition on a concrete column interaction diagram?

    The point where the extreme concrete fiber reaches $\varepsilon_{cu}=0.003$ at the same instant the extreme tension steel reaches yield strain $\varepsilon_y = f_y/E_s$. Below the balanced point failure is compression-controlled; above it, tension-controlled.

12. What two regions characterize a reinforced concrete column interaction (P-M) diagram, and how does moment capacity vary with axial load?

    The compression-controlled region (high $P$, near pure axial) and the tension-controlled region (low $P$). Moment capacity is maximum near the balanced point and decreases toward both pure axial compression and pure bending.

13. In two-way slab design by the Direct Design Method (ACI 318), what is the total factored static moment $M_o$ for a panel?

    $$M_o = \frac{w_u\,\ell_2\,\ell_n^{2}}{8}$$ where $w_u$ is the factored area load, $\ell_2$ the transverse span (width), and $\ell_n$ the clear span in the direction analyzed.

14. In the Direct Design Method, how is $M_o$ distributed in an interior span between negative and positive moments?

    For an interior span: negative design moment $= 0.65\,M_o$ (at supports) and positive design moment $= 0.35\,M_o$ (at midspan).

15. What is the two-way (punching) shear nominal strength $v_c$ around a slab-column connection in ACI 318 (controlling of three equations)?

    $v_c$ is the least of: $4\lambda\sqrt{f'_c}$; $\left(2+\dfrac{4}{\beta}\right)\lambda\sqrt{f'_c}$; and $\left(2+\dfrac{\alpha_s d}{b_o}\right)\lambda\sqrt{f'_c}$, checked on a critical perimeter $b_o$ at $d/2$ from the column face. $\beta$ is the column aspect ratio.

16. Name the three classes of prestressed concrete members by ACI 318 based on the extreme-fiber tensile stress at service, and the U-class limit.

    Class U (uncracked), Class T (transition), and Class C (cracked). Class U requires computed tensile stress $f_t \leq 7.5\sqrt{f'_c}$; Class T is $7.5\sqrt{f'_c} < f_t \leq 12\sqrt{f'_c}$; Class C is $f_t > 12\sqrt{f'_c}$.

17. List the principal sources of prestress loss in a prestressed concrete member.

    Elastic shortening of concrete, concrete creep, concrete shrinkage, steel relaxation, anchorage seating/slip, and (post-tensioning) friction along the tendon.

18. What is the concrete service-load extreme-fiber stress at midspan of a simply supported prestressed beam under effective prestress $P_e$, eccentricity $e$, and moment $M$?

    $$f = -\frac{P_e}{A} - \frac{P_e\,e\,c}{I} + \frac{M\,c}{I}$$ (compression negative). Top and bottom fibers use the appropriate sign of $c$ and $e$.

19. What is the ACI 318 basic tension development length expression $\ell_d$ for a deformed bar (general/simplified form)?

    $$\ell_d = \frac{3}{40}\frac{f_y}{\lambda\sqrt{f'_c}}\frac{\psi_t\psi_e\psi_s\psi_g}{\left(\dfrac{c_b+K_{tr}}{d_b}\right)} d_b$$ with $\left(\dfrac{c_b+K_{tr}}{d_b}\right)\leq 2.5$; $\psi_t$ top-bar, $\psi_e$ epoxy, $\psi_s$ size, $\psi_g$ grade factors.

20. In ACI 318, what are the standard lap splice classification lengths for tension bars?

    Class A splice $= 1.0\,\ell_d$ and Class B splice $= 1.3\,\ell_d$. Class A is permitted only when provided steel is at least twice that required and no more than half the bars are spliced within the lap; otherwise Class B governs. Minimum length $12$ in.

21. What is the ACI 318 development length for a standard hooked bar in tension, $\ell_{dh}$ (basic form)?

    $$\ell_{dh} = \frac{f_y\,\psi_e\psi_c\psi_r\psi_o}{55\,\lambda\sqrt{f'_c}}\,d_b^{1.5}$$ but not less than $8 d_b$ or $6$ in. (psi units).

22. For a steel tension member (AISC 360), give the two limit-state nominal strengths and their $\phi$ factors.

    Yielding on the gross section: $P_n = F_y A_g$, $\phi_t = 0.90$. Rupture on the net effective section: $P_n = F_u A_e$, $\phi_t = 0.75$. Design strength is the lesser of the two.

23. How is the effective net area $A_e$ of a tension member computed, and what does the shear lag factor $U$ represent?

    $A_e = U A_n$, where $A_n$ is the net area (gross minus hole areas) and $U$ is the shear lag factor accounting for non-uniform stress when not all elements of the cross-section are connected. A common form is $U = 1 - \bar{x}/L$.

24. In computing net width across a chain of staggered bolt holes (AISC), what term is added for each diagonal segment?

    For each staggered gage segment add $\dfrac{s^2}{4g}$ to the net width, where $s$ is the longitudinal spacing (pitch) and $g$ the transverse gage. Net width $= w_g - \sum d_h + \sum \dfrac{s^2}{4g}$.

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