Wichita Commercial Plan Review: 36 Issues Found

Summary: The first-level framing plan specifies a '2x8 WD LEDGER' supporting '2x10 FLR JST'. Since a 2x10 joist has a larger net depth (9.25 inches) than a 2x8 ledger (7.25 inches), the joist will hang 2 inches below the bottom of the ledger.

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Summary: The 'CONCRETE BEAM SCHEDULE' specifies that beams CB-1 and CB-2 have a width of 0'-10' (10 inches). The 'FRAMING PLAN - FIRST LEVEL' assigns concrete beam 'CB-2' and calls out detail '8/S3.0' for the connections. Additionally, the 'LITE-DECK FRAMING PLAN NOTES' state that Detail 8/S3.0 is the specific detail for the steel column cap to the...

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Summary: The drawing's Floor Framing notes state that floor systems must support a live load of 55 PSF. However, the specification's floor joist design calculation uses a floor live load of L = 0.040 ksf (40 PSF) with a tributary width of 1.30 ft for 2x10 SPF No.2 joists spanning 11.0 ft. The resulting maximum bending stress ratio is already 0.919:1 at...

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Summary: The Wood Header Schedule defines HDR-3 as '(2) 2x4 w/ 1/2' PLYWD SPACERS'. The specification calculations for HDR-3 design the header as a solid 4x6 section (Spruce-Pine-Fir No.2, Span = 3.0 ft). A (2) 2x4 built-up assembly has an actual depth of only 3.5 inches versus the 4x6 actual depth of 5.5 inches, yielding approximately 35% of the...

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Summary: The framing plan calls out a '2x8 WD LEDGER W/ 5/8' ANCHOR INTO (E) CONC WALL @ 18' OC'. A 2x8 has actual dimensions of 1.5' × 7.25'. The structural calculation package designs the wood ledger with a width of 3.0 in and depth of 9.50 in, which corresponds to approximately a doubled 2x10 member. The drawing's 2x8 is undersized in both thickness...

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Summary: The Roof Framing Plan drawing depicts a hip roof structure, explicitly detailing a '2x8 HIP BM' and a '2x10 RIDGE BM'. However, the calculation package (spec) modeled the structure as a gable roof, explicitly specifying the East and West faces as 'Gable' with a 90-degree slope, and an eave-to-ridge span of '8.5 ft'.

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Summary: The roof framing plan shows header 'HDR-01' spanning the entire left side of the hip roof enclosure. Since the parallel right wall is explicitly dimensioned as 17'-0' long, the geometry dictates that the left side opening is also approximately 17 feet. However, the structural calculations for this header ('HDR-1') specify a design span of only...

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Summary: The Grade Beam and Spot Footing Schedule specifies uniform reinforcement distribution for the rectangular footings F3x6 (3'-0' × 6'-0') and F5x10 (5'-0' × 10'-0') as '#5 T&B E.W. @ 12' OC', meaning equal spacing in both directions across the full footing. Per ACI 318-19 Section 13.3.3.3(b), for rectangular two-way isolated footings, a portion...

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Summary: Foundations and Concrete Note 8 specifies a blanket concrete cover of 3/4' for all slabs without distinguishing between exposure conditions. ACI 318-19 Table 20.5.1.3.1 permits 3/4' cover only for slabs, joists, and walls that are not exposed to weather or in contact with ground, with No. 11 bar and smaller. For slabs exposed to weather or in...

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Summary: Drawing Note 7 under 'FOUNDATIONS AND CONCRETE' explicitly states that the concrete reinforcing bars shown are 'for estimating purposes only.' However, ACI 318-19 Section 26.6.1.1 requires the construction documents to definitively provide the actual design information for reinforcement, including the 'Type, size, location requirements,...

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Summary: Detail 10 specifies connecting the new column extension to the existing footing using a '#4 U-BAR @ 12' OC, EMBED 12' INTO EXIST FTG W/ HILTI HY-100'. A U-bar has a continuous 180-degree bend connecting its two legs. Post-installing a rigid U-bar 12 inches deep into existing concrete with adhesive is a severe detailing mistake. It requires...

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Summary: The drawing specifies a 60-minute rainfall intensity of 3.81 in/hr for the design rain load parameter. IBC Section 1611.1 explicitly requires that rainfall intensity shall be determined based on 15-minute duration storms. The 15-minute duration intensity for the same location and return period is typically 2 to 3 times higher than the 60-minute...

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Summary: The drawing lists ground snow load Pg = 22 PSF with Ce = 0.9, Ct = 1.0, and Is = 1.1, but states the flat roof snow load Pf = 11.0 PSF. Using the ASCE 7 flat roof snow load formula (pf = 0.7 × Ce × Ct × Is × pg) required by IBC Section 1608.1, the correct Pf = 0.7 × 0.9 × 1.0 × 1.1 × 22 = 15.25 PSF. The stated Pf = 11.0 can only be derived by...

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Summary: The foundation plan shows three structural columns (indicated by black squares) in the lower central area below Grid B, but there are no dimensions indicating their column centers or offsets relative to any grid lines.

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Summary: The Anchor Rod Schedule specifies a '3'' PROJECTION for both 1/2' and 5/8' anchor rods. However, typical baseplate details (such as Detail 2) require the column base to sit on '1-1/2' NS GROUT' with a '3/4'' thick baseplate (PL). Furthermore, the typical anchor rod embedment detail requires a '3/8' THICK WASHER'. The combined minimum thickness...

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