Plan Review: 92 Issues Found

Summary: 44 index entries | 28 perfect matches | 8 mismatched | 8 missing Mismatched (8): S-503: Expected: FOUNDATION DETAILS (S-503) | Actual: FOUNDATION DETAILS (S-501)(p15) S-703: Expected: FRAMING DETAILS (S-703) | Actual: FRAMING DETAILS (S-701)(p20) S-704: Expected: FRAMING DETAILS (S-704) | Actual: FRAMING DETAILS (S-701)(p20) S-705: Expected: FRAMING DETAILS (S-705...

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: 8 missing, 8 mismatched out of 44 sheets

Summary: Detail 1/S-502 indicates a 5'-0" (MAX) vertical drop for an excavation adjacent to an existing foundation. The detail specifies a "1:1 (MAX) SLOPE FROM BOTTOM OF EXCAVATION TO BOTTOM OF (E) FOOTING." Removing the adjacent soil at this slope directly from the bottom edge of the footing completely removes the lateral support and drastically compromises the vertical bearing capacity of the soil su...

Why it matters: Proceeding with an unshored 1:1 excavation slope starting at the base of the existing footing violates IBC Section 1804.1. This will reduce the vertical and lateral support of the bearing soil, likely causing a localized soil shear failure that could result in significant settlement or catastroph...

Suggested next step: The current detail shows an unshored 1:1 excavation slope starting at the base of the existing footing, which will compromise its bearing capacity and violates IBC 1804.1. Please provide engineered underpinning, shoring details, or an alternative excavation sequence to maintai...

RFI draft: The current detail shows an unshored 1:1 excavation slope starting at the base of the existing footing, which will compromise its bearing capacity and violates IBC 1804.1. Please provide engineered underpinning, shoring details, or an alternative ...

Summary: Detail 11 states that for pipe penetrations through top plates, "AT NON-LOAD BEARING OR SHEAR WALLS, PSPN NAIL STOP PLATES CAN BE USED" instead of a structural tension strap (Simpson MSTC28). PSPN plates are non-structural nail protectors. A shear wall top plate acts as a critical chord or collector element that must maintain continuity. Allowing non-structural nail plates to replace structural...

Why it matters: Per IBC Section 2305.1, wood-frame shear walls must be designed and constructed in accordance with AWC SDPWS, which dictates that shear wall boundary elements (such as top plates) must be continuous to transfer wind and seismic lateral loads. If the top plate is severed by a pipe and only a non-s...

Suggested next step: Please clarify the note on Detail 11. Should the text 'OR SHEAR WALLS' be revised to 'OR NON-SHEAR WALLS' to ensure that all penetrations in shear wall top plates require a properly sized structural tension strap (e.g., MSTC28, or RPS28 as indicated in Detail 13) to maintain c...

RFI draft: Please clarify the note on Detail 11. Should the text 'OR SHEAR WALLS' be revised to 'OR NON-SHEAR WALLS' to ensure that all penetrations in shear wall top plates require a properly sized structural tension strap (e.g., MSTC28, or RPS28 as indicat...

Summary: Detail 17/S-702 gives a blanket instruction to 'NOTCH TRUSSES TO BEAR ON HANGER' for longer span, pre-fabricated double roof trusses. Trusses are engineered components designed by a specialty subconsultant. Directing contractors to field-notch these structural members without explicitly requiring the truss designer's specific engineered design and approval violates IBC Section 2303.4.5, which s...

Why it matters: Notching the bottom or bearing chord of a truss removes crucial material at the point of highest shear stress. If a contractor follows this instruction and field-cuts the truss without the specialty subconsultant engineering the notch into the actual truss design, it poses an immediate risk of be...

Suggested next step: Please remove the blanket instruction to field-notch trusses in Detail 17/S-702. Clarify that any required notching at the hanger bearing must be explicitly engineered into the delegated truss design by the specialty subconsultant, and that no field notching of truss members i...

RFI draft: Please remove the blanket instruction to field-notch trusses in Detail 17/S-702. Clarify that any required notching at the hanger bearing must be explicitly engineered into the delegated truss design by the specialty subconsultant, and that no fie...

Summary: The UNIT HEATER SCHEDULE specifies unit heater UH-101 with a heating capacity of 5.0 kW at 480V, 3-phase power. The actual full-load current for a 5.0 kW, 480V, 3-phase heater is approximately 6.01 Amps (5000W / (480V × 1.732)). However, the schedule erroneously lists the Minimum Circuit Ampacity (MCA) as 6 Amps. This value is mathematically lower than the actual continuous running current of t...

Why it matters: Specifying an MCA of 6 Amps will result in the electrical contractor undersizing the conductors and overcurrent protection devices for this heater. This creates a significant fire hazard, will cause nuisance breaker tripping during normal heating operation, and will result in a failed electrical ...

Suggested next step: Please verify the electrical load characteristics for unit heater UH-101 and revise the Minimum Circuit Ampacity (MCA) on the UNIT HEATER SCHEDULE to correctly reflect at least 125% of the full-load current (e.g., 7.5 A minimum). Verify that the corresponding electrical drawin...

RFI draft: Please verify the electrical load characteristics for unit heater UH-101 and revise the Minimum Circuit Ampacity (MCA) on the UNIT HEATER SCHEDULE to correctly reflect at least 125% of the full-load current (e.g., 7.5 A minimum). Verify that the c...

Summary: The OU-1-02 Refrigerant Summary schedule lists a total system charge of 37.7 lbs of R-32 refrigerant. However, the schedule calculates the Effective Dispersal Volume Charge (EDVC) for the Catering space (FCU-01-07) as only 26 lbs. Because the full system charge (37.7 lbs) exceeds the EDVC (26 lbs) for this space, it mathematically fails the maximum allowable concentration limit. Despite this, t...

Why it matters: Per IBC Section 2801.1, mechanical systems must be designed in accordance with the International Mechanical Code. Falsely identifying a space as compliant when its volume cannot safely dilute a full system refrigerant leak violates fundamental mechanical safety limits and creates a severe life sa...

Suggested next step: Please revise the OU-1-02 refrigerant system design to ensure compliance. Options include reducing the total system charge, increasing the connected space volume for the Catering room, or providing appropriate mechanical mitigation measures, and update the schedule to accurate...

RFI draft: Please revise the OU-1-02 refrigerant system design to ensure compliance. Options include reducing the total system charge, increasing the connected space volume for the Catering room, or providing appropriate mechanical mitigation measures, and u...

Summary: The drawing's 'WILDFIRE SMOKE CONTROL' sequence directs the BMS to 'SET OSA TO 50% MINIMUM FOR ALL AHUS' when activated. This is a critical design mistake for mechanical ventilation systems. During a wildfire smoke event, outside air (OSA) should be minimized or fully closed off to prevent hazardous smoke from entering the building. Forcing the air handling units to maintain a 50% minimum outsi...

Why it matters: If programmed as written, the building will pull in significant amounts of hazardous smoke during an external smoke event, creating a severe indoor air quality hazard and potentially contaminating ductwork. Furthermore, this sequence will fail standard functional testing during commissioning, lea...

Suggested next step: Please review the Wildfire Smoke Control sequence for the AHUs. Should the outside air (OSA) dampers be set to 0% minimum (fully closed) or placed in full recirculation mode rather than 50% minimum to properly prevent smoke infiltration?

RFI draft: Please review the Wildfire Smoke Control sequence for the AHUs. Should the outside air (OSA) dampers be set to 0% minimum (fully closed) or placed in full recirculation mode rather than 50% minimum to properly prevent smoke infiltration?

Summary: The drawing explicitly instructs the contractor to overdrill holes by 1/32" to 1/16" larger than the bolt diameter for 'ALL LAG SCREWS, DOWELS, AND THROUGH BOLTS'. A lag screw is a threaded fastener that requires a lead hole smaller than its thread diameter to engage the wood fibers. Drilling a hole larger than the lag screw's outer diameter prevents the threads from biting into the wood, effec...

Why it matters: If lag screws are installed in oversized clearance holes as specified, any structural connection relying on them will fail instantly under load since the screws will have no holding power. This would lead to catastrophic failure of ledgers, beams, and heavy timber connections during construction ...

Suggested next step: Please revise the general note for lag screws. The instruction to overdrill holes larger than the fastener diameter should only apply to dowels and through bolts. Lag screws require a lead hole smaller than the thread diameter to properly engage the wood.

RFI draft: Please revise the general note for lag screws. The instruction to overdrill holes larger than the fastener diameter should only apply to dowels and through bolts. Lag screws require a lead hole smaller than the thread diameter to properly engage t...

Summary: The structural general notes group lag screws, dowels, and through bolts together, requiring all of their holes to be overdrilled by a minimum of 1/32" to a maximum of 1/16" larger than the bolt diameter. This contradicts NDS 12.1.4.2, which requires the clearance hole for a lag screw shank to be the exact same diameter as the shank, and the lead hole for the threaded portion to be 40% to 85% o...

Why it matters: If holes for lag screws are overdrilled 1/32" to 1/16" larger than the screw diameter, the threads will not engage the wood fibers at all. This will result in near-zero withdrawal and lateral capacity for the lag screws, leading to connection failure. Similarly, overdrilling holes for dowels (dri...

Suggested next step: Please revise the general notes to separate the hole drilling requirements. Specify that lead and clearance holes for lag screws must comply with NDS 12.1.4.2, lead holes for dowels/drift pins must comply with NDS 12.1.7.1, and restrict the 1/32" to 1/16" overdrilling requirem...

RFI draft: Please revise the general notes to separate the hole drilling requirements. Specify that lead and clearance holes for lag screws must comply with NDS 12.1.4.2, lead holes for dowels/drift pins must comply with NDS 12.1.7.1, and restrict the 1/32" ...

Summary: Details 6 and 7 specify installing 6" and 4 1/2" long SDS toescrews into 1 1/2" wide LSL nailers/blocking at a 30-degree angle from the vertical face of the HSS tube. Due to this specified geometry, the horizontal travel of the screws (6" * sin(30°) = 3", and 4.5" * sin(30°) = 2.25") mathematically exceeds the 1.5" width of the wood member. The screws will either strike the steel HSS tube direc...

Why it matters: NDS 12.2.2.2 requires withdrawal design values to be calculated based on the actual length of thread penetration into the wood member. Because the specified screws cannot be fully embedded within the wood without protruding or striking steel, the connection physically cannot be built as drawn and...

Suggested next step: Submit an RFI to the Structural Engineer to revise the screw length, installation angle, or LSL member width so that the fasteners can be fully embedded within the wood without striking the HSS tube or protruding from the side.

RFI draft: Submit an RFI to the Structural Engineer to revise the screw length, installation angle, or LSL member width so that the fasteners can be fully embedded within the wood without striking the HSS tube or protruding from the side.

Summary: Detail 11 specifies a top connection with a slotted hole explicitly meant "TO ALLOW BEAM TO ROTATE". However, the bottom connection of the same beam utilizes a knife plate with a linear group of "(3) 3/4" DIA A307 THROUGH BOLTS w/ STD WASHERS IN PRE-DRILLED HOLES." A multiple-bolt group in standard holes creates a rigid, moment-resisting connection that physically locks the beam end. When the b...

Why it matters: Wood is inherently weak in cross-grain tension. Constraining a beam's natural rotation at a primary support by mixing a pinned/slotted concept with a rigid multiple-fastener group will lead to splitting failure at the connection, severely compromising the structural integrity of the roof system.

Suggested next step: Please revise Detail 11 to resolve the kinematic conflict. To allow rotation without splitting the glulam beam, consider detailing the bottom knife plate connection as a true pinned connection (e.g., using a single bolt or pin) to eliminate moment transfer, ensuring local stre...

RFI draft: Please revise Detail 11 to resolve the kinematic conflict. To allow rotation without splitting the glulam beam, consider detailing the bottom knife plate connection as a true pinned connection (e.g., using a single bolt or pin) to eliminate moment...

Summary: Detail 4 (CLADDING SUPPORT SYSTEM 3 - PLAN) specifies an L-clip that is 4 inches wide ('0'-4" HORIZ') to be fastened to the studs with four #10x2 1/2" screws. The detail notes 'FASTEN 1" FROM EDGE TYP.' Placing screws 1 inch from each edge of a 4-inch wide clip results in a horizontal screw spacing of 2 inches. The supporting walls are detailed as standard 'WD FRAMING, REF STR'. Per NDS Section...

Why it matters: Because the fasteners will miss the framing, the cladding support clip will lack the required lateral and withdrawal capacity. This creates a severe life-safety risk, as the exterior cladding could detach under wind loads. It also violates NDS 12.1.8, which requires edge distances and spacings to...

Suggested next step: Please revise the fastening pattern for Cladding Support System 3. The horizontal spacing of the screws must accommodate the 1.5-inch net width of standard 2x framing, or double studs must be specified at all clip attachment locations.

RFI draft: Please revise the fastening pattern for Cladding Support System 3. The horizontal spacing of the screws must accommodate the 1.5-inch net width of standard 2x framing, or double studs must be specified at all clip attachment locations.

Summary: Detail 20 (CLADDING SUPPORT SYSTEM 1 - PLAN) specifies an L-clip fastened to the wood framing with four 1/4" x 2 1/2" screws. The plan view explicitly dimensions a horizontal spacing of '1 1/2"' between the screws connecting the clip to the substrate. The specified wall substrate is standard 'WD FRAMING, REF STR'. According to NDS Section 4.1.5.1, nominal 2-inch lumber has a net dressed width o...

Why it matters: Fasteners installed with zero edge distance will blow out the sides of the stud, violating the NDS 12.1.8 requirement to maintain edge distances sufficient to prevent splitting. This completely compromises the structural integrity of the cladding attachment, rendering the connections ineffective.

Suggested next step: Revise the fastener spacing for Cladding Support System 1 to provide adequate edge distance on standard 1.5-inch wide studs. Recommend using a single vertical line of screws or specifying double framing members at all clip attachment locations.

RFI draft: Revise the fastener spacing for Cladding Support System 1 to provide adequate edge distance on standard 1.5-inch wide studs. Recommend using a single vertical line of screws or specifying double framing members at all clip attachment locations.

Summary: The mechanical plans M-231 and M-232 reference each other via matchlines ('1 / M-232' and '1 / M-231'), but their architectural backgrounds are severely out of sync relative to the structural grid. On M-231, the rooms 'GALLERY WALK SOUTH 101' and 'GALLERY WALK WEST 102' are located spanning grids A through D, while grids E through L contain rooms such as 'STEM 114' and 'FLEX HUB 115'. Conversel...

Why it matters: This fundamental mismatch in room locations relative to the structural grid indicates that the mechanical design on these two sheets is based on different iterations of the architectural plan. This will cause major coordination failures during installation, as ductwork crossing the matchlines wil...

Suggested next step: Please clarify the correct architectural background for the Gallery Walk areas. Update and reissue the enlarged mechanical plans (M-231 and M-232) to ensure room locations, structural grids, and ductwork alignments match consistently across the matchline boundaries.

RFI draft: Please clarify the correct architectural background for the Gallery Walk areas. Update and reissue the enlarged mechanical plans (M-231 and M-232) to ensure room locations, structural grids, and ductwork alignments match consistently across the ma...

Summary: Details 3 and 13 specify an 8" thick concrete wall reinforced with a single mat of "#4 @ 16" oc EA WAY". According to ACI 318-19 Table 11.6.1, the minimum transverse reinforcement ratio (ρt) for cast-in-place walls using deformed bars ≤ No. 5 with fy ≥ 60,000 psi is 0.0020. The specified reinforcement provides an area of 0.20 in² every 16 inches, resulting in a transverse reinforcement ratio of...

Why it matters: Insufficient transverse reinforcement can lead to excessive shrinkage and temperature cracking, potentially compromising the structural integrity and durability of the foundation stem walls. This violation may cause the design to be flagged during plan review, requiring redesign and potential del...

Suggested next step: Please clarify the intended transverse reinforcement for the 8" concrete walls in Details 3/S-501 and 13/S-501. The current specification of #4 @ 16" o.c. each way provides a transverse reinforcement ratio of 0.00156, which does not meet the ACI 318-19 Table 11.6.1 minimum req...

RFI draft: Please clarify the intended transverse reinforcement for the 8" concrete walls in Details 3/S-501 and 13/S-501. The current specification of #4 @ 16" o.c. each way provides a transverse reinforcement ratio of 0.00156, which does not meet the ACI 3...