Plan Review: 58 Issues Found

Summary: Detail 4 (SECTION 'A - A') specifies a "3\"\nPROJ" for the anchor bolts and a "2\" NON-SHRINK GROUT" pad below the base plate. This leaves exactly 1 inch of anchor bolt projecting above the grout. However, the Column Schedule specifies that Column C3 uses a Type B base plate with a thickness of "1-1/4\"". Furthermore, Detail 4 (PLAN) requires a "3/8\"x3\"x3\" PL WASHER". Since the available bol...

Why it matters: ASCE 7-16 Section 12.1.2 requires that connections must develop the required strength of the connected members. An anchor bolt that is too short to receive a nut cannot provide a positive connection and has zero tensile or moment capacity, directly violating the code requirement for adequate conn...

Suggested next step: Revise the anchor bolt projection dimensions in all column base plate details (Types A, B, C, D) to provide sufficient length above the top of concrete. The projection must account for the 2" grout pad, leveling nuts, base plate thickness, washer, top nuts, and required thread...

RFI draft: Revise the anchor bolt projection dimensions in all column base plate details (Types A, B, C, D) to provide sufficient length above the top of concrete. The projection must account for the 2" grout pad, leveling nuts, base plate thickness, washer,...

Summary: The Restroom Building Foundation and Roof Framing Plans detail a new addition rigidly connected to the existing structure. The plans direct the contractor to "PROVIDE FULL DEPTH SHEAR\nCONN W/ WELD TO EXIST BM/COL" and "DOWEL FDN WALL AND FTG TO\nEXIST FDN WALL AND EXIST FTG\nW/ ADH ANCH (SIM DTL 4/S3.1)". These rigid connections make the addition structurally dependent on the existing building...

Why it matters: Tying a new, heavy concrete and steel addition to an existing building without a seismic isolation joint will significantly alter the seismic response and increase lateral forces on the existing elements. Proceeding without a full seismic upgrade or a structural separation risks catastrophic fail...

Suggested next step: Please clarify if the existing building has been analyzed and confirmed to meet ASCE 7 seismic force-resistance requirements for new structures as required by Section 11B.3. If not, please revise the drawings to either provide a seismic isolation joint between the existing bui...

RFI draft: Please clarify if the existing building has been analyzed and confirmed to meet ASCE 7 seismic force-resistance requirements for new structures as required by Section 11B.3. If not, please revise the drawings to either provide a seismic isolation ...

Summary: The roof framing plan specifies a 'D1' metal roof deck spanning 10'-9" vertically between horizontal supports. However, the symbol legend restricts the 'D1' (1-1/2 inch 20-gauge type 'B') roof deck to a maximum span of 6'-6". Spanning the deck 10'-9" significantly exceeds its designated structural capacity.

Why it matters: Exceeding the maximum allowable span of the metal deck by over 4 feet means its design strength is insufficient to safely resist the effects of factored dead, live, and environmental loads. This violates the fundamental strength design requirement of the code and poses a severe risk of structural...

Suggested next step: Please review the framing layout in the bays indicating a 10'-9" deck span. Provide an intermediate structural support beam to reduce the deck span to within the 6'-6" maximum allowable limit, or specify an alternative roof deck profile capable of safely spanning 10'-9".

RFI draft: Please review the framing layout in the bays indicating a 10'-9" deck span. Provide an intermediate structural support beam to reduce the deck span to within the 6'-6" maximum allowable limit, or specify an alternative roof deck profile capable of...

Summary: The 'WELCOME CENTER BUILDING - PARTIAL FOUNDATION PLAN' (Detail 15) locates the centerline of an HSS post exactly 3" from the edge of a stepped foundation tier (deduced from the 1'-6" centerline dimension and 1'-9" overall dimension). However, the detail specifies a 1/2X12"X8" base plate. Even in its most favorable orientation, an 8" wide plate extends 4" from the centerline, causing the base p...

Why it matters: This geometric impossibility severs the required continuous structural load path between the superstructure and the foundation. The lack of proper bearing and anchor edge distance means the foundation cannot resist the developed forces, representing a fundamental violation of seismic design requi...

Suggested next step: Review the HSS post base plate dimensions and foundation step layout at grid w2. The 12"x8" base plate extends past the 3" available edge distance. Please advise if the foundation tier should be widened to provide the required anchor edge distance, or if the column framing and...

RFI draft: Review the HSS post base plate dimensions and foundation step layout at grid w2. The 12"x8" base plate extends past the 3" available edge distance. Please advise if the foundation tier should be widened to provide the required anchor edge distance...

Summary: The Symbol Legend specifies that the "D1" roof deck (1-1/2 inch 20-gauge Type 'B' galvanized metal) has a "MAXIMUM SPAN = 6'-6"". However, the Roof Framing Plan shows the D1 deck spanning 10'-9" between structural framing members. Spanning the metal deck beyond its stated engineered structural capacity violates the design requirements of ANSI/SDI-RD1.0, which is mandated by IBC Section 2210.1.1...

Why it matters: Allowing the metal roof deck to exceed its maximum engineered span by over 4 feet severely compromises the structural integrity of the roof system. The deck will not safely support required live, snow, or wind loads, leading to excessive deflection or potential structural collapse, and will fail ...

Suggested next step: Please review the 10'-9" deck span indicated for the D1 metal roof deck on the Roof Framing Plan. Since the symbol legend limits this deck to a maximum span of 6'-6", please confirm if intermediate steel framing should be added to reduce the span, or if a different deck profil...

RFI draft: Please review the 10'-9" deck span indicated for the D1 metal roof deck on the Roof Framing Plan. Since the symbol legend limits this deck to a maximum span of 6'-6", please confirm if intermediate steel framing should be added to reduce the span,...

Summary: The typical column base plate details (Types A, B, C, and D) specify an anchor bolt projection of 3" (indicated as '3" PROJ') while also detailing a '2" NON-SHRINK GROUT' pad. According to the Column Schedule, the steel base plates range in thickness from 3/4" up to 1-1/4" (e.g., Column C3 uses a 1-1/4" base plate). Measuring a 3" total projection from the top of the concrete leaves a maximum o...

Why it matters: This condition directly violates IBC Section 2204.3, which mandates that the threaded ends of anchor rods shall protrude enough to 'fully engage the threads of the nuts'. Because the anchor bolts will be cast too short to even pass through the base plates and engage the top nuts, the steel column...

Suggested next step: Please clarify the intended anchor bolt projection. We recommend increasing the projection dimension to accurately account for the 2" grout pad, base plate thickness, washer thickness, nut height, and the required minimum protrusion (e.g., specifying a minimum 5" to 6" project...

RFI draft: Please clarify the intended anchor bolt projection. We recommend increasing the projection dimension to accurately account for the 2" grout pad, base plate thickness, washer thickness, nut height, and the required minimum protrusion (e.g., specify...

Summary: The 'CAP PLATE PLAN DETAIL' and 'BOTTOM PLATE PLAN DETAIL' for the typical lateral moment connections (Details 13 and 14) specify a "3/4\" TYP" edge distance for the "(4) 3/4\"Ø BOLTS TO BEAM". Section 2205.1 requires structural steel elements to be designed and fabricated in accordance with AISC 360. Under AISC 360, the minimum required edge distance for a 3/4" diameter bolt is 1 inch. Providi...

Why it matters: Fabricating connection plates with an inadequate edge distance severely compromises the structural integrity of the moment frames. During the mandatory special inspections for structural steel (per Section 1705.2.1), the inspector will reject these non-conforming plates, which will necessitate co...

Suggested next step: Please revise the Cap Plate and Bottom Plate Plan Details (Details 13 and 14) to provide a minimum 1" edge distance for the 3/4" diameter bolts, in accordance with the minimum edge distance requirements of AISC 360, and adjust the overall plate dimensions accordingly.

RFI draft: Please revise the Cap Plate and Bottom Plate Plan Details (Details 13 and 14) to provide a minimum 1" edge distance for the 3/4" diameter bolts, in accordance with the minimum edge distance requirements of AISC 360, and adjust the overall plate di...

Summary: S2.2 Restroom Building Foundation Plan General Note 3 explicitly states that existing footings shall not be undermined for any reason, including trenching for underslab piping. Furthermore, S5.1 Detail 9 states that soil within a 2H:1V ratio from the bottom of the footing shall not be disturbed and no utilities shall be placed in this zone. In direct contradiction to both instructions, S5.1 Det...

Why it matters: If underslab utilities must cross the existing foundation line, MEP and Civil contractors face conflicting structural directions. Following the underpinning method shown in S5.1 Detail 8 violates the strict structural prohibitions in S2.2 Note 3 and S5.1 Detail 9, potentially compromising the exi...

Suggested next step: Please clarify if S5.1 Detail 8 may be used for utility crossings beneath the existing foundation, or if S2.2 Note 3 and S5.1 Detail 9 take precedence, requiring all utilities to be routed above the footing elevation (e.g., sleeved through the foundation wall per S5.1 Detail 12).

RFI draft: Please clarify if S5.1 Detail 8 may be used for utility crossings beneath the existing foundation, or if S2.2 Note 3 and S5.1 Detail 9 take precedence, requiring all utilities to be routed above the footing elevation (e.g., sleeved through the fou...

Summary: The Welcome Center Building Partial Foundation Plans show the centerline of the HSS Post positioned exactly 3" from the edge of the stepped concrete foundation. The specified base plate is 12"x8" in size and contains four adhesive anchors. If the plate is centered, the anchors must be placed within the plate boundary on the side facing the edge, resulting in an anchor placement that is less tha...

Why it matters: Installing adhesive anchors closer than the absolute minimum 3-inch edge distance will drastically reduce the concrete breakout capacity and risks edge spalling during installation and when the post receives lateral or uplift loading. The current geometry requires an overhang of the base plate an...

Suggested next step: The HSS Post base plate on details 15 and 16 is shown with a centerline 3" away from the foundation edge using a 12"x8" plate with 4 adhesive anchors. This geometry forces the anchors to be less than 3 inches from the concrete edge, violating Structural General Note 20.D. Plea...

RFI draft: The HSS Post base plate on details 15 and 16 is shown with a centerline 3" away from the foundation edge using a 12"x8" plate with 4 adhesive anchors. This geometry forces the anchors to be less than 3 inches from the concrete edge, violating Stru...

Summary: The Symbol Legend explicitly limits the D1 metal roof deck (1-1/2 inch, 20-gauge Type 'B') to a maximum span of 6'-6". However, the Roof Framing Plan indicates the D1 deck spanning distances well beyond this structural limit, including a 10'-9" vertical span between horizontal girders and a 9'-6 1/4" horizontal span between vertical beams in the canopy area.

Why it matters: Exceeding the maximum allowable span for the metal roof deck by several feet compromises the structural integrity of the roof system. The deck may fail under design wind, snow, or live loads, leading to severe safety risks, excessive deflection, and potential localized roof collapse.

Suggested next step: Please review the structural framing layout and the D1 deck specifications. Clarify if additional intermediate framing (such as W12x19 infill beams) should be added to reduce the deck spans to 6'-6" or less, or if a different metal deck profile/gauge should be specified to acc...

RFI draft: Please review the structural framing layout and the D1 deck specifications. Clarify if additional intermediate framing (such as W12x19 infill beams) should be added to reduce the deck spans to 6'-6" or less, or if a different metal deck profile/ga...

Summary: The Typical Detail for the Fence Post Foundation (Detail 9) specifies a top surface "ATTACHEMENT TO CONCRETE" for a 10'-0" high post. The section details "(4) - #4 TIES AT 3\" O.C." with a dimension line showing the first tie located exactly "3\"" from the top of the pedestal. Because the ties are spaced at 3" on center, the second tie will be located 6" from the top. Consequently, only one #4 ...

Why it matters: Failing to provide the required number of transverse ties near the top of the pedestal leaves the concrete anchorage without adequate confinement. This directly violates prescriptive building code requirements and increases the risk of concrete breakout or splitting failure under lateral wind or ...

Suggested next step: Please revise the tie layout for the fence post foundation to provide at least two #4 ties within the top 5 inches of the pedestal (e.g., first tie at 1.5" or 2" and second tie at 4" from the top), as required by ACI 318 Section 10.7.6.1.6 (ASCE 7-16 Section 14.2.2.2).

RFI draft: Please revise the tie layout for the fence post foundation to provide at least two #4 ties within the top 5 inches of the pedestal (e.g., first tie at 1.5" or 2" and second tie at 4" from the top), as required by ACI 318 Section 10.7.6.1.6 (ASCE 7...

Summary: The "BRB - FOUNDATION PLAN - DIGITAL SIGN" details a new "F7.0x2.0" concrete footing that is drawn physically overlapping the "EXIST 4'-0\" SQ x 1'-3\" THK\nFOOTING VIF". Installing this new 2-foot-wide footing in the same physical space requires cutting into or partially demolishing the existing 4-foot square footing. According to ASCE 7 Section 11B.4, alterations that decrease the design stre...

Why it matters: Cutting into the existing 4-foot square column footing to install the digital sign footing severely reduces its bearing area and structural capacity, violating both the ASCE 7 code and General Note 3 ("EXISTING FOOTINGS SHALL NOT BE UNDERMINED FOR ANY REASON"). This compromises the building's gra...

Suggested next step: Please relocate the digital sign foundation to avoid the existing 4'-0" square column footing, or provide details for how the new footing can be installed without cutting into or decreasing the design strength of the existing footing per ASCE 7 Section 11B.4 and Foundation Not...

RFI draft: Please relocate the digital sign foundation to avoid the existing 4'-0" square column footing, or provide details for how the new footing can be installed without cutting into or decreasing the design strength of the existing footing per ASCE 7 Se...

Summary: Detail 9 (Connection Type 'A') details a sliding connection for a screen wall to accommodate story drift. It utilizes a 1/2-inch diameter through-bolt in a vertically slotted hole, spanning a specified 3 1/4-inch gap between the angles. ASCE 7-16 Section 13.5.5 (Item 2.b) requires that threaded rods or bolts used in slotted holes to accommodate story drift must have a length-to-diameter (L/d) r...

Why it matters: If the length-to-diameter ratio exceeds 4, the bolt becomes too flexible and may bend under friction during seismic inter-story drift rather than sliding within the slotted hole as intended. This binding would transfer unintended structural forces to the nonstructural screen wall, potentially cau...

Suggested next step: Please increase the diameter of the sliding connection bolt to at least 7/8-inch (to achieve an L/d ratio ≤ 4) or provide an alternative connection detail that complies with ASCE 7-16 Section 13.5.5 for accommodating story drift without rod bending.

RFI draft: Please increase the diameter of the sliding connection bolt to at least 7/8-inch (to achieve an L/d ratio ≤ 4) or provide an alternative connection detail that complies with ASCE 7-16 Section 13.5.5 for accommodating story drift without rod bending.

Summary: Detail 10 shows a "WALL BRACE" intended to stabilize a "CMU PARTITION" by attaching to the "EXISTING METAL DECK AND ROOFING" above. The code requires partitions to be "laterally braced to the building structure". However, the top connection of the brace incorrectly specifies using "(2) 3/8" ADH ANCH" (adhesive anchors) to "ATTACH BP TO CMU". The attachment point is the metal deck, not CMU, and ...

Why it matters: Without a constructable and approved connection to the roof structure, the CMU partition will not be properly laterally braced against seismic loads. This will cause an RFI and delay during construction when the contractor attempts to install the brace and finds that adhesive anchors cannot be us...

Suggested next step: Detail 10 calls for attaching the top bent plate of the CMU partition wall brace to the "EXISTING METAL DECK AND ROOFING" using 3/8" adhesive anchors to CMU. Adhesive anchors cannot be installed in a metal deck. Please revise the detail to provide an appropriate mechanical fas...

RFI draft: Detail 10 calls for attaching the top bent plate of the CMU partition wall brace to the "EXISTING METAL DECK AND ROOFING" using 3/8" adhesive anchors to CMU. Adhesive anchors cannot be installed in a metal deck. Please revise the detail to provide...

Summary: Drawing Section 2 specifies that the nuts for the vertical slotted hole connections on the HSS post and tab plate should be installed following instructions to "FINGER TIGHTEN NUT, BACK-OFF 1/4 TURN". ASCE 7-16 Section 13.5.3 requires that nuts in slotted connections for exterior nonstructural wall elements be "installed finger-tight". Instructing the contractor to explicitly back off the nut 1...

Why it matters: Backing off the nuts removes the clamping force and introduces unwanted play in the connection. Under out-of-plane cyclic loads (such as wind or seismic events), this looseness allows the joint to rattle and induces impact loads. Over time, this chattering can accelerate wear, cause fatigue, and ...

Suggested next step: Revise the bolting installation notes for the slotted connections in Section 2 to specify installing the nuts finger-tight without backing off, ensuring compliance with ASCE 7-16 requirements for exterior wall element connections.

RFI draft: Revise the bolting installation notes for the slotted connections in Section 2 to specify installing the nuts finger-tight without backing off, ensuring compliance with ASCE 7-16 requirements for exterior wall element connections.