Structural & MEP Plan Review: 110 Issues Found

Summary: The drawing explicitly notes 'STRINGER PER PLAN WELDED TO COL EACH END' at the Stair 1 Landing 1 connection, and 'CJP AT SPLICES TYP' is specified for exterior stringers (HSS16X4X3/8). The stair section shows the stair spanning between two connection points at distinctly different heights—Landing 1 and Level 2 (EL 272'-6'). Both ends are rigid...

Why it matters: The building's seismic force resisting system utilizes buckling-restrained braces (e.g., 'BRB-G.A-7&8-L1' and 'BRB-G.8-AXA5-L1' shown on the foundation plan), confirming the stair is not part of the SFRS and is subject to Chapter 13 as a nonstructural architectural component. During a seismic event, the building frame will experience...

Suggested next step: Request the structural engineer of record to confirm that seismic relative displacements per ASCE 7-16 Sections 13.3.2 and 13.3.2.1 have been evaluated for Stair 1 stringer connections. Since the stair is an egress component (life-safety hazard), Section 13.5.2 requires the connections to accommodate inter-story drift. Typically, one end of the...

RFI draft: Request the structural engineer of record to confirm that seismic relative displacements per ASCE 7-16 Sections 13.3.2 and 13.3.2.1 have been evaluated for Stair 1 stringer connections. Since the stair is an egress component (life-safety hazard), Section 13.5.2 requires the connections to...

Summary: Multiple pedestal details at BRBF column locations (Details 15, 16, and 18) show '#4 TIES @ 6' OC TYP' as the transverse reinforcement through the full pedestal height. The details also note 'BEND HORZ REINF TO AVOID CONFLICT W/ ANCHOR BOLTS,' confirming anchor bolts are placed in the top of these pedestals. Per ASCE 7-16 Section 14.2.2.2...

Why it matters: These pedestals support BRBF (Buckling Restrained Braced Frame) columns, which are critical seismic force-resisting elements. Inadequate confinement of anchor bolts at pedestal tops could lead to concrete breakout or splitting failure under seismic overturning demands. This deficiency would be flagged during special inspection of the seismic...

Suggested next step: Request the structural engineer revise the pedestal details (Details 15, 16, and 18 on sheet 2-S5.07) to provide a minimum of two #4 ties within 5 inches of the top of each pedestal where anchor bolts are located, in accordance with ASCE 7-16 Section 14.2.2.2 / ACI 318 Section 10.7.6.1.6. Clarify whether reduced tie spacing (e.g., 2.5' OC)...

RFI draft: Request the structural engineer revise the pedestal details (Details 15, 16, and 18 on sheet 2-S5.07) to provide a minimum of two #4 ties within 5 inches of the top of each pedestal where anchor bolts are located, in accordance with ASCE 7-16 Section 14.2.2.2 / ACI 318 Section 10.7.6.1.6....

Summary: Detail 7 (Plan at Infill Corner) labels a 'SEISMIC SEPARATION' between the new addition and the existing structure. However, the 'CONNECTION AT FOUNDATION BASE' sub-detail simultaneously shows rigid mechanical connections that bridge this labeled separation: (1) #4 HK BAR epoxy embed bars with 6' embedment at 12' OC doweled into the existing...

Why it matters: This contradiction fundamentally affects the seismic design classification of the project. If the structures are truly separated (per the label), Section 11B.2 would apply and the addition must be designed independently. If they are connected (as detailed), Section 11B.3 applies and the entire combined structure must conform to seismic...

Suggested next step: Clarify whether the new addition at Building F infill corner is intended to be structurally independent (per Section 11B.2) or structurally dependent (per Section 11B.3) from the existing structure. If structurally independent, revise Detail 7 to remove all mechanical connections crossing the seismic separation (epoxy embed bars, Titen anchors,...

RFI draft: Clarify whether the new addition at Building F infill corner is intended to be structurally independent (per Section 11B.2) or structurally dependent (per Section 11B.3) from the existing structure. If structurally independent, revise Detail 7 to remove all mechanical connections crossing the...

Summary: Section 9 on this sheet explicitly dimensions a '3/8' TYP CLEARANCE' between the egress stair landing/stringer and the adjacent building wall. ASCE 7-16 Section 13.5.10 requires egress stairs not part of the seismic force-resisting system to be detailed to accommodate seismic relative displacements DpI in any horizontal direction. Section...

Why it matters: This is a life-safety critical deficiency for an egress stair. During a seismic event, the stair will bear against the wall before the minimum code-required displacement is reached, potentially inducing undesigned compression forces that could damage the stair structure or its connections, impair vertical load-carrying capacity, and compromise...

Suggested next step: Request the engineer of record revise Section 9 (Detail 9/2-S5.06) to increase the stair-to-wall clearance from 3/8' to a minimum of 0.5' (or the calculated DpI, whichever is greater) per ASCE 7-16 Section 13.5.10(a). Confirm the revised clearance applies at all locations where the stair or its landings are adjacent to the building structure.

RFI draft: Request the engineer of record revise Section 9 (Detail 9/2-S5.06) to increase the stair-to-wall clearance from 3/8' to a minimum of 0.5' (or the calculated DpI, whichever is greater) per ASCE 7-16 Section 13.5.10(a). Confirm the revised clearance applies at all locations where the stair or its...

Summary: The foundation plan includes a directive to 'CUT OFF' a pile '3' BELOW BOTTOM OF FTG' (Ref 1). The sheet Foundation Notes also indicate concrete piles are used on this project (Ref 2: 'ALL 24\' CONC PILES TO HAVE A BOTTOM ELEVATION OF 220'-0\'.'). If the referenced pile is intended to be part of the pile-supported foundation for that...

Why it matters: If the referenced pile is a structural pile, the note as written would likely lead to installation/cutoff that leaves the pile head below the footing/cap, making a compliant embedded reinforcement or dowel connection impractical and creating a constructability/inspection issue. If instead the pile is existing/abandoned and not intended to...

Suggested next step: Confirm whether the referenced pile is intended to be part of the pile-supported foundation system for the footing/pile cap. If it is intended to support the structure, revise the note/details to require a compliant pile-to-pile-cap (footing) connection per ASCE 7-16 14.2.3.1.1 (embed pile reinforcement for ACI 318 development length or provide...

RFI draft: Confirm whether the referenced pile is intended to be part of the pile-supported foundation system for the footing/pile cap. If it is intended to support the structure, revise the note/details to require a compliant pile-to-pile-cap (footing) connection per ASCE 7-16 14.2.3.1.1 (embed pile...

Summary: Drawing sheet 2-S2.64B shows Stair 4 spanning from G-BASEMENT (244'-6') to G-LEVEL 2 (272'-6') with attachment points at multiple floor levels. All stair-to-structure connections are depicted as rigid: welded connections to hanger columns (note reads 'SEE 13/2-S5.06 FOR WELDS ON STRINGER BEAM, LANDING BEAM AND TO HSS HGR COL'), coped stringer...

Why it matters: This is a life-safety concern directly affecting egress path integrity during a seismic event. The stair spans approximately 28 feet of building height across three levels, meaning significant seismic relative displacements must be accommodated between connection points. If this omission is identified during plan review or construction...

Suggested next step: Confirm whether Stair 4 is part of the seismic force-resisting system, or whether the exception to ASCE 7-16 Section 13.5.10 is being applied (i.e., stair stiffness and strength included in the building structural model per Section 12.7.3). If neither condition applies, revise stair connection details to accommodate seismic relative...

RFI draft: Confirm whether Stair 4 is part of the seismic force-resisting system, or whether the exception to ASCE 7-16 Section 13.5.10 is being applied (i.e., stair stiffness and strength included in the building structural model per Section 12.7.3). If neither condition applies, revise stair connection...

Summary: The Stair 3 Section (Section 1) and Stair 3 Upper Landing Section (Section 2) depict a multi-story egress stair spanning from the basement/foundation (El. 244'-6') up through Level 1 (El. 256'-6'), Level 2 (El. 272'-6'), and to the roof (El. 288'-2¾'). The Upper Landing Section explicitly shows the HSS12X2X5/16 bent stringer connected with 'CJP...

Why it matters: A multi-story stair rigidly connected to the building structure at every floor level will act as a diagonal brace during seismic events, attracting large forces due to inter-story drift. Without displacement-accommodating connections, the stair may sustain damage compromising egress after an earthquake, or it may impose unintended lateral loads...

Suggested next step: Request the structural engineer to confirm whether Stair 3 is part of the seismic force-resisting system, or whether sliding/ductile connections per ASCE 7-16 Section 13.5.10 are provided at one end of the stair at each level to accommodate seismic relative displacements DpI (not less than 0.5 in. per item (a)). If sliding connections are not...

RFI draft: Request the structural engineer to confirm whether Stair 3 is part of the seismic force-resisting system, or whether sliding/ductile connections per ASCE 7-16 Section 13.5.10 are provided at one end of the stair at each level to accommodate seismic relative displacements DpI (not less than 0.5...

Summary: The steel framing elevation at Grid G.1 shows the BRB (Buckling-Restrained Brace) frame columns individually labeled as 'W12X96' (a wide-flange I-shaped section) on both the left and right sides of the braced bay between grids G.D and G.E. However, a note on the same elevation states 'HSS COLUMNS FOR ALL BRB FRAME,' with a leader pointing...

Why it matters: This contradiction would halt steel fabrication and shop drawing preparation, as the fabricator cannot determine whether to procure and fabricate W12x96 wide-flange columns or HSS columns for the BRB frame. Connection details (gusset plate configurations, beam-to-column connections, brace-to-column connections) and base plate designs (BP4 as...

Suggested next step: Request the structural engineer of record clarify whether the BRB frame columns at Grid G.1 (between grids G.D and G.E) are W12x96 wide-flange sections as individually labeled on the member tags, or HSS sections as stated in the general note 'HSS COLUMNS FOR ALL BRB FRAME.' Request revised elevation drawings with consistent column designations...

RFI draft: Request the structural engineer of record clarify whether the BRB frame columns at Grid G.1 (between grids G.D and G.E) are W12x96 wide-flange sections as individually labeled on the member tags, or HSS sections as stated in the general note 'HSS COLUMNS FOR ALL BRB FRAME.' Request revised...

Summary: The sheet provides a complete set of stair connection details. Only the foundation connection (Detail 3, 'STRINGER AT FOUNDATION DETAIL') includes a sliding mechanism via '6' SLOTTED HOLES TYP' to accommodate seismic relative displacements. Every other stringer-to-beam connection (Detail 1 at WF beam, Detail 2 and Detail 5 at HSS beams) and...

Why it matters: Without drift accommodation at upper stair runs, the rigid connections cause the stair stringers to act as diagonal braces between floors during a seismic event, inducing axial compression and tension forces that can buckle or fracture the stringers and damage the stair structure, directly compromising egress. This is a life-safety issue that...

Suggested next step: Clarify how seismic relative displacements are accommodated for stair runs between intermediate landings and upper floor levels. Provide sliding or ductile connection details at one end of each upper stair run per Section 13.5.10 items (a), (b), or (c), or confirm that the stair stiffness and strength have been included in the building...

RFI draft: Clarify how seismic relative displacements are accommodated for stair runs between intermediate landings and upper floor levels. Provide sliding or ductile connection details at one end of each upper stair run per Section 13.5.10 items (a), (b), or (c), or confirm that the stair stiffness and...

Summary: Detail 10/2-S9.01 (PV/BESS Battery Inverter) specifies Hilti KB-TZ2 post-installed expansion anchors to attach the inverter mounting clips to a CMU masonry wall. The Mechanical Anchorage Schedule confirms '1/2' DIA HILTI KB-TZ2 x h_nom=2.0' ANCHOR' for IVTR 1. The Hilti KB-TZ2 is a torque-controlled wedge expansion anchor designed and ICC-ES...

Why it matters: This issue would be flagged during plan check by the Authority Having Jurisdiction because the specified anchor product is not prequalified for use in masonry substrates. Expansion anchors in CMU are unreliable due to the hollow core geometry and thin face shells (typically 1.25'–1.5' thick), and the specified h_nom=2.0' embedment barely...

Suggested next step: Request the structural engineer to specify a post-installed anchor prequalified for seismic applications in masonry per ASCE 7-16 Section 13.4.2.3, designed in accordance with TMS 402 per Section 13.4.2.2, and governed by ductile steel element failure. Verify that CMU cells at anchor locations are fully grouted to provide an adequate bearing...

RFI draft: Request the structural engineer to specify a post-installed anchor prequalified for seismic applications in masonry per ASCE 7-16 Section 13.4.2.3, designed in accordance with TMS 402 per Section 13.4.2.2, and governed by ductile steel element failure. Verify that CMU cells at anchor locations...

Summary: The Design Criteria on this sheet states a Risk Category of III and a Basic Wind Speed of 98 MPH. Per ASCE 7-16 Section 26.5.1, Risk Category III buildings and structures shall determine the basic wind speed from Figs. 26.5-1C and 26.5-2C. The stated value of 98 MPH is consistent with the Risk Category II wind speed maps (Figs. 26.5-1B), not...

Why it matters: Because wind pressure is proportional to V², using 98 MPH instead of approximately 110 MPH results in wind design pressures roughly 20–25% lower than required. This under-design affects the MWFRS, components and cladding, and all connections sized for wind loads across the entire project (Gym Building, Pool Building, Building F, etc.). For a...

Suggested next step: Request the structural engineer confirm the basic wind speed used for this Risk Category III project. Verify that the wind speed was obtained from ASCE 7-16 Fig. 26.5-1C (or the corresponding 2022 CBC reference) as required by Section 26.5.1, and not from the Risk Category II map (Fig. 26.5-1B). If regional climatic data per Section 26.5.3 was...

RFI draft: Request the structural engineer confirm the basic wind speed used for this Risk Category III project. Verify that the wind speed was obtained from ASCE 7-16 Fig. 26.5-1C (or the corresponding 2022 CBC reference) as required by Section 26.5.1, and not from the Risk Category II map (Fig. 26.5-1B)....

Summary: The BESS/Storage Building roof plan (Plan 2, 'COURTYARD - BESS/STORGE BUILDING ROOF') specifies 'SD-1 METAL DECK UNDER 5/8' PLYWOOD SHEATHING.' The building's structural system consists entirely of noncombustible materials: structural steel columns (W12x65 per Foundation Note 3), light gauge steel framing (1200S250-68 @ 24' OC), metal deck...

Why it matters: If regular (non-FRT) plywood is procured and installed based on the current callout, it would be flagged as non-compliant combustible material in Type I/II construction during inspection. FRT plywood requires significantly longer procurement lead times (typically 2–4 weeks) and is more costly than standard plywood. Discovery during construction...

Suggested next step: Request the structural engineer to confirm the construction type classification for the BESS/Storage Building. If Type I or Type II, revise the roof framing plan callout from '5/8' PLYWOOD SHEATHING' to '5/8' FIRE-RETARDANT-TREATED (FRT) PLYWOOD SHEATHING' on Plan 2 and all related detail sheets to comply with Section 603.1 of the 2022...

RFI draft: Request the structural engineer to confirm the construction type classification for the BESS/Storage Building. If Type I or Type II, revise the roof framing plan callout from '5/8' PLYWOOD SHEATHING' to '5/8' FIRE-RETARDANT-TREATED (FRT) PLYWOOD SHEATHING' on Plan 2 and all related detail sheets...

Summary: The Steel Framing Elevation at Grid G.1 shows the Buckling-Restrained Brace (BRB) frame columns labeled as 'W12X96' (a wide-flange section) at both the left and right boundaries of the braced-frame bay. However, a note on the same elevation with a leader pointing directly to these same braced-frame vertical members states 'HSS COLUMNS FOR ALL...

Why it matters: This conflict will directly halt steel fabrication and erection for the BRB frame bay. The steel fabricator cannot determine whether to procure and fabricate W12x96 wide-flange columns or HSS columns. If the wrong member type is ordered, fabricated, and shipped, it would require complete re-procurement, re-fabrication, and re-detailing of...

Suggested next step: Request the Structural Engineer of Record to clarify the correct column member type for the BRB frame at Grid G.1 between grids G.D and G.E. Are the BRB frame columns W12x96 wide-flange sections as labeled on the member callouts, or HSS sections as stated in the note 'HSS COLUMNS FOR ALL BRB FRAME'? Please revise all affected drawings,...

RFI draft: Request the Structural Engineer of Record to clarify the correct column member type for the BRB frame at Grid G.1 between grids G.D and G.E. Are the BRB frame columns W12x96 wide-flange sections as labeled on the member callouts, or HSS sections as stated in the note 'HSS COLUMNS FOR ALL BRB...

Summary: The REINF BAR LAP SPLICE SCHEDULE (Detail 1/2-S4.03) lists the typical splice length for a #8 bar as 28 inches under the '48 BAR DIAMETERS' column. Since a #8 bar has a nominal diameter of 1.0 inch, the correct typical splice length is 48 × 1.0' = 48 inches. All other bar sizes in the schedule are correctly calculated (e.g., #7 = 42', #9 =...

Why it matters: If a contractor follows this schedule value for #8 bar splices, the installed lap length of 28' would be grossly insufficient, compromising the structural integrity of CMU shearwalls and bearing walls at splice locations. This is especially critical for seismic force-resisting systems where reinforcement continuity is essential. Special...

Suggested next step: Request the Structural Engineer of Record correct the REINF BAR LAP SPLICE SCHEDULE to show the #8 bar typical splice length as 48 inches (48 bar diameters × 1.0' diameter = 48') instead of the currently listed 28 inches. Confirm whether any walls on the project use #8 reinforcing bars and whether any splices have already been installed using...

RFI draft: Request the Structural Engineer of Record correct the REINF BAR LAP SPLICE SCHEDULE to show the #8 bar typical splice length as 48 inches (48 bar diameters × 1.0' diameter = 48') instead of the currently listed 28 inches. Confirm whether any walls on the project use #8 reinforcing bars and...

Summary: The Structural Steel Properties Table specifies all threaded rods (ATR) as ASTM A36 with Fy = 36 KSI, while Structural Steel Note 3 on the same sheet specifies threaded rods as ASTM A193 Grade B7. These are fundamentally different materials: ASTM A36 has Fy = 36 ksi and Fu ≈ 58 ksi, whereas ASTM A193 Grade B7 is a high-strength alloy steel with...

Why it matters: For a DSA school project in Seismic Design Category E, this contradiction will halt steel fabrication and erection because the fabricator cannot determine the correct material to procure. If ASTM A36 rods are furnished where A193 B7 was intended for design, the connections would have roughly one-third the required strength, creating a potential...

Suggested next step: Request the Structural Engineer of Record clarify which ASTM specification governs all threaded rods (ATR): ASTM A36, Fy = 36 KSI (per the Structural Steel Properties Table) or ASTM A193 Grade B7 (per Structural Steel Note 3). Request a revised general notes sheet resolving the contradiction to a single specification, ensuring the material is...

RFI draft: Request the Structural Engineer of Record clarify which ASTM specification governs all threaded rods (ATR): ASTM A36, Fy = 36 KSI (per the Structural Steel Properties Table) or ASTM A193 Grade B7 (per Structural Steel Note 3). Request a revised general notes sheet resolving the contradiction to...