Plan Review: 246 Issues Found

Summary: The Slab Plan Notes mandate that "ALL SLAB REINFORCEMENT SHALL EXTEND CONTINUOUS THROUGH THE BLOCKOUTS" while also directing the contractor to size blockouts at diagonal brace locations to "ENSURE BRACE CAN BE ERECTED AND WELDS CAN BE MADE AT BRACE ATTACHMENT TO COLUMN". It is physically impossible to lower and weld a structural steel diagonal brace through an unbroken, continuous grid of slab ...

Why it matters: This contradictory detailing creates an immediate constructability conflict. The steel erector will be forced to cut the reinforcement in the field to access the column base plate, destroying the slab's designed structural integrity and directly violating the explicit structural note. If the bloc...

Suggested next step: Please clarify the slab blockout detailing at diagonal brace locations. If the brace must be erected through the blockout, the continuous slab reinforcement will physically obstruct access. Can the reinforcement be terminated at the blockout edges (e.g., cut and hooked, or det...

RFI draft: Please clarify the slab blockout detailing at diagonal brace locations. If the brace must be erected through the blockout, the continuous slab reinforcement will physically obstruct access. Can the reinforcement be terminated at the blockout edges...

Summary: Enlarged Stair Plan 7 shows a stair flight with a horizontal run of 11'-10" (142 inches) containing (14) EQUAL RISERS. With 14 risers, there are 13 treads in that flight. The calculated tread depth is 142" ÷ 13 = 10.92 inches, which is less than the 11-inch minimum tread depth required by ADA Section 504.2. The adjacent flight (12'-0" run with 14 equal risers) yields 144" ÷ 13 = 11.08 inches pe...

Why it matters: A tread depth below the code minimum is a life-safety and accessibility deficiency. If constructed as dimensioned, the stair would fail ADA compliance inspection, requiring demolition and reconstruction of the stair flight. This would cause significant cost overruns and schedule delays, particula...

Suggested next step: Request the architect clarify the stair geometry for Plan 7. The 11'-10" flight with 14 risers results in a tread depth of approximately 10.92 inches, which does not meet the 11-inch minimum per ADA Section 504.2. Ask whether the run dimension should be increased to at least 1...

RFI draft: Request the architect clarify the stair geometry for Plan 7. The 11'-10" flight with 14 risers results in a tread depth of approximately 10.92 inches, which does not meet the 11-inch minimum per ADA Section 504.2. Ask whether the run dimension sho...

Summary: The low roof framing plan specifies standard K-series open-web steel joists (e.g., 10K1, 12K1, 16K2) spanning adjacent to areas marked 'HIGH ROOF ABOVE'. According to ASCE 7-16 Section 7.7.1, lower roofs must be designed to sustain localized, non-uniform triangular snow drift surcharge loads where they meet higher structural walls. Standard K-series joist designations indicate members designed ...

Why it matters: Specifying standard uniform-load joists in a snow drift zone without a special designation (such as 'SP') or a provided triangular load diagram means the joists will not be manufactured with the necessary shear and moment capacity variations required for the peak triangular drift load. This error...

Suggested next step: Please review the joist framing adjacent to all 'HIGH ROOF ABOVE' steps. Provide the necessary triangular snow drift surcharge loading diagrams and update the joist designations to special joists (e.g., 10K1-SP) to ensure the joist manufacturer designs the members for the non-...

RFI draft: Please review the joist framing adjacent to all 'HIGH ROOF ABOVE' steps. Provide the necessary triangular snow drift surcharge loading diagrams and update the joist designations to special joists (e.g., 10K1-SP) to ensure the joist manufacturer de...

Summary: Detail 18 (Pre-Fab Canopy Footing) states the foundation is designed for an "UPLIFT: 3.0 kips". However, the detail relies on inserting the canopy column into a "10\" MIN." grouted block-out and explicitly requires to "COAT COLUMN IN CONTACT WITH CONCRETE WITH CLEAR ACRYLIC." This acrylic coating acts as a bond breaker between the steel column and the surrounding grout. Because the detail does ...

Why it matters: Without a positive mechanical connection to transfer uplift forces to the foundation, the canopy column could pull out of the footing during a high wind or seismic event, potentially leading to catastrophic failure and collapse of the canopy structure.

Suggested next step: Please revise Detail 18 to provide a positive mechanical connection (e.g., anchor bolts or welded shear studs) capable of transferring the 3.0 kip uplift load from the canopy column to the concrete footing, and clarify if the acrylic coating should be omitted where bonding is ...

RFI draft: Please revise Detail 18 to provide a positive mechanical connection (e.g., anchor bolts or welded shear studs) capable of transferring the 3.0 kip uplift load from the canopy column to the concrete footing, and clarify if the acrylic coating shoul...

Summary: The drawing requires '3 1/2" EMBEDMENT AT ELEVATED SLABS' for elevator post expansion anchors. However, the elevated slabs are specified as '5 1/2" LIGHTWEIGHT CONCRETE ON 2VLI 18 GAGE METAL DECK.' Because a 2VLI deck has 2-inch deep flutes, the concrete topping over the upper flutes is exactly 3.5 inches thick. Providing a 3.5-inch embedment directly into a 3.5-inch topping leaves zero concret...

Why it matters: Without adequate embedment cover, the anchors will fail to achieve their design capacity. ASCE 7-16 Section 13.6.11.2 requires elevator equipment supports to be designed to meet specific force and displacement requirements, which is structurally impossible if the anchors blow through the back of ...

Suggested next step: Revise the anchor embedment depth for elevated slabs to be compatible with the 3.5-inch concrete topping thickness over the 2VLI metal deck, or explicitly require the base plates and post locations to be coordinated such that all anchors strictly fall within the deep low flute...

RFI draft: Revise the anchor embedment depth for elevated slabs to be compatible with the 3.5-inch concrete topping thickness over the 2VLI metal deck, or explicitly require the base plates and post locations to be coordinated such that all anchors strictly ...

Summary: The structural general notes state that "5 PSF MAY BE ASSUMED FOR 0.6D TERM IN ASD LOAD COMBINATIONS" for designing roof joists and connections for net uplift. This contradicts ASCE 7-16 Section 1.3.6, which mandates that the dead load providing resistance to these forces "shall be taken as the minimum dead load likely to be in place during the event." It also violates Section 3.1.2, which requ...

Why it matters: Open-web steel joist roofs with metal decking are often very lightweight (e.g., 2 to 4 psf). If the actual dead load is less than the assumed 5 psf, the 0.6D calculation will artificially inflate the counteracting resistance. This discrepancy can result in significantly undersized joist uplift co...

Suggested next step: Please revise the general notes to remove the blanket 5 psf assumption. Instruct the joist designer to utilize the actual calculated minimum dead load of the specific roof assembly for uplift load combinations in accordance with ASCE 7-16 Sections 1.3.6 and 3.1.2.

RFI draft: Please revise the general notes to remove the blanket 5 psf assumption. Instruct the joist designer to utilize the actual calculated minimum dead load of the specific roof assembly for uplift load combinations in accordance with ASCE 7-16 Sections...

Summary: The Main Building Components & Cladding table lists roof overhang uplift pressures (e.g., -79 psf for Overhang 2) that are lower in magnitude than the adjacent roof edge pressures (-86 psf for Roof 2). ASCE 7-16 Section 30.9 requires overhang pressures to include contributions from both the top (roof) and bottom (adjacent wall) surfaces. Since the worst-case windward wall exerts a positive pres...

Why it matters: Under-designing the roof overhangs fails to account for the additive upward wind pressure on the underside, which could lead to severe component or cladding failure during high wind events.

Suggested next step: Please revise the Components & Cladding Design Wind Pressures for roof overhangs to correctly combine the top roof and bottom adjacent wall surface wind pressures in accordance with ASCE 7-16 Section 30.9, ensuring the net uplift exceeds the roof uplift magnitude.

RFI draft: Please revise the Components & Cladding Design Wind Pressures for roof overhangs to correctly combine the top roof and bottom adjacent wall surface wind pressures in accordance with ASCE 7-16 Section 30.9, ensuring the net uplift exceeds the roof ...

Summary: The central main roof area is bounded by parapets (annotated with 'PREFINISHED METAL COPING') and flanked by higher standing seam metal roof structures on the north and south sides. Primary drainage for this central area is provided solely by fascia scuppers ('FASCIA SCUPPER W/ CONDUCTOR HEAD AND 6"X 4" PREFINISHED DOWNSPOUT') located on the east and west transitions to the wing roofs. However,...

Why it matters: If the primary fascia scuppers on the central roof become clogged or blocked, rainwater will accumulate with no means of emergency relief, creating a serious risk of structural overload from ponding water. This omission would be identified during plan review, likely resulting in permit delays. Re...

Suggested next step: Please confirm whether secondary (emergency overflow) drainage is provided for the central main roof area. If not currently designed, please add emergency overflow drains or overflow scuppers per IBC 1502.2, sized in accordance with Section 1611 and Chapter 11 of the Internati...

RFI draft: Please confirm whether secondary (emergency overflow) drainage is provided for the central main roof area. If not currently designed, please add emergency overflow drains or overflow scuppers per IBC 1502.2, sized in accordance with Section 1611 a...

Summary: Details 6 and 7 on sheet A6.4 (Railing Section Detail - Center Stair and Railing Detail - Center Stair) explicitly specify 'TEMPERED GLASS (RE: SPECS)' as the infill panel material in the stair guard/railing assembly. IBC Section 2407.1 requires that 'Glass used in a handrail or a guard shall be laminated glass constructed of fully tempered or heat-strengthened glass.' The only exception permit...

Why it matters: If single tempered glass is installed in the stair guard and fractures due to impact or load, it will shatter into small fragments that can fall onto occupants on the stairway below, creating a significant life-safety hazard. This code violation would likely be flagged during plan review, delayin...

Suggested next step: Request the architect to revise Details 6 and 7 on A6.4 to specify laminated glass constructed of fully tempered or heat-strengthened glass for the center stair guard/railing infill panels, in compliance with IBC Section 2407.1. If single fully tempered glass is desired, the d...

RFI draft: Request the architect to revise Details 6 and 7 on A6.4 to specify laminated glass constructed of fully tempered or heat-strengthened glass for the center stair guard/railing infill panels, in compliance with IBC Section 2407.1. If single fully te...

Summary: In multiple wall assembly details (Details 5, 7, and 8), the annotations incorrectly sequence the exterior wall layers by placing 'SHEATHING' outboard of both the 'FLUID APPLIED AIR AND MOISTURE BARRIER MEMBRANE' and the 'Z FURRING WITHIN POLYISO RIGID INSULATION'. This places the sheathing directly behind the brick veneer, fully exposed within the masonry cavity. IBC Section 1402.2 requires th...

Why it matters: The masonry cavity behind a brick veneer is a wet zone where wind-driven rain and condensation accumulate. Sheathing placed in this zone without a dedicated water-resistive barrier covering it will absorb moisture, leading to rapid deterioration, mold growth, and eventual failure of the wall asse...

Suggested next step: Revise Details 5, 7, and 8 to correct the exterior wall assembly sequence. Ensure the sheathing is located inboard of the fluid-applied air and moisture barrier membrane and rigid insulation, providing full weather protection in accordance with IBC 1402.2 and 1403.2.

RFI draft: Revise Details 5, 7, and 8 to correct the exterior wall assembly sequence. Ensure the sheathing is located inboard of the fluid-applied air and moisture barrier membrane and rigid insulation, providing full weather protection in accordance with IB...

Summary: Wall Section 1 shows two distinct exterior wall zones. The lower wall assembly is described as 'RUNNING BOND BRICK VENEER, AIR CAVITY, Z FURRING, POLYISO RIGID INSULATION, FLUID APPLIED AIR & VAPOR BARRIER, SHEATHING, 6" COLD FORM METAL FRAMING, BATT INSULATION AND GYPSUM BOARD AT INTERIOR,' which correctly includes gypsum board as a thermal barrier on the interior side of the polyiso foam plas...

Why it matters: Absence of a code-required thermal barrier separating polyiso rigid insulation from the building interior is a life-safety fire protection deficiency. This will likely be flagged during plan review and could result in permit rejection or a required redesign. If discovered during construction, it ...

Suggested next step: Request clarification from the Architect on the upper wall assembly in Wall Section 1 (the prefinished ribbed metal panel zone above the suspended ceiling). Specifically, confirm whether a 1/2" gypsum wallboard thermal barrier or an NFPA 275-compliant alternative is intended o...

RFI draft: Request clarification from the Architect on the upper wall assembly in Wall Section 1 (the prefinished ribbed metal panel zone above the suspended ceiling). Specifically, confirm whether a 1/2" gypsum wallboard thermal barrier or an NFPA 275-compl...

Summary: The 2nd Floor Plan Notes define the floor deck as "5-1/2" THICK (TOTAL) LIGHTWEIGHT CONCRETE ON 2VLI 18 GAGE GALVANIZED COMPOSITE METAL FLOOR DECK" with "TOP OF CONCRETE AT EL. 15'-6 1/2" A.F.F." The plan title block note separately states "(TOP OF SECOND FLOOR STEEL = 15'-6 1/2" A.F.F. (U.N.O.))". Both the top of steel (beam flanges) and the top of concrete are specified at the identical eleva...

Why it matters: This elevation conflict affects the entire second floor plate. The steel erector cannot determine the correct beam-top elevation, and the concrete contractor cannot verify the correct slab finish elevation. If steel is erected to 15'-6 1/2" and concrete is placed to the specified 5-1/2" total thi...

Suggested next step: Request the Structural Engineer of Record to clarify whether the correct top of steel elevation is 15'-6 1/2" A.F.F. (making top of concrete approximately 16'-0" A.F.F.) or whether the top of concrete is intended to be at 15'-6 1/2" A.F.F. (making top of steel approximately 15...

RFI draft: Request the Structural Engineer of Record to clarify whether the correct top of steel elevation is 15'-6 1/2" A.F.F. (making top of concrete approximately 16'-0" A.F.F.) or whether the top of concrete is intended to be at 15'-6 1/2" A.F.F. (making...

Summary: Detail 10 specifies a CMU wall height of 8'-8" (104 inches) but details the vertical wall reinforcement as a `#5 (A90", B=18") L BAR`, meaning the vertical leg is 90 inches. This leaves a 14-inch vertical gap that must be spanned by lapping with the pedestal dowels. Per IBC Section 2107.2.1, the minimum lap splice for a #5 bar is 40 bar diameters (25 inches). Therefore, the dowel must project a...

Why it matters: Failure to provide the code-required lap splice breaks the tension continuity of the vertical reinforcement. This renders the 8'-8" masonry wall highly vulnerable to overturning or flexural failure under lateral wind or seismic loads, compromising structural safety and directly violating masonry ...

Suggested next step: Please clarify the vertical reinforcement detailing for the 8'-8" CMU wall. Provide revised bar lengths or detailing that ensures a minimum lap splice of 40 bar diameters (25 inches for #5 bars) per IBC 2107.2.1, accounting for the full 104-inch wall height and adequate embedm...

RFI draft: Please clarify the vertical reinforcement detailing for the 8'-8" CMU wall. Provide revised bar lengths or detailing that ensures a minimum lap splice of 40 bar diameters (25 inches for #5 bars) per IBC 2107.2.1, accounting for the full 104-inch w...

Summary: Detail 1 specifies attaching "TREATED 2X WOOD BLOCKING" to a "GALV. STEEL STRUC. TUBE" using "1/2" DIA. EXP. ANCHORS". Expansion anchors rely on expanding and creating friction against the walls of a drilled hole in solid concrete or masonry substrates. They are fundamentally incompatible with hollow structural steel tubes, as they will not expand or hold within a thin steel wall. This violates...

Why it matters: Attempting to use concrete expansion anchors in hollow steel tubes will result in immediate installation failure in the field, as the anchors will spin or pull out freely. This necessitates an RFI to change to appropriate fasteners, causing construction delays. Without proper structural attachmen...

Suggested next step: Detail 1 specifies using 1/2" dia. expansion anchors to attach wood blocking to a galvanized steel structural tube. Expansion anchors are incompatible with hollow steel sections. Please confirm if through-bolts, blind structural bolts (e.g., Hollo-Bolts), or self-tapping struc...

RFI draft: Detail 1 specifies using 1/2" dia. expansion anchors to attach wood blocking to a galvanized steel structural tube. Expansion anchors are incompatible with hollow steel sections. Please confirm if through-bolts, blind structural bolts (e.g., Hollo...

Summary: Detail 8 illustrates a hollow metal door frame installed in a brick veneer wall but lacks any jamb flashing or weather barrier wrap bridging the air cavity. The drawing indicates "SEALANT W/ BACKER ROD (RE: SPECS)" sealing the frame to the exterior brick face, and an "EXTERIOR GRADE SHEATHING WITH APPLIED WEATHER BARRIER (RE: SPECS)" on the backup wall. However, no closure ties the weather barr...

Why it matters: Brick veneer is highly porous, and water routinely enters the air cavity. Without a continuous barrier or flashing terminating at the door frame, water can bypass the exterior sealant joint and intrude directly into the interior stud wall cavity. This will lead to significant water damage, mold g...

Suggested next step: Please revise Detail 8 to provide a continuous water-resistive barrier closure across the air cavity at the door jamb (e.g., fluid-applied wrap or brake metal jamb flashing similar to Detail 11) to comply with IBC Section 1403.2.

RFI draft: Please revise Detail 8 to provide a continuous water-resistive barrier closure across the air cavity at the door jamb (e.g., fluid-applied wrap or brake metal jamb flashing similar to Detail 11) to comply with IBC Section 1403.2.