Plan Review: 282 Issues Found

Summary: 23 index entries | 0 perfect matches | 22 mismatched | 1 missing Mismatched (22): G-1: Expected: COVER SHEET (G-1) | Actual: NEW MULTIFAMILY RESIDENTIAL BUILDING (G-1)(p1) G-2: Expected: LIFE SAFETY PLAN (G-2) | Actual: NEW MULTIFAMILY RESIDENTIAL BUILDING (G-2)(p2) A-0: Expected: SITE PLAN (A-0) | Actual: NEW MULTIFAMILY RESIDENTIAL BUILDING (A-0)(p3) A-1: 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: 1 missing, 22 mismatched out of 23 sheets

Summary: Structural detail 6 on sheet S-408 (JOISTS ROOF W/ SLOPE SECTION) indicates the 'TOP OF ROOF' elevation at 38'-0". However, the architectural roof plans on sheets A-9, A-10, and A-11 consistently show the highest roof surface (SINGLE PLY ROOFING MEMBRANE) at +36'-4" A.F.F. The architectural plans show the pitched roof sections (5:12 PITCH) sloping downward from this +36'-4" flat membrane area t...

Why it matters: A 1'-8" difference in top-of-roof elevation directly impacts wall heights, truss/joist configurations, building height compliance, and the overall structural design. During construction, framing crews will not know which elevation to build to, potentially resulting in misaligned roof framing, inc...

Suggested next step: Request clarification from the architect and structural engineer on the correct top of roof elevation. Is the highest roof surface at 38'-0" as shown on the structural detail S-408, or at +36'-4" A.F.F. as shown on the architectural roof plans A-9, A-10, and A-11? Please coord...

RFI draft: Request clarification from the architect and structural engineer on the correct top of roof elevation. Is the highest roof surface at 38'-0" as shown on the structural detail S-408, or at +36'-4" A.F.F. as shown on the architectural roof plans A-9...

Summary: The Structural Roof Framing Plan (S-207) specifies a 5"/12" slope for the central roof framing. However, the Architectural Roof Plans (A-10) specify a 1/2:12 pitch and 1/2 slope (nearly flat) for the identical central roof areas labeled with 'SINGLE PLY ROOFING MEMBRAN'.

Why it matters: A conflicting roof pitch specification will cause massive coordination failures during truss fabrication and structural framing. This will lead to improper building profiles, disrupted drainage patterns, and delayed installation of the single-ply roofing membrane and rooftop equipment stands.

Suggested next step: Please clarify the required roof slope for the central roof area. Should the structural trusses and parallam beams be fabricated for a 5:12 pitch as indicated on S-207, or should they match the architectural 1/2:12 slope for the flat roof membrane areas as shown on A-10?

RFI draft: Please clarify the required roof slope for the central roof area. Should the structural trusses and parallam beams be fabricated for a 5:12 pitch as indicated on S-207, or should they match the architectural 1/2:12 slope for the flat roof membrane...

Summary: S-103 Truss Note 2 specifies that diagonal braces shall be provided at 20'-0" O.C. maximum along lateral braces. The detail on S-103 also labels the diagonal brace as being at 20'-0" maximum intervals along the lateral brace. However, S-408 Detail 2 (Permanent Lateral Bracing for Trusses) bracing notes state that cross bracing shall be provided at no more than 6'-0" spacing in the direction of ...

Why it matters: This discrepancy is structurally significant. Diagonal bracing stabilizes the continuous lateral bracing against buckling and transfers lateral loads to diaphragms. A 20'-0" spacing allows far less bracing than a 6'-0" spacing requirement. If the contractor follows S-103, the trusses may be under...

Suggested next step: Please clarify the maximum spacing for diagonal/cross bracing along horizontal lateral bracing of trusses. S-103 Truss Note 2 and the brace detail specify 20'-0" O.C. maximum, while S-408 Detail 2 bracing notes specify no more than 6'-0" spacing. Which requirement governs, and...

RFI draft: Please clarify the maximum spacing for diagonal/cross bracing along horizontal lateral bracing of trusses. S-103 Truss Note 2 and the brace detail specify 20'-0" O.C. maximum, while S-408 Detail 2 bracing notes specify no more than 6'-0" spacing. ...

Summary: Sheet S-102 (Structural) specifies the ultimate design wind speed as 136 mph (LRFD) in the Components & Cladding table. Sheet G-1 (Architectural) contains a prominent design statement that the structure has been designed to withstand 140 mph winds. The G-1 Design Criteria section separately lists the Basic Wind Speed (Vult) as 136 mph, which matches S-102 but contradicts the 140 mph statement o...

Why it matters: A 4 mph discrepancy in ultimate wind speed affects all wind pressure calculations, component and cladding zone pressures, connections, and overall structural resistance. If the correct wind speed is 140 mph, the structural design on S-102 may be unconservative, meaning all calculated pressures an...

Suggested next step: Please confirm the correct ultimate (Vult) design wind speed for this project. Sheet S-102 uses 136 mph while the G-1 cover sheet design statement indicates 140 mph. If 140 mph is the correct value per the applicable wind speed map for this site, please revise S-102 and all as...

RFI draft: Please confirm the correct ultimate (Vult) design wind speed for this project. Sheet S-102 uses 136 mph while the G-1 cover sheet design statement indicates 140 mph. If 140 mph is the correct value per the applicable wind speed map for this site, ...

Summary: S-406 shows the central roof framing area (with HSS columns and Parallam beams) in an isometric view and specifies SIMPSON HTS20 strap ties to connect 'ROOF TRUSSES TO PARALLAM BEAM / STEEL BEAM' and 'JACK TRUSSES TO PARALLAM BEAM.' The graphics descriptions confirm these are trusses with top chords, bottom chords, and web members. However, S-209 shows the same central area in plan view with th...

Why it matters: This conflict affects both procurement and construction. If the structure uses pre-engineered trusses (as depicted on S-406 and referenced in S-209 Note 5 regarding truss manufacturer shop drawings), the truss manufacturer needs to know the correct connector type. If the structure instead uses si...

Suggested next step: Please clarify whether the members framing into the Parallam beams in the central roof area are pre-engineered roof trusses (as shown on S-406) or 2x10 rafters at 24" o.c. (as shown on S-209). Additionally, please confirm the correct Simpson connector for this connection: HTS2...

RFI draft: Please clarify whether the members framing into the Parallam beams in the central roof area are pre-engineered roof trusses (as shown on S-406) or 2x10 rafters at 24" o.c. (as shown on S-209). Additionally, please confirm the correct Simpson conne...

Summary: Sheet S-406 (Roof Simpson Connectors) shows the SIMPSON HTS20 as the connector to be used to connect jack trusses to the Parallam beam. However, Sheet S-207 (Roof Framing Plan) repeatedly specifies the SIMPSON MTS20 for the same jack truss-to-Parallam beam connection. The HTS20 and MTS20 are different Simpson Strong-Tie connector models with different load capacities and configurations, creatin...

Why it matters: This conflict is critical because the connector selection directly affects the structural capacity of the roof framing connections. The Simpson HTS20 (heavy twist strap) and MTS20 (medium twist strap) have different allowable load values. If the wrong connector is installed, the jack truss connec...

Suggested next step: Please clarify which Simpson connector model—HTS20 or MTS20—is correct for connecting jack trusses to Parallam beams. Sheet S-406 specifies the SIMPSON HTS20 while Sheet S-207 specifies the SIMPSON MTS20. Please confirm the intended connector and revise the conflicting sheet t...

RFI draft: Please clarify which Simpson connector model—HTS20 or MTS20—is correct for connecting jack trusses to Parallam beams. Sheet S-406 specifies the SIMPSON HTS20 while Sheet S-207 specifies the SIMPSON MTS20. Please confirm the intended connector and ...

Summary: S-201 shows the foundation plan continuing past its right edge at Grid 13, indicated by the notes 'SEE NEXT' and 'COMPLEMENT'. However, S-202 depicts its left edge (which corresponds to the matchline at Grid 13) as a full exterior building boundary. S-202 incorrectly includes horizontal grid bubbles ('B', 'C', 'D', 'E') and overall exterior building dimensions ('41' - 5"', '43' - 0"') at this i...

Why it matters: If constructed per S-202, the foundation would terminate with an exterior perimeter wall at Grid 13 instead of seamlessly connecting to the left half of the building shown on S-201. This creates a severe structural conflict that will halt foundation layout and construction.

Suggested next step: Please revise S-202 to remove the exterior foundation walls, horizontal grid bubbles, and overall exterior dimensions at the left matchline edge (Grid 13) to properly coordinate with the continuous slab condition shown on S-201.

RFI draft: Please revise S-202 to remove the exterior foundation walls, horizontal grid bubbles, and overall exterior dimensions at the left matchline edge (Grid 13) to properly coordinate with the continuous slab condition shown on S-201.

Summary: S-101 Note B explicitly defines separate material standards for 'W BEAMS ASTM A992' (Wide-Flange shapes) and 'TUBE SECTIONS ASTM A500' (HSS/Hollow Structural Sections). In S-404, Details 2 and 9 explicitly label the supporting columns as 'HSS COL.' (indicating a closed tube section). However, the corresponding section cuts for these connections (Section 3 and Section 10) graphically depict the ...

Why it matters: This contradiction between the column labels (HSS) and the graphical detailing (Wide-Flange) creates a direct conflict with the material specifications in S-101. The fabricator will not know whether to procure A500 Tube Sections or A992 W Beams. Furthermore, the specified internal stiffeners are ...

Suggested next step: Please clarify if the columns depicted in S-404 Details 2, 3, 9, and 10 are intended to be HSS (A500) or Wide-Flange (A992) shapes. If they are HSS columns, please update Sections 3 and 10 to reflect the correct closed tubular profile and provide a feasible external stiffener ...

RFI draft: Please clarify if the columns depicted in S-404 Details 2, 3, 9, and 10 are intended to be HSS (A500) or Wide-Flange (A992) shapes. If they are HSS columns, please update Sections 3 and 10 to reflect the correct closed tubular profile and provide ...

Summary: Sheet S-406 specifies a SIMPSON VGT connector to connect the girder truss to the Parallam beam. However, Sheet S-404, which provides the typical framing details for the same connection, specifies a SIMPSON HUC416 to connect the girder truss to the Parallam beam. The Simpson VGT is a variable-pitch girder truss connector that uses a threaded rod mechanism, while the Simpson HUC416 is a heavy-dut...

Why it matters: This is a critical structural conflict. The contractor will not know which connector to install at the girder truss-to-Parallam beam connections. Using the wrong connector could result in an under-designed connection that fails to meet the required load path for the roof structure. This discrepan...

Suggested next step: Please clarify which Simpson connector — VGT (as shown on S-406) or HUC416 (as shown on S-404) — is the correct hardware for connecting the girder truss to the Parallam beam. Please revise the conflicting sheet to match the intended design and confirm that the selected connect...

RFI draft: Please clarify which Simpson connector — VGT (as shown on S-406) or HUC416 (as shown on S-404) — is the correct hardware for connecting the girder truss to the Parallam beam. Please revise the conflicting sheet to match the intended design and con...

Summary: Architectural Section B-B defines a strict 16" plenum depth between the "1st Floor Hgt." (8'-8") and the "2nd Floor Top of Floor" (10'-0"). However, Structural plan S-204 indicates the use of a 16" deep beam ("5 1/4 X 16 PARALLAM BEAM") and lists both "T/ BEAM= 10'-0"" and "T/2nd FLOOR EL= 10'-0"". This leaves zero vertical space for the required floor sheathing (which structurally must sit on ...

Why it matters: This dimensional clashing means the structural framing sizes are incompatible with the floor-to-ceiling heights established by the architecture. Reconciling this will require either lowering the ceiling height on the 1st floor, raising the 2nd floor elevation, or utilizing shallower structural fl...

Suggested next step: There is a dimensional conflict between the 16" floor assembly depth shown on A-16 (10'-0" top of floor minus 8'-8" ceiling height) and the 16" deep Parallam beams specified on S-204. With T/ BEAM at 10'-0", there is no space for the specified structural sheathing and 5/8" gyp...

RFI draft: There is a dimensional conflict between the 16" floor assembly depth shown on A-16 (10'-0" top of floor minus 8'-8" ceiling height) and the 16" deep Parallam beams specified on S-204. With T/ BEAM at 10'-0", there is no space for the specified str...

Summary: Sheet S-405 contains a note stating to use Simpson HUC416 to connect truss and girder to both steel and PSL beams, and directs the reader to sheet S-404 for further details. However, sheet S-404 Detail 7 (Girder to HSS Beam Per Plan) and Detail 6 (Girder to HSS & Parallam Beam Side View) both specify Simpson HUC414 for connecting the girder truss to the HSS (steel) beam. S-404 reserves the HUC4...

Why it matters: The HUC414 and HUC416 are different size connectors with different load capacities. Installing the wrong hanger at the girder truss-to-steel beam connection could result in an under-designed or improperly fitted connection, potentially compromising structural integrity. This conflict will cause c...

Suggested next step: Please clarify which Simpson connector model should be used to connect the girder truss to the steel (HSS) beam: HUC416 as noted on S-405 or HUC414 as detailed on S-404 (Details 6 and 7). Please revise the conflicting sheet to ensure consistency across the drawing set.

RFI draft: Please clarify which Simpson connector model should be used to connect the girder truss to the steel (HSS) beam: HUC416 as noted on S-405 or HUC414 as detailed on S-404 (Details 6 and 7). Please revise the conflicting sheet to ensure consistency a...

Summary: The architectural first floor plan (A-4) designates exterior walls as '8" CMU EXTERIOR WALL' and fire-rated demising walls as '8" CMU (2 HOUR) FIRE RATED WALL' per the wall type legend. However, the structural typical foundation details on S-401 show only wood wall footings with '2X6 @ PER PLAN O.C. LOAD BRG.STUDDED WALL' above the footings, indicating wood-framed walls rather than CMU. The arc...

Why it matters: CMU and wood-framed walls require fundamentally different foundation designs, connection details, load paths, and construction sequences. If the exterior walls are 8" CMU as shown on A-4, the structural foundation details on S-401 would need to accommodate masonry bearing with wider footings, dow...

Suggested next step: Please clarify the intended construction type for exterior walls and fire-rated demising walls. The floor plan A-4 designates these as 8" CMU, while the structural foundation details on S-401 and the wall sections on D-1 show wood framing. Please confirm the correct wall type ...

RFI draft: Please clarify the intended construction type for exterior walls and fire-rated demising walls. The floor plan A-4 designates these as 8" CMU, while the structural foundation details on S-401 and the wall sections on D-1 show wood framing. Please ...

Summary: The legend on architectural sheet A-4 specifies an "8\" CMU EXTERIOR WALL". This contradicts the structural typical detail 1/S-403, which specifies that the bearing shear walls are wood-framed with "2X6 SPACED PER FDN / SLAB PLAN" and "EXTERIOR SHEATHING:\nUSE 15/32 SHEAR WALL PLYWOOD\nPANELS".

Why it matters: A major discrepancy between masonry (CMU) and wood-framed exterior wall construction affects the entire structural design, foundation load calculations, tie-downs, exterior finishes, and MEP rough-ins. This must be resolved prior to material procurement and permitting.

Suggested next step: Please confirm the required exterior wall construction for the building. Should the exterior walls be 8" CMU as noted on A-4, or 2x6 wood framing with plywood sheathing as detailed on S-403?

RFI draft: Please confirm the required exterior wall construction for the building. Should the exterior walls be 8" CMU as noted on A-4, or 2x6 wood framing with plywood sheathing as detailed on S-403?

Summary: The building section D-D shows a consistent floor-to-floor height of 10'-0" (e.g., 0'-0" Finish Floor to 10'-0" 2nd Floor). However, General Stair Note 16 states the stairs should have a total rise of 8'-8" using 18 risers. Additionally, the floor plans show a 20-tread layout (21 risers), which contradicts the 18 risers called out in the note.

Why it matters: Fabricating the stairs based on an 8'-8" total rise when the actual floor-to-floor elevation change is 10'-0" will result in a stair system that cannot reach the next landing, causing significant rework and schedule delays. The note likely erroneously used the ceiling height (8'-8") instead of th...

Suggested next step: Please confirm the required total rise and riser count for the stairs. The building sections indicate a 10'-0" floor-to-floor height, but General Stair Note 16 indicates an 8'-8" total rise. Please update the stair notes and details to reflect the correct stair geometry based ...

RFI draft: Please confirm the required total rise and riser count for the stairs. The building sections indicate a 10'-0" floor-to-floor height, but General Stair Note 16 indicates an 8'-8" total rise. Please update the stair notes and details to reflect the...