PDD ARE 5.0 Project Development and Documentation Exam Questions and Answers

To keep the concrete warmest in winter, place the continuous insulation on the exterior so the concrete mass stays inside the thermal envelope and sees interior temperatures. This reduces heat loss, limits risk of interstitial condensation at the concrete surface, and improves thermal lag. Option D shows all polyurethane insulation on the outside of the wall; A and B place some or all insulation inside, and C splits it—both allow more winter heat loss from the concrete.

PDD references: Building envelope heat flow & thermal mass strategy; continuous insulation placement (ASHRAE Fundamentals; NCARB ARE 5.0 PDD—Envelope & Thermal/Moisture Protection, CSI Div 07).

Given:

Load (W) = 1,600 lb

Screw shear capacity = 440 lb per screw

Screw tension capacity = 215 lb per screw

Assuming worst case is shear capacity (usually governs):

If tension applies, 8 screws needed.

But typically, shear governs for header connection; since question likely focuses on shear, 4 screws would be safest.

If question expects minimal number to resist both, 8 screws would be correct.

Final answer: 4 screws (Option C) if shear governs; if considering tension also, 8 screws (Option D).

Since the question is ambiguous, and shear usually controls, C. 4 screws is appropriate.

For a 15-story high-rise where speed and noise matter, gearless traction elevators are the standard choice: highest speeds, smoother/quiet operation, and efficiency for taller buildings. Hydraulic (holed or hole-less) are limited to low-rise (≈2–6 stories) and are slower/noisier; geared traction is mid-rise with lower speeds and more noise than gearless.

PDD references: Vertical transportation selection criteria—rise vs. technology; ARE 5.0 PDD “Building Systems—Elevators.”

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The arrow in the wall-floor assembly indicates a horizontal structural member attached to a wall, used to support the end of a floor joist. This is called a ledger.

Ledger: Typically a dimensional lumber or engineered wood member fastened to a wall that supports floor framing members (joists).

Fire block: Installed to limit fire spread in concealed spaces—often mid-wall or mid-stud cavity, not in this floor-to-wall position.

Girt: A horizontal framing member in a wall, usually in steel-frame or post-frame construction, not in conventional wood framing for floors.

Lateral shear plate: A metal plate for shear transfer, not applicable here.

PDD References:

ARE 5.0 PDD “Structural Systems—Wood framing details”

IBC §2308.4—Floor framing requirements

AWC (American Wood Council) “Wood Frame Construction Manual” Ledger attachment details

Shop drawings show how components are to be fabricated or installed by the contractor. They do not redefine the design intent but elaborate on it. Refer to Objective 3.4: Evaluate submittals.

(PDD) Study Guide References

For historic masonry rehabilitation, the accepted approach (e.g., NPS Preservation Brief 2: Repointing Mortar Joints in Historic Masonry) is to hand‑rake deteriorated mortar to a proper depth (typically 2–2½× the joint width or until sound mortar is reached), avoid power‑saw removal that can damage historic brick, and match the original mortar in composition, hardness, color, and tooling.

A is incorrect because removing all mortar for a “uniform appearance” is unnecessary and risks damaging sound joints.

B is incorrect because electric saws can chip and over‑cut historic brick arrises, violating preservation best practices.

C is correct: careful hand removal of loose/deteriorated mortar followed by repointing with compatible mortar is the recommended method.

PDD References: Historic fabric protection under “Codes/Regulations & Standards—Historic preservation,” detailing of masonry repairs in construction documents (Division 04), and QA/QC specifications for repointing.

For light wood-frame buildings, the most economical way to develop lateral shear capacity—often without major structural alteration—is to add/upgrade wood structural panel (plywood/OSB) shear walls fastened to studs and plates per nailing schedules. This provides diaphragm and wall‐shear resistance with minimal added framing.

A. Moment connections in wood are labor-intensive and uncommon in light framing.

C. Horizontal board sheathing provides limited shear compared to plywood.

D. Gusset plates do not create a continuous shear diaphragm/wall.

PDD refs: AWC SDPWS (wood shear walls & diaphragms); ARE 5.0 PDD—Structural systems for lateral loads in light-frame construction; IBC Ch. 23.

Comprehensive Detailed Explanation with all NCARB ARE 5.0 Project Development and Documentation (PDD) Study Guide References:

In concrete technology, admixtures are used to modify properties of fresh or hardened concrete:

Air-entraining agents: Introduce microscopic air bubbles to improve freeze-thaw resistance; they do not increase slump.

Water-reducing agents: Reduce water content while maintaining slump; increase workability but only moderately.

Calcium chloride: An accelerator, speeds up setting time; does not increase slump.

Superplasticizers (also called high-range water reducers): Significantly increase the slump (workability) of concrete without adding extra water, making the mix more flowable and easier to place.

Thus, to greatly increase slump while maintaining water-cement ratio, the superplasticizer is the correct choice.

Supporting References:

NCARB ARE 5.0 Review Manual, Materials and Assemblies section

Portland Cement Association publications on admixtures

ACI (American Concrete Institute) guidelines on admixtures

Per IBC Chapter 6 and Chapter 7, distillation involving flammable liquids requires a 2-hour fire-resistance-rated fire wall between H-occupancy (hazardous) and assembly use (A-2). Objective 1.3 of the PDD Handbook emphasizes understanding of life safety code implications in space planning.

At 50% CDs with early PEMB coordination and compressed schedule, typical cross-discipline clashes in corridors involve above-ceiling valves/dampers that lack required access from a public space. Plumbing and mechanical codes require accessible, labeled access panels for isolation/shut-off valves (and similar devices) located in concealed spaces so they can be serviced without disrupting operations—critical here because farm work must continue during construction/operation.

Exit sign at door #15 (A) depends on egress analysis; not a generic coordination issue.

Relocate diffusers (B) is a comfort/layout decision, not a compliance coordination issue unless they conflict with lights/sprinklers.

PDD refs: IMC/IPC provisions for access to valves and equipment in concealed spaces; Division 08/10 access panels; ARE 5.0 PDD—Coordination of MEP with architectural ceilings and corridors.

In PDD, the architect must coordinate consultant drawings. When a conflict exists (here, duct vs. beam), the best course is to ask the responsible engineer (mechanical) to reroute the ductwork to clear the beam. As per ARE 5.0 Handbook Objective 3.1, the architect is expected to "coordinate building systems and their integration."

1. Understanding the APA Grade Stamp

The stamp in the exhibit reads:

APA RATED SHEATHING 32/16

15/32 INCH (thickness)

SIZED FOR SPACING

EXPOSURE 1 (can handle temporary moisture exposure)

2. Meaning of "32/16"

The numbers 32/16 are the span ratings for the panel:

32 inches = maximum recommended span for roof sheathing (when applied perpendicular to supports).

16 inches = maximum recommended span for floor sheathing (when applied perpendicular to supports).

These ratings are established by APA (The Engineered Wood Association) based on panel thickness, grade, and allowable loads/deflection limits.

3. Applying to the Question

The question asks specifically for maximum recommended span for use in a floor system.

From the stamp:

Floor span rating = 16 inches

Therefore, the correct answer is 16 in.

4. Why Other Options Are Incorrect:

A. 15 in — Not the value given; 16 in is the rating.

C. 32 in — This is for roof applications, not floor systems.

D. 108 in — Not related to APA span ratings; possibly confused with the certification number "NBR-108."

5. NCARB ARE 5.0 PDD Study Guide References:

Content Area: Building Materials & Assemblies — Wood Products

Reference Sources:

APA – The Engineered Wood Association: Panel Span Ratings Guide

Building Construction Illustrated (Ching) — Plywood and OSB Panel Markings

IBC Chapter 23 — Wood span and application requirements

Where no public sewer is available, on-site wastewater treatment (septic tank + leach field) is required. This supports Objective 3.2, considering utility systems and site limitations.

Cutting holes in beam webs is common for running mechanical, electrical, or plumbing services but must be done carefully to avoid weakening structural integrity.

Holes should be located near mid-span supports (points of low bending moment and high shear) to reduce impact on beam bending strength.

Holes should not be located near areas of maximum bending moment (typically mid-span between supports), because this is where the beam experiences maximum tension or compression.

Locations 2 and 4 are at or near the beam supports (shear zones), and generally small holes can be cut there, following size limits and reinforcement guidelines.

Locations 1, 3, and 5 are closer to mid-span or areas of high bending stress, so holes here risk compromising the beam’s moment capacity.

Sheet piling is a type of earth retention system used in excavations to prevent soil collapse. Reasons include:

D. When the natural soil slope is too steep to remain stable, sheet piling acts as a vertical barrier.

E. When soil cannot support itself during excavation, sheet piles provide lateral support.

F. When excavation is adjacent to a property line or existing structure and adjacent soil must not be disturbed.

Options A (grade beam support), B (raked shoring), and C (pile cap support) are not typical or primary uses of sheet piling.

The detail shows a metal connector fastening a vertical framing member (stud or post) to a horizontal member (likely a top plate or beam). This type of metal connector—often a hurricane tie or hold-down—is designed to anchor the vertical framing to the horizontal framing to prevent separation caused by uplift forces.

Key points:

Uplift occurs when wind loads or seismic activity try to pull the roof or upper framing away from the wall below.

The connector wraps over and around members, securing them together.

Commonly used in roof-to-wall connections to comply with wind resistance requirements in the IBC and ASCE 7.

This does not primarily resist sliding (shear) or racking (lateral deformation of a frame), nor is it designed mainly for twisting (torsion).

PDD ARE Objective Tie-in:

ARE 5.0 PDD Objective 3.2 – Evaluate and integrate structural systems with architectural elements, ensuring proper load path continuity for resisting vertical and lateral loads, including uplift forces.

When metals are embedded in concrete or masonry, corrosion resistance is a critical factor due to the alkaline environment and potential moisture exposure.

Stainless steel has excellent corrosion resistance, making it ideal for embedments in concrete or masonry where long-term durability is required.

Bronze is corrosion-resistant but typically used for decorative or hardware applications, not structural embedments.

Aluminum corrodes readily in alkaline concrete environments and is not suitable for embedments without protective coatings.

Cast iron is susceptible to rust and corrosion in moist conditions and is generally avoided for embedded components.

Thus, stainless steel is best suited for durability and corrosion resistance in concrete/masonry embedments.

Comprehensive Detailed Explanation with all NCARB ARE 5.0 Project Development and Documentation (PDD) Study Guide References:

In wood frame construction, blocking installed between joists at regular intervals (commonly 48 inches on center) serves primarily to brace and stabilize the joists laterally, preventing twisting and lateral displacement under load.

The 2x4 blocking at point X, placed perpendicular between the ceiling joists, acts as cross bracing.

It resists lateral torsional buckling of the joists and distributes loads evenly.

It also helps maintain alignment during construction and after the finish materials are installed.

The blocking does not support the partition top plate directly (that is the function of the studs beneath), nor does it transfer lateral load to the 1x8. Its main role is structural bracing for the joists.

Supporting References:

NCARB ARE 5.0 Review Manual, Project Development and Documentation, Structural Systems chapter

Wood Frame Construction details from International Residential Code (IRC)

Building construction texts such as “Fundamentals of Building Construction” by Allen and Iano, which describe blocking used to brace joists.

Proper flashing is critical for water shedding and moisture protection. Flashing behind the cladding allows water to drain outward—addressing ARE Objective 3.3: Evaluate construction details for moisture control.

In cold climates, the vapor drive is from the warm interior to the cold exterior during winter. The vapor retarder/barrier belongs on the warm-in-winter side of the assembly—i.e., behind the interior gypsum, before the framing/insulation—to prevent interior moisture from reaching cold layers where it could condense.

PDD references: Psychrometrics & vapor drive; vapor retarder placement (ASHRAE; IBC/IECC guidance; ARE 5.0 PDD—Thermal & Moisture Protection).

(PDD) Study Guide References:

Temporary shoring in masonry construction supports walls until they gain sufficient stability. It should remain in place until:

The wall is laterally braced or tied back to a stable structure to resist wind and other lateral loads.

Mortar may have hardened but shoring removal depends on the overall stability.

Horizontal reinforcing and backfilling provide some support but do not replace lateral bracing.

Thus, temporary shoring should remain until all lateral bracing connections are complete, ensuring the wall’s stability.

Comprehensive Detailed Explanation with all NCARB ARE 5.0 Project Development and Documentation (PDD) Study Guide References

The project is rural with no public water or sewer; by context there is likely no city steam and possibly no natural gas main. New boilers therefore need a fuel source on site (commonly LP/propane or fuel oil), and the site plan should direct the GC to coordinate fuel storage tank location (clearances, protection, truck access, setbacks, fire code).

A presumes a gas utility service that may not exist.

B presumes a city steam utility (not present).

PDD Reference: Division 01 coordination notes; IMC/IFC for on-site fuel storage clearances and protection; site plan general notes best practices.

When new plan‐review rules require 1-hour fire-resistance for storage rooms >150 sf, the least cost/time/program impact is typically a 1-hour gypsum board assembly (metal studs with Type X on each side per UL/GA listings).

A. CMU: durable but higher material and labor cost; heavier, slower to install.

C/D. Splitting rooms: Avoids the rating but disrupts program, adds doors/partitions, circulation, and can increase costs and complexity.

PDD References: IBC Ch. 7 Fire & Smoke Protection Features; GA/UL fire‐rated wall assemblies; ARE 5.0 PDD—Code compliance strategies and cost/time implications of alternative assemblies.

Selecting trees for residential streets near a new development should prioritize:

Adaptability to local climate and soil conditions to ensure healthy growth and longevity.

While seasonal foliage, color, scale, and wildlife habitat are important, they are secondary to ensuring the tree can survive and thrive in the environment.

Dense root systems and wind resistance are considerations but often come after adaptability is confirmed.

For barrier-free (ADA) accessible routes, operable parts such as door hardware must be usable with one hand and not require tight grasping, pinching, or twisting of the wrist (2010 ADA Standards §404.2.7). Lever handles meet this requirement because they can be operated by users with limited grip strength or dexterity.

A. Grip handles with thumbpieces — Often require pinching or twisting; not compliant for barrier-free.

B. Knurled knobs — Non-compliant because they require twisting and strong grip; also typically used for hazardous rooms as a tactile warning.

D. Panic devices — Allowed in certain egress conditions but not the universal ADA hardware requirement for standard accessible doors.

PDD Reference: ARE 5.0 Handbook, PDD “Codes and Regulations—Accessibility,” 2010 ADA Standards §404.2.7, ICC A117.1 Accessibility Standard.

The diagram shows a loaded beam with two types of failure indicated:

Location 1 on the top edge shows shear failure — characterized by jagged cracks or fractures, typically near supports or where shear forces peak.

Location 2 near the bottom edge shows tension failure — concrete is weak in tension, so cracks develop at the bottom face in a simply supported beam under load.

This matches common structural behavior where:

The top fibers of a beam in bending undergo compression and shear stress.

The bottom fibers undergo tension (where cracks often form).

Shear cracks are usually diagonal and closer to the support (near the ends), tension cracks are vertical and near the midspan.

A motorized movable partition used to subdivide a gymnasium requires coordination with:

The structural engineer: to ensure the partition loads are supported, especially if the system is suspended or has track supports.

The electrical engineer: to provide power for the motorized operation, controls, and safety systems.

Mechanical and fire protection engineers are typically less involved unless the partition affects HVAC zones or fire separation requirements, and furniture consultants typically do not deal with structural or electrical coordination.