Core Concepts for the Civil PE Exam:
Structural Depth
Civil Morning Breadth and PE Structural Exam Practice Problems and Quick Reference Manual
PE Exam  Structural Depth

PE Core Concepts PE Structural Exam Review & Quick Reference Guide designed to break down the specific information needed for the exam on every topic from the NCEES Syllabus

Comprehensive PE Civil Engineering Structural Practice Exam.

40 Civil Breadth practice problems with detailed solutions

80 Structural Depth practice problems with detailed solutions

Breakdown of all NCEES listed codes including ACI, AISC, IBC, ASCE, Masonry design, NDS, AASHTO, OSHA, and PCI

Available in Paperback for $34.95 or access all of our practice questions Online Only for $24.99
Structural Depth Online Study Guide
Click the topics below to expand the core concepts. This material is included in the Paperback edition
ASCE
Introduction to Bridges
Parts of a bridge include:
 Foundation – Structural members used to transfer load to the supporting soil.

Substructure – Structural parts that support the horizontal span 
Superstructure – Structural parts which provide the horizontal span
Limit States and Load Factors
Load factors and load combinations are handled differently in AASHTO. Different loading conditions are represented by Limit States. Some examples are Strength I, Strength III, and Service I. The load factors vary in magnitude depending on which limit state is applied. The load factors are then multiplied by the various types of loads. The Load Factors are found in Tables 3.4.11 and 3.4.12.
Live Load Distribution
Live load on bridges is not distributed evenly to girders. Live load distribution provides a more appropriate distribution based on girder spacing, deck thickness, type of bridge etc. The applicable cross sections are from Table 4.6.2.2.11
Then the appropriate equation on pages 437 through 445 determines the distribution of load. Be aware of the appropriate mode of failure and whether the beam is interior or exterior
AASHTO
Introduction to Bridges
Parts of a bridge include:
 Foundation – Structural members used to transfer load to the supporting soil.

Substructure – Structural parts that support the horizontal span 
Superstructure – Structural parts which provide the horizontal span
Limit States and Load Factors
Load factors and load combinations are handled differently in AASHTO. Different loading conditions are represented by Limit States. Some examples are Strength I, Strength III, and Service I. The load factors vary in magnitude depending on which limit state is applied. The load factors are then multiplied by the various types of loads. The Load Factors are found in Tables 3.4.11 and 3.4.12.
Live Load Distribution
Live load on bridges is not distributed evenly to girders. Live load distribution provides a more appropriate distribution based on girder spacing, deck thickness, type of bridge etc. The applicable cross sections are from Table 4.6.2.2.11
Then the appropriate equation on pages 437 through 445 determines the distribution of load. Be aware of the appropriate mode of failure and whether the beam is interior or exterior
ACI
Flexure
Moment capacity in concrete beams is based on the tension in the member being equal to the compression. The moment capacity then is the area of steel multiplied by the strength of steel multiplied by the distance from the steel centroid to the centroid of the compression block. Therefore:
As = area of steel (in2)
Fy = yield strength of steel (ksi)
d = depth of tension steel (in)
a = depth of compression block (in)
And since Tension = Compression
Asfy = 0.85f’cba, and therefore a = Asfy/(0.85f’cb)
This is represented in the diagram below:
The minimum reinforcing in a concrete beam is the larger of the following two equations:
The maximum reinforcing does not have a simple equation but is a function of limiting the strain in the steel so that the mode of failure is not crushing of the concrete. This is done by setting the strain of steel to 0.005. Therefore:
Shear
The shear capacity of a concrete beam is the addition of the shear strength of the concrete and the reinforcing stirrups. Therefore:
s = spacing of stirrups (in)
Av = Area of vertical stirrups (in2). Note: the cross section for shear often includes multiple vertical bars. Av is the total area of all vertical legs
Spacing shall not be greater than = Avfy/50bw
TwoWay Shear
Axial
ACI also provides limits for the reinforcing of members in compression:
 Code Requirements for columns:
 Minimum Longitudinal steel > 0.01Ag
 Maximum Longitudinal steel < 0.08Ag
 Minimum Number of Bars:
 4 for rectangular ties
 3 for triangular ties
 6 for spiral ties
 Minimum size tie is #3 for #10 bars and smaller, #4 for #10 bars and larger
 Center to center tie spacing shall not be greater than:
 16(longitudinal bar diameter)
 48(tie diameter)
 Least dimension of the column
Reinforcing Development and Details
AISC
Weld Symbols and Types
NDS
Weld Symbols and Types
ACI 530 Masonry
Weld Symbols and Types
PCI
Weld Symbols and Types
OSHA
Weld Symbols and Types
IBC
Flexure
Moment capacity in concrete beams is based on the tension in the member being equal to the compression. The moment capacity then is the area of steel multiplied by the strength of steel multiplied by the distance from the steel centroid to the centroid of the compression block. Therefore:
As = area of steel (in2)
Fy = yield strength of steel (ksi)
d = depth of tension steel (in)
a = depth of compression block (in)
And since Tension = Compression
Asfy = 0.85f’cba, and therefore a = Asfy/(0.85f’cb)
This is represented in the diagram below:
The minimum reinforcing in a concrete beam is the larger of the following two equations:
The maximum reinforcing does not have a simple equation but is a function of limiting the strain in the steel so that the mode of failure is not crushing of the concrete. This is done by setting the strain of steel to 0.005. Therefore:
Shear
The shear capacity of a concrete beam is the addition of the shear strength of the concrete and the reinforcing stirrups. Therefore:
s = spacing of stirrups (in)
Av = Area of vertical stirrups (in2). Note: the cross section for shear often includes multiple vertical bars. Av is the total area of all vertical legs
Spacing shall not be greater than = Avfy/50bw
TwoWay Shear
Axial
ACI also provides limits for the reinforcing of members in compression:
 Code Requirements for columns:
 Minimum Longitudinal steel > 0.01Ag
 Maximum Longitudinal steel < 0.08Ag
 Minimum Number of Bars:
 4 for rectangular ties
 3 for triangular ties
 6 for spiral ties
 Minimum size tie is #3 for #10 bars and smaller, #4 for #10 bars and larger
 Center to center tie spacing shall not be greater than:
 16(longitudinal bar diameter)
 48(tie diameter)
 Least dimension of the column
Reinforcing Development and Details
AWS
Weld Symbols and Types
Advanced Statics
Weld Symbols and Types
Misc. Structural Topics
Flexure
Moment capacity in concrete beams is based on the tension in the member being equal to the compression. The moment capacity then is the area of steel multiplied by the strength of steel multiplied by the distance from the steel centroid to the centroid of the compression block. Therefore:
As = area of steel (in2)
Fy = yield strength of steel (ksi)
d = depth of tension steel (in)
a = depth of compression block (in)
And since Tension = Compression
Asfy = 0.85f’cba, and therefore a = Asfy/(0.85f’cb)
This is represented in the diagram below:
The minimum reinforcing in a concrete beam is the larger of the following two equations:
The maximum reinforcing does not have a simple equation but is a function of limiting the strain in the steel so that the mode of failure is not crushing of the concrete. This is done by setting the strain of steel to 0.005. Therefore:
Shear
The shear capacity of a concrete beam is the addition of the shear strength of the concrete and the reinforcing stirrups. Therefore:
s = spacing of stirrups (in)
Av = Area of vertical stirrups (in2). Note: the cross section for shear often includes multiple vertical bars. Av is the total area of all vertical legs
Spacing shall not be greater than = Avfy/50bw
TwoWay Shear
Axial
ACI also provides limits for the reinforcing of members in compression:
 Code Requirements for columns:
 Minimum Longitudinal steel > 0.01Ag
 Maximum Longitudinal steel < 0.08Ag
 Minimum Number of Bars:
 4 for rectangular ties
 3 for triangular ties
 6 for spiral ties
 Minimum size tie is #3 for #10 bars and smaller, #4 for #10 bars and larger
 Center to center tie spacing shall not be greater than:
 16(longitudinal bar diameter)
 48(tie diameter)
 Least dimension of the column
Reinforcing Development and Details