Plan Review: 184 Issues Found

Summary: 82 index entries | 76 perfect matches | 3 mismatched | 3 missing Mismatched (3): SN1.3: Expected: GENERAL STRUCTURAL NOTES (CONT'D.) (SN1.3) | Actual: GENERAL STRUCTURAL NOTES (CONT'D.) (SN1.2)(p2) YLMC1: Expected: YIELD LINK MOMENT CONNECTION DETAILING INFORMATION (YLMC1) | Actual: YIELD-LINK MOMENT CONNECTION STEEL SPECIAL MOMENT FRAME CONNECTION DETAILING INFORMATION (YLMC...

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: 3 missing, 3 mismatched out of 82 sheets

Summary: Drawing Keynote 42 specifies a "W12x16 HOIST BEAM (7000 LB MAX LOAD)". Under ASCE 7-16 Section 4.6.4, structural elements supporting hoists must be designed for a live load of at least 2.5 times the rated load of the hoist or the stall load, whichever is larger. Stating a generic "7000 LB MAX LOAD" does not define if this is the rated load (which would require a 17,500 lb design load) or the fi...

Why it matters: If the installed hoist has a 7000 lb rated capacity, the beam will be severely under-designed because it lacks the 2.5x dynamic multiplier, creating a major safety and failure risk during hoist operation. Clarification is required to ensure the W12x16 beam is designed for 2.5 times the actual hoi...

Suggested next step: Please clarify if the "7000 LB MAX LOAD" specified for the W12x16 Hoist Beam in Keynote 42 represents the hoist's rated capacity or the final factored design load. If it is the rated capacity, please verify the W12x16 beam design accounts for the 2.5x multiplier or the hoist s...

RFI draft: Please clarify if the "7000 LB MAX LOAD" specified for the W12x16 Hoist Beam in Keynote 42 represents the hoist's rated capacity or the final factored design load. If it is the rated capacity, please verify the W12x16 beam design accounts for the ...

Summary: Framing plan keynote 42 identifies a "W12x16 HOIST BEAM" with a "(7000 LB MAX LOAD)". However, ASCE 7-16 Section 4.9.1 requires that design loads for runway beams of monorail cranes include the maximum wheel loads. Providing only a single total maximum load fails to account for the specific wheel load distribution required for design.

Why it matters: Without the maximum wheel loads, the fabricator or engineer cannot verify the local flange bending stresses under the trolley wheels. A W12x16 section has a very thin bottom flange, making it highly susceptible to local yielding or failure if subjected to a concentrated 7,000 lb hoist load withou...

Suggested next step: Please provide the maximum wheel loads and wheel spacing for the 7000 lb hoist to comply with ASCE 7-16 Section 4.9.1. Additionally, verify if the W12x16 bottom flange has adequate local bending capacity for these specific wheel loads.

RFI draft: Please provide the maximum wheel loads and wheel spacing for the 7000 lb hoist to comply with ASCE 7-16 Section 4.9.1. Additionally, verify if the W12x16 bottom flange has adequate local bending capacity for these specific wheel loads.

Summary: Keynote 42 specifies a 'W12x16 HOIST BEAM' with a '7000 LB MAX LOAD'. According to ASCE 7 Section 4.6.4, structural elements supporting building maintenance hoists must be designed for a live load of 2.5 times the rated load of the hoist. The specification of a 7,000 lb max load does not account for this mandatory 2.5x multiplier. If 7,000 lbs is intended as the rated capacity of the hoist, the...

Why it matters: If a hoist with a 7,000 lb rated capacity is installed based on this keynote, the W12x16 beam will be dangerously under-designed for the code-required 17,500 lb design live load, leading to a high risk of structural failure and fatal accidents during maintenance operations. Alternatively, if the ...

Suggested next step: Clarify whether the '7000 LB MAX LOAD' refers to the hoist's rated capacity or the beam's maximum structural design load. Update the keynote to clearly state the maximum allowable hoist rated capacity and confirm the W12x16 beam has been appropriately sized using the 2.5x live...

RFI draft: Clarify whether the '7000 LB MAX LOAD' refers to the hoist's rated capacity or the beam's maximum structural design load. Update the keynote to clearly state the maximum allowable hoist rated capacity and confirm the W12x16 beam has been appropria...

Summary: Keynote 53 specifies a "W12x16 LIFE LINE BEAM". ASCE 7-16 Section 4.6.5 requires lifeline anchorages and their supporting structural elements to be designed for a 3,100 lb live load "in every direction that a fall arrest load may be applied". A W12x16 is a wide-flange I-beam, which has very low weak-axis bending and torsional capacity. Without explicit detailing for continuous lateral/torsional...

Why it matters: During a fall arrest event, if the 3,100 lb load is applied horizontally (perpendicular to the beam's web), the W12x16 beam could easily twist or buckle laterally due to its insufficient minor-axis stiffness. A structural failure of the lifeline beam during a fall event would result in catastroph...

Suggested next step: Please verify that the W12x16 lifeline beam has adequate weak-axis bending and torsional capacity to safely support the 3,100 lb multidirectional live load required by ASCE 7-16 Section 4.6.5. Consider replacing the W-shape with a closed section (such as an HSS tube) that prov...

RFI draft: Please verify that the W12x16 lifeline beam has adequate weak-axis bending and torsional capacity to safely support the 3,100 lb multidirectional live load required by ASCE 7-16 Section 4.6.5. Consider replacing the W-shape with a closed section (...

Summary: Keynote 42 designates a 'W12x16 HOIST BEAM (7000 LB MAX LOAD)'. ASCE 7-16 Section 4.6.4 requires that structural elements supporting hoists be designed for a live load of 2.5 times the rated load of the hoist (or the stall load, whichever is larger). The notation '7000 LB MAX LOAD' is ambiguous; it does not explicitly state whether 7,000 lbs is the hoist's rated capacity (which would require a ...

Why it matters: If a hoist with a 7,000 lb rated capacity is installed based on the 'MAX LOAD' label, the structural beam will be under-designed by a factor of 2.5. This presents a severe life-safety risk and could result in a catastrophic structural failure during hoisting operations. The design load and hoist ...

Suggested next step: Clarify if the '7000 LB MAX LOAD' specified in Keynote 42 refers to the rated capacity of the hoist or the final factored design load. Update the drawing to explicitly state the maximum rated hoist capacity and confirm the beam is structurally designed for 2.5 times this rated...

RFI draft: Clarify if the '7000 LB MAX LOAD' specified in Keynote 42 refers to the rated capacity of the hoist or the final factored design load. Update the drawing to explicitly state the maximum rated hoist capacity and confirm the beam is structurally des...

Summary: Keynote 53 specifies a 'W12x16 LIFE LINE BEAM', which is shown spanning between structural shear walls above UNIT S1. ASCE 7-16 Section 4.6.5 requires lifeline anchorages and their supporting structural elements to be designed for a live load of 3,100 lb in every direction. The specified W12x16 wide-flange beam has negligible weak-axis bending capacity and is structurally inadequate to resist a...

Why it matters: Fall arrest systems can generate severe multi-directional loads, including lateral (out-of-plane) forces. Using an unbraced wide-flange beam for a lifeline anchorage will result in weak-axis flexural yielding or lateral-torsional failure during a fall event, violating code safety requirements and...

Suggested next step: Verify the weak-axis flexural and torsional capacity of the W12x16 lifeline beam against the 3,100 lb multi-directional live load required by ASCE 7-16 Section 4.6.5. Revise the structural member to a closed shape (e.g., HSS) with sufficient multi-axis capacity, or provide exp...

RFI draft: Verify the weak-axis flexural and torsional capacity of the W12x16 lifeline beam against the 3,100 lb multi-directional live load required by ASCE 7-16 Section 4.6.5. Revise the structural member to a closed shape (e.g., HSS) with sufficient multi...

Summary: Framing Plan Keynote 42 specifies a "W12x16 HOIST BEAM (7000 LB MAX LOAD)". However, ASCE 7-16 Section 4.6.4 mandates that structural elements supporting hoists for facade and building maintenance must be designed for a live load equal to 2.5 times the rated load (or stall load) of the hoist. Explicitly capping the structural beam's load capacity at "7000 LB MAX LOAD" either fails to apply the ...

Why it matters: If the 2.5 impact multiplier was omitted during the beam's structural design, the W12x16 beam and its connections could be severely overstressed under dynamic loading during hoist operation, creating a catastrophic safety hazard and extreme liability. This will cause failed structural reviews, RF...

Suggested next step: Clarify if the "7000 LB MAX LOAD" called out in Note 42 refers to the rated capacity of the hoist equipment or the factored structural design live load of the beam. If 7,000 lbs is the equipment's rated capacity, verify that the W12x16 beam and its connections have been engine...

RFI draft: Clarify if the "7000 LB MAX LOAD" called out in Note 42 refers to the rated capacity of the hoist equipment or the factored structural design live load of the beam. If 7,000 lbs is the equipment's rated capacity, verify that the W12x16 beam and it...

Summary: Keynotes 4 and 22 explicitly detail glulam beams to be pocketed into walls ('POCKET BEAM IN WALL'). Keynote 22 specifically highlights that a structural cap (ECCQ5-6SDS2.5) is only provided 'AT OTHER END', confirming the pocketed end is constructed as a simple bearing pocket without mechanical ties. This violates the code requirement that every beam must be provided with a positive connection t...

Why it matters: ASCE 7-16 Section 12.1.4 mandates that a positive connection with a minimum design strength of 5% of the dead plus live load reaction be provided for each beam or girder. Friction or simple bearing in a wall pocket does not qualify as a positive connection. Without this tie, the glulam beams coul...

Suggested next step: Please provide a connection detail or specify hardware (e.g., embedded strap anchors or anchor bolts with bearing plates) at the pocketed ends of the glulam beams in Keynotes 4 and 22 to establish a positive connection for horizontal forces, per ASCE 7 Section 12.1.4.

RFI draft: Please provide a connection detail or specify hardware (e.g., embedded strap anchors or anchor bolts with bearing plates) at the pocketed ends of the glulam beams in Keynotes 4 and 22 to establish a positive connection for horizontal forces, per A...

Summary: Keynote 42 specifies a "W12x16 HOIST BEAM (7000 LB MAX LOAD)". ASCE 7-16 Section 4.6.4 requires structural elements supporting hoists to be designed for a live load of 2.5 times the rated load of the hoist. If 7,000 lbs is the intended rated hoist load, the beam must support a 17,500 lb live load. A W12x16 beam lacks the flexural capacity to safely support 17,500 lbs over typical spans or canti...

Why it matters: If a contractor mistakenly installs a hoist with a 7,000 lb rated load based on this keynote, the W12x16 beam will be severely overloaded (by a factor of 2.5). This poses a critical safety hazard and could result in a catastrophic flexural failure and fatal fall during facade maintenance.

Suggested next step: Clarify if the "7000 LB MAX LOAD" indicated in Keynote 42 is the rated load of the hoist or the final factored design load of the beam. If a 7,000 lb hoist is intended, upsize the W12x16 beam to safely support the 17,500 lb load required by ASCE 7-16 Section 4.6.4. If the W12x...

RFI draft: Clarify if the "7000 LB MAX LOAD" indicated in Keynote 42 is the rated load of the hoist or the final factored design load of the beam. If a 7,000 lb hoist is intended, upsize the W12x16 beam to safely support the 17,500 lb load required by ASCE 7...

Summary: Keynotes 12 and 16 specify a single 'WORKING STRESS LEVEL' axial force (4500# and 2400#) for the truss top chord, encompassing both wind and seismic forces. Because these truss top chords act as seismic collector elements (drag struts), ASCE 7-16 Section 12.10.2.1 requires them and their connections to be designed using load combinations that include the seismic overstrength factor (Ω0). Groupi...

Why it matters: If the truss manufacturer designs the delegated collector elements and internal splices using standard working stress (ASD) load combinations without applying the required overstrength factor, the collector will be severely under-designed for major seismic events. This creates a critical weak poi...

Suggested next step: Clarify the seismic collector forces for the truss top chords in Keynotes 12 and 16. Please confirm if the specified forces already incorporate the overstrength factor (Ω0) per ASCE 7-16 Section 12.10.2.1, or provide separate amplified seismic design forces to ensure the truss...

RFI draft: Clarify the seismic collector forces for the truss top chords in Keynotes 12 and 16. Please confirm if the specified forces already incorporate the overstrength factor (Ω0) per ASCE 7-16 Section 12.10.2.1, or provide separate amplified seismic des...

Summary: Keynote 42 specifies a 'W12x16 HOIST BEAM (7000 LB MAX LOAD)'. Per ASCE 7-16 Section 4.6.4, structural elements supporting hoists for building maintenance must be designed for a live load of 2.5 times the rated load of the hoist. Stating the beam has a '7000 LB MAX LOAD' presents a conflict: if 7,000 lbs is the hoist's rated capacity, the beam must be designed for 17,500 lbs (2.5 x 7,000 lbs). ...

Why it matters: If the beam is designed for only a 7,000 lb maximum load while supporting a 7,000 lb rated hoist, it will be severely under-designed, creating a significant structural failure and life-safety risk during hoisting operations. The design load must explicitly reflect the 2.5x amplification factor re...

Suggested next step: Please clarify if the '7000 LB MAX LOAD' listed for the W12x16 hoist beam is the hoist's rated capacity or the fully factored design live load. If 7,000 lbs is the rated capacity, please confirm the beam is designed for the 17,500 lbs live load required by ASCE 7-16 Section 4....

RFI draft: Please clarify if the '7000 LB MAX LOAD' listed for the W12x16 hoist beam is the hoist's rated capacity or the fully factored design live load. If 7,000 lbs is the rated capacity, please confirm the beam is designed for the 17,500 lbs live load re...

Summary: Detail 114 ('STEEL COLUMN AT CAISSON') depicts an individual caisson without any foundation ties (e.g., grade beams) connecting it to the rest of the foundation system. Furthermore, Note 2 explicitly designates the adjacent slab as 'FLATWORK BY OTHERS', indicating it is not a structurally engineered element. This directly conflicts with ASCE 7 Section 12.13.8.2, which strictly requires all indi...

Why it matters: For structures assigned to Seismic Design Categories C through F, foundation ties are a mandatory requirement to maintain a continuous load path and ensure that individual deep foundation elements do not undergo differential lateral displacement during a seismic event. Relying on non-structural '...

Suggested next step: Confirm the Seismic Design Category and geotechnical site conditions. If the project is in SDC C or higher and is not founded on exempt competent rock, please provide revised foundation details showing code-compliant structural ties (such as reinforced grade beams) interconnec...

RFI draft: Confirm the Seismic Design Category and geotechnical site conditions. If the project is in SDC C or higher and is not founded on exempt competent rock, please provide revised foundation details showing code-compliant structural ties (such as reinf...

Summary: Keynotes 11 and 12 require placing '(2) CONT. CS14' straps and '(2) ROWS OF B.F. [Boundary Fastening] ALONG TRUSS' on a truss top chord. A standard truss top chord is a nominal 2x member, which provides only 1.5 inches of width. A single CS14 strap is 1-3/8 inches wide. It is physically impossible to place two CS14 straps side-by-side or two staggered rows of boundary nails on a 1.5-inch surfac...

Why it matters: Installing this detail will split the truss top chord and prevent the straps from being properly nailed (14-gauge straps cannot be nailed through each other). This destroys the structural capacity of the connection, violating IBC Section 1604.2 which requires parts to safely support factored load...

Suggested next step: Please clarify if the truss top chords receiving these straps and boundary fastening should be designed and manufactured as nominal 3x or 4x members (or 2-ply 2x) to provide adequate width for the (2) CS14 straps and nail spacing.

RFI draft: Please clarify if the truss top chords receiving these straps and boundary fastening should be designed and manufactured as nominal 3x or 4x members (or 2-ply 2x) to provide adequate width for the (2) CS14 straps and nail spacing.

Summary: Detail S (Note 1) provides an alternate instructing the contractor to replace panel blocking with a continuous 2x ribbon that is "LET INTO NOTCH IN END OF TRUSSES". According to IBC Section 2303.4.5, prefabricated truss members cannot be cut or notched in any way without the specific written concurrence and approval of a registered design professional, which requires verification that the truss...

Why it matters: The end (heel) of a roof truss at its bearing point experiences the maximum shear forces. Field-notching this critical area without specific engineered design and approval from the truss manufacturer significantly reduces the truss's structural bearing capacity. Executing this generic alternate w...

Suggested next step: Please revise Detail S to remove the alternate allowing for the field-notching of truss ends. Alternatively, clearly specify on the drawings that any such notching must be explicitly engineered, verified, and approved by the truss manufacturer's registered design professional ...

RFI draft: Please revise Detail S to remove the alternate allowing for the field-notching of truss ends. Alternatively, clearly specify on the drawings that any such notching must be explicitly engineered, verified, and approved by the truss manufacturer's r...