Plan Review: 189 Issues Found

Summary: 31 index entries | 28 perfect matches | 3 mismatched | 0 missing Mismatched (3): RF00-1A: Expected: EOC BUILDING - SPREAD FOOTING DETAILS A TO C (RF00-1A) | Actual: SPREAD FOOTING DETAILS A TO C (RF00-1A)(p6) RF00-2A: Expected: EOC BUILDING - GRADE BEAM DETAIL - A (BOTTOM BARS) AT GRID EF/E.3 - E.6 (RF00-2A) | Actual: GRADE BEAM DETAIL - A (BOTTOM BARS) AT GRID EF/E.3 - E.6 (...

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: 0 missing, 3 mismatched out of 31 sheets

Summary: Drawing Note 1 directs the delegated design of connections to withstand the seismic loads "AS SHOWN", and the schedule provides the "UNFACTORED (1.0E) SEISMIC FORCE E". However, ASCE 7-16 Section 12.10.3.4 requires connections to vertical elements to be designed for 1.5 times the diaphragm inertial forces. By limiting the delegated design strictly to the unamplified 1.0E loads shown without spe...

Why it matters: If the connections between the roof diaphragm and the precast wall panels are designed only for the unamplified 1.0E wall shear forces, they will be under-designed for the actual diaphragm inertial forces. This creates a severe weak link in the lateral force-resisting system.

Suggested next step: Please provide the amplified collector and shear transfer connection forces (1.5 times diaphragm inertial forces) required by ASCE 7-16 Section 12.10.3.4 for the delegated design of the precast panel connections.

RFI draft: Please provide the amplified collector and shear transfer connection forces (1.5 times diaphragm inertial forces) required by ASCE 7-16 Section 12.10.3.4 for the delegated design of the precast panel connections.

Summary: Detail 17 ('COLLECTOR AT STEPPED ROOF') shows a collector line stepping down in elevation at an 'HSS COL PER PLAN'. To transfer the axial collector forces between the lower and upper 'WF BEAM PER PLAN', the drawing provides a sloped 'CONTINUITY PL' connecting only their top flanges. Because the beams are vertically offset, transferring the horizontal axial force solely through the top flange cr...

Why it matters: If subjected to design seismic collector forces, the resulting unresisted moment will force the pinned shear tab connections to rotate and yield, potentially leading to connection failure or column damage. This severs the SLRS load path and could result in partial diaphragm detachment during an e...

Suggested next step: Please revise Detail 17 to provide a complete load path for the eccentric moment generated by the stepped collector force. This could include adding a bottom flange continuity plate, installing a diagonal kicker brace, or fully moment-connecting the beams to the column.

RFI draft: Please revise Detail 17 to provide a complete load path for the eccentric moment generated by the stepped collector force. This could include adding a bottom flange continuity plate, installing a diagonal kicker brace, or fully moment-connecting t...

Summary: Detail 8 ('HSS DIAPHRAGM TIE DETAIL') shows an 'HSS6x3x5/16 FLAT' tie terminating at the concrete wall ledger ('LEDGER PER PLAN') with a dimensioned '1" GAP' between the tie's cap plate and the ledger face. The detail provides no positive, mechanical, or welded connection to bridge this gap and attach the tie assembly to the wall or ledger.

Why it matters: A 1" gap with no specified connection completely severs the lateral load path, meaning out-of-plane seismic forces from the wall cannot be transferred into the diaphragm tie. This violates the continuous load path requirement of ASCE 7-16 Section 12.1.3 and the mandate for positive, mechanical, o...

Suggested next step: Please provide a revised detail for the HSS diaphragm tie termination at the concrete wall that includes a specified positive, mechanical, or welded connection to bridge the 1" gap and transfer anchorage forces from the ledger into the tie.

RFI draft: Please provide a revised detail for the HSS diaphragm tie termination at the concrete wall that includes a specified positive, mechanical, or welded connection to bridge the 1" gap and transfer anchorage forces from the ledger into the tie.

Summary: ASCE 7-16 Section 4.6.5 requires structural elements supporting lifeline anchorages to be designed for a 3,100 lb (3.1 kip) live load applied in every direction. The joist schedule specifies 'TIE-OFF ANCHOR LOAD' reactions of +/- 0.782 kips for Case 1 (distributed to 4 support points) and +/- 1.55 kips for Case 2 (distributed to 2 support points). These tabulated reactions correspond exactly to...

Why it matters: Under-designing the roof joists by neglecting the lifeline anchorage's overturning moment could lead to localized joist yielding or failure during a fall arrest event, severely compromising worker life safety and violating OSHA/ASCE fall protection loading requirements.

Suggested next step: Revise the joist schedule's 'TIE-OFF ANCHOR LOAD' reactions to include the additional vertical forces caused by the overturning moment when the required 3,100 lb fall arrest live load is applied horizontally to the tie-off davits.

RFI draft: Revise the joist schedule's 'TIE-OFF ANCHOR LOAD' reactions to include the additional vertical forces caused by the overturning moment when the required 3,100 lb fall arrest live load is applied horizontally to the tie-off davits.

Summary: The Deck Schedule requires deck connections parallel to the flutes to be spaced between 4 inches and 12 inches on center (e.g., 6" for D1 deck). However, Detail 6 specifies that for decks sloped parallel to a beam, only an intermittent 2-inch long hat plate spaced at a maximum of 5'-0" on center should be provided. This intermittent bearing material prevents the installation of the closely spac...

Why it matters: ASCE 7-16 Section 12.1.3 requires a continuous load path with adequate strength to transfer all forces to the seismic force-resisting system. Because the floor or roof diaphragm cannot be continuously fastened to the supporting beams due to the 5-foot gaps between hat plates, the diaphragm cannot...

Suggested next step: Please clarify how the required continuous deck edge connection spacing (e.g., 4" to 12" o.c.) parallel to the flutes can be achieved when hat plates are only provided at 5'-0" o.c. Consider revising Detail 6 to require a continuous hat plate or an alternative continuous beari...

RFI draft: Please clarify how the required continuous deck edge connection spacing (e.g., 4" to 12" o.c.) parallel to the flutes can be achieved when hat plates are only provided at 5'-0" o.c. Consider revising Detail 6 to require a continuous hat plate or a...

Summary: The ELEVATION detail for the OWSJ top chord tie plate specifies a maximum horizontal force of 'MAX Fph = 1000 KIP' and 'MAX Fpv = 1 KIP'. A design load of 1,000 kips (1,000,000 lbs) is physically impossible for the specified 'L2-1/2x2-1/2x1/4' angle and '(6) #12 SMS' fasteners.

Why it matters: This represents a gross detailing mistake (likely a typo intending 1000 lbs, 1000 plf, or 1.0 kip). If taken literally by a contractor or inspector, the connection fails capacity requirements by orders of magnitude, which will immediately halt fabrication and require a formal RFI to correct the d...

Suggested next step: The specified lateral force of 1000 KIP is physically impossible for the detailed L2-1/2x2-1/2x1/4 angle and #12 screw connection. Please confirm if the intended force is 1000 lbs (1.0 kip) or 1000 plf, and revise the detail accordingly.

RFI draft: The specified lateral force of 1000 KIP is physically impossible for the detailed L2-1/2x2-1/2x1/4 angle and #12 screw connection. Please confirm if the intended force is 1000 lbs (1.0 kip) or 1000 plf, and revise the detail accordingly.

Summary: Detail 12B 'HSS ECCENTRIC TO WALL' explicitly shows an '8" PRECAST CONC. WALL' with an embed plate requiring '(6) 3/4" x 20" HEADED STUDS BEYOND' (also referenced in Detail 8A as 20" embed Nelson weld studs). A 20-inch long headed stud cannot be embedded perpendicular to the face of an 8-inch thick precast panel.

Why it matters: This is a critical geometric impossibility. Attempting to cast this plate into the 8-inch precast panel would result in the studs protruding 12 inches out the back face. This error will stop shop drawing production for the precast panels until the embed length is reduced or a pilaster is added.

Suggested next step: Details 8A, 8C, and 12B call for 20-inch long embed studs to be cast into an 8-inch thick precast concrete wall. Please revise the stud length to fit within the 8-inch panel thickness with the required clear cover, or clarify if a thickened pilaster is intended at these eccent...

RFI draft: Details 8A, 8C, and 12B call for 20-inch long embed studs to be cast into an 8-inch thick precast concrete wall. Please revise the stud length to fit within the 8-inch panel thickness with the required clear cover, or clarify if a thickened pilast...

Summary: Detail 14 'HSS BEAM-HSS COLUMN MOMENT FRAME CONN' calls for a '3/4" CONTINUITY PL., TYP' to be located inside the 'HSS POST PER PLAN'. The welding symbol specifies a field Complete Joint Penetration (CJP) weld all-around at the internal intersection. It is physically impossible to access the interior of an intact, closed HSS tube in the field to perform a continuous CJP weld.

Why it matters: Because the weld is physically inaccessible, the moment frame connection cannot be erected as drawn. The contractor will be forced to submit an RFI to request a constructible alternative, causing schedule delays during steel fabrication and erection.

Suggested next step: Detail 14 shows a field CJP weld all-around for an internal continuity plate inside a closed HSS post, which is inaccessible. Please provide a constructible detail for the continuity plate, such as slotting the HSS walls and welding from the outside, or utilizing external stif...

RFI draft: Detail 14 shows a field CJP weld all-around for an internal continuity plate inside a closed HSS post, which is inaccessible. Please provide a constructible detail for the continuity plate, such as slotting the HSS walls and welding from the outsi...

Summary: WAREHOUSE MECHANICAL EQUIPMENT PLAN NOTES, Note 3 instructs the General Contractor to coordinate the location of beams, concrete pads, and dowels under mechanical equipment prior to installation. However, CBC Section 1603.1 requires the construction documents to explicitly show the size, section, and relative locations of structural members. Furthermore, CBC Section 1901.5 requires construction...

Why it matters: Failing to explicitly detail the structural framing and concrete dowel locations on the approved plans leaves critical structural design decisions to field personnel. This can lead to inadequate support for heavy rooftop units, potential structural failure, and significant delays when the buildin...

Suggested next step: Please revise the roof framing plan to explicitly show the size, section, and dimensioned locations of all structural beams, concrete pads, and dowels required under the mechanical equipment, rather than delegating this coordination to the General Contractor.

RFI draft: Please revise the roof framing plan to explicitly show the size, section, and dimensioned locations of all structural beams, concrete pads, and dowels required under the mechanical equipment, rather than delegating this coordination to the General...

Summary: Detail 11 (Electrical Cabinet Footing - Back-to-Back) shows a footing that is 3'-0" deep (two 1'-6" vertical dimensions). It supports two back-to-back cabinets, each defined as 18" max depth, totaling 36" (3'-0") in depth. This means the outer edges of the cabinets align exactly with the outer edges of the concrete footing. The plan specifies a "1" MIN TYP" dimension from the cabinet edge to th...

Why it matters: Drilling and torquing 1/2" expansion anchors only 1" from the edge of the concrete footing will cause severe concrete breakout and spalling during installation, failing the connection. The 2" spacing between the inner bolts also violates ACI 318 minimum spacing requirements, leading to overlappin...

Suggested next step: Please revise Detail 11 to increase the overall depth of the footing (e.g., to 4'-0") to provide adequate edge distance (minimum 3" or per ESR-4266) for the 1/2" Kwik Bolts. Additionally, please increase the spacing between the inner rows of bolts to at least 3" to comply with...

RFI draft: Please revise Detail 11 to increase the overall depth of the footing (e.g., to 4'-0") to provide adequate edge distance (minimum 3" or per ESR-4266) for the 1/2" Kwik Bolts. Additionally, please increase the spacing between the inner rows of bolts...

Summary: Detail 13 (Moment Frame WF Beam to HSS Column Connection) directs the use of 'BOLTS, SHEAR PL., & WELDS PER 1/S-701'. Detail 1/S-701 explicitly states 'NOTES: ALL BOLTS SHALL BE A325N UON.', which specifies standard bearing-type bolts with threads included in the shear plane. However, CBC Section 2205.2.1.2 requires structural steel seismic force-resisting systems to be designed and detailed in...

Why it matters: Using bearing-type A325N bolts for the shear plates in a moment frame allows the joint to slip under severe seismic lateral loads. This slippage can cause severe shock impacts, unpredictable stiffness degradation, and potential failure of the connection, violating the fundamental ductility and lo...

Suggested next step: Please revise Detail 1/S-701 or add a specific override note to Detail 13 to require fully pre-tensioned, slip-critical bolts (e.g., A325-SC or A490-SC) with appropriate faying surface preparation for all bolted connections within the seismic force-resisting system.

RFI draft: Please revise Detail 1/S-701 or add a specific override note to Detail 13 to require fully pre-tensioned, slip-critical bolts (e.g., A325-SC or A490-SC) with appropriate faying surface preparation for all bolted connections within the seismic forc...

Summary: Details for the eccentric HSS to wall connections specify "(6) 3/4" x 20"" or "(6) 3/4" DIA. x 20"" headed weld studs to be anchored into an "8" PRECAST" concrete wall. Providing a 20-inch embedment depth within an 8-inch thick wall is geometrically impossible.

Why it matters: As detailed, the headed studs would protrude 12 inches completely out of the opposite side of the precast wall. This fails to provide the required concrete cover and contradicts ACI 318 design requirements referenced by CBC Section 1901.2. The detail is unbuildable and requires immediate revision...

Suggested next step: Revise the eccentric HSS to wall connection details. Provide the correct, shorter headed stud length (similar to the 6-inch studs used in the centered wall details) that fits within the 8-inch precast concrete wall while satisfying the required structural capacities.

RFI draft: Revise the eccentric HSS to wall connection details. Provide the correct, shorter headed stud length (similar to the 6-inch studs used in the centered wall details) that fits within the 8-inch precast concrete wall while satisfying the required st...

Summary: Detail 6 specifies an embed plate to be cast into an 8-inch thick precast concrete wall, but calls for headed studs with a 16-inch embedment depth. This creates a physical geometric impossibility, as the headed studs are twice as long as the thickness of the wall they are supposed to be embedded into.

Why it matters: If not corrected, the embed plates will be fabricated with 16-inch studs that cannot be installed into the 8-inch precast panels. This will cause direct delays during fabrication and panel casting, requiring immediate RFIs and re-ordering of materials. It violates the building code requirement th...

Suggested next step: Detail 6/S-707 specifies an 8-inch precast wall but calls for headed studs with a 16-inch embedment. Please clarify the correct precast wall thickness or provide the revised headed stud embedment depth (e.g., 4-inch or 6-inch) to ensure geometric compatibility.

RFI draft: Detail 6/S-707 specifies an 8-inch precast wall but calls for headed studs with a 16-inch embedment. Please clarify the correct precast wall thickness or provide the revised headed stud embedment depth (e.g., 4-inch or 6-inch) to ensure geometric ...

Summary: Detail 20 specifies attaching outriggers for a 7,500 lb media wall to the structure using '(4) #12 SMS THROUGH 2 LAYERS OF GYP MAX'. Fastening structural components that transfer seismic or gravity forces through up to 1-1/4 inches of non-structural gypsum creates an unbraced cantilever on the fasteners. The sheet metal screws will be subjected to severe bending stresses they cannot resist, vio...

Why it matters: During a seismic event, the unsupported gap will cause the screws to yield and fail in bending, destroying the structural load path. This will cause the outriggers to detach from the structure, resulting in a severe collapse hazard for the massive 7,500 lb media wall.

Suggested next step: Revise the outrigger connection detail to eliminate the gypsum board gap at the attachment points (e.g., using solid blocking or direct steel-to-steel contact) so the fasteners are in direct shear, or engineer a connection specifically designed to span the gap.

RFI draft: Revise the outrigger connection detail to eliminate the gypsum board gap at the attachment points (e.g., using solid blocking or direct steel-to-steel contact) so the fasteners are in direct shear, or engineer a connection specifically designed to...