Plan Review: 180 Issues Found

Summary: 48 index entries | 46 perfect matches | 1 mismatched | 1 missing Mismatched (1): S-003: Expected: STRUCTURAL SPECIFICATIONS (S-003) | Actual: STRUCTURAL SPECIFICATIONS (S-002)(p2) Missing (1) — listed in drawing index but not found in the document: Structural: - S-402 STAIRCASE

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, 1 mismatched out of 48 sheets

Summary: The Truss Loading Legend defines the truss loading notation as 'DL/TL' (Dead Load / Total Load). However, every truss loading callout on the plan shows the first value (DL) exceeding the second value (TL): for example, 4200/2000, 6600/4000, and 2400/2200. Since Total Load is the sum of Dead Load and Live Load (TL = DL + LL), the Total Load must always be equal to or greater than the Dead Load. ...

Why it matters: Truss manufacturers rely directly on the loading criteria and notation conventions shown on the structural plans to design and fabricate steel joists and truss girders. If the manufacturer interprets the values per the DL/TL legend convention, the resulting truss designs will be based on physical...

Suggested next step: Request the structural engineer of record clarify the truss loading notation. The legend states the format is DL/TL, but all values show the first number exceeding the second (e.g., 4200/2000, 6600/4000, 2400/2200), which is physically impossible for a DL/TL convention. Confir...

RFI draft: Request the structural engineer of record clarify the truss loading notation. The legend states the format is DL/TL, but all values show the first number exceeding the second (e.g., 4200/2000, 6600/4000, 2400/2200), which is physically impossible ...

Summary: The Roof Rain Loads diagram on sheet S-171 explicitly displays '#N/A' error values (shown in red text per the graphic description) for both the 'MAGNITUDE AT DRAIN LOCATION' and 'LENGTH OF DRIFT' columns. The table reads 'D | #N/A TO 0 PSF | #N/A', indicating the rain load calculations were never completed or contain spreadsheet errors. IBC Section 1611.1 requires that 'Each portion of a roof s...

Why it matters: Without valid rain load values, the roof framing cannot be verified as adequate to resist ponding from rainfall. This will be flagged during plan review as an incomplete structural design, causing permitting delays. More critically, if the roof is constructed without proper rain load consideratio...

Suggested next step: Request that the structural engineer of record complete the rain load calculations per IBC Section 1611.1 and ASCE 7 Chapter 8, and provide valid values for the magnitude at drain locations and length of loading in the Roof Rain Loads table. Confirm the roof framing design ade...

RFI draft: Request that the structural engineer of record complete the rain load calculations per IBC Section 1611.1 and ASCE 7 Chapter 8, and provide valid values for the magnitude at drain locations and length of loading in the Roof Rain Loads table. Confi...

Summary: The truss loading legend defines the load notation format as "DL/TL" (Dead Load / Total Load). However, every truss loading value on the plan shows the first number (Dead Load) greater than the second number (Total Load): 2400/2200 (DL=2400 > TL=2200), 4200/2000 (DL=4200 > TL=2000), and 6600/4000 (DL=6600 > TL=4000). Since Total Load = Dead Load + Live Load, Total Load must always be ≥ Dead Loa...

Why it matters: Steel joist and truss girder manufacturers rely on the load notation to design and fabricate members. If a manufacturer reads the legend literally, they would interpret DL=6600 and TL=4000 PLF, yielding a negative live load — an impossible condition that would prevent fabrication. This will halt ...

Suggested next step: Please clarify the truss loading notation in the legend. The current legend defines the load pair as "DL/TL" (Dead Load / Total Load), but all values on the plan show the first number exceeding the second (e.g., 6600/4000, 4200/2000, 2400/2200), which is impossible for DL/TL. ...

RFI draft: Please clarify the truss loading notation in the legend. The current legend defines the load pair as "DL/TL" (Dead Load / Total Load), but all values on the plan show the first number exceeding the second (e.g., 6600/4000, 4200/2000, 2400/2200), w...

Summary: The DIAPHRAGM CAPACITY SCHEDULE lists the maximum fastener spacing for the MGO floor sheathing and metal decks with a PERIMETER spacing of 12 inches and a FIELD spacing of 6 inches. Diaphragm shear forces accumulate at the perimeter boundaries, which structurally requires the perimeter edge fastener spacing to be tighter than or equal to the interior field spacing.

Why it matters: Providing weaker fastening at the diaphragm boundary than in the field contradicts fundamental structural mechanics and violates IBC Section 1604.2, which requires structures to safely support factored loads. The diaphragm will fail to develop the listed allowable shear strengths (e.g., 574 plf A...

Suggested next step: Revise the Diaphragm Capacity Schedule to correct the fastener spacing, ensuring the perimeter spacing is equal to or tighter than the field spacing (e.g., 6 inches for the perimeter and 12 inches for the field) to properly achieve the stated shear strengths.

RFI draft: Revise the Diaphragm Capacity Schedule to correct the fastener spacing, ensuring the perimeter spacing is equal to or tighter than the field spacing (e.g., 6 inches for the perimeter and 12 inches for the field) to properly achieve the stated shea...

Summary: Detail D2/S-511 specifies adding web reinforcement for a concentrated load but explicitly states this is "(NOT BY TRUSS VENDOR)". Additionally, a note on Detail D4 indicates that this typical field-fix should be used whenever a CFS post does not land within 3" of a bar joist panel point. This contradicts IBC Section 2207.3, which mandates that the steel joist manufacturer shall design the joist...

Why it matters: If the exact locations of these concentrated loads (such as CFS posts) are not indicated on the framing plans for the manufacturer to properly analyze, the manufacturer will provide joists designed only for uniform loads. Modifying these joists in the field with un-engineered web members—and expl...

Suggested next step: Please remove the "(NOT BY TRUSS VENDOR)" note from Detail D2/S-511. Clarify that all concentrated loads, including CFS posts, must be accurately located on the framing plans and submitted to the joist manufacturer so they can properly design the joists for these loads per IBC...

RFI draft: Please remove the "(NOT BY TRUSS VENDOR)" note from Detail D2/S-511. Clarify that all concentrated loads, including CFS posts, must be accurately located on the framing plans and submitted to the joist manufacturer so they can properly design the ...

Summary: The framing details mandate rigid connections for top tracks that are intended to function as deflection (slip) joints. The "MINIMUM CONNECTION SCHEDULE" requires the "STUD TO TOP TRACK" to be fastened "FLANGE-TO-FLANGE" with (2) #10 SMS, without exempting deflection tracks. Additionally, the kicker detail specifies fastening the slotted deflection track (SLT) "THROUGH GYP" with screws at 12" O...

Why it matters: Under IBC 1604.3, structural systems must be designed to have adequate stiffness to limit deflections. Rigidly fastening a deflection track defeats the slip joint, forcing the non-bearing partition to absorb the vertical structural loads from the deflecting floor or roof above. Because these non-...

Suggested next step: Clarify that the "STUD TO TOP TRACK" fastening in the minimum connection schedule does not apply to deflection tracks. Revise the slotted track (SLT) kicker details to explicitly specify that screws must be placed in the center of the slots and must not be driven through the g...

RFI draft: Clarify that the "STUD TO TOP TRACK" fastening in the minimum connection schedule does not apply to deflection tracks. Revise the slotted track (SLT) kicker details to explicitly specify that screws must be placed in the center of the slots and mu...

Summary: Detail C3 details an intersection between a fire-resistance-rated floor assembly (noted with 'FIREPROOFING PER ARCH.') and an exterior curtain wall ('BYPASS WALL FRAMING PER PLAN'). The detail explicitly dimensions a void of '1" MIN.' to '2" MAX.' between the floor's closure plate and the exterior wall framing. However, it fails to specify or graphically represent an approved perimeter fire con...

Why it matters: Leaving an unprotected void between an exterior curtain wall and a fire-rated floor slab creates a severe life-safety hazard by allowing fire and smoke to easily spread vertically between stories. Structural details that dictate the physical dimensions of edge-of-slab gaps must incorporate or exp...

Suggested next step: Please specify the approved perimeter fire containment system to be installed in the 1" to 2" void between the slab edge and the bypass wall framing in Detail C3, or provide a direct reference to the architectural detailing for this required life-safety assembly.

RFI draft: Please specify the approved perimeter fire containment system to be installed in the 1" to 2" void between the slab edge and the bypass wall framing in Detail C3, or provide a direct reference to the architectural detailing for this required life-...

Summary: Details A1 and A2 show an HSS column bearing directly onto a concrete-filled metal deck without a base plate to distribute the load, which will cause the concentrated force on the thin HSS cross-section to exceed the concrete's bearing strength limit state. Additionally, Detail A1 explicitly specifies "NO BEARING WALL UNDERNEATH", placing a concentrated column point load on an unsupported floor...

Why it matters: This violates IBC Section 1604.2, which requires structural components to safely support factored loads without exceeding appropriate strength limit states. Failing to distribute a column load with a base plate and adequate underlying structural framing will result in localized concrete bearing f...

Suggested next step: 1) Detail appropriately sized base plates for the HSS columns in Details A1 and A2. 2) Provide adequate structural support framing (such as steel beams or blocking) directly beneath the column in Detail A1 to safely transfer the concentrated point load. 3) Specify the required...

RFI draft: 1) Detail appropriately sized base plates for the HSS columns in Details A1 and A2. 2) Provide adequate structural support framing (such as steel beams or blocking) directly beneath the column in Detail A1 to safely transfer the concentrated point...

Summary: The Roof Design Criteria on S-113 specifies a typical roof live load of 20 PSF TC with no common area load, while the Roof Design Criteria on S-171 specifies a typical roof live load of 40 PSF TC and common areas of 100 PSF TC. Both tables are identically titled 'ROOF DESIGN CRITERIA' and describe the same roof level assembly (same dead load items and total of 23.0 PSF). The live load values sh...

Why it matters: This discrepancy directly impacts the structural design of all roof framing members. A 20 PSF roof live load is standard for an ordinary non-occupied flat roof per ASCE 7, while 40 PSF is a typical floor live load. If the correct roof live load is 20 PSF and S-171 is overstating it, the CFS roof ...

Suggested next step: Please clarify the correct roof live load for design. S-113 Roof Design Criteria specifies TYPICAL = 20 PSF TC, while S-171 Roof Design Criteria specifies TYPICAL = 40 PSF TC and COMMON AREAS = 100 PSF TC. The S-171 values appear to match the Floor Design Criteria rather than ...

RFI draft: Please clarify the correct roof live load for design. S-113 Roof Design Criteria specifies TYPICAL = 20 PSF TC, while S-171 Roof Design Criteria specifies TYPICAL = 40 PSF TC and COMMON AREAS = 100 PSF TC. The S-171 values appear to match the Floo...

Summary: On the Floor Framing Plan (S-113), the deck span symbol ('2.0CD-22-4 4.5-') is drawn with horizontal arrows, indicating a horizontal deck span. However, the supporting joists ('16Kxx, EL=0"') in the same bay run horizontally, which is structurally impossible as a deck must span perpendicular to its supports. Furthermore, detail A1 / S-561 (called out on the vertical edge of this bay) shows the ...

Why it matters: Installing the metal deck with flutes parallel to the joists will result in the deck having no structural support between the joists, leading to catastrophic failure during concrete placement. The plan's span direction symbol must be corrected to indicate a vertical span to align with the physica...

Suggested next step: Please confirm that the metal deck in the 16Kxx framing bay should span vertically (perpendicular to the horizontal joists), and update the deck span direction symbol on S-113 which currently incorrectly shows a horizontal span.

RFI draft: Please confirm that the metal deck in the 16Kxx framing bay should span vertically (perpendicular to the horizontal joists), and update the deck span direction symbol on S-113 which currently incorrectly shows a horizontal span.

Summary: The Floor Framing Legend on S-121 defines the truss loading criteria notation as "TL/DL" (Total Load / Dead Load), while the Truss Loading Legend on S-123 defines the same notation as "DL/TL" (Dead Load / Total Load). The truss loading plan S-123 shows numerous loading values (e.g., 4200/2000, 6600/4000, 2400/2200) that are applied to truss girders and bar joists across the entire Level 2 frami...

Why it matters: This notation conflict directly impacts how the steel joist and truss girder manufacturer interprets the design loads. If the first value is mistakenly read as dead load instead of total load (or vice versa), the resulting truss design could be significantly under-sized or over-sized. For a value...

Suggested next step: Request the structural engineer clarify whether the truss loading criteria values shown on S-123 represent TL/DL (Total Load over Dead Load) as stated on S-121, or DL/TL (Dead Load over Total Load) as stated on S-123. Request that the legend be corrected on all affected sheets...

RFI draft: Request the structural engineer clarify whether the truss loading criteria values shown on S-123 represent TL/DL (Total Load over Dead Load) as stated on S-121, or DL/TL (Dead Load over Total Load) as stated on S-123. Request that the legend be co...

Summary: The Metal Deck Schedule (Detail B3/S-514) Note 12 states the concrete deck fill must have a minimum compressive strength of 3000 PSI. However, the structural specification Section 03 30 00, Part 2.8.C explicitly requires lightweight concrete for metal deck fill to have a minimum compressive strength of 4000 psi at 28 days. The drawing's stated minimum is 1000 PSI lower than the specification re...

Why it matters: Using concrete with a compressive strength of only 3000 PSI on composite metal deck could result in inadequate composite action between the concrete slab and steel framing, reduced diaphragm strength, and potentially unsafe structural performance. If the contractor follows the drawing note rather...

Suggested next step: Request clarification from the Structural Engineer of Record (SEOR) on the required minimum compressive strength for concrete fill on metal deck. The Metal Deck Schedule Note 12 specifies f'c = 3000 PSI, while Specification Section 03 30 00, Part 2.8.C requires 4000 psi at 28 ...

RFI draft: Request clarification from the Structural Engineer of Record (SEOR) on the required minimum compressive strength for concrete fill on metal deck. The Metal Deck Schedule Note 12 specifies f'c = 3000 PSI, while Specification Section 03 30 00, Part ...

Summary: The Diaphragm Capacity Schedule on the drawing lists the maximum fastener spacing for the 20MM NEXGEN MAXTERRA MGO floor sheathing as 12" at the perimeter and 6" in the field. However, Specification Section 06 16 00 (Sheathing) requires fastener configuration of 6" O.C. at the perimeter and 12" O.C. in the field for cold-formed steel framing. The perimeter and field fastener spacings are direct...

Why it matters: Perimeter (edge) fastener spacing is the primary factor controlling diaphragm shear capacity. If the contractor installs fasteners at 12" O.C. at panel perimeters per the drawing schedule, the actual diaphragm shear strength will be significantly lower than the 1607 plf ultimate (574 plf ASD) val...

Suggested next step: Request clarification from the Structural Engineer of Record (SEOR) on the correct perimeter and field fastener spacing for the NEXGEN MAXTERRA MGO floor sheathing diaphragm. Confirm whether the Diaphragm Capacity Schedule on S-006 or the fastener configuration in Specificatio...

RFI draft: Request clarification from the Structural Engineer of Record (SEOR) on the correct perimeter and field fastener spacing for the NEXGEN MAXTERRA MGO floor sheathing diaphragm. Confirm whether the Diaphragm Capacity Schedule on S-006 or the fastener...

Summary: The 'TRUSS LOADING LEGEND' explicitly defines the blue numerical tags on the plan as 'TRUSS LOADING CRITERIA (DL/TL)', which dictates a format of Dead Load / Total Load. However, the plan labels trusses with load values where the first number is larger than the second (e.g., '6600/4000', '4200/2000'). Since Total Load is the sum of Dead Load and Live Load, it is physically impossible for the De...

Why it matters: Providing an impossible loading criteria format will cause severe confusion for the truss manufacturer and structural detailers, leading to incorrect truss design sizing or numerous RFIs during the shop drawing phase. Clarifying the correct notation is critical to ensure the members are engineere...

Suggested next step: The Truss Loading Legend defines the criteria as '(DL/TL)', but the plan indicates values where the first number is larger than the second (e.g., '6600/4000'). Please clarify if the load notation is intended to be Total Load / Live Load (TL/LL) or Total Load / Dead Load (TL/DL...

RFI draft: The Truss Loading Legend defines the criteria as '(DL/TL)', but the plan indicates values where the first number is larger than the second (e.g., '6600/4000'). Please clarify if the load notation is intended to be Total Load / Live Load (TL/LL) or...