Plan Review: 319 Issues Found

Summary: 8 index entries | 3 perfect matches | 0 mismatched | 5 missing Missing (5) — listed in drawing index but not found in the document: Structural: - S-200 FIRST FLOOR / FOUNDATION PLAN - S-201 SECOND FLOOR FRAMING PLAN - S-202 THIRD FLOOR FRAMING PLAN - S-203 FOURTH FLOOR FRAMING PLAN - S-204 ROOF FRAMING 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: 5 missing, 0 mismatched out of 8 sheets

Summary: Detail 9 ('TYPICAL FLOOR / ROOF OPENING') specifies installing a 'CS16 STRAP, INSTALL OVER PWD' using '10d AT 1" OC (1'-0" MIN)'. ASCE 7 Section 14.5.1 mandates that fastenings in wood systems must conform to AWC NDS. Specifying 10d nails at a 1-inch on-center spacing in a single line violates NDS minimum nail spacing requirements meant to prevent wood splitting. Splitting the header or joist d...

Why it matters: Installing 10d nails at 1" OC will irreparably split the wood joists around the opening. This completely compromises the structural integrity of the floor or roof diaphragm at a critical discontinuity, risking localized failure or excessive deflection during seismic or wind events.

Suggested next step: Please revise the strap nailing schedule to comply with AWC NDS minimum spacing requirements for 10d nails to prevent splitting. Consider using a wider strap that allows for staggered nailing or extending the strap further past the opening to permit a larger on-center spacing.

RFI draft: Please revise the strap nailing schedule to comply with AWC NDS minimum spacing requirements for 10d nails to prevent splitting. Consider using a wider strap that allows for staggered nailing or extending the strap further past the opening to perm...

Summary: Details 3 and 9 indicate transverse reinforcement (ties/stirrups) spaced at 18 inches on center ("#3 STIRRUPS @ 18" OC" and "#3 @ 18" OC") for Hand Dug Piers, including one explicitly supporting a Moment Frame Column. Per ASCE 7-16 Section 12.13.8, concrete foundation elements in Seismic Design Categories D through F must conform to ACI 318 Section 18.9. An 18" spacing severely violates the max...

Why it matters: Inadequate transverse reinforcement spacing will lead to premature buckling of the longitudinal reinforcement and unconfined core failure under axial and lateral seismic loads, compromising the load path from the Moment Frame and causing catastrophic foundation failure.

Suggested next step: Please revise the transverse reinforcement spacing in the Hand Dug Pier details to comply with the maximum spacing requirements of ACI 318 Section 18.9 for seismic confinement and longitudinal bar restraint (typically significantly less than 18" OC).

RFI draft: Please revise the transverse reinforcement spacing in the Hand Dug Pier details to comply with the maximum spacing requirements of ACI 318 Section 18.9 for seismic confinement and longitudinal bar restraint (typically significantly less than 18" OC).

Summary: The drawing sheet contains a prominent text marker stating 'SHEET NEEDS TO BE REVIEWED', indicating that the foundation details on this sheet have not completed the required engineering quality assurance and approval process.

Why it matters: Constructing foundation elements based on unreviewed and unapproved details poses a critical risk to the structural integrity of the building. It can lead to potential code violations, safety hazards, and costly rework if the details require modification upon final engineering review.

Suggested next step: Please review, finalize, and approve all foundation details on sheet 3103. Remove the 'SHEET NEEDS TO BE REVIEWED' stamp and reissue the signed and sealed sheet for construction.

RFI draft: Please review, finalize, and approve all foundation details on sheet 3103. Remove the 'SHEET NEEDS TO BE REVIEWED' stamp and reissue the signed and sealed sheet for construction.

Summary: Multiple base plate details contain unresolved red-clouded placeholders intended for the Engineer of Record, such as "NOTE TO ENG.\nSPECIFY DIMS" with dimensions listed as variables like "PL 3/4\"xLxB", and "NOTE TO ENG.\nSPECIFY GR. 36 OR\nGR. 55". ASCE 7 Section 14.1.2.1 states that "The design of structural steel for buildings and structures shall be in accordance with ANSI/AISC 360." Provid...

Why it matters: Leaving master-detail placeholders unresolved in a released construction set prevents both procurement and construction. The contractor cannot accurately locate the anchor bolts prior to the concrete pour because the edge distances rely on the undefined L and B dimensions. The steel fabricator ca...

Suggested next step: Please issue an SK providing the final base plate dimensions (L and B) for all column types and explicitly specify the required structural steel grades, removing all 'NOTE TO ENG' placeholders.

RFI draft: Please issue an SK providing the final base plate dimensions (L and B) for all column types and explicitly specify the required structural steel grades, removing all 'NOTE TO ENG' placeholders.

Summary: The drawing sheet contains critical seismic load path and collector splicing details (Details 5 and 6) but is explicitly marked with notes stating 'SHEET NEEDS TO BE REVIEVED' and 'NOTE: NEW DETAIL FROM 21-162/S-601, THIS DETAIL NEEDS NIK TO REVIEW.' This indicates that the structural design is an incomplete draft and the adequacy of the system to withstand design ground motions has not been fi...

Why it matters: Constructing collector elements and continuous load paths from unreviewed draft details poses a severe life-safety risk and directly violates the requirement that the structural system's adequacy must be demonstrated. Proceeding with these drawings will result in failed inspections, permitting de...

Suggested next step: Please confirm the final engineering design for the collector joist splicing and continuous load paths. Issue a finalized, signed, and approved revision of sheet 6XX0 with all draft review notes removed.

RFI draft: Please confirm the final engineering design for the collector joist splicing and continuous load paths. Issue a finalized, signed, and approved revision of sheet 6XX0 with all draft review notes removed.

Summary: Detail 1 specifies connecting an A35 framing angle to the collector joist using '#8x5/8" SPAX SCREWS'. A 5/8"-long screw passing through an 18-gauge metal connector provides negligible penetration into the wood framing (approximately 0.57"). This physically cannot develop the strength required to transfer seismic forces, directly violating the code requirement for connections in continuous load...

Why it matters: Collector elements are critical for transferring diaphragm shear forces to the vertical seismic force-resisting system. Using critically undersized fasteners will lead to premature shear failure of the connection during a seismic event, resulting in structural detachment and diaphragm failure. Th...

Suggested next step: Detail 1 specifies #8x5/8" SPAX screws for the A35 collector joist connection, which provides insufficient thread embedment to act as a structural connection. Please review and provide the correct structural fastener specification (e.g., 1-1/2" nails or approved structural scr...

RFI draft: Detail 1 specifies #8x5/8" SPAX screws for the A35 collector joist connection, which provides insufficient thread embedment to act as a structural connection. Please review and provide the correct structural fastener specification (e.g., 1-1/2" na...

Summary: Detail 8 ('INTERIOR SHEAR WALL - BEARING') details the connection of a 'CONCRETE WALL PER PLAN' to a wood floor diaphragm. For out-of-plane wall anchorage, the detail relies on a '3x P/T SILL PLATE' bolted to the concrete wall, which then connects to '1-1/2" LSL FULL DEPTH BLKG @ 4'-0" OC' using '(3)-10d TOENAILS EA SIDE' and to the 'TJI PER PLAN' using '(2) A35 @ 2' - 0" OC'. Transferring out-...

Why it matters: Relying on a toenailed connection and cross-grain bending of the sill plate for out-of-plane concrete wall anchorage creates a brittle load path highly susceptible to premature failure during a seismic event. This defect will be flagged during structural review or field inspections, leading to ma...

Suggested next step: Please revise Detail 8 to provide a direct, positive mechanical connection for out-of-plane wall anchorage. Specify an embedded strap tie or hold-down that connects the concrete wall directly to the floor joists and blocking, bypassing the sill plate to eliminate cross-grain b...

RFI draft: Please revise Detail 8 to provide a direct, positive mechanical connection for out-of-plane wall anchorage. Specify an embedded strap tie or hold-down that connects the concrete wall directly to the floor joists and blocking, bypassing the sill pl...

Summary: Detail 5 ("EAVE AT FLAT ROOF WITH RIP STRIP") specifies resilient channel ("RC @ 12\" OC") installed horizontally between the roof deck sheathing ("PWD PER PLAN") and the structural solid blocking below. The detail includes an explicit note stating "NOTE TO ENGINEER: CHECK RC SHEAR CAPACITY". Resilient channels are highly flexible acoustical decoupling devices that fundamentally lack the necess...

Why it matters: If the primary roof diaphragm is decoupled from the shear-resisting walls via resilient channels, the structure will not be able to effectively transfer wind or seismic lateral forces to the foundation. This will result in structural failure of the diaphragm boundaries, excessive building drift, ...

Suggested next step: Remove the resilient channel from the primary lateral shear transfer path. Fasten the roof sheathing directly to the structural solid blocking and top plates to provide a direct and continuous load path. Detail the acoustic separation independently from the lateral force-resis...

RFI draft: Remove the resilient channel from the primary lateral shear transfer path. Fasten the roof sheathing directly to the structural solid blocking and top plates to provide a direct and continuous load path. Detail the acoustic separation independentl...

Summary: Multiple parapet and shear wall details contain clouded placeholders stating "NOTE TO ENGINEER: VERIFY STUD & CONNECTION CAPACITY...", "VERIFY IF YOUR PWD & EN CAN HANDLE THE SHEAR...", and "GOOD FOR 200# GUARDRAIL LOAD". These explicit, unverified notes indicate the structural systems have not been fully engineered or evaluated for adequate strength for this project, violating ASCE 7 requireme...

Why it matters: Issuing standard details with 'Note to Engineer' instructions means the Engineer of Record has not verified that the parapet and shear wall connections can withstand the site-specific wind and seismic demands. A 200-pound point load capacity does not equate to the necessary distributed capacity f...

Suggested next step: Please complete the structural engineering design for all parapet and roof shear wall assemblies. Verify that all components, wall sheathing (PWD), edge nailing (EN), and connection capacities meet the project-specific ASCE 7 lateral, seismic, and C&C parapet wind loads (Load ...

RFI draft: Please complete the structural engineering design for all parapet and roof shear wall assemblies. Verify that all components, wall sheathing (PWD), edge nailing (EN), and connection capacities meet the project-specific ASCE 7 lateral, seismic, and...

Summary: Detail 13 dictates that the deck stair guardrail post is connected only to the "2x10 RISER" using DTT2-ZMAX connectors. A 2x10 stair riser board is a non-structural finish element that lacks the necessary strength and stiffness to safely resist the bending moment generated by a 200 lb concentrated load applied at the top rail. This violates ASCE 7 Section 4.5.1, which requires the handrail and ...

Why it matters: Relying on a stair riser to transfer the guardrail's lateral loads interrupts the continuous structural load path. Under the required 200 lb design load, the riser is likely to fail or detach from the stringers, leading to a complete failure of the guardrail system and creating a severe life-safe...

Suggested next step: Please revise Detail 13 to attach the guardrail posts directly to the structural stair stringers, incorporating appropriate blocking and tension ties to ensure the 200 lb design load is safely transferred to the structure.

RFI draft: Please revise Detail 13 to attach the guardrail posts directly to the structural stair stringers, incorporating appropriate blocking and tension ties to ensure the 200 lb design load is safely transferred to the structure.

Summary: The drawing sheet is prominently marked 'SHEET NEEDS TO BE REVIEWED', and Details 5 and 6 for 'SPLICING OF DISCONTINUOUS MEMBERS' explicitly state 'THIS DETAIL NEEDS NIK TO REVIEW.' These details illustrate collector elements and connections required to maintain a continuous load path across discontinuous members. ASCE 7-16 Section 12.1.1 mandates that the adequacy of the structural systems be ...

Why it matters: Constructing from explicitly unreviewed and unverified structural details will result in rejected inspections from the building department. If the unreviewed details are found to be deficient in transferring required overstrength seismic forces later, it will cause significant construction delays...

Suggested next step: Please have the Engineer of Record (Nik) complete the engineering review of Details 5 and 6 to confirm they provide adequate continuous load paths and collector force transfer per ASCE 7-16. Once approved, remove the 'NEEDS TO BE REVIEWED' notes and reissue the stamped structu...

RFI draft: Please have the Engineer of Record (Nik) complete the engineering review of Details 5 and 6 to confirm they provide adequate continuous load paths and collector force transfer per ASCE 7-16. Once approved, remove the 'NEEDS TO BE REVIEWED' notes a...

Summary: Detail 8 ("INTERIOR SHEAR WALL - BEARING") shows a "CONCRETE WALL PER PLAN" anchored to a wood floor diaphragm. The out-of-plane load path transfers from the concrete wall through a "3x P/T SILL PLATE" via anchor bolts, and then to the floor framing via "(2) A35 @ 2' - 0\" OC" clips attached to the top of the sill plate. This eccentric connection induces cross-grain bending in the wood sill pla...

Why it matters: Relying on toenails or cross-grain bending in wood members for out-of-plane anchorage of heavy concrete walls are brittle and unreliable failure mechanisms. During a seismic event, these connections are likely to fail prematurely (e.g., the sill plate splitting along its grain or nails pulling ou...

Suggested next step: Please revise Detail 8 to provide a direct, positive mechanical connection (e.g., tension tie hardware bolted directly to the concrete wall or anchor bolts and fastened securely to the joists/blocking) for out-of-plane wall anchorage, eliminating the reliance on toenails and c...

RFI draft: Please revise Detail 8 to provide a direct, positive mechanical connection (e.g., tension tie hardware bolted directly to the concrete wall or anchor bolts and fastened securely to the joists/blocking) for out-of-plane wall anchorage, eliminating ...

Summary: The building code requires that skewed beams within a Seismic Force-Resisting System (SFRS) governed by AISC 341 modifications utilize the link-beam fabrication method with CJP welded splices, and strictly limits the skew angle to less than 15 degrees. However, Detail 3 'TYP SKEWED BEAM CONNECTION' (which is permitted for SFRS connections per Note 2) connects the skewed beam directly to the mai...

Why it matters: Using direct shear plate or direct welded connections for highly skewed beams in a seismic frame violates ductile performance requirements. This can lead to unanticipated stress concentrations, unintended eccentricities, and poor plastic hinge formation during a seismic event, which would cause t...

Suggested next step: Please revise the typical skewed beam connection details for SFRS members to utilize the link-beam fabrication method. Additionally, confirm that all SFRS beam skew angles on the project are limited to less than 15 degrees to comply with CBC Section 2205.3 Item 16.

RFI draft: Please revise the typical skewed beam connection details for SFRS members to utilize the link-beam fabrication method. Additionally, confirm that all SFRS beam skew angles on the project are limited to less than 15 degrees to comply with CBC Secti...

Summary: Details 1 and 5 for the Moment Frame Anchorage include explicit, unresolved notes to the engineer regarding the potential need for a shear lug and an erection pad for compression loads. Detail 5 also allows the use of oversized holes with plate washers. CBC Section 2204.4 requires that when shear forces are transferred between column base plates and anchor bolts with oversized holes larger than...

Why it matters: Proceeding with construction without resolving these design notes risks severe structural failure. Without verifying and detailing a shear lug (if required) and checking for compression failure, the moment frame anchorage may not safely transfer seismic base shear or compressive loads, directly v...

Suggested next step: Please resolve the 'NOTE TO ENGR' items on Details 1 and 5. Verify if an erection pad is required for compression loads, and definitively confirm whether a shear lug is required on the bottom of the base plate to satisfy CBC 2204.4 for shear transfer with oversized holes. Upda...

RFI draft: Please resolve the 'NOTE TO ENGR' items on Details 1 and 5. Verify if an erection pad is required for compression loads, and definitively confirm whether a shear lug is required on the bottom of the base plate to satisfy CBC 2204.4 for shear trans...