Civil Engineering Technology Exam Preparation Material | Technical Examination - Civil Engineering Technology C.E.T

Explanation:
Concrete compressive strength is determined by loading a standard molded specimen to failure in a compression testing machine and calculating strength from the peak load divided by the specimen’s cross-sectional area. The common acceptance specimen for cast-in-place concrete is a cylinder, produced and cured using standardized procedures to ensure that test results reliably represent the delivered concrete. Civil engineering materials references describe compressive strength testing as the principal measure used to verify compliance with specified strength (f’c), and that cylinder specimens are tested in compression to determine the maximum stress sustained.
A slump test measures workability/consistency, an air test measures entrained air content, and sieve testing measures aggregate gradation―none of these directly measure compressive strength.
Therefore, the required test for compressive strength is the cylinder test (Option B).

Explanation:
For a projecting inlet, the controlling condition is typically inlet control at relatively low headwater ratios. Using the FHWA/HDS-5 style inlet-control nomographs reproduced in the Minnesota DOT Drainage Manual (Chart 2: “Headwater depth for C.M. pipe culverts with inlet control”), a corrugated metal pipe (CMP) with a diameter near500 mm (20 in.) and a projecting entrance type corresponds to a discharge on the order of~7 cfs when HW/D 1.0 (headwater approximately equal to the culvert diameter). Converting 7 cfs to SI givesm³/s. This magnitude is consistent with the inlet-control relationship that headwater increases with discharge for a given culvert diameter and entrance configuration, and that small culverts (0.5 m) carry flows measured in tenths of m³/s, not multiple m³/s at HW/D 1.

Explanation:
The bylaw excerpt establishes mandatory requirements (one family, minimum 120 m² floor area, and minimum setbacks) and then provides the required administrative action in Section 3.4: any application that does not fulfill the above requirements shall be referred to Council. The correct decision is therefore governed directly by the regulatory text: when any requirement is not met, the prescribed next step is referral rather than approval.
Option C matches the bylaw’s stated process exactly by directing the application to Council due to noncompliance.
Options B and D propose outright rejection reasons that the excerpt does not authorize as the required action; the excerpt explicitly states “referred to Council” for noncompliant applications.
Option A is only valid when all requirements are met. Accordingly, the correct response is refer to Council.

Explanation:
Pile sizing on a foundation plan is determined by the pile schedule/legend and callouts that specify different pile types or diameters (and sometimes lengths/capacities) used in different locations to suit varying loads or subsurface conditions. Reviewing a foundation plan for “how many pile sizes” means identifying the distinct pile designations listed in the schedule (e.g., P1, P2, P3, P4), each corresponding to a different concrete pile size/specification. Engineering drawing practice requires reading the schedule and matching symbols/marks to their definitions to count unique sizes, not simply counting total piles on the plan. In the provided drawing, the pile schedule indicates four distinct pile sizes/designations, so the project requires four different sizes of concrete piles.

Explanation:
When sanitary infrastructure is installed below the groundwater table, a primary risk is infiltration―groundwater entering the system through joints, defects, and especially appurtenances. Even if pipe joints are specified as watertight and pipes can pass leakage testing, manholes are frequent infiltration pathways due to multiple penetrations (service connections), interfaces (frame-to-cone), and exposure to groundwater head. Civil engineering references identify infiltration/inflow sources that include “holes in manhole covers” and other manhole-related entry paths, highlighting that manholes are critical control points in sanitary systems.
Therefore, a major design consideration―particularly whessure/leakage testing to reduce infiltration―is specifying a watertight manhole type (e.g., gasketed/booted connections, sealed sections, appropriate access components) suitable for submerged conditions. Pipe diameter primarily affects hydraulic capacity, and “manhole material” alone does not fully address leakage performance unless paired with watertight design features. The best answer is manhole type.