LAX Airport / Aviation Plan Review: 353 Issues Found

Summary: 104 index entries | 80 perfect matches | 7 mismatched | 17 missing Mismatched (7): SF 4.25: Expected: ENLARGED ELEVATIONS | Actual: LAX - DELTA SKYWAY T3 EXTERIOR COLD-FORMED STEEL FRAMING TERMINAL 3 300 WORLD WAY LOS ANGELES, CA (p4) SF 4.26: Expected: ENLARGED ELEVATIONS | Actual: ENLARGED ELEVATIONS (p3) SF 4.11: ...

Why it matters:

Suggested next step:

RFI draft: 📄 SF 4.00 Schedule Text: DRAWING INDEX — page 1 --- 📄 SF 4.00 Schedule Text: DRAWING INDEX — page 20 --- 📄 SF 5.00 Schedule Text: DRAWING INDEX — page 52

Summary: Details 13 and 11A specify 1/8' fillet welds at the edge (TOE) of cold-formed steel lap joints for members with a thickness of 97 mil (0.097'), specifically the L 2x6 x 97 mil and 600S300-97 parts. However, AISI S100-16 Section J2.5 requires that the fillet weld leg (w1) shall not exceed the thickness of the connected part (t1) in a lap joint....

Why it matters: Specifying a weld leg larger than the material thickness in a cold-formed steel lap joint will lead to the welder melting through the edge of the sheet (burn-through) during fabrication. This causes a severe reduction in the effective throat and overall strength of the weld, compromising the structural integrity of the connection which is...

Suggested next step: Please revise the weld details for 97 mil cold-formed steel lap connections to specify a fillet weld leg size that does not exceed the material thickness (e.g., maximum 3/32' or 0.097'), or provide an alternative connection method.

RFI draft: Please revise the weld details for 97 mil cold-formed steel lap connections to specify a fillet weld leg size that does not exceed the material thickness (e.g., maximum 3/32' or 0.097'), or provide an alternative connection method.

Summary: Detail 7 explicitly instructs the installation of screws that penetrate through the deflection track (DEF'L TRK) into the header track and studs. Fastening the deflection track directly to the framing locks the slip joint, preventing it from accommodating intended vertical movement.

Why it matters: Locking the deflection track forces unintended compressive axial loads from the primary structure's deflection into the non-load-bearing wall framing. This violates the design assumptions for the studs, which must satisfy combined compressive axial load and bending requirements per AISI S100 Section H1.2. The unintended axial load (P) could...

Suggested next step: Confirm if the deflection track should remain unfastened to the header assembly to allow for vertical slip. Provide revised detailing that maintains the required deflection gap and slip capacity without locking the joint.

RFI draft: Confirm if the deflection track should remain unfastened to the header assembly to allow for vertical slip. Provide revised detailing that maintains the required deflection gap and slip capacity without locking the joint.

Summary: Detail 5 shows a 362S162-33 kicker brace for a temporary wall that relies on an 'ISOLATION PAD' and 'SANDBAGS (OR OTHER WEIGHT)' for support, lacking any physical anchorage to the concrete slab. This directly conflicts with B3.4.1, which requires concrete anchorage to be designed to the building code. Furthermore, relying on gravity and...

Why it matters: An unanchored brace relying on friction on an isolation pad creates a severe collapse hazard, as any lateral force exceeding the friction threshold will cause the brace to slide. Clipping the stud flanges destroys its structural cross-section at the point of maximum reaction, heavily increasing the risk of web crippling and rotational failure....

Suggested next step: Please provide a revised kicker base detail with a positive mechanical connection anchored directly to the concrete slab. Remove the instruction to clip the stud legs/lips, and instead provide an engineered connection (such as a structural clip angle or track segment) that transfers the brace loads without compromising the cross-section and...

RFI draft: Please provide a revised kicker base detail with a positive mechanical connection anchored directly to the concrete slab. Remove the instruction to clip the stud legs/lips, and instead provide an engineered connection (such as a structural clip angle or track segment) that transfers the brace...

Summary: Detail 1B (@ PARALLEL TO SMALL COLUMN) indicates an angle bracket 'L 1½ x 4 x 97 mil x 8' LG (MIN)' is to be attached to the steel column using Low-Velocity Fasteners (PAFs), noted as '(4) LVF TO COL'. According to AISI S100-16 Section J5, the steel thickness of the substrate in contact with the PAF head shall be limited to a maximum of 0.06...

Why it matters: A 97-mil substrate is too thick for generic power-actuated fasteners per standard code prescriptive limits. Firing a PAF through steel exceeding the 0.06' limit absorbs excessive energy, leading to incomplete penetration into the base column flange, fastener damage, and inadequate clamping force. This severely compromises the connection's...

Suggested next step: Please revise the fastening method for the 97-mil angle in Detail 1B. Consider substituting the LVFs with self-drilling/self-tapping screws, bolted connections, or welds. Alternatively, specify a proprietary PAF with an evaluation report (e.g., ICC-ES) explicitly approved for use through 97-mil steel, or reduce the angle thickness to 54-mil if...

RFI draft: Please revise the fastening method for the 97-mil angle in Detail 1B. Consider substituting the LVFs with self-drilling/self-tapping screws, bolted connections, or welds. Alternatively, specify a proprietary PAF with an evaluation report (e.g., ICC-ES) explicitly approved for use through 97-mil...

Summary: The KICKER SCHEDULE specifies interconnecting back-to-back kickers with '(2) #8 @ 24\' O.C. & @ EA END.' Kickers provide lateral bracing and act as compression members. AISI S100-16 Section I1.2(b) requires the ends of built-up compression members to have connectors spaced longitudinally at no more than 4 fastener diameters apart for a distance...

Why it matters: Failing to properly connect the ends of a built-up compression member prevents the two C-sections from acting as a single composite unit. The note also indicates holding one stud short to allow a lap, meaning the load must transfer through these end fasteners. Inadequate end connection can lead to premature independent buckling of the...

Suggested next step: Please revise the back-to-back kicker interconnection requirements to specify that end fasteners must be spaced longitudinally no more than 4 diameters apart for a distance of at least 1.5 times the maximum member width, per AISI S100-16 Section I1.2(b).

RFI draft: Please revise the back-to-back kicker interconnection requirements to specify that end fasteners must be spaced longitudinally no more than 4 diameters apart for a distance of at least 1.5 times the maximum member width, per AISI S100-16 Section I1.2(b).

Summary: The drawing specifies cold-formed steel beams framing into support tracks that are significantly deeper than the beams themselves, leaving large unsupported gaps. In Detail 1, a 4-inch deep joist ('400CT-33 @ 24' O.C.') frames into a 6-inch deep J-track ('600J-33 W/ #8 EA LEG'). In Detail 4, an 8-inch deep joist ('800S250-54 @ 24' O.C.') frames...

Why it matters: When a support track is deeper than the supported beam, the track flanges cannot fit snugly around the beam to bear against both of its flanges. This allows the beam to rotate at the support point under load, directly violating AISI S100-16 Section B3.4, which mandates that beams and trusses be restrained against rotation about their...

Suggested next step: Revise the support tracks to match the depth of the supported beams (e.g., provide a 400J-33 track for the 400CT-33 joists, and an 8-inch deep track for the 800S250-54 joists), or provide approved detailing for solid blocking/clip angles at the supports to ensure full restraint against rotation.

RFI draft: Revise the support tracks to match the depth of the supported beams (e.g., provide a 400J-33 track for the 400CT-33 joists, and an 8-inch deep track for the 800S250-54 joists), or provide approved detailing for solid blocking/clip angles at the supports to ensure full restraint against rotation.

Summary: Detail 4 (LID UNDER ESCALATOR) incorrectly specifies the spacing for the 600CT-43 ceiling framing members as '24' O.C.' (24 feet on center). The standard spacing for cold-formed steel framing in this application should be 24 inches (24' O.C.).

Why it matters: Installing ceiling joists at a 24-foot spacing is structurally impossible and will critically fail to support the specified structural loads (e.g., 'DL + EL ≤ 740 lb/ft'). This drafting error makes the assembly definitively wrong and will halt framing installation, causing construction delays until the correct dimension is formally clarified.

Suggested next step: Please confirm that the spacing for the 600CT-43 framing members should be revised from 24' O.C. (feet) to 24' O.C. (inches) in Detail 4.

RFI draft: Please confirm that the spacing for the 600CT-43 framing members should be revised from 24' O.C. (feet) to 24' O.C. (inches) in Detail 4.

Summary: Detail 8D specifies a '362T200-68' track fastened with '(6) LVF' (Low Velocity Fasteners, a type of power-actuated fastener). The 68-mil track has a minimum design thickness of 0.068 inches. AISI S100-16 Section J5 explicitly limits the steel thickness of the substrate in contact with the PAF head to a maximum of 0.06 inches, meaning the...

Why it matters: Using power-actuated fasteners in a substrate that exceeds the maximum allowed thickness prevents proper penetration and seating of the fastener head. This significantly compromises the connection's pull-over and shear capacities, potentially leading to connection failure under load.

Suggested next step: Please revise the kicker connection at the 68-mil track to use a compliant fastening method (such as screws or drilled anchors) instead of LVFs, or verify if the track thickness can be reduced to 0.06 inches or less to comply with AISI S100-16 Section J5.

RFI draft: Please revise the kicker connection at the 68-mil track to use a compliant fastening method (such as screws or drilled anchors) instead of LVFs, or verify if the track thickness can be reduced to 0.06 inches or less to comply with AISI S100-16 Section J5.

Summary: Detail 1 ('SHAFT JOIST CONNECTION') shows a structural bearing clip angle (L 1 1/2x1 1/2x54 mil) supporting a 600J-54 joist, which is fastened to the wall stud over 'MAX (2) LAYER GWB'. Fastening a structural bearing connection over up to 1.25 inches of compressible gypsum wallboard prevents the connection from achieving its intended shear...

Why it matters: This violates the code requirement that forces and deformations must be consistent with the intended performance of the connection. Crushing of the GWB substrate will lead to excessive deformation, sagging of the shaft joist, and potential failure of the connection.

Suggested next step: Please revise Detail 1 to require the gypsum wallboard to be omitted or routed out at the connection point to allow direct steel-to-steel contact between the clip angle and the wall stud, or provide a properly designed solid steel standoff/shim.

RFI draft: Please revise Detail 1 to require the gypsum wallboard to be omitted or routed out at the connection point to allow direct steel-to-steel contact between the clip angle and the wall stud, or provide a properly designed solid steel standoff/shim.

Summary: Detail 7 explicitly instructs the contractor to drive screws through the deflection track into the header track and header studs. A deflection track is specifically designed to allow vertical slip to accommodate movement of the primary structure. Fastening it directly to the studs rigidly locks the joint, preventing any movement.

Why it matters: Locking a deflection track completely violates the intended serviceability function of the assembly. When the primary structure above deflects, it will transfer the axial load directly into the non-load-bearing framing, which will cause the studs to buckle and potentially result in a structural failure of the wall assembly.

Suggested next step: Confirm that the deflection track should remain unfastened from the header studs to allow for vertical movement. Revise the connection detail to use a proper slip joint that does not lock the deflection track to the framing below.

RFI draft: Confirm that the deflection track should remain unfastened from the header studs to allow for vertical movement. Revise the connection detail to use a proper slip joint that does not lock the deflection track to the framing below.

Summary: Detail 7 calls for 3-5/8 inch deep vertical studs (362S162-54) to be installed inside a 6 inch deep horizontal track (600T150-54), and requires them to be fastened with #10 screws on each track leg. The 2-3/8 inch difference in depth makes it physically impossible to securely fasten the track legs to the stud flanges without leaving a massive gap.

Why it matters: Attempting to construct this header assembly as drawn will either leave a permanent separation between the components (violating code requirements for screw installation) or require the contractor to severely bend and crush the track legs inward to reach the studs, damaging the structural integrity of the member. This physical impossibility...

Suggested next step: Provide correct member sizes for the header assembly in Detail 7. Clarify whether the internal studs should be upsized to 6 inches (600S) or if the bottom track should be downsized to 3-5/8 inches (362T) to allow for a proper flush connection.

RFI draft: Provide correct member sizes for the header assembly in Detail 7. Clarify whether the internal studs should be upsized to 6 inches (600S) or if the bottom track should be downsized to 3-5/8 inches (362T) to allow for a proper flush connection.

Summary: Detail 7 details a cold-formed steel track connected to the underside of an HSS (Hollow Structural Section) member using '(2) LVF @ 24' O.C.' (Low Velocity Fasteners). The drawing depicts the fastener heads originating from inside the closed HSS tube and penetrating downward into the track web. HSS members are closed steel tubes; it is...

Why it matters: Because the fasteners cannot be installed as detailed, the wall track cannot be properly anchored to the structural outrigger. This constructability failure means the assembly cannot achieve its required structural capacity to resist the specified lateral wind loads ('WL ≤ 140 plf (ASD)'), violating the strength design requirements of CBC 1604.2.

Suggested next step: Please revise the connection at the HSS in Detail 7 to use a constructable fastening method, such as welding the track to the bottom flange of the HSS or using structural clip angles fastened to the exterior face of the HSS tube.

RFI draft: Please revise the connection at the HSS in Detail 7 to use a constructable fastening method, such as welding the track to the bottom flange of the HSS or using structural clip angles fastened to the exterior face of the HSS tube.

Summary: The title block contains a visible watermark stating that the digital signature has been removed and the document is void. Without a valid signature, the drawing lacks the legally required approval of a registered design professional in responsible charge.

Why it matters: A void document cannot be reviewed, approved, or permitted for construction by the building official. The absence of a valid signature invalidates the design professional's responsibility for the accuracy and code-compliance of the framing layout.

Suggested next step: Request the registered design professional in responsible charge to digitally sign, seal, and re-issue the drawing to remove the 'VOID' watermark and establish legal validity.

RFI draft: Request the registered design professional in responsible charge to digitally sign, seal, and re-issue the drawing to remove the 'VOID' watermark and establish legal validity.

Summary: Detail 2 ('SECTION @ W EL_GRID A' - 34-35') specifies Low-Velocity Fasteners ('UNO: LVF @ 8\' O.C.') to anchor the base track of an exterior metal stud wall that is explicitly designed to resist ASCE 7 Zone 5 lateral wind loads. CBC 1901.3.1 strictly limits power-actuated fasteners in concrete to 'interior non-bearing non-shear wall partitions...

Why it matters: Because this wall is designed to resist Zone 5 lateral wind pressures, it is functioning as an exterior component and cladding (C&C) wall, not an interior non-bearing partition. Relying on powder-actuated fasteners for tension/shear anchorage of wind-resisting exterior walls violates the code and poses a severe risk of connection failure and...

Suggested next step: Please revise the track anchorage detail for this wind-resisting wall to utilize approved post-installed mechanical or adhesive concrete anchors (such as the KB-TZ anchors already noted for other conditions) instead of power-actuated fasteners (LVFs), ensuring compliance with CBC 1901.3.1.

RFI draft: Please revise the track anchorage detail for this wind-resisting wall to utilize approved post-installed mechanical or adhesive concrete anchors (such as the KB-TZ anchors already noted for other conditions) instead of power-actuated fasteners (LVFs), ensuring compliance with CBC 1901.3.1.