Plan Review: 74 Issues Found

Summary: 10 index entries | 1 perfect matches | 5 mismatched | 4 missing Mismatched (5): G0.01: Expected: PROJECT DATA, INDEX, SITE PLAN (G0.01) | Actual: PROJECT DATA INDEX, SITE PLAN (G0.01)(p1) A2.00: Expected: PLAN & ROOF PLAN (A2.00) | Actual: PLANS & ELEVATIONS (A2.00)(p4) A3.01: Expected: EXTERIOR ELEVATIONS (A3.01) | Actual: WINDOW SCHEDULE (A3.01)(p5) S2.0: Expect...

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: 4 missing, 5 mismatched out of 10 sheets

Summary: The structural detail on S4.01, Detail 5 ('STRINGER FROM BELOW TO MID-LEVEL LANDING BEAM'), specifies (2) 5/8" A325 through bolts for the stringer end connection to the mid-level landing beam, with bolts spaced 4" apart. The stair shop drawing on MV2026-4, Section D-D ('STRINGER CONN. AT MID LANDING'), shows (3) 5/8" Ø thru bolts at each bolt group in the same connection, with vertical spacing ...

Why it matters: A mismatch in bolt quantity at this structural connection directly affects its shear and bearing capacity. If the structural engineer designed for (2) bolts, fabricating with (3) could reduce edge distances and alter the bolt group geometry and net section capacity of the stringer web. Conversely...

Suggested next step: Request the structural engineer confirm the required number of through bolts at the mid-level landing stringer connection. S4.01 Detail 5 shows (2) 5/8" A325 through bolts while the stair shop drawing Section D-D on MV2026-4 shows (3) 5/8" Ø thru bolts. Please clarify which bo...

RFI draft: Request the structural engineer confirm the required number of through bolts at the mid-level landing stringer connection. S4.01 Detail 5 shows (2) 5/8" A325 through bolts while the stair shop drawing Section D-D on MV2026-4 shows (3) 5/8" Ø thru ...

Summary: SSK-03 Detail 1 specifies (4) SDS25300 at each end of the landing beam and (6) SDS25300 at the center of the beam, in addition to (4) SDWC15600 at each end. The stair shop drawing Section Q-Q on sheet MV2026-6 shows only (4) SDS25300 at the center and does not include any SDS25300 at the beam ends, showing only (4) SDWC15600 at each end. This results in 2 fewer SDS25300 at the center (4 vs. 6) ...

Why it matters: The SDS25300 structural screws at the beam ends and center are critical for transferring stair landing loads through the steel angle reinforcement into the existing wood framing at the building interface. If the landing beam connection is constructed per the shop drawing rather than the SSK, the ...

Suggested next step: Request the Engineer of Record (EOR) to confirm the correct SDS25300 fastener quantities and layout at the center and ends of the landing beam. Specifically, clarify whether Section Q-Q of the stair shop drawing should be revised to include (4) SDS25300 at each end of the beam...

RFI draft: Request the Engineer of Record (EOR) to confirm the correct SDS25300 fastener quantities and layout at the center and ends of the landing beam. Specifically, clarify whether Section Q-Q of the stair shop drawing should be revised to include (4) SD...

Summary: SSK-01's roof plan snippet, explicitly labeled 'ROOF PLAN SNIPPET 4 / S2.00', shows '4x10' framing members in the roof plan area near grid G. However, S2.00's Roof Plan (Plan 4) shows '(2) 2x10' new framing members along grid G in the same area. A 4x10 is a single solid-sawn member (3.5" × 9.25" actual) while (2) 2x10 is two 2×10 members fastened together (3.0" × 9.25" actual), resulting in dif...

Why it matters: This discrepancy directly affects structural capacity and connection design. The HUCQ410-SDS hanger seat width is sized for a 4x member (3.5" actual width), and a (2) 2x10 (3.0" actual width) would result in an improper fit with reduced bearing and potential connection capacity reduction. If the ...

Suggested next step: Please clarify the correct beam size for the new roof framing members along grid G: is it 4x10 as shown on SSK-01's roof plan snippet, or (2) 2x10 as shown on S2.00 Roof Plan (Plan 4)? Please also confirm the HUCQ410-SDS hanger specified on SSK-01 is compatible with the final ...

RFI draft: Please clarify the correct beam size for the new roof framing members along grid G: is it 4x10 as shown on SSK-01's roof plan snippet, or (2) 2x10 as shown on S2.00 Roof Plan (Plan 4)? Please also confirm the HUCQ410-SDS hanger specified on SSK-01...

Summary: The stair shop drawing (MV2026-2) dimensions the floor-to-floor height as 10'-6" VIF consistently throughout the elevation. The architectural stair section on A4.01 shows the TOP OF SECOND FLOOR at 10'-2 3/4" V.I.F. (from ELEV. 0'-0") and TOP OF THIRD FLOOR at 20'-5 1/2" V.I.F. (yielding the same 10'-2 3/4" floor-to-floor). This is a 3-1/4" discrepancy. The shop drawing shows each half-flight a...

Why it matters: A 3-1/4" error in floor-to-floor height directly impacts riser heights, landing elevations, and headroom clearance. If the stair is fabricated to the shop drawing dimension (10'-6"), the stair will not align with the actual floor levels. Conversely, if the actual building dimension is 10'-6" and ...

Suggested next step: Request the architect and structural engineer verify the actual floor-to-floor height (10'-6" VIF per shop drawing vs. 10'-2 3/4" V.I.F. per architectural section). Confirm the correct dimension so that the stair fabricator can adjust riser count, riser height, and overall sta...

RFI draft: Request the architect and structural engineer verify the actual floor-to-floor height (10'-6" VIF per shop drawing vs. 10'-2 3/4" V.I.F. per architectural section). Confirm the correct dimension so that the stair fabricator can adjust riser count,...

Summary: The stair shop drawing (MV2026-3) consistently dimensions tread depth at 11-1/2" across all levels (Levels 1, 2, and 3), yielding a total stair run of 7'-8" to 7'-8 1/4" for 8 treads. The architectural permit plans (A2.00) consistently dimension tread depth at 11" across all levels, yielding a total stair run of 7'-4" for 8 treads. This is a direct dimensional contradiction of 1/2" per tread, c...

Why it matters: A 4"+ discrepancy in stair run length will cause the fabricated stair to not fit within the stairwell as dimensioned on the architectural plans, or will result in misalignment with landings and structural supports. This affects code compliance for tread depth uniformity (IBC 1011.5.2), handrail e...

Suggested next step: Request clarification on the correct tread depth: is it 11-1/2" as shown on the stair shop drawing (MV2026-3) or 11" as shown on the architectural plans (A2.00)? Please confirm the correct total stair run dimension for 8 treads and verify the stairwell opening dimensions will ...

RFI draft: Request clarification on the correct tread depth: is it 11-1/2" as shown on the stair shop drawing (MV2026-3) or 11" as shown on the architectural plans (A2.00)? Please confirm the correct total stair run dimension for 8 treads and verify the stai...

Summary: SSK-05 Section B-B specifies '(8) SDS25300 ADJACENT TO STRINGERS (SUPERCEDES CALLOUT OF (6) SDS SCREWS IN SSK-03)' for the stringer-to-primary-landing-beam connection. S4.01 Detail 4 Section B-B specifies '(16) SDS25300' securing the PL 1/4"x7"x9" plate to the existing beam at the same connection. Both sections are labeled Section B-B within the same Detail 4 (Stringer from Below to Primary Lan...

Why it matters: The SDS25300 screws transfer shear and withdrawal loads from the steel plate/angle assembly into the existing wood beam. A reduction from 16 to 8 screws could reduce the connection's capacity by approximately 50%, which may fall below the design load requirements. The SSK-05 note that the (8) scr...

Suggested next step: Request the structural engineer clarify the required quantity of SDS25300 screws at the stringer-to-primary-landing-beam connection (Detail 4, Section B-B). Specifically, confirm whether (8) SDS25300 per SSK-05 or (16) SDS25300 per S4.01 is correct, and coordinate the revision...

RFI draft: Request the structural engineer clarify the required quantity of SDS25300 screws at the stringer-to-primary-landing-beam connection (Detail 4, Section B-B). Specifically, confirm whether (8) SDS25300 per SSK-05 or (16) SDS25300 per S4.01 is correc...

Summary: SSK-05 details a stair landing connection that explicitly requires 'CENTER STRINGERS' and depicts an 'UP STRINGER' and 'DOWN STRINGER' running side-by-side in Section B-B, indicating a switchback or multi-flight configuration. However, the 1st Floor Stair plan on SSK-02 shows a single continuous stair flight spanning the full width of the opening, with only two outer stringers and one 'UP' dire...

Why it matters: This discrepancy directly impacts stair fabrication and structural framing. If center stringers are required for a switchback layout (per SSK-05), the structural plan in SSK-02 is incomplete and fails to properly locate these primary load-bearing members. If the stair is a single wide flight (per...

Suggested next step: Please clarify the intended stair configuration. Is the stair a single wide flight with only outer stringers (per SSK-02 plan), or a switchback/side-by-side layout requiring center stringers (per SSK-05 details)? Please issue coordinated plan and detail drawings reflecting the...

RFI draft: Please clarify the intended stair configuration. Is the stair a single wide flight with only outer stringers (per SSK-02 plan), or a switchback/side-by-side layout requiring center stringers (per SSK-05 details)? Please issue coordinated plan and ...

Summary: Stair shop drawings (MV2026-6, Details P-P and Q-Q) specify structural wood screws ('(18) SDS25300' and '(4) SDWC15600 @ END') to attach the ledger angle to the building edge. However, the structural update SSK-04 explicitly defines the building floor structure as a composite deck ('TYP CONCRETE IN STEEL DECK').

Why it matters: SDS and SDWC series fasteners are explicitly designed for wood construction and have no structural capacity or applicability in concrete on metal deck construction. Attempting to use wood screws to secure a heavy stair ledger angle into a concrete slab edge will result in an impossible installati...

Suggested next step: Revise the ledger angle fasteners in Details P-P and Q-Q on MV2026-6. SDS25300 and SDWC15600 are wood screws and cannot be used in the 'TYP CONCRETE IN STEEL DECK' floor system defined in SSK-04. Please specify approved concrete/steel anchors appropriate for securing the ledge...

RFI draft: Revise the ledger angle fasteners in Details P-P and Q-Q on MV2026-6. SDS25300 and SDWC15600 are wood screws and cannot be used in the 'TYP CONCRETE IN STEEL DECK' floor system defined in SSK-04. Please specify approved concrete/steel anchors appr...

Summary: The structural modification plan SSK-02 explicitly specifies new "HSS5-1/2x5-1/2x3/8" steel columns at the corners of the stairwell landing and details an "HSS COLUMN PER PLAN" in the stair section. However, the stair shop drawings (e.g., "SECTION A-A STAIR AT LEVEL 1") depict a standard uniform wall enclosure without accommodating these steel columns. Furthermore, the shop drawing connection d...

Why it matters: Failure to coordinate the structural steel columns in the stair shop drawings will result in immediate field connection issues, as SDS wood screws cannot be used to fasten the stair ledger or stringers to the steel HSS columns. The stair geometry and landing connection details must be updated to ...

Suggested next step: Please confirm the connection details for the stair ledger angle and stringers where they intersect the HSS5-1/2x5-1/2x3/8 structural columns shown on SSK-02. Should the stair fabricator provide steel-to-steel connection details at these column locations instead of the typical...

RFI draft: Please confirm the connection details for the stair ledger angle and stringers where they intersect the HSS5-1/2x5-1/2x3/8 structural columns shown on SSK-02. Should the stair fabricator provide steel-to-steel connection details at these column lo...

Summary: Sections G-G and E-E detail the stair stringer connections at the building landings using rigid through-bolt connections — (2) 5/8" Ø THRU BOLTS in Section G-G and (3) 5/8" Ø THRU BOLTS in Section E-E — through a 1/4" STL KNIFE PL to a STL ANGLE AT BUILDING LANDING. These connections are dimensioned with fixed bolt locations (e.g., 2", 8" vertical spacing in G-G; 1 1/4", 3 1/2" in E-E) and show...

Why it matters: If these egress stairs are not included in the building's seismic force-resisting structural model (per the Section 13.5.10 exception), the rigid connections as detailed would resist interstory drift, inducing unintended compression forces in the stair and potentially causing connection failure o...

Suggested next step: Request the structural engineer of record to clarify how seismic relative displacements are accommodated at the stair-to-building connections per ASCE 7-16 Section 13.5.10. Specifically: (1) If the stair is not part of the seismic force-resisting system, revise Sections G-G an...

RFI draft: Request the structural engineer of record to clarify how seismic relative displacements are accommodated at the stair-to-building connections per ASCE 7-16 Section 13.5.10. Specifically: (1) If the stair is not part of the seismic force-resisting ...

Summary: The stair connection details on this sheet show fixed, rigid bolted connections between the stair stringers and the building structure without any features to accommodate seismic relative displacements (DpI). Detail M (Lower Connection at Slab) shows a C12X20.7 channel stringer connected to a concrete slab via a 1/2" bolt plate with anchor bolts and 1/2" grout — a fully rigid connection with no...

Why it matters: Without seismic displacement accommodation in the stair connections, inter-story drift during an earthquake could induce large compressive or tensile forces in the stair structure, potentially leading to connection failure and loss of vertical support for the egress stair. This poses a life-safet...

Suggested next step: Request the structural engineer of record to clarify whether these egress stairs are part of the seismic force-resisting system. If not, request revised connection details for Detail M (Lower Connection at Slab) and Section P-P (Ledger Angle at Building) that accommodate seism...

RFI draft: Request the structural engineer of record to clarify whether these egress stairs are part of the seismic force-resisting system. If not, request revised connection details for Detail M (Lower Connection at Slab) and Section P-P (Ledger Angle at Bu...

Summary: Section C-C (02_row1_col1.png) details the guardrail at the upper building landing with a top rail height of 3'-4 5/32" (approximately 40.16 inches). Additionally, an annotation (02_row1_col3.png) questions 'IS GUARDRAIL REQ'D AT UPPER BUILDING LANDING? GC TO CONFIRM'. The drawing indicates a floor-to-floor drop of 10'-6" for the staircase (02_row3_col1.png). IBC Section 1015.2 explicitly requi...

Why it matters: Providing a guardrail below the 42-inch minimum is a severe life safety hazard that fails to provide adequate fall protection. Furthermore, delegating the confirmation of a mandatory life safety element to the General Contractor risks it being omitted entirely. This will result in failed safety i...

Suggested next step: A guardrail is required at the upper building landing due to the 10'-6" drop. Please revise the detail for Section C-C to specify a minimum guardrail height of 42 inches to comply with IBC Sections 1015.2 and 1015.3, and remove the note delegating the confirmation of this requ...

RFI draft: A guardrail is required at the upper building landing due to the 10'-6" drop. Please revise the detail for Section C-C to specify a minimum guardrail height of 42 inches to comply with IBC Sections 1015.2 and 1015.3, and remove the note delegating...

Summary: Detail 12 on S4.01 (STRINGER TREAD BRACKET DETAIL) shows two 3/16" fillet weld symbols and their leader lines at the bracket-to-stringer connection explicitly crossed out with red X marks. While the drawing has been updated with red hexagonal graphics indicating a new bolted connection to replace the welds, there is no corresponding text callout specifying the size, type, or grade of the new fa...

Why it matters: Without a defined specification for the new bolted connection, the steel fabricator cannot build this assembly. Tread brackets are safety-critical elements for stair usability and occupant loading. The visual addition of bolts without a corresponding specification leaves the connection undefined ...

Suggested next step: Clarify the specification for the new bolted connection at the tread bracket to stringer in Detail 12/S4.01. Please provide the size, type, and grade of the bolts replacing the voided 3/16" fillet welds.

RFI draft: Clarify the specification for the new bolted connection at the tread bracket to stringer in Detail 12/S4.01. Please provide the size, type, and grade of the bolts replacing the voided 3/16" fillet welds.

Summary: Shop drawing sheet MV2026-4, Section E-E 'STRINGER CONN. AT BUILDING' specifies a '3/8" STL KNIFE PL' for the stringer connection plate at the building landing. However, SSK-05 Detail 4 'STRINGER FROM BELOW TO PRIMARY LANDING BEAM' specifies a 'PL 1/4"' for the same connection plate at the stringer-to-landing beam interface, where the plate is fastened using '(2) 5/8" A325 THROUGH BOLTS.' Furth...

Why it matters: The knife plate is a critical load-transferring element in the bolted connection between the stair stringer and the building landing structure. A 50% difference in plate thickness (1/4" vs 3/8") directly affects bolt bearing capacity, plate shear strength, and overall connection capacity. The fab...

Suggested next step: Please clarify the correct knife plate thickness at the stringer-to-building landing connection. Confirm whether the plate should be 1/4" as specified on SSK-05 Detail 4 and sheet MV2026-5 Section E-E, or 3/8" as specified on sheet MV2026-4 Section E-E. Please provide updated ...

RFI draft: Please clarify the correct knife plate thickness at the stringer-to-building landing connection. Confirm whether the plate should be 1/4" as specified on SSK-05 Detail 4 and sheet MV2026-5 Section E-E, or 3/8" as specified on sheet MV2026-4 Sectio...