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| Section | Objectives |
|---|---|
| Surveying and CAD Applications | - Land Surveying Principles - Computer-Aided Design (CAD) Usage |
| Hydraulics and Hydrology | - Fluid Mechanics Fundamentals - Drainage and Water Management Systems |
| Civil Engineering Materials and Construction | - Construction Methods and Techniques - Concrete, Steel, and Asphalt Properties |
| Structural Engineering Basics | - Design Principles and Load Considerations - Structural Analysis Fundamentals |
| Transportation Engineering | - Traffic and Pavement Considerations - Roadway Design Basics |
| Engineering Fundamentals | - Engineering Principles - Mathematics and Applied Calculations |
| Geotechnical Engineering | - Soil Mechanics - Foundation Design Principles |
| Professional Practice and Ethics | - Legal and Regulatory Responsibilities - Engineering Ethics |
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NEW QUESTION # 23
The k-value in a vertical curve design defines the horizontal distance required to make a 1% change in the gradient. Provided that the stopping sight distance is the same, the uphill grade is 1%, the downhill grade is #0.
5%, and the design speed is 90 km/h, what is the length of the vertical curve?
Answer: A
Explanation:
For vertical curves, AASHTO uses theK valuedefined as, whereis curve length (m) andis the algebraic difference in grades (percent). Here,and, so. Withstopping sight distance controlled by the same criterion(i.
e., the applicable K value for the given design speed remains the same), length is found from. For 90 km/h, the SSD-based K for the controlling curve type yieldsthat corresponds to60 mforper the provided choices.
This reflects standard vertical-curve practice: once K is set by SSD for the design speed, length scales linearly with the grade difference.
NEW QUESTION # 24
A continuous bridge spans over multiple piers. If one of the piers collapsain standing because the adjacent piers will pick up the load. What type of redundancy does the bridge have?
Answer: D
Explanation:
The scenario describes the bridge continuing to stand after a support failure because loads can be redistributed through alternate routesto the remaining supports. That is the essence ofalternate load paths
, i.e.,load path redundancy. Petroski explains bridge failures where collapse occurred because there wasno alternate load pathcapable of supporting rerouted loads after a component became loose, highlighting that survival depends on alternate load paths. He also notes designers try to buildalternate load pathsso stresses can reroute when one load path becomes unavailable. Labi similarly describes redundancy as having another member/component "there to play its role" in the event of failure, enab when a component is out of service.
Because the bridge remains standing due to load redistribution to adjacent supports, the redundancy type is best identified dancy.
NEW QUESTION # 25
What joints are used in the construction process to separate two concrete pours?
Answer: A
Explanation:
Aconstruction jointis the intentional interface between two separate concrete placements, created when a pour is stopped and later resumed due to sequencing, access, work limits, or planned staging. It marks the boundary between "old" and "new" concrete and is detailed to ensure adequate bond, alignment, and structural performance (e.g., surface preparation, keyways, dowels, waterstops where required). By contrast, control (contraction) joints are intended tocontrol shrinkage cracking, expansion joints accommodate thermal movement, and isolation joints separate slabs from adjacent elements to prevent restraint stresses.
Materials references describing slab jointing distinguish construction joints as the joints that occurbetween placements(separate pours) versus joints intended primarily for movement or crack control. Therefore, the joint used to separate two pours is theconstruction joint.
NEW QUESTION # 26
A civil engineering technologist is to inspect control joint saw-cuts on a newly poured concrete slab. What saw cut depth would be typically specified?
Answer: C
Explanation:
Control joints (contraction joints) are intended to create aplane of weaknessso shrinkage cracking forms at the joint rather than randomly. For saw-cut control joints, typical practice is to cut deep enough to be effective but not so deep that it compromises slab capacity or cuts reinforcement. Civil engineering materials references describe contraction/control joints as used to control cracking and indicate that the joint must form an intentional weakened section. A common "rule of thumb" for saw-cut depth is approximatelyone-quarter of the slab thicknessfor conventional slabs-on-grade (deeper cuts may be specified for thicker slabs or special conditions, but 1/4 is the typical baseline). This depth is generally sufficient to initiate cracking at the joint line while preserving structural integrity of the slab. Therefore, the typical specified saw cut depth is1/4 of the total slab depth.
NEW QUESTION # 27
A civil engineering technologist needs to recommend a foundation design for a commercial building. The borehole logs identify unsuitable bearing soils beneath the proposed floor elevation to a depth of 4 m and shallow bedrock at 5 m. Which of the following types of design should the technologist recommend?
Answer: A
Explanation:
The subsurface profile indicates a weak/unsuitable bearing stratum extending several metres below the proposed founding level, withcompetent bedrock close beneath(shallow bedrock at about 5 m). Shallow foundations (slab-on-grade or strip footings) depend on adequate near-surface bearing capacity and acceptable settlement; with unsuitable soils to 4 m, shallow options would risk excessive settlement or bearing failure unless major ground improvement is performed. Where a strong bearing stratum such as bedrock is available at practical depth,end-bearing pilesare commonly selected to transfer structural loads through weak soils and seat on (or be socketed into) the competent stratum. Engineering references define end-bearing piles as piles driven/drilled to a firm layer/bedrock so that axial load is carried primarily inend bearingrather than relying on skin friction in weak compressible soils. With shallow bedrock, end-bearing piles provide a direct and reliable load path and reduce settlement uncertainty versus friction piles in poor soils.
NEW QUESTION # 28
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