Plan Review: 205 Issues Found

Summary: 80 index entries | 79 perfect matches | 1 mismatched | 0 missing Mismatched (1): S6.06: Expected: TIMBER. SECTIONS AND DETAILS (S6.06) | Actual: TIMBER. SECTIONS AND DETAILS (S6.03)(p70)

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, 1 mismatched out of 80 sheets

Summary: The details for 'EMBEDMENT PLATES FOR SHEARWALL HOLD DOWNS' (Detail 2) indicate a total assembly height of 9 inches (3/4" top plate + 8" DBA studs + 1/4" bottom plates). The details explicitly align the bottom of the 1/4" base plates with the 'BOTTOM OF ELEVATED PT-SLAB' line, alongside a dimension of '9" MIN.' for the slab thickness. This configuration provides zero inches of concrete cover ov...

Why it matters: Providing zero concrete cover for major shear wall hold-down embedments exposes the steel to fire and corrosive environments. This violates ACI 318-14 Section 20.7.1, which mandates that embedments shall not reduce fire protection, and Section 20.6.1.1 regarding minimum specified concrete cover. ...

Suggested next step: Revise the embedment plate side view details to specify an adequate minimum concrete clear cover below the bottom plates to satisfy fire protection and durability requirements. Clarify the required total PT-slab thickness at these embedment locations to accommodate both the 9"...

RFI draft: Revise the embedment plate side view details to specify an adequate minimum concrete clear cover below the bottom plates to satisfy fire protection and durability requirements. Clarify the required total PT-slab thickness at these embedment locati...

Summary: Detail 8 (EXTERIOR SHEAR WALL SECTION) shows '#4 TIES @ 24" O.C.' enclosing only the bottom '10 #5 CONT.' longitudinal bars within the '2'-10" MIN.' deep foundation. The ties are detailed as a small rectangular box solely around the bottom layer of reinforcement and do not extend vertically through the depth of the foundation. ACI 318-14 Section 25.7.1.1 requires that 'Stirrups shall extend as ...

Why it matters: Transverse reinforcement (stirrups/ties) must engage the full effective depth of a flexural member to effectively intersect diagonal shear cracks and provide the required shear capacity. In a shear wall foundation acting as a grade beam, inadequate shear reinforcement depth could lead to prematur...

Suggested next step: Please revise Detail 8/S2.01 to show the #4 ties extending through the full depth of the foundation to as close to the top surface as cover requirements permit, ensuring they are properly anchored at both ends per ACI 318-14 Section 25.7.1.1. Provide top longitudinal reinforce...

RFI draft: Please revise Detail 8/S2.01 to show the #4 ties extending through the full depth of the foundation to as close to the top surface as cover requirements permit, ensuring they are properly anchored at both ends per ACI 318-14 Section 25.7.1.1. Prov...

Summary: Detail 3 for the 'TYPICAL COSTRUCTION JOINT AT WALL' incorrectly specifies to 'ALLOW 50% OF REINFORCING TO PASS THROUGH' for the horizontal reinforcement at the exposed face. Unlike a control joint (which is designed to induce cracking by weakening the section), a construction joint must maintain full structural capacity and monolithic continuity. By discontinuing 50% of the horizontal bars, th...

Why it matters: If only 50% of the horizontal reinforcement is continuous across a construction joint, the shear and out-of-plane flexural strength of the wall at that location is significantly compromised. This creates an unintended weak plane that could lead to premature cracking, yielding, or catastrophic she...

Suggested next step: Detail 3/S3.00 for the typical construction joint at the wall indicates to allow only 50% of horizontal reinforcement to pass through. This detailing is typical for a control joint (to induce cracking) but compromises the structural integrity of a construction joint. Please co...

RFI draft: Detail 3/S3.00 for the typical construction joint at the wall indicates to allow only 50% of horizontal reinforcement to pass through. This detailing is typical for a control joint (to induce cracking) but compromises the structural integrity of a...

Summary: Detail 4 "SECTION THRU COLUMN" contains a note for the top of the column stating "LENTON TERMINATOR OR EQUIVALENT. NOTE: ALTERNATIVELY, COLUMN REBARS CAN BE DEVELOPED W/ STANDARD 90 DEGREE HOOK". However, column vertical reinforcement primarily carries compressive loads, and ACI 318-14 Section 25.4.1.2 explicitly mandates that "Hooks and heads shall not be used to develop bars in compression." ...

Why it matters: Hooks and heads are structurally ineffective at transferring compressive forces into the surrounding concrete. If the design relies on them for compression development because the straight embedment length within the slab is insufficient, it could result in local concrete crushing and failure of ...

Suggested next step: Please clarify if the column vertical reinforcement at the flat slab connection is only required to be developed for tension. If compression development is required, revise the detail to provide the necessary straight embedment length, as standard hooks and headed reinforcemen...

RFI draft: Please clarify if the column vertical reinforcement at the flat slab connection is only required to be developed for tension. If compression development is required, revise the detail to provide the necessary straight embedment length, as standard...

Summary: In the crane leaveout detail (Detail 10), the specified top and bottom reinforcement length inside the leaveout is shorter than the maximum width of the gap. Detail 10 specifies a '12' - 0" MAXIMUM' leaveout with '#5x8'-0" @ 12"' bars for Pour 3. The drawings also require a 'CLASS B LAP' at these locations. Because the specified bar length (8'-0") is shorter than the leaveout gap (12'-0"), it i...

Why it matters: If fabricated as detailed, the 8'-0" reinforcement will not reach across the 12'-0" crane leaveout to lap with adjacent bars from Pour 1 and Pour 2, making it impossible to satisfy the code-mandated lap splice length requirements. This will result in a discontinuous load path, necessitating re-fa...

Suggested next step: The reinforcement lengths specified in Detail 10 for Pour 3 (#5 at 8'-0" long) are insufficient to span the 12'-0" crane leaveout and provide the required Class B lap splices. Please provide revised bar lengths that account for the leaveout width plus the required lap splice l...

RFI draft: The reinforcement lengths specified in Detail 10 for Pour 3 (#5 at 8'-0" long) are insufficient to span the 12'-0" crane leaveout and provide the required Class B lap splices. Please provide revised bar lengths that account for the leaveout width ...

Summary: The slab-to-wall connection details show the primary vertical wall reinforcement and its lap splices encased in 3" diameter PVC pipes (e.g., "ALL CMU WALL VERT. IN 3\" DIA. PVC PIPE" and "#8 @ 24\" o.c. IN 3\"ø PVC PIPE"). While this PVC sleeve is intended to create a temporary slip joint during post-tensioning stressing before grouting, the smooth PVC plastic acts as a permanent bond-breaker b...

Why it matters: This is a critical structural defect. Without bond to the surrounding wall material, the vertical reinforcement cannot transfer tension or moment forces. Elevator shafts and exterior walls will lack the necessary flexural capacity to resist lateral loads (wind/seismic), potentially leading to cat...

Suggested next step: Clarify the slip joint detailing. Encasing the entire vertical wall reinforcement lap splice in a 3" PVC pipe breaks the bond with the structural wall, preventing development. To allow PT movement while maintaining structural integrity, the PVC sleeve should be limited only to...

RFI draft: Clarify the slip joint detailing. Encasing the entire vertical wall reinforcement lap splice in a 3" PVC pipe breaks the bond with the structural wall, preventing development. To allow PT movement while maintaining structural integrity, the PVC sl...

Summary: The elevation details for the corner and exterior columns (Detail 1) depict slab-column joints located at the edge or corner of the slab. Because these joints are not laterally supported on four sides by the slab, they are not considered restrained under Code Section 15.2.5. Unrestrained slab-column joints do not qualify for the transverse reinforcement exemption in Code Section 15.4.1. Therefo...

Why it matters: Omitting transverse reinforcement in unrestrained slab-column joints severely compromises the joint's shear capacity and ductility. This defect can lead to brittle punching shear failures or the buckling of longitudinal column reinforcement under vertical overload or lateral forces, posing a sign...

Suggested next step: Please revise the exterior and corner column elevation details (Detail 1) to explicitly include and specify the required area and spacing of transverse reinforcement (ties/hoops) within the slab-column joint, in accordance with ACI 318 Section 15.4.2.

RFI draft: Please revise the exterior and corner column elevation details (Detail 1) to explicitly include and specify the required area and spacing of transverse reinforcement (ties/hoops) within the slab-column joint, in accordance with ACI 318 Section 15....

Summary: The "DESIGNED SEISMIC RESISTANCE SYSTEMS" schedule indicates a vertical combination of systems using a Two-Stage Analysis Procedure. The upper "SOUTH PART ABOVE CONCRETE PODIUM" has a response modification factor (R) of 6.5 and a base shear of 226.6 kips. The lower "CONCRETE PART OF BUILDING" (Elevated Concrete Slab/Shear Walls) has an R of 4.0 and its own base shear of 338.9 kips. The "TOTAL B...

Why it matters: Failing to apply the required R-value amplification ratio to the transferred forces will result in the concrete podium's seismic force-resisting system being under-designed by approximately 20%. This is a severe structural safety risk that will fail permit review and could lead to structural fail...

Suggested next step: Please revise the "TOTAL BASE SHEAR FOR CONCRETE PODIUM AREA" calculation to comply with the vertical combination requirements of ASCE 7-16 Section 12.2.3.1. The reaction from the upper wood structure (R=6.5) must be amplified by the ratio of R_upper / R_lower (6.5 / 4.0 = 1.6...

RFI draft: Please revise the "TOTAL BASE SHEAR FOR CONCRETE PODIUM AREA" calculation to comply with the vertical combination requirements of ASCE 7-16 Section 12.2.3.1. The reaction from the upper wood structure (R=6.5) must be amplified by the ratio of R_up...

Summary: The drawing lists a single MWFRS Windward Wall design pressure of +16.56 psf. However, ASCE 7-16 Table 26.13-1 Note 3 requires evaluating two internal pressure cases (using GCpi = +0.18 and -0.18) to determine the critical governing load. For a windward wall subject to positive (inward) external pressure, combining it with a negative internal pressure (GCpi = -0.18) yields the maximum critical ...

Why it matters: Failing to evaluate the critical negative internal pressure case results in an under-design of the Main Wind Force Resisting System's windward walls by approximately 28-30%. This is a severe code violation that can lead to inadequate lateral resistance or structural framing failure during design ...

Suggested next step: Please revise the MWFRS Windward Wall design wind pressures by evaluating both internal pressure cases (GCpi = +0.18 and -0.18) in accordance with ASCE 7-16 Table 26.13-1 Note 3. Provide the corrected maximum critical positive pressure for the windward wall, ensuring the gust-...

RFI draft: Please revise the MWFRS Windward Wall design wind pressures by evaluating both internal pressure cases (GCpi = +0.18 and -0.18) in accordance with ASCE 7-16 Table 26.13-1 Note 3. Provide the corrected maximum critical positive pressure for the win...

Summary: The "ROOF WIND PRESSURES, PSF" schedule lists the ultimate wind pressure for "OVERHANG 2" (<10 FT²) as -45.04 psf, which is identical to the "NEGATIVE 2" roof pressure (-45.04 psf). This indicates the overhang design incorrectly omits the upward wind pressure acting on the underside of the overhang (which equals the adjacent wall pressure), directly violating ASCE 7-16 Section 30.9. The code re...

Why it matters: Omitting the underside wall pressure contribution significantly underestimates the total upward wind uplift on the roof overhangs, which can lead to structural failure of the overhangs during high wind events. Furthermore, providing overhang pressures for interior zones (1 and 1') creates contrad...

Suggested next step: Revise the C&C roof wind pressure schedule to correctly calculate overhang pressures by including the upward bottom surface pressure (adjacent wall pressure) alongside the top surface pressure, per ASCE 7-16 Section 30.9. Remove the extraneous overhang pressures for interior Z...

RFI draft: Revise the C&C roof wind pressure schedule to correctly calculate overhang pressures by including the upward bottom surface pressure (adjacent wall pressure) alongside the top surface pressure, per ASCE 7-16 Section 30.9. Remove the extraneous ove...

Summary: The details for the shear wall hold down embedments show steel assemblies that equal the specified minimum post-tensioned slab thickness ("9\" MIN."). For embedment angles (e.g., detail 3), the vertical stack requires 9" (1" top clearance + 8" angle leg), which exactly equals the 9" slab and provides 0 inches of concrete cover at the bottom. For embed plates EP1-EP5, the vertical stack is exact...

Why it matters: Forcing these deep embedment assemblies into a 9" slab will result in the steel components sitting flush with or protruding from the bottom of the concrete. This violates ASCE 7 Section 14.2.1, which mandates compliance with ACI 318 for structural concrete (requiring minimum concrete cover for al...

Suggested next step: Coordinate the required embedment depths with the PT-slab thickness. Please advise if the PT-slab must be locally thickened at shear wall hold-down locations, or if shorter embedment studs and angles with appropriate capacity can be used to ensure sufficient concrete cover and...

RFI draft: Coordinate the required embedment depths with the PT-slab thickness. Please advise if the PT-slab must be locally thickened at shear wall hold-down locations, or if shorter embedment studs and angles with appropriate capacity can be used to ensure...

Summary: The framing plan details roof overhangs and a 4'-0" bay window projection framed with members such as "R12", "B312 PT", and "B212+ FRL" extending outward from the exterior load-bearing walls. Based on Note 2, these outer boundaries are not load-bearing (they lack hatching), meaning the framing must act as a cantilever. However, the drawings show these projecting members terminating exactly at t...

Why it matters: Terminating cantilevered members at the support without an interior backspan severs the structural load path. This violates ASCE 7 Section 12.1.3, which mandates a continuous load path to transfer forces to the final point of resistance. This deficiency will lead to structural instability and pot...

Suggested next step: Please revise the roof framing plan to show the required backspans extending adequately into the interior roof structure for all cantilevered outriggers and bay window framing members, ensuring a continuous load path.

RFI draft: Please revise the roof framing plan to show the required backspans extending adequately into the interior roof structure for all cantilevered outriggers and bay window framing members, ensuring a continuous load path.

Summary: Note 2 for the stem walls instructs the contractor to "FILL WEEP HOLES WITH CONCRETE AFTER SLAB ON GRADE IS INSTALLED," which removes the drainage path for the retained soil. ASCE 7-16 Section 3.2.1 mandates that when adjacent soil is below a free-water surface (which occurs when drainage is blocked), computations must include the "weight of the soil diminished by buoyancy, plus full hydrostati...

Why it matters: Blocking the drainage path will cause full hydrostatic pressure to build up against the stem wall. A wall designed only for 60 psf/ft equivalent fluid pressure will be severely overstressed by the combined hydrostatic and buoyant soil loads, leading to cracking or overturning. Additionally, trapp...

Suggested next step: Clarify the instruction to fill weep holes with concrete. If permanent drainage is required, specify a continuous footing drain or leave the weep holes open and routed safely. If no permanent drainage is provided, revise the stem wall design to resist full hydrostatic pressure...

RFI draft: Clarify the instruction to fill weep holes with concrete. If permanent drainage is required, specify a continuous footing drain or leave the weep holes open and routed safely. If no permanent drainage is provided, revise the stem wall design to re...

Summary: ASCE 7-16 Section 14.4.3.1 requires that where concrete abuts structural masonry and the joint between the materials is not designed as a separation joint, the concrete must be roughened to 1/8 in. and bonded to the masonry. However, the 'TYPICAL SLAB/DIAPHRAGM CONNECTION TO WALL DETAILS' for the 'INTERIOR WALL' specifies '(2) LAYERS OF 15# FELT PAPER TO CREATE TEMPORARY SLIP JOINT DURING PT ST...

Why it matters: Leaving the felt paper permanently at the base of the CMU wall creates a permanent unbonded slip plane. This severely compromises the shear transfer capacity between the concrete diaphragm and the CMU shear walls, as it forces the connection to rely entirely on vertical dowels (which are placed i...

Suggested next step: The 'INTERIOR WALL' detail indicates '(2) LAYERS OF 15# FELT PAPER TO CREATE TEMPORARY SLIP JOINT' between the PT slab and the CMU wall. ASCE 7-16 Section 14.4.3.1 requires a bonded, 1/8" roughened interface where concrete abuts structural masonry. Since the felt paper cannot ...

RFI draft: The 'INTERIOR WALL' detail indicates '(2) LAYERS OF 15# FELT PAPER TO CREATE TEMPORARY SLIP JOINT' between the PT slab and the CMU wall. ASCE 7-16 Section 14.4.3.1 requires a bonded, 1/8" roughened interface where concrete abuts structural masonry...