Plan Review: 26 Issues Found

Summary: 12 index entries | 1 perfect matches | 5 mismatched | 6 missing Mismatched (5): M001: Expected: GENERAL NOTES, LEGENDS & ABBREVIATIONS (M001) | Actual: GENERAL NOTES, LEGENDS, EQUIPMENT SCHEDULES & ABBREVIATIONS (M001)(p16) M002: Expected: HVAC NOTES (M002) | Actual: MECHANICAL DETAILS (M002)(p17) M004: Expected: MECHANICAL DETAILS (M004) | Actual: MECHANICAL DETAILS...

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: 6 missing, 5 mismatched out of 12 sheets

Summary: Structural Note III.14 specifies that corner bars at wall and footing intersections shall have a minimum lap of 30 bar diameters. The drawing specifies ASTM A615 Grade 60 reinforcement (fy = 60,000 psi) in Note III.2.i and a concrete compressive strength of 2,500 psi in Note III.8. For these material properties, the minimum tension development length per ACI 318-14 Section 25.4.2 is 48 bar diam...

Why it matters: Insufficient lap splice length at wall and footing intersections could result in inadequate force transfer between corner reinforcement and continuous reinforcement, potentially leading to structural failure at these critical connection points. An inspector would likely reject these splices, caus...

Suggested next step: Request clarification on Note III.14's minimum lap splice of 30 bar diameters for corner bars at wall and footing intersections. Per ACI 318-14, the minimum tension lap splice for the specified Grade 60 reinforcement with f'c = 2,500 psi is 48 bar diameters (Class A) or 62.4 b...

RFI draft: Request clarification on Note III.14's minimum lap splice of 30 bar diameters for corner bars at wall and footing intersections. Per ACI 318-14, the minimum tension lap splice for the specified Grade 60 reinforcement with f'c = 2,500 psi is 48 bar...

Summary: The drawing's general notes specify the "2018 NORTH CAROLINA RESIDENTIAL CODE" as the design building code. This directly conflicts with the project's California Building Code ground truth, which mandates that only standards approved by the California Building Standards Commission apply to the plans and construction.

Why it matters: Relying on an out-of-state building code instead of the applicable California Building Code means the structural design, safety standards, and detailing have not been evaluated against California's specific climatic, geological, or seismic requirements. This invalidates the regulatory basis for t...

Suggested next step: Please confirm the jurisdiction for this project. If it falls under California jurisdiction, revise the general notes to specify the applicable California Building Code as the design building code and verify that all structural design criteria, loads, and details conform to Ca...

RFI draft: Please confirm the jurisdiction for this project. If it falls under California jurisdiction, revise the general notes to specify the applicable California Building Code as the design building code and verify that all structural design criteria, lo...

Summary: The structural notes specify a single concrete compressive strength of 2,500 PSI for all cast-in-place concrete. The project scope includes a "PATIO ADDITION," which constitutes exterior concrete exposed to weather. The notes also require air entrainment for all weather-exposed concrete (Note III.13), which confirms the project is in at least a moderate weathering zone per Table R402.2, footnot...

Why it matters: Using 2,500 PSI concrete for the patio addition and any other exterior concrete would violate the minimum compressive strength requirements of Table R402.2. This will likely be flagged during plan review, delaying permit issuance. If constructed with 2,500 PSI concrete, exterior slabs and foundat...

Suggested next step: Request the structural engineer revise the concrete specification to differentiate compressive strengths by exposure condition in accordance with Table R402.2. Specifically, confirm whether the project is in a moderate or severe weathering zone per Table R301.2(1), and specify...

RFI draft: Request the structural engineer revise the concrete specification to differentiate compressive strengths by exposure condition in accordance with Table R402.2. Specifically, confirm whether the project is in a moderate or severe weathering zone pe...

Summary: The drawing specifies a blanket concrete compressive strength of 2,500 PSI for all concrete (Note III.8). The project is designed per the '2018 NORTH CAROLINA RESIDENTIAL CODE' (Note I.1), which governs R-3 occupancies. Under the 2018 NC Residential Code and its referenced standards (including ACI 318 and the NC Building Code structural provisions), the minimum specified compressive strength f'...

Why it matters: If concrete is batched and placed at 2,500 PSI for basement walls, foundation walls, or exterior walls, the construction may not meet the durability requirements of the applicable building code. This would likely be flagged during inspection, resulting in a stop-work order, potential demolition a...

Suggested next step: Request clarification from the Structural Engineer of Record on whether the 2,500 PSI concrete specification (Note III.8) applies to all concrete elements, including any basement walls, foundation walls, exterior walls, and other vertical surfaces exposed to weather. Under the...

RFI draft: Request clarification from the Structural Engineer of Record on whether the 2,500 PSI concrete specification (Note III.8) applies to all concrete elements, including any basement walls, foundation walls, exterior walls, and other vertical surfaces...

Summary: The Schedule of Headers defines HD3 as '2 - 2X12' (a wood member) with 2 jacks for openings less than 8'-0". The Schedule of Wall defines W1 as '4" CMU WALL + 1" GAP + 3.5" BRICK VENEER PRESUMED EXISTING.' The basement bracing plan tags HD3 on openings in the bottom exterior W1 masonry wall. Specifying a wood header to support the masonry above these openings directly violates Section 2104.1.1 ...

Why it matters: If constructed per the header schedule as drawn, a 2-2X12 wood member would be installed to carry the weight of the 4" CMU wall and 3.5" brick veneer above the opening. Wood lacks the strength and stiffness to adequately support masonry loads over these spans and is specifically prohibited by the...

Suggested next step: Request clarification on the lintel/header type to be used for openings in the W1 (4" CMU + brick veneer) walls. Confirm that a steel lintel or reinforced masonry lintel will be provided per Section 2104.1.1 requirements, and revise the plan to clearly distinguish the masonry ...

RFI draft: Request clarification on the lintel/header type to be used for openings in the W1 (4" CMU + brick veneer) walls. Confirm that a steel lintel or reinforced masonry lintel will be provided per Section 2104.1.1 requirements, and revise the plan to cl...

Summary: Structural Note Section V.1 directs that wood trusses shall be designed per the 'NDS FOR WOOD CONSTRUCTION WITH 2005 SUPPLEMENT.' The 2018 NDS Section 4.3.1 requires that reference design values be taken from its current Tables 4A through 4F. The 2005 NDS Supplement contains significantly higher reference design values for Southern Pine than the current 2018 NDS tables, as Southern Pine values ...

Why it matters: If a truss manufacturer follows this note and uses the 2005 NDS Supplement for design, the resulting trusses could have inadequate member sizes and connection capacities, particularly for Southern Pine members where bending and tension values were reduced by approximately 20% or more in later edi...

Suggested next step: Request the structural designer update Section V.1 of the structural notes to reference the current 2018 NDS and its Supplement for truss design, replacing the 2005 NDS Supplement reference. Also request replacement of the TPI-85 reference with the current TPI 1 standard. Conf...

RFI draft: Request the structural designer update Section V.1 of the structural notes to reference the current 2018 NDS and its Supplement for truss design, replacing the 2005 NDS Supplement reference. Also request replacement of the TPI-85 reference with th...

Summary: In the WOOD SPECIES schedule, the design values for Southern Pine #2 incorrectly swap the capacities for Compression Parallel to Grain (Fc II) and Compression Perpendicular to Grain (Fc_). The schedule lists 'Fc II' as 565 psi and 'Fc_' ranging from 1250 to 1450 psi. In reality, wood is significantly stronger in compression parallel to grain than perpendicular. According to NDS Table 4E, the re...

Why it matters: If a contractor, fabricator, or inspector uses 1450 psi for compression perpendicular to grain, bearing areas (such as sill plates and truss seats) will be severely undersized, leading to localized crushing failures at supports. Conversely, using 565 psi for axial compression parallel to grain wo...

Suggested next step: Please revise the WOOD SPECIES schedule to correctly assign the compression values for Southern Pine #2: Compression Parallel to Grain (Fc II) should be 1250-1450 psi, and Compression Perpendicular to Grain (Fc_) should be 565 psi.

RFI draft: Please revise the WOOD SPECIES schedule to correctly assign the compression values for Southern Pine #2: Compression Parallel to Grain (Fc II) should be 1250-1450 psi, and Compression Perpendicular to Grain (Fc_) should be 565 psi.

Summary: The Fastener Schedule specifies a minimum lap length of "24'" (24 feet) for double top plate splices instead of the standard 24 inches. This typographical error demands a physically impossible 48-foot continuous overlap of framing members at end joints.

Why it matters: A 24-foot lap splice exceeds standard lumber lengths and typical residential wall segment dimensions. This error will cause immediate framing delays and require a formal RFI before the top plates can be constructed, as the framing contractor cannot physically comply with the structural notes as w...

Suggested next step: Please confirm that the "MINIMUM 24' LAP" for double top plate splices is a typographical error and should be revised to 24 inches (24").

RFI draft: Please confirm that the "MINIMUM 24' LAP" for double top plate splices is a typographical error and should be revised to 24 inches (24").

Summary: Sheet S 3.0 (page 13) has a title block designating it as "PROPOSED FIRST FLOOR BRACING PLAN," which implies it should provide the structural bracing layout corresponding to the first floor shown on Sheet A 2.0 (page 4), titled "EXISTING FIRST FLOOR PLAN." However, the actual plan drawn on Sheet S 3.0 is titled "BASEMENT BRACING PLAN" and its notes explicitly reference "BASEMENT FLOOR MODIFIED ...

Why it matters: This mislabeling could cause significant construction and permitting issues. Contractors referencing S 3.0 for first floor structural bracing guidance would find basement-level details instead, potentially leading to incorrect or missing bracing installation on the first floor. The absence of a p...

Suggested next step: Please clarify whether Sheet S 3.0 is intended to show the Proposed First Floor Bracing Plan (as indicated by its title block) or the Proposed Basement Bracing Plan (as indicated by the plan title and notes within the drawing). If S 3.0 correctly shows the basement bracing pla...

RFI draft: Please clarify whether Sheet S 3.0 is intended to show the Proposed First Floor Bracing Plan (as indicated by its title block) or the Proposed Basement Bracing Plan (as indicated by the plan title and notes within the drawing). If S 3.0 correctly ...

Summary: The mechanical drawings provide a 'TYPICAL PARTIAL ELEVATION DETAIL' specifying that an 'EXH. LOUVER' must be located a minimum of 3' from a 'WINDOW'. Additionally, the proposed basement plan includes equipment requiring exterior exhaust (e.g., 'MICROWADE WITH HOOD STOVE'). However, the proposed architectural rear and side elevations do not depict any mechanical louvers on the building's exteri...

Why it matters: Failing to show mechanical intake and exhaust louvers on architectural elevations leads to coordination issues during construction, particularly regarding exterior masonry penetrations, lintel framing, and aesthetic alignment with windows.

Suggested next step: Please update the architectural exterior elevations to reflect the locations and sizes of all required mechanical intake and exhaust louvers, ensuring they maintain the minimum 3' clearance from windows as required by the mechanical details.

RFI draft: Please update the architectural exterior elevations to reflect the locations and sizes of all required mechanical intake and exhaust louvers, ensuring they maintain the minimum 3' clearance from windows as required by the mechanical details.

Summary: The mechanical 'EXHAUST DUCT TERMINATION DETAIL' illustrates the duct penetrating a 'PARAPET' onto a flat roof (with a '2%-SLOPE TO RUN OF RAIN WATER' noted for the duct hood). However, the architectural elevations indicate that the building has a pitched roof marked with 'SLOPE 12 6' and does not feature parapets.

Why it matters: Applying a flat-roof parapet termination detail to a 6/12 sloped roof will result in incorrect installation, improper flashing, and potential water intrusion. The mechanical detail needs to be updated to a sloped roof termination method (e.g., roof jack or gooseneck fitting).

Suggested next step: Please clarify the exhaust duct termination method. The mechanical detail shows a flat roof with a parapet, but the architectural elevations indicate a 6/12 sloped roof. Provide an updated mechanical termination detail applicable to the pitched roof.

RFI draft: Please clarify the exhaust duct termination method. The mechanical detail shows a flat roof with a parapet, but the architectural elevations indicate a 6/12 sloped roof. Provide an updated mechanical termination detail applicable to the pitched roof.

Summary: Structural Note III.2.ii specifies welded wire fabric (WWF) to conform to ASTM A185. However, ASTM A185 has been withdrawn and replaced by ASTM A1064/A1064M. ACI 301-20 Section 3.2.1.6(a) explicitly requires plain welded wire reinforcement to conform to ASTM A1064/A1064M. The drawing itself states in Note III.1 that all concrete work shall be in accordance with ACI-301, creating a direct intern...

Why it matters: Specifying a withdrawn ASTM standard will cause procurement and inspection problems. Material suppliers will provide mill certifications referencing ASTM A1064, not ASTM A185. Inspectors reviewing material submittals against the project specifications will flag the mismatch, potentially delaying ...

Suggested next step: Request the Structural Engineer of Record update Note III.2.ii to reference ASTM A1064/A1064M in place of the withdrawn ASTM A185 standard for welded wire reinforcement, consistent with ACI 301-20 Section 3.2.1.6(a) and the project's own stated compliance with ACI-301 in Note ...

RFI draft: Request the Structural Engineer of Record update Note III.2.ii to reference ASTM A1064/A1064M in place of the withdrawn ASTM A185 standard for welded wire reinforcement, consistent with ACI 301-20 Section 3.2.1.6(a) and the project's own stated co...

Summary: The floor plan dimensions the Powder room at 5'-6" x 5'-0" (66" wide x 60" deep) and the Primary Bath at 11'-1" x 5'-1" (133" wide x 61" deep). Both rooms contain plumbing fixtures (toilets, sinks) that project into the floor space along the walls. According to Figure 11A-1D, a wheelchair turning space requires a minimum 60-inch diameter clear area. Because the maximum overall depth of these ro...

Why it matters: The absence of an adequate clear floor space for a wheelchair to turn violates accessibility requirements for maneuverability in bathrooms. This will result in permitting rejection and necessitates expanding the room dimensions or altering the fixture layouts to provide an unobstructed 60-inch cl...

Suggested next step: Please redesign the Powder room and Primary Bath to ensure an unobstructed 60-inch minimum wheelchair turning space is provided in accordance with Figure 11A-1D.

RFI draft: Please redesign the Powder room and Primary Bath to ensure an unobstructed 60-inch minimum wheelchair turning space is provided in accordance with Figure 11A-1D.

Summary: In Item 30 of the fastener schedule for wood structural panel roof sheathing (3/8" to 1/2" thick), the drawing specifies "8D COMMON (2 1/2" × 0.113") NAIL (ROOF)." However, a standard 8D COMMON nail has a shank diameter of 0.131", not 0.113". The 0.113" diameter corresponds to an 8D BOX nail, which has significantly less lateral and withdrawal resistance. This error is confirmed by the drawing'...

Why it matters: If the contractor follows the dimensions shown (0.113" diameter), the installed nails would have approximately 25% less cross-sectional area than required 8D COMMON nails (0.131" diameter), reducing the lateral capacity of the roof sheathing connections. This is particularly critical for roof she...

Suggested next step: Request the designer correct the nail specification in Item 30 of the fastener schedule. The roof sheathing nail for 3/8" to 1/2" panels should read "8D COMMON (2 1/2" × 0.131")" consistent with the standard 8D COMMON nail dimensions and as correctly shown in Item 31 of the sa...

RFI draft: Request the designer correct the nail specification in Item 30 of the fastener schedule. The roof sheathing nail for 3/8" to 1/2" panels should read "8D COMMON (2 1/2" × 0.131")" consistent with the standard 8D COMMON nail dimensions and as correc...