Plan Review: 87 Issues Found

Summary: Structural Steel Note 3 specifies that structural bolts shall conform to 'ASTM A324 OR ASTM A490.' ASTM A324 is not a structural bolt standard, it is an unrelated coal testing standard. The correct designation is ASTM A325. Notably, the same note contradicts itself by later referencing the 'RCSC SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 AND A490 BOLTS,' confirming A325 was the intende...

Why it matters: This error would directly impact steel procurement, shop drawing review, and quality assurance inspection. Fabricators and bolt suppliers cannot procure bolts to a non-existent standard. Special inspectors verifying bolt conformance per IBC Section 2204.2 would have no valid standard to verify ag...

Suggested next step: Request the Engineer of Record confirm that 'ASTM A324' in Structural Steel Note 3 should be corrected to 'ASTM A325' to match the RCSC specification reference within the same note and to comply with IBC Section 2203.1 material identification requirements.

RFI draft: Request the Engineer of Record confirm that 'ASTM A324' in Structural Steel Note 3 should be corrected to 'ASTM A325' to match the RCSC specification reference within the same note and to comply with IBC Section 2203.1 material identification requ...

Summary: All moment frame elevations on sheet S530 show placeholder annotations for connection forces at every beam-to-column joint (e.g., 'Mu= k-FT', 'Vu= k', 'Pu= k') but no numerical values are provided. This is confirmed on MF 8 along Grid Line E, MF 9 along Grid Line F, and MF 12 along Grid Line N. Frame Note 4 on the same sheet states 'ALL CONNECTIONS SHALL BE DESIGNED FOR MOMENT, SHEAR AND AXIAL ...

Why it matters: Without the actual Mu, Vu, and Pu values, the steel fabricator cannot design the moment frame connections as required by Frame Note 1. This will directly delay steel detailing, fabrication, and erection. The fabricator's engineer cannot stamp connection calculations (per Frame Note 2) without kno...

Suggested next step: Request the Engineer of Record to provide the numerical values for Mu (moment), Vu (shear), and Pu (axial force) at all beam-to-column connections for all moment frames shown on sheet S530, including MF 8 along Grid Line E, MF 9 along Grid Line F, and MF 12 along Grid Line N, ...

RFI draft: Request the Engineer of Record to provide the numerical values for Mu (moment), Vu (shear), and Pu (axial force) at all beam-to-column connections for all moment frames shown on sheet S530, including MF 8 along Grid Line E, MF 9 along Grid Line F,...

Summary: All moment frame elevations on sheet S540 (MF 1 through MF 7) display placeholder notations for connection design forces, 'Mu= k-FT', 'Vu= k', 'Pu= k', at every beam-to-column moment connection, but no actual numerical values are provided. Frame Note 4 explicitly states 'all connections shall be designed for moment, shear and axial forces as indicated on the drawings,' and Frame Note 5 states 'co...

Why it matters: Frame Note 1 delegates connection design and detailing to the steel fabricator, making these force values the sole basis for the fabricator to engineer the moment connections. Without Mu, Vu, and Pu values, the fabricator cannot size connection plates, welds, or bolts, and cannot submit connectio...

Suggested next step: Request the structural engineer of record provide the calculated LRFD connection design forces (Mu, Vu, Pu) for all beam-to-column moment connections on each moment frame elevation (MF 1 through MF 7) as required by IBC Section 1603.1 and as referenced by Frame Notes 4 and 5 o...

RFI draft: Request the structural engineer of record provide the calculated LRFD connection design forces (Mu, Vu, Pu) for all beam-to-column moment connections on each moment frame elevation (MF 1 through MF 7) as required by IBC Section 1603.1 and as refer...

Summary: The structural steel connection notes explicitly permit the use of bearing bolts in short slotted holes parallel to the axial force. This directly contradicts the requirements of AISC 360, which mandates that the length of short-slotted holes must be normal (perpendicular) to the direction of the applied load in bearing-type connections to prevent unacceptable joint slip.

Why it matters: Permitting bearing connections with slots parallel to the axial load violates fundamental design assumptions for rigid and semi-rigid joints, leading to excessive joint deformation and potential structural failure. This is a direct violation of IBC Section 2205.1, which mandates compliance with A...

Suggested next step: Please revise Structural Steel Connections Note 8 to align with AISC 360 requirements, ensuring that short-slotted holes in bearing connections are strictly oriented normal to the direction of the applied load, or specify slip-critical connections where slots are parallel to t...

RFI draft: Please revise Structural Steel Connections Note 8 to align with AISC 360 requirements, ensuring that short-slotted holes in bearing connections are strictly oriented normal to the direction of the applied load, or specify slip-critical connections...

Summary: The 'MASONRY REINFORCING STEEL LAP SPLICE CHART' specifies a 'TYPE 1.0LD' lap splice length of 32 inches for a #5 uncoated bar. Note 3 indicates that splices are based on Fs = 32,000 PSI, and Note 1 dictates that all splices are Type 1.0LD unless noted otherwise. However, per IBC Section 2107.2.1 (Equation 21-1), the minimum length of lap splices (ld) must be calculated as ld = 0.002 * db * fs....

Why it matters: Providing lap splices that are approximately 20% shorter than the code minimum significantly compromises the tensile capacity and load transfer continuity of the masonry reinforcement. This violates fundamental structural safety requirements and will result in failed structural inspections, requi...

Suggested next step: Please revise the Masonry Reinforcing Steel Lap Splice Chart to ensure all 'TYPE 1.0LD' lap splice lengths meet or exceed the minimum requirements of IBC Equation 21-1 (ld = 0.002 * db * fs) for the stated Fs = 32,000 PSI. For example, a #5 uncoated bar must have a minimum 40-...

RFI draft: Please revise the Masonry Reinforcing Steel Lap Splice Chart to ensure all 'TYPE 1.0LD' lap splice lengths meet or exceed the minimum requirements of IBC Equation 21-1 (ld = 0.002 * db * fs) for the stated Fs = 32,000 PSI. For example, a #5 uncoat...

Summary: The 'TYPICAL UNISTRUT DETAIL' shows a suspended ceiling and equipment support system that incorporates seismic bracing, indicated by the 'P1000 KICKER @ 4'-0" O.C. MAX. EACH WAY'. However, the entire suspended framework is attached to the primary 'W BEAM' structure using 'P1001 WITH BEAM CLAMPS'. Beam clamps rely on friction and clamping force without a positive mechanical attachment to the str...

Why it matters: During a seismic event, the lateral forces transferred by the kickers will create eccentric prying and sliding forces on the beam clamps. Without positive attachment (such as retaining clips, bolted connections, or welds), the clamps can slip or fail completely, leading to the collapse of the sus...

Suggested next step: Clarify if positive connection methods (such as retaining straps, bolted unistrut-to-steel connections, or welded tabs) are required for attaching the P1001 unistrut to the W Beam to properly resist and transfer seismic lateral loads in accordance with ASCE 7 requirements.

RFI draft: Clarify if positive connection methods (such as retaining straps, bolted unistrut-to-steel connections, or welded tabs) are required for attaching the P1001 unistrut to the W Beam to properly resist and transfer seismic lateral loads in accordance...

Summary: Detail 3/S300 specifies an elevator sump pit opening of 1'-6" x1'-6". However, the grating specified to cover it is a 1"x1/8" TYPE 19-W-4 BANDED GALV. GRATING (1'-10"x1'-0"). The 1'-0" width of the grating is physically smaller than the 1'-6" width of the opening, meaning it cannot properly span the pit and will fall in.

Why it matters: This dimensional error creates an immediate safety hazard and fails to support safely the factored loads as required by IBC 1604.2.

Suggested next step: Please revise the grating dimensions so it adequately spans the 1'-6" x 1'-6" sump pit opening with sufficient bearing on all sides.

RFI draft: Please revise the grating dimensions so it adequately spans the 1'-6" x 1'-6" sump pit opening with sufficient bearing on all sides.

Summary: Frame Note 4 states that connections shall be designed for moment, shear, and axial forces "AS INDICATED ON THE DRAWINGS." However, a review of the moment frame details across both S530 and S540 reveals that the connection force callouts are entirely blank, showing only empty template text (e.g., "Mu= k-FT", "Vu= k", "Pu= k"). This directly contradicts the note's assertion that the required ...

Why it matters: Without specified numerical values for moment, shear, and axial forces at the joints, the steel fabricator's engineer cannot design or detail the moment frame connections. This critical omission will halt connection detailing and require an immediate RFI.

Suggested next step: Please provide the required moment (Mu), shear (Vu), and axial (Pu) design forces for all moment frame connections across S530 and S540, or provide a standardized connection schedule.

RFI draft: Please provide the required moment (Mu), shear (Vu), and axial (Pu) design forces for all moment frame connections across S530 and S540, or provide a standardized connection schedule.

Summary: Detail 7 on sheet S011, 'Typical CMU Construction Detail,' specifies a minimum vertical reinforcement lap splice of 40 bar diameters. However, the Reinforced Masonry general notes in the specification require a minimum lap of 48 bar diameters. The drawing value of 40 bar diameters is 17% less than the specified 48 bar diameters, resulting in a potentially insufficient splice length for vertical...

Why it matters: Inadequate lap splice length directly reduces the force transfer capacity between reinforcing bars, which can lead to a brittle failure mode in the masonry wall. This discrepancy affects all CMU walls on the project where this typical detail is applied, creating a widespread structural concern. T...

Suggested next step: Request clarification from the Structural Engineer of Record on the required minimum vertical reinforcement lap splice length in CMU walls. The Typical CMU Construction Detail (Detail 7/S011) specifies 40 bar diameters while the Reinforced Masonry general notes specify 48 bar ...

RFI draft: Request clarification from the Structural Engineer of Record on the required minimum vertical reinforcement lap splice length in CMU walls. The Typical CMU Construction Detail (Detail 7/S011) specifies 40 bar diameters while the Reinforced Masonry...

Summary: The specification requires the steel fabricator's connection engineer to design all moment connections for the forces "SHOWN ON THE PLANS AND FRAME ELEVATIONS." Similarly, the drawing notes require connections to be designed for the "MOMENT, SHEAR AND AXIAL FORCES AS INDICATED ON THE DRAWINGS." However, the moment frame elevations display blank placeholders (e.g., "Mu= k-FT", "Vu= k", "Pu= k") ...

Why it matters: Without the required moment, shear, and axial forces, the connection engineer cannot properly design the moment frame connections. This prevents the fabricator from proceeding with the delegated design and will cause RFIs and schedule delays during the detailing phase.

Suggested next step: Please provide the required design force values (Mu, Vu, Pu) for all moment frame connections shown on the elevations to replace the blank placeholders.

RFI draft: Please provide the required design force values (Mu, Vu, Pu) for all moment frame connections shown on the elevations to replace the blank placeholders.

Summary: Structural Steel Note 2C specifies 'PLATES: ASTM A572 GRADE B (FY = 50 KSI).' ASTM A572 'Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel' uses only numerical grade designations: 42, 50, 55, 60, and 65. There is no 'Grade B' in ASTM A572. The stated yield strength of 50 ksi indicates the intended specification is ASTM A572 Grade 50. Per IBC Section 2203.1, ...

Why it matters: Steel mills and service centers cannot supply plates to a non-existent grade. This will cause procurement rejection or confusion during the bidding and fabrication phases. The fabricator's material procurement team may be unable to issue purchase orders matching this specification, causing delays...

Suggested next step: Request the Engineer of Record confirm that 'ASTM A572 GRADE B (FY = 50 KSI)' in Structural Steel Note 2C should be revised to 'ASTM A572 GRADE 50 (FY = 50 KSI)' to provide a valid and procurable material specification per IBC Section 2203.1.

RFI draft: Request the Engineer of Record confirm that 'ASTM A572 GRADE B (FY = 50 KSI)' in Structural Steel Note 2C should be revised to 'ASTM A572 GRADE 50 (FY = 50 KSI)' to provide a valid and procurable material specification per IBC Section 2203.1.

Summary: The drawing's Special Inspection Notes 10, 11, and 12 explicitly define the recipients of inspection reports, discrepancy notifications, and the final report as 'THE OWNER OR OWNER'S AGENT, CONTRACTOR AND STRUCTURAL ENGINEER.' However, IBC Section 1704.2.4 mandates that 'The special inspector shall furnish inspection reports to the building official, and to the registered design professional in...

Why it matters: If the special inspector follows these notes as written, the building official will not receive the required inspection reports, will not be notified of uncorrected discrepancies, and will not receive the final special inspection report. This could result in the building official refusing to acce...

Suggested next step: Request the structural engineer revise Special Inspection Notes 10, 11, and 12 to include the building official as a required recipient of all inspection reports, discrepancy notifications, and the final report, in accordance with IBC Section 1704.2.4. The final report submiss...

RFI draft: Request the structural engineer revise Special Inspection Notes 10, 11, and 12 to include the building official as a required recipient of all inspection reports, discrepancy notifications, and the final report, in accordance with IBC Section 1704...

Summary: IBC Section 1809.3 limits the bottom surface slope of footings to a maximum of 1 unit vertical in 10 units horizontal (10%). 'TYPICAL STEPPED FOOTING DETAIL' (Detail 7) shows a stepped footing transition where the bottom surface has a slope of 1 vertical to 2 horizontal (50%). Similarly, 'TYPICAL PIPE SLEEVE THROUGH WALL FOOTING' (Detail 6) shows the bottom surface of the deepened footing dippi...

Why it matters: Constructing footings with 1:2 sloped surfaces violates code requirements intended to ensure proper bearing and stability. Concrete placed on steep slopes without proper formwork can slump, leading to poor consolidation and reduced structural integrity. Furthermore, a non-level footing bottom ste...

Suggested next step: Please revise Details 6 and 7 to ensure that any sloping of the bottom surface of the footing does not exceed 1 unit vertical to 10 units horizontal, in compliance with IBC Section 1809.3.

RFI draft: Please revise Details 6 and 7 to ensure that any sloping of the bottom surface of the footing does not exceed 1 unit vertical to 10 units horizontal, in compliance with IBC Section 1809.3.

Summary: Throughout multiple sections (7, 8, 9, 10), spacing for critical slab ties and deck attachments is erroneously called out in feet rather than inches. For example, Section 7/S300 specifies #4x2'-6" @12' O.C. for dowels, and Section 10/S300 specifies WELDED DECK TO ANGLE @ 12'-0" O.C.

Why it matters: A 12-foot spacing for slab reinforcement or metal deck welding is structurally inadequate, severely compromising diaphragm action and load transfer. This violates the general design requirements of IBC 1901.2 for structural concrete and 2204.1 for welding of steel decks.

Suggested next step: Confirm that the @12' O.C. and @ 12'-0" O.C. callouts are typographical errors intended to be 12 inches (12" O.C.), and revise the details accordingly.

RFI draft: Confirm that the @12' O.C. and @ 12'-0" O.C. callouts are typographical errors intended to be 12 inches (12" O.C.), and revise the details accordingly.

Summary: The 'SCOPE DRAWINGS' note on the structural details sheet explicitly states that the drawings 'do not necessarily indicate or describe all work required' and mandates that the trade contractors 'shall furnish all items required for the proper execution and completion of the work.' This directly contradicts IBC Section 1603.1, which mandates that the construction documents themselves 'shall show...

Why it matters: Permit reviewers will reject construction documents that formally disclaim completeness of the structural system. In the field, shifting the design and detailing responsibility to trade contractors without a formally specified delegated design process leads to structural elements being built with...

Suggested next step: Remove the 'SCOPE DRAWINGS' disclaimer. Confirm that the structural permit drawings contain all required sizing, sections, and dimensions per IBC 1603.1. If specific non-primary systems are intended to be delegated design, explicitly define those systems and provide the requir...

RFI draft: Remove the 'SCOPE DRAWINGS' disclaimer. Confirm that the structural permit drawings contain all required sizing, sections, and dimensions per IBC 1603.1. If specific non-primary systems are intended to be delegated design, explicitly define those ...