Canadian Rural Development: 77 Issues Found

Summary: The Architectural Mezzanine Stair Section (9/A4.1) shows level markers of T/O Mezzanine at 112'-0' and T/O Slab at 100'-0', yielding a floor-to-floor height of 12'-0'. The Structural Stair 2 Section (4/S2.1) shows an overall vertical dimension of 11'-0' for the same stair. This is a 1'-0' discrepancy between the two disciplines for the same...

Why it matters: A 12-inch discrepancy in overall stair height will directly affect the number of risers, individual riser heights, stringer length, and post heights. The structural LVL stringers (1 3/4'X14') and P/T 4X4 intermediate posts would all need to be resized or repositioned if the correct height is 12'-0'. Building code requires uniform riser heights...

Suggested next step: Please confirm the correct floor-to-floor height for the Mezzanine Stair (Stair 2). The Architectural Mezzanine Stair Section (9/A4.1) shows 12'-0' (T/O Mezzanine 112'-0' minus T/O Slab 100'-0') while the Structural Stair 2 Section (4/S2.1) shows 11'-0'. Please coordinate between disciplines and revise the affected drawings, including stringer...

RFI draft: Please confirm the correct floor-to-floor height for the Mezzanine Stair (Stair 2). The Architectural Mezzanine Stair Section (9/A4.1) shows 12'-0' (T/O Mezzanine 112'-0' minus T/O Slab 100'-0') while the Structural Stair 2 Section (4/S2.1) shows 11'-0'. Please coordinate between disciplines and...

Summary: The Mechanical Equipment Schedule (E5.0) lists CU-1 (Condensing Unit 1) as 208V-3PH with a 35-3P breaker on CDP 2.1.1, and MUA-1 (Make Up Air Unit 1) as 208V-3PH with a 35-3P breaker on CDP 2.1.1. The Single Line Diagram (E6.0) also shows both CU-1 and MUA-1 with 35A-3P weatherproof disconnects. However, the CDP 2.1.1 Panel Schedule (E6.0)...

Why it matters: Three-phase motors connected to a 2-pole (single-phase) breaker will not operate correctly and could be damaged. This conflict affects two major pieces of outdoor mechanical equipment. If the panel schedule is followed, the condensing unit and make-up air unit will not function, impacting HVAC for the entire fire station. The panel bus space...

Suggested next step: Request clarification on whether CU-1 and MUA-1 are truly 208V-3PH loads. If so, the CDP 2.1.1 Panel Schedule must be revised to show 35A 3-pole breakers (occupying 3 circuit slots each) for both CU-1 and MUA-1, and the total panel demand load recalculated accordingly.

RFI draft: Request clarification on whether CU-1 and MUA-1 are truly 208V-3PH loads. If so, the CDP 2.1.1 Panel Schedule must be revised to show 35A 3-pole breakers (occupying 3 circuit slots each) for both CU-1 and MUA-1, and the total panel demand load recalculated accordingly.

Summary: The Floor Schedule assembly F1 on the drawing specifies a '6 MIL POLY V.B.' beneath the concrete slab-on-grade. Specification Section 03 15 19 requires a minimum 10 mil thickness where the vapour barrier is protected with granular fill, and a minimum 15 mil thickness where it is not protected by granular fill. In the F1 assembly, the poly V.B....

Why it matters: If installed at 6 mil, the vapour barrier will not meet the ASTM E1745 Class A or Class B puncture resistance requirements mandated by the specification. It would be vulnerable to puncture during rebar placement and concrete pouring. Failure of the vapour barrier can lead to long-term moisture migration through the slab, causing damage to...

Suggested next step: Request clarification from the Architect/Engineer on the vapour barrier thickness for assembly F1. The drawing shows 6 mil poly V.B., but Specification Section 03 15 19 requires a minimum 10 mil (protected by granular fill) or 15 mil (not protected by granular fill) meeting ASTM E1745 Class A or B. Please confirm the correct thickness and...

RFI draft: Request clarification from the Architect/Engineer on the vapour barrier thickness for assembly F1. The drawing shows 6 mil poly V.B., but Specification Section 03 15 19 requires a minimum 10 mil (protected by granular fill) or 15 mil (not protected by granular fill) meeting ASTM E1745 Class A or...

Summary: The Building Code Analysis on drawing A0.1 explicitly states the code analysis is 'BASED ON ALBERTA BUILDING CODE, 2014.' However, multiple specification sections mandate compliance with the 2019 edition: Section 07 84 00 (Firestopping & Smoke Seals) requires firestopping to 'meet or exceed requirements of the National Building Code, Alberta...

Why it matters: Using an outdated code edition for the building code analysis can result in permit rejection by the Authority Having Jurisdiction. Changes between the 2014 and 2019 editions of the Alberta Building Code may affect fire resistance ratings, egress requirements, occupant load calculations, spatial separation, and fire protection requirements. If...

Suggested next step: Request the Architect/Engineer confirm which edition of the Alberta Building Code governs this project. If the 2019 edition applies as indicated in the specifications (Sections 07 21 16 and 07 84 00), request a revised Building Code Analysis on sheet A0.1 performed under the Alberta Building Code 2019, including verification that all fire...

RFI draft: Request the Architect/Engineer confirm which edition of the Alberta Building Code governs this project. If the 2019 edition applies as indicated in the specifications (Sections 07 21 16 and 07 84 00), request a revised Building Code Analysis on sheet A0.1 performed under the Alberta Building...

Summary: The civil Site Servicing Plan (SP1.0) shows a combined conduit run labeled '1 x 53mm RPVC CONDUIT + 108mm RPVC CONDUIT' (2 conduits total) for the electrical and communications service entry to the building. However, the Electrical Schematics & Details (E7.2) specify significantly different configurations: the Communications Duct Bank Detail...

Why it matters: This discrepancy will affect trench sizing, ductbank construction, excavation quantities, and coordination with other underground utilities shown on the civil drawings. The contractor cannot correctly construct the ductbanks if the civil and electrical drawings disagree on conduit sizes and quantities. Incorrect conduit sizes may also affect...

Suggested next step: Request clarification on the correct conduit sizes and quantities for both the electrical power service ductbank and the communications ductbank. Confirm whether the civil drawing SP1.0 should be updated to reflect the electrical details on E7.2 (4 × 100mm power conduits and 100mm + 50mm communications conduits), or whether the electrical...

RFI draft: Request clarification on the correct conduit sizes and quantities for both the electrical power service ductbank and the communications ductbank. Confirm whether the civil drawing SP1.0 should be updated to reflect the electrical details on E7.2 (4 × 100mm power conduits and 100mm + 50mm...

Summary: The civil Site Servicing Plan (SP1.0) Note 3 requires a 'MINIMUM COVER OF 2.80m ON ALL DEEP UTILITY PIPES AND 1.20m ON SHALLOW UTILITIES, UNLESS OTHERWISE STATED.' The Electrical Service Duct Bank Detail (5/E7.2) specifies only 750mm cover from finished grade to the top of the concrete encasement. The Communications Duct Bank Detail (4/E7.2)...

Why it matters: Insufficient burial depth can expose electrical conduits to damage from surface loading, future excavation, or frost action. The civil minimum cover of 1.20m likely reflects local Alberta standards for underground utilities in this region. If the electrical ductbanks are installed at the depths shown on E7.2, they would not comply with the...

Suggested next step: Request clarification on the required burial depth for the electrical and communications ductbanks. Confirm whether the civil minimum cover of 1.20m for shallow utilities (SP1.0 Note 3) applies to the electrical conduit ductbanks, or whether the depths shown on E7.2 (750mm for electrical service, 900mm for communications) are acceptable per...

RFI draft: Request clarification on the required burial depth for the electrical and communications ductbanks. Confirm whether the civil minimum cover of 1.20m for shallow utilities (SP1.0 Note 3) applies to the electrical conduit ductbanks, or whether the depths shown on E7.2 (750mm for electrical...

Summary: At the fire training pond location, the Architectural Site Plan A1.0 labels the hydrant as a 'LOW FLOW HYDRANT C/W BOLLARDS' along with a separate 'FIRE POND STAND PIPE.' In contrast, the Civil Site Servicing Plan SP1.0 labels the feature at the fire training pond as a 'DRY HYDRANT (SEE FIRE POND DETAIL).' A low flow hydrant is a pressurized...

Why it matters: This inconsistency affects fire protection system design, watermain sizing, and emergency response operations. If a dry hydrant is intended, no pressurized water main connection is needed at the pond, whereas a low flow hydrant requires a connection to the proposed 150mm PVC watermain. The incorrect specification could lead to construction...

Suggested next step: Request clarification on the intended hydrant type at the fire training pond. Confirm whether the feature is a pressurized low flow hydrant connected to the watermain, or a dry hydrant/suction standpipe for drafting from the pond. Coordinate between the Architect and Civil Engineer to update both A1.0 and SP1.0 with consistent terminology and...

RFI draft: Request clarification on the intended hydrant type at the fire training pond. Confirm whether the feature is a pressurized low flow hydrant connected to the watermain, or a dry hydrant/suction standpipe for drafting from the pond. Coordinate between the Architect and Civil Engineer to update...

Summary: The Architectural curb detail specifies the curb is pinned to asphalt using 15M bars (15M x 12' at 30' O/C). The Civil curb detail labels the curb connection as a 10M rebar dowel. These indicate different dowel/pin bar sizes for a curb-to-asphalt condition and could result in conflicting installation requirements.

Why it matters: If not resolved, the contractor may install dowels/pins with the wrong bar size at curb-to-asphalt interfaces, potentially leading to inspection deficiencies, performance concerns, and rework.

Suggested next step: Confirm the governing curb-to-asphalt pin/dowel bar size (Architectural 15M vs Civil 10M) and clarify/standardize the dowel/pin requirements across Architectural and Civil details (including spacing if intended) so the sheets match.

RFI draft: Confirm the governing curb-to-asphalt pin/dowel bar size (Architectural 15M vs Civil 10M) and clarify/standardize the dowel/pin requirements across Architectural and Civil details (including spacing if intended) so the sheets match.

Summary: The Stormwater Management table on sheet LG1.0 lists five surface categories: Grass/Pond (8,377 m²), Gravel (2,518 m²), Concrete (354 m²), Asphalt (2,267 m²), and Building (743 m²). These sum to 14,259 m². However, the OVERALL row in the same table states 14,644 m², a discrepancy of 385 m². Furthermore, the Expected Quantities table on the same...

Why it matters: Municipal stormwater reviewers will verify the area accounting as part of the permitting process. A 385 m² unexplained gap between the component areas and the stated overall will be flagged as an arithmetic error. Since the total area and its distribution directly feed the rational method peak flow calculation (Q = CiA), an incorrect total area...

Suggested next step: Clarify the correct total site area for stormwater calculations and reconcile all five component surface areas so they sum to the overall. Confirm whether the Lot Area (14,380 m²) or a different value should be used, and update the Stormwater Management table accordingly.

RFI draft: Clarify the correct total site area for stormwater calculations and reconcile all five component surface areas so they sum to the overall. Confirm whether the Lot Area (14,380 m²) or a different value should be used, and update the Stormwater Management table accordingly.

Summary: The Stormwater Management table on LG1.0 lists the Asphalt surface area as 2,267 m² with a runoff coefficient of 0.90. However, the Expected Quantities table on the same sheet shows Parking Lot Area (Light Duty Asphalt) at 912 m² and Drive Aisle (Heavy Duty Asphalt) at 1,757 m², totalling 2,669 m² of asphalt. This is a 402 m² discrepancy, with...

Why it matters: Asphalt has a runoff coefficient of 0.90, much higher than grass/landscaping at 0.30. Underestimating asphalt by 402 m² means the stormwater runoff calculation underestimates the peak flow from the site, potentially leading to an undersized fire training pond or inadequate overflow capacity. Permitting authorities reviewing the stormwater...

Suggested next step: Confirm the correct total asphalt paving area for stormwater calculations. Reconcile the Stormwater Management table asphalt area with the parking lot and drive aisle quantities, and revise the weighted runoff coefficient and any dependent stormwater sizing accordingly.

RFI draft: Confirm the correct total asphalt paving area for stormwater calculations. Reconcile the Stormwater Management table asphalt area with the parking lot and drive aisle quantities, and revise the weighted runoff coefficient and any dependent stormwater sizing accordingly.

Summary: S1.2 Details 1 and 2 (Typ. Pile Detail) specify (4) 15M dowels with 24' embedment into the pile shaft, while S1.2 Section 12 (Typ. Section @ Buckdown Location) and Section 16 (Typ. Sidewalk Section) specify the same (4)-15M dowels with only 18' embedment into the shaft. Both describe the same pile-to-grade-beam dowel connection, yet the shaft...

Why it matters: Insufficient dowel embedment into the pile shaft could compromise the structural connection between the pile and grade beam, reducing the capacity to transfer loads. If 18' is used where 24' was intended, the pile-to-grade-beam connection may not develop the full strength of the 15M dowels. This is especially critical for a post-disaster...

Suggested next step: Request the structural engineer clarify the correct 15M dowel embedment length into the pile shaft. Is it 24' as shown in Typ. Pile Details 1 and 2 on S1.2, or 18' as shown in Sections 12 and 16 on S1.2? Also confirm whether the Rebar Lap Schedule on S0.0 (15M = 24') governs the pile dowel embedment into the shaft, and update all affected...

RFI draft: Request the structural engineer clarify the correct 15M dowel embedment length into the pile shaft. Is it 24' as shown in Typ. Pile Details 1 and 2 on S1.2, or 18' as shown in Sections 12 and 16 on S1.2? Also confirm whether the Rebar Lap Schedule on S0.0 (15M = 24') governs the pile dowel...

Summary: On A3.0, the numbered-grid elevations are calling section “2/A4.0” (e.g., North elevation shows “6 5 4” with “2 A4.0”, and South elevation shows “4 5 6” with “2 A4.0”). However, on A4.0 the view identified as “Building Section 2” (i.e., “2 A4.0”) is shown on lettered grids (e.g., “D C” and “B A”). Conversely, A3.0’s lettered-grid elevations...

Why it matters: If the elevation callouts direct the reader to the wrong building section, critical envelope/level/assembly information may be taken from an unrelated cut, increasing the risk of incorrect interpretation during detailing, permitting review, and construction.

Suggested next step: Please confirm the correct section references for each elevation. Should the numbered-grid elevations reference “Building Section 1 (1/A4.0)” and the lettered-grid elevations reference “Building Section 2 (2/A4.0)”, or should the section numbering on A4.0 be revised to match the current elevation callouts?

RFI draft: Please confirm the correct section references for each elevation. Should the numbered-grid elevations reference “Building Section 1 (1/A4.0)” and the lettered-grid elevations reference “Building Section 2 (2/A4.0)”, or should the section numbering on A4.0 be revised to match the current...

Summary: On S1.2, the Typ. Pile Detail (detail 1/S1.2, under-reamed) specifies (4) 15M dowels with '24' TO SHAFT' embedment into the pile. However, the Typ. Section @ Buckdown Location (detail 12/S1.2) on the same sheet specifies the same (4)-15M dowels with only '18' TO SHAFT' embedment. The Typ. Sidewalk Section (detail 16/S1.2) also specifies '18' TO...

Why it matters: A 6-inch discrepancy in pile dowel embedment into the shaft directly affects rebar development length and the structural connection capacity between the pile and grade beam. If the shorter 18' embed is used where 24' is required, the pile-to-grade-beam connection may not develop full capacity, potentially leading to structural inadequacy under...

Suggested next step: Clarify the required pile dowel embedment length into the pile shaft. The Typ. Pile Details (1/S1.2 and 2/S1.2) show 24' to shaft while the Typ. Section @ Buckdown Location (12/S1.2) and Typ. Sidewalk Section (16/S1.2) show 18' to shaft. Which dimension governs for the (4) 15M dowels?

RFI draft: Clarify the required pile dowel embedment length into the pile shaft. The Typ. Pile Details (1/S1.2 and 2/S1.2) show 24' to shaft while the Typ. Section @ Buckdown Location (12/S1.2) and Typ. Sidewalk Section (16/S1.2) show 18' to shaft. Which dimension governs for the (4) 15M dowels?

Summary: On S1.1, the Screw Pile Detail (detail 2/S1.1) specifies 'EMBEDMENT DEPTH 10'-0' MINIMUM' whereas the Screw Pile Geometry table on the same sheet specifies 'MINIMUM EMBEDMENT DEPTH' of 12'-0' for both SP1 and SP2 pile types. The Foundation Plan on S1.0 shows multiple SP1 and SP2 screw pile locations and includes a reference to S1.1 for the MUA...

Why it matters: A 2-foot discrepancy in minimum embedment depth for screw piles directly affects axial capacity, torque correlation, and pullout resistance. If piles are installed to only 10'-0' where 12'-0' is required per the geometry table, they may not develop sufficient bearing capacity, risking settlement or failure of the supported concrete sidewalk and...

Suggested next step: Clarify the required minimum embedment depth for screw piles SP1 and SP2. The Screw Pile Detail (2/S1.1) shows 10'-0' minimum embedment while the Screw Pile Geometry table on S1.1 shows 12'-0' minimum embedment for both SP1 and SP2. Which requirement governs?

RFI draft: Clarify the required minimum embedment depth for screw piles SP1 and SP2. The Screw Pile Detail (2/S1.1) shows 10'-0' minimum embedment while the Screw Pile Geometry table on S1.1 shows 12'-0' minimum embedment for both SP1 and SP2. Which requirement governs?

Summary: The Lighting Schedule on sheet E4.0 assigns Drawing Type 'B1' to two completely different luminaire specifications. The first is a GARDCO ECF-L-80L-1A-NW-G2-4, an exterior pole-mounted area light with LED 3000K, arm mount, 30' mounting height, and BUG rating BU-UO-G3. The second is a METALUX VHB-12-HA-W-UNV-L835-CD-MS, an interior...

Why it matters: This duplicate type designation will cause confusion during procurement and installation. The two fixtures differ fundamentally in manufacturer (GARDCO vs METALUX), color temperature (3000K vs 3500K), mounting method (arm mount on 30' pole vs ceiling-suspended), lumen output (unspecified vs 12000), wattage (unspecified vs 100W), and application...

Suggested next step: Request the electrical engineer to assign a unique Drawing Type designation to one of the two 'B1' luminaires in the Lighting Schedule on E4.0 (e.g., rename the GARDCO pole-mounted fixture to 'B2' or another unused type code) and update all corresponding references on the Lighting Layout E1.0 and any other affected drawing sheets to eliminate...

RFI draft: Request the electrical engineer to assign a unique Drawing Type designation to one of the two 'B1' luminaires in the Lighting Schedule on E4.0 (e.g., rename the GARDCO pole-mounted fixture to 'B2' or another unused type code) and update all corresponding references on the Lighting Layout E1.0...