Plan Review: 142 Issues Found

Summary: 61 index entries | 46 perfect matches | 4 mismatched | 11 missing Mismatched (4): S-510: Expected: FOUNDATION DETAILS (S-510) | Actual: FOUNDATION DETAILS (PS-510)(p68) PA-001: Expected: ARCHITECTURAL GENERAL NOTES AND SYMBOLS (PA-001) | Actual: ARCHITECTURAL GENERAL NOTES AND SYMBOLS (A-001)(p1) PA-101: Expected: GROUND TIER PLAN (PA-101) | Actual: GROUND TIER PLAN ...

Why it matters: Addressing this before construction prevents rework and supports code compliance.

Suggested next step: Review drawings and specifications to resolve before construction.

RFI draft: Please clarify: Drawing Index Audit: 11 missing, 4 mismatched out of 61 sheets

Summary: Sheet Note 2 contains placeholder text 'WWR XxX-WXxWX' for the minimum reinforcement in the topped tee flange and the 3" topping. The actual required welded wire reinforcement size and spacing are not specified.

Why it matters: Without the specified reinforcement size and spacing, the contractor cannot procure or install the necessary WWR for the topping. This omission constitutes an incomplete design that will result in immediate RFIs, procurement delays, and a halt to topping construction.

Suggested next step: Please issue a revised drawing or clarification that specifies the actual required WWR size and spacing to replace the 'WWR XxX-WXxWX' placeholders.

RFI draft: Please issue a revised drawing or clarification that specifies the actual required WWR size and spacing to replace the 'WWR XxX-WXxWX' placeholders.

Summary: The Schedule in Detail 7 specifies lintel L2 with an 8" block width, "2 #9 T&B" reinforcement, and a "12" MIN" bearing. Per ACI 318 Section 25.4.1.1, reinforcement must be properly developed at the critical section. A 12" bearing only provides 12" of straight bar anchorage, which is insufficient to develop a #9 bar in tension (the provided Straight Bar Anchorage schedule requires 35" for a smal...

Why it matters: Because the #9 bottom bars cannot be properly anchored straight within the 12" bearing length, and standard hooks cannot physically fit inside the 8" masonry wall, the lintel reinforcement cannot be developed. This will result in a severe lack of structural capacity at the supports, potentially c...

Suggested next step: Please revise the L2 lintel reinforcement to use a larger number of smaller bars (e.g., #5 or #6) that can fit a standard hook within the 8" CMU core or be fully developed straight, and increase the minimum bearing length accordingly.

RFI draft: Please revise the L2 lintel reinforcement to use a larger number of smaller bars (e.g., #5 or #6) that can fit a standard hook within the 8" CMU core or be fully developed straight, and increase the minimum bearing length accordingly.

Summary: The parking schedule on sheet G-002 explicitly tallies the accessible spaces across all tiers: Ground Tier (0) + Second Tier (2) + Third Tier (2) + Fourth Tier (2) + Fifth Tier (2) + Sixth Tier (2) + Seventh Tier (2) + Eighth Tier (2) + Ninth Tier (2) + Top Tier (3) = 19 accessible spaces total. The drawing's own code compliance calculation correctly determines that 23 accessible spaces are req...

Why it matters: This discrepancy will be identified during plan review, as the tier-by-tier breakdown is the enforceable allocation that determines where accessible spaces are physically built. If only 19 accessible spaces are constructed per the schedule, the facility will be non-compliant with ADA Section 208....

Suggested next step: Request clarification on the discrepancy between the parking schedule showing 19 accessible spaces and the code compliance statement claiming 23 accessible spaces provided. Identify which tiers will receive the 4 additional accessible spaces to meet the ADA Table 208.2 minimum...

RFI draft: Request clarification on the discrepancy between the parking schedule showing 19 accessible spaces and the code compliance statement claiming 23 accessible spaces provided. Identify which tiers will receive the 4 additional accessible spaces to me...

Summary: Detail 2 illustrates a cast-in-place retaining wall supporting a precast shear wall. The construction sequence explicitly states that temporary wall bracing is to be removed only after the structural slab reaches specified strength, indicating the wall relies on the slab diaphragm for lateral support. However, a specific note indicates that 'AT 2A', the joint between the slab and wall is specif...

Why it matters: During a seismic event, structural walls experience out-of-plane inertial forces in both inward and outward directions. While the slab can resist inward forces in compression, the bond breaker at location 2A prevents resistance against outward forces (tension). Without a positive connection at th...

Suggested next step: Please clarify the seismic anchorage detail between the wall and the structural slab at location 2A. To comply with ASCE 7 out-of-plane anchorage requirements ($F_p$), should mechanical dowels or continuous reinforcement ties be added across this joint at 2A to provide a posit...

RFI draft: Please clarify the seismic anchorage detail between the wall and the structural slab at location 2A. To comply with ASCE 7 out-of-plane anchorage requirements ($F_p$), should mechanical dowels or continuous reinforcement ties be added across this ...

Summary: Detail 3 "SPANDREL - POST CONNECTION DETAIL" shows an embed plate ("7"x4"x3/8" EMBED PL") cast into the precast spandrel with two 3/4" diameter coupler nuts to support a fence post. The detail explicitly lacks headed studs, deformed bar anchors, or any structural attachment to the concrete's reinforcing steel. Per ASCE 7 Section 12.1.3, a continuous load path with adequate strength must be prov...

Why it matters: Relying on the chemical bond of a smooth coupler nut instead of a properly headed concrete anchor means the embed plate will pull out under overturning loads (such as wind or seismic forces acting on the fence or guardrail). This structural failure severs the load path, presenting a severe fall h...

Suggested next step: Revise Detail 3/S-540 to include welded headed studs (e.g., Nelson studs) or deformed bar anchors on the embed plate to provide the necessary tensile pullout capacity and satisfy ACI 318 anchorage requirements.

RFI draft: Revise Detail 3/S-540 to include welded headed studs (e.g., Nelson studs) or deformed bar anchors on the embed plate to provide the necessary tensile pullout capacity and satisfy ACI 318 anchorage requirements.

Summary: Detail 2 ('PIER / PILE CAP DETAIL') specifies the '14" STEEL PIPE PILES' to be embedded '6"' into the 'CIP PILE CAP'. Concurrently, the detail specifies a '3" CLR' (clearance) from the bottom of the pile cap for the bottom layer of reinforcement. Because the solid steel piles extend 6 inches into the cap while the reinforcement is positioned only 3 inches from the bottom edge, the primary flexu...

Why it matters: To construct the pile cap as detailed, the contractor would have to sever the bottom reinforcement or torch large holes through the steel pipe piles. Severing the primary tension reinforcement reduces the member's flexural capacity and breaks the continuous load path required by ASCE 7 to safely ...

Suggested next step: Please clarify the pile embedment and bottom reinforcement clearance dimensions in the pile cap details. Should the pile embedment be reduced (e.g., to 2" or 3"), or should the bottom reinforcement be placed entirely above the top of the piles (e.g., at a 7" clearance)?

RFI draft: Please clarify the pile embedment and bottom reinforcement clearance dimensions in the pile cap details. Should the pile embedment be reduced (e.g., to 2" or 3"), or should the bottom reinforcement be placed entirely above the top of the piles (e....

Summary: The Ground Tier Striping and Signage Plan shows approximately 50+ electric vehicle (EV) charging spaces distributed along the north and south perimeter walls of the parking structure. However, none of these EV spaces are designated as accessible—they lack wheelchair symbols, access aisles, and R7-8/R7-8A signage. The accessible parking spaces (labeled R7-8A ACCESSIBLE VAN and R7-8 ACCESSIBLE CA...

Why it matters: This is a code violation that will likely be flagged during plan review and could delay permit issuance. Incorporating accessible EV spaces will require restriping and potentially reconfiguring EV charging infrastructure, impacting both site electrical design and parking layout. If discovered dur...

Suggested next step: Request the design team to identify which EV charging spaces will be designated as accessible per IBC Section 1107.2.1 (minimum 5% of all EV spaces). Confirm that these accessible EV spaces will comply with Section 1107.2.2 van-accessible parking space dimensions (132-inch min...

RFI draft: Request the design team to identify which EV charging spaces will be designated as accessible per IBC Section 1107.2.1 (minimum 5% of all EV spaces). Confirm that these accessible EV spaces will comply with Section 1107.2.2 van-accessible parking ...

Summary: Detail 2 (LIGHTWALL/CAST-IN-PLACE WALL DETAIL) explicitly shows '0" CLR' on the left side of the 1'-2" cast-in-place foundation wall near its base. This indicates zero concrete cover for the wall reinforcement at this location. The wall is reinforced with #8 @ 12" vertical and #4 @ 12" horizontal bars on each face. While the detail appropriately specifies '2" CLR, TYP' for the reinforcement on ...

Why it matters: Zero concrete cover means reinforcing steel would be directly exposed at the concrete surface, providing no corrosion protection, no fire resistance, and inadequate bond development between concrete and steel. This detail would be rejected during plan review or field inspection. If constructed as...

Suggested next step: Request the structural engineer clarify and correct the '0" CLR' callout on the left side of the cast-in-place wall in Detail 2 (LIGHTWALL/CAST-IN-PLACE WALL DETAIL). Confirm the required concrete cover for all faces of the wall, ensuring compliance with IBC Section 1808.8.2 a...

RFI draft: Request the structural engineer clarify and correct the '0" CLR' callout on the left side of the cast-in-place wall in Detail 2 (LIGHTWALL/CAST-IN-PLACE WALL DETAIL). Confirm the required concrete cover for all faces of the wall, ensuring complian...

Summary: Sheet PS-540 contains numerous cross-references using placeholder designations 'X/S-XXX' and 'S-XXX' instead of actual sheet and detail numbers. Affected references include light wall base connections (Note 3), top of light wall details (Note 4), embedded plates for welded connections (Note 6), seismic lateral load distribution (Note 7), precast connections in Detail 10, and sheet keynotes N35,...

Why it matters: This issue would directly impact precast shop drawing preparation, foundation construction, and connection fabrication. The precast fabricator cannot prepare shop drawings without knowing the base connection details, embedded plate configurations, and seismic load requirements. Foundation contrac...

Suggested next step: Request the Engineer of Record replace all 'X/S-XXX' and 'S-XXX' placeholder references on sheet PS-540 with correct detail and sheet numbers for: (1) light wall base connections (Note 3), (2) top of light wall details (Note 4), (3) embedded plates for welded connections (Note...

RFI draft: Request the Engineer of Record replace all 'X/S-XXX' and 'S-XXX' placeholder references on sheet PS-540 with correct detail and sheet numbers for: (1) light wall base connections (Note 3), (2) top of light wall details (Note 4), (3) embedded plate...

Summary: The Third Tier Plan shows the stairwell adjacent to Elevator A Lobby 301 labeled only with an 'UP' arrow. In contrast, Stair B X302 on the same tier explicitly includes a 'DN' (down) designation. Because the Third Tier (Elevation 65'-4") is located above the level of exit discharge (Ground Tier at Elevation 42'-0"), occupants must be able to descend to exit the building. An interior exit stairw...

Why it matters: IBC Section 1022.1 mandates that exits be continuous from the point of entry to the exit discharge. If the Elevator A stairwell lacks a downward flight, the Third Tier is effectively left with only one continuous exit (Stair B) leading to the ground. This fails to provide the required multiple co...

Suggested next step: Clarify if the stairwell at Elevator A Lobby 301 includes a downward flight to the Ground Tier. Please update the architectural plans to show the 'DN' stair run to ensure a continuous means of egress to the exit discharge is provided in accordance with IBC Section 1022.1.

RFI draft: Clarify if the stairwell at Elevator A Lobby 301 includes a downward flight to the Ground Tier. Please update the architectural plans to show the 'DN' stair run to ensure a continuous means of egress to the exit discharge is provided in accordance...

Summary: The Top Tier Plan shows a set of double doors located on the top exterior wall of the mechanical equipment area. Because this is the tenth tier at an elevation of 144'-8", and the exterior wall bounds the building's perimeter, these doors open directly to a sheer vertical drop. There is no exterior landing, balcony, or stairway shown. This interrupts the continuous path of egress travel and fai...

Why it matters: A door opening directly to a 144-foot drop presents a catastrophic fall hazard for any personnel attempting to use it for egress or equipment access. This severe life safety violation will result in immediate rejection during plan review and poses extreme liability.

Suggested next step: Please clarify the purpose of the double doors on the top exterior wall of the mechanical equipment area. If these are intended for personnel access or egress, provide a code-compliant exterior landing with guardrails, or relocate the doors so they discharge safely into the in...

RFI draft: Please clarify the purpose of the double doors on the top exterior wall of the mechanical equipment area. If these are intended for personnel access or egress, provide a code-compliant exterior landing with guardrails, or relocate the doors so the...

Summary: The isometric diagram on PS-111 labels the GROUND TIER at EL. 42'-0". However, the building section elevations on PS-301 consistently show the GROUND TIER at EL 40'-0" on both the LIGHTWALL 1 ELEVATION and the LIGHTWALL 2 ELEVATION. This is a 2'-0" discrepancy for the same named level between two drawings that are explicitly cross-referenced.

Why it matters: A 2-foot elevation discrepancy at the Ground Tier level could lead to significant structural and construction coordination errors, affecting foundation design, ramp slopes, vertical clearances, and connections to adjacent structural elements. If the wrong elevation is used during construction, it...

Suggested next step: Please clarify the correct elevation for the GROUND TIER. PS-111 Isometric shows EL. 42'-0" while PS-301 LIGHTWALL 1 and LIGHTWALL 2 Elevations both show GROUND TIER at EL 40'-0". Which elevation is correct, and should the conflicting drawing be revised?

RFI draft: Please clarify the correct elevation for the GROUND TIER. PS-111 Isometric shows EL. 42'-0" while PS-301 LIGHTWALL 1 and LIGHTWALL 2 Elevations both show GROUND TIER at EL 40'-0". Which elevation is correct, and should the conflicting drawing be r...

Summary: The PILE CAP SCHEDULE on PS-100 provides overall dimensions for pile caps PC-1, PC-2, PC-4, and PC-6 that contradict the dimensions shown in their respective plan details on PS-601. - PC-1 is scheduled as 17'-0" x 17'-0", but Detail 3 shows 19'-2" x 12'-6". - PC-2 is scheduled as 8'-0" x 12'-6", but Detail 4 shows 12'-6" x 12'-6". - PC-4 is scheduled as 11'-4" x 17'-0", but Detail 6 shows 9'-1...

Why it matters: Inconsistent pile cap dimensions will lead to incorrect excavation, formwork, and reinforcement installation. The varying dimensions will also conflict with the number and layout of piles, causing delays and requiring redesign during construction.

Suggested next step: Please clarify the correct dimensions (length and width) for pile caps PC-1, PC-2, PC-4, and PC-6. Should the contractor follow the PILE CAP SCHEDULE on PS-100 or the PILE CAP PLAN DETAILS on PS-601?

RFI draft: Please clarify the correct dimensions (length and width) for pile caps PC-1, PC-2, PC-4, and PC-6. Should the contractor follow the PILE CAP SCHEDULE on PS-100 or the PILE CAP PLAN DETAILS on PS-601?

Summary: The FOUNDATION PLAN on PS-100 graphically depicts a different number of piles for PC-3 and PC-6 compared to their respective plan details on PS-601. The FOUNDATION PLAN shows PC-3 with 8 piles, but Detail 5 specifies it is supported by 12 piles. Additionally, the FOUNDATION PLAN shows PC-6 containing 12 piles, whereas Detail 8 shows it containing 6 piles.

Why it matters: A discrepancy in the number of piles per pile cap directly impacts the required foundation support capacity, material quantities, and piling operations. This conflict must be resolved prior to pile driving to prevent structural failure or unnecessary costs.

Suggested next step: Please confirm the correct number of piles required for pile caps PC-3 and PC-6. Should the contractor follow the quantities graphically shown on the FOUNDATION PLAN (PS-100) or the PILE CAP PLAN DETAILS (PS-601)?

RFI draft: Please confirm the correct number of piles required for pile caps PC-3 and PC-6. Should the contractor follow the quantities graphically shown on the FOUNDATION PLAN (PS-100) or the PILE CAP PLAN DETAILS (PS-601)?