Study guide
2.1 Dead Loads and Self-Weight
PE Civil: Structural Exam
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1 Exam Identity and Reference Workflow
2026 PE Civil: Structural Identity, Format, and Scoring Electronic Handbook, Design Standards, Units, and Version Control
2 Chapter 2: Gravity and Construction Loads
2.1 Dead Loads and Self-Weight 2.2 Live Loads, Reduction, and Load Placement 2.3 Construction-Stage Loads
3 Environmental Loads
Wind Loads and Pressure Paths Seismic Loads and Lateral Force Distribution Snow, Rain, and Ice Loads
4 Moving, Impact, and Lateral Soil Loads
Vehicular, Crane, and Other Moving Loads Impact and Dynamic Allowances Earth Pressure and Surcharge Loads
5 Chapter 5: Load Paths and Combinations
5.1 Tributary Areas and Complete Vertical/Lateral Load Paths 5.2 Strength and Service Load Combinations
6 Reactions, Diagrams, and Basic Axial Effects
Free-Body Diagrams, Reactions, Shear, and Moment Qualitative Diagrams, Influence Lines, and Critical Placement Axial Tension, Compression, and Deformation
7 Chapter 7: Axial Systems and Shear Effects
7.1 Trusses, Braces, and Column Axial Force 7.2 Shear Stress, Shear Flow, and Built-Up Sections 7.3 One-Way, Two-Way, Punching, and Interface Shear Effects
8 Flexure
Section Properties and Elastic Flexural Stress Beam and Slab Flexural Load Effects Biaxial and Unsymmetrical Flexure
9 Combined Stress and Deflection
Combined Axial and Flexural Stress Principal Stress, Mohr's Circle, and Combined Shear Elastic Deflection Methods
10 Chapter 10: Serviceability, Torsion, and Stability
10.1 Serviceability: Deflection, Drift, Vibration, and Ponding 10.2 Torsion and Warping Effects 10.3 Buckling, Effective Length, and Second-Order Stability
11 Fatigue, Robustness, Thermal, and Bearing Effects
Fatigue and Progressive-Collapse Concepts Thermal Deformation and Bearing/Contact Stress
12 Inspections, Submittals, and Adjacent Facilities
Special Inspections and Verification Duties Shop Drawings, Submittals, RFIs, and Delegated Design Construction Effects on Adjacent Facilities
13 Chapter 13: Temporary Works and Safety
13.1 Formwork, Falsework, Scaffolding, Shoring/Reshoring, Bracing, and Anchorage 13.2 Construction, Roadside, and Work-Zone Safety
14 Soils and Core Concrete Properties
Soil Phase Relationships and Classification Soil Strength, Permeability, and Compressibility Fresh and Hardened Concrete Properties
15 Chapter 15: Prestressed Concrete and Steel Properties
15.1 Reinforced, Precast, Pretensioned, and Post-Tensioned Concrete Materials 15.2 Structural and Cold-Formed Steel Properties 15.3 Steel Toughness, Weldability, Corrosion, and Temperature Effects
16 Timber, Masonry, and Material Conformance
Timber Properties and ASD Design Values Masonry, CMU, Mortar, Grout, and Brick Veneer Properties Concrete and Masonry Test Methods Steel, Timber, and Other Material Specification Conformance
17 Horizontal Members I
Steel Beams and Girders Reinforced Concrete Beams and Slabs Timber and Masonry Horizontal Members
18 Chapter 18: Diaphragms and Vertical Members
18.1 Diaphragms, Collectors, Struts, and Composite Slabs 18.2 Steel Columns and Beam-Columns 18.3 Concrete Columns and Bearing Walls
19 Shear Walls, Trusses, and Frames
Shear Walls and Vertical Lateral Members Trusses and Braced Systems Moment Frames and Stability Systems
20 Composite/Bridge Systems and Bolted Connections
Composite Construction and Structural System Selection Bridge Systems and Load Distribution Bolted Steel Connections
21 Chapter 21: Welded, Embedded, and Anchored Connections
21.1 Welded Steel Connections 21.2 Bearing, Embedded, and Precast Connections 21.3 Anchors, Post-Installed Anchors, and Wood/Masonry Connections
22 Shallow Foundations
Isolated, Spread, and Strip Footings Combined and Strap Footings Mat Foundations and Foundation Slabs
23 Deep Foundations
Driven Piles: Axial Capacity and Settlement Drilled Shafts, Piers, and Caissons Pile Groups, Caps, and Lateral Deep-Foundation Response
24 Chapter 24: Retaining Structures
24.1 Lateral Earth/Water Pressure and Drainage 24.2 Sliding, Overturning, Bearing, and Global Stability 24.3 Concrete Cantilever, Gravity, and Basement Walls 24.4 Sheet-Pile, Anchored, and Mechanically Stabilized Earth Walls
2.1 Dead Loads and Self-Weight
Key Takeaways Explain This Topic AI
Dead load includes the permanent structure plus permanently attached finishes, equipment, utilities, and other fixed components required by the controlling standard.
Convert density to area load with thickness, area load to line load with tributary width, and line load to reactions without losing the units at each step.
A member's self-weight must appear exactly once: include it explicitly unless the stated dead load or model already contains it.
Building dead-load provisions come from the 2026 exam's ASCE 7-16 and IBC 2018 sources, while bridge dead loads must follow AASHTO LRFD 8th edition and its listed errata.
A reliable answer includes a load-path sketch and a magnitude check, not just arithmetic.
Last updated: July 2026
For a July 2026 PE Civil: Structural candidate, dead-load questions are governed by the April 2024 Civil: Structural specification and the references it lists. Use the PE Civil Reference Handbook active on the test date for mechanics and unit conversions, ASCE 7-16 with IBC 2018 for building applications, and AASHTO LRFD Bridge Design Specifications, 8th edition (2017), including the listed May 2018 errata , for bridge applications. Do not import the April 2027 reference set, newer code editions, or PE Structural/SE assumptions.
What Belongs in Dead Load?
Dead load is the weight of permanent construction. Begin with the structural members, then look for permanently attached nonstructural items. A problem may describe some of these directly and require you to calculate others.
- Load source Typical treatment Frequent mistake
- Slabs, beams, columns, walls Geometry multiplied by unit weight Omitting the member being designed
Roofing, flooring, ceilings Given as an area load or built from layers Adding a listed assembly load and its layers again
Facades and permanent partitions Area or line load transferred to supporting framing Sending the load to the wrong beam or edge
Fixed MEP equipment and utilities Concentrated, line, or area load as described Treating permanent equipment as transient live load
Wearing surface and permanent utilities on a bridge Follow the AASHTO load classification and path Mixing building and bridge load conventions
The word permanent controls the classification, but the problem statement and controlling reference control the numerical value. Do not rely on a remembered density when the handbook, standard, or problem supplies one.
The Unit-Preserving Workflow
Use a consistent chain from material to member response:
Inventory each permanent component. Mark whether its value is already an area, line, or point load.
Convert volume weight to area load. For a uniform layer, q = gamma t , where gamma is unit weight and t is thickness.
Add compatible area loads. Do not add psf to plf or kPa to kN/m.
Use tributary geometry. For a one-way system, w = q b_t , where b_t is tributary width.
Add member self-weight once. If a beam weight is already contained in a model reaction or stated total, do not add it again.
Continue the load path. Convert line load to beam reactions, reactions to girder or column loads, and column loads to the foundation.
Check scale and units. A missing factor of 12 commonly appears when inches are treated as feet.
Worked Example: Slab to Beam
A simply supported steel beam spans 24 ft and supports a 10 ft tributary width of a 6 in normal-weight concrete slab. Use a concrete unit weight of 150 pcf. Permanent flooring, ceiling, and fixed services total 12 psf. The beam weighs 65 plf. Find the service dead line load and each support reaction.
1. Convert slab thickness.
6 in x (1 ft / 12 in) = 0.50 ft
2. Compute slab self-weight.
q_slab = (150 lb/ft^3)(0.50 ft) = 75 psf
3. Add superimposed permanent load.
q_D = 75 + 12 = 87 psf
4. Convert area load to line load.
w_slab+SDL = (87 psf)(10 ft) = 870 plf
5. Add beam self-weight exactly once.
w_D = 870 + 65 = 935 plf = 0.935 klf
6. Find reactions. For a simply supported beam under uniform load, each reaction is half the total load:
R = wL/2 = (0.935 klf)(24 ft)/2 = 11.22 kips
A useful check is total downward load: 0.935 x 24 = 22.44 kips ; the two reactions sum to the same value. The 65 plf beam weight was not hidden inside the 87 psf floor load, so adding it was necessary. If the problem had stated that the 87 psf included supporting framing, adding 65 plf would have been double counting.
SI Cross-Check
The same logic works in SI units. A 150 mm slab with gamma = 24 kN/m^3 weighs (0.150 m)(24 kN/m^3) = 3.6 kPa . If other permanent layers total 1.0 kPa and a beam tributary width is 3.0 m, the supported line load is (3.6 + 1.0) kN/m^2 x 3.0 m = 13.8 kN/m , before adding the beam's own kN/m weight.
Tributary Area Is Geometry, Not Guesswork
For regularly spaced one-way members, an interior beam commonly receives half the bay on each side. Edge beams usually have only the tributary width on the interior side unless another component frames into them. Openings, transfer members, cantilevers, two-way behavior, and discontinuities change that simple picture. Sketch boundaries before multiplying. If a wall bears on a slab or beam, trace where its line load actually travels rather than spreading it across an arbitrary floor area.
Bridge questions require the same equilibrium discipline but a different controlling standard. Identify each permanent component, classify it under the AASHTO framework, and preserve its distribution through deck, girder, bearings, substructure, and foundation. Do not move an ASCE building label or load factor into an AASHTO problem.
Final Error Screen
Before accepting a dead-load result, ask:
Did every permanent component enter once?
Were inches converted to feet, or millimeters to meters, before multiplying by unit weight?
Are the final units appropriate for the object: psf/kPa, plf/kN/m, or lb/kN?
Does the tributary sketch support the multiplier used?
Do reactions recover the total applied load?
Did I keep nominal/service load separate from any later factored combination?
This short screen catches the most common dead-load errors: a missing self-weight, duplicated assembly weight, and an area-to-line conversion made with the wrong tributary width.