Plan Review: 66 Issues Found

Summary: 21 index entries | 12 perfect matches | 5 mismatched | 4 missing Mismatched (5): S-9: Expected: RESERVOIR FOUNDATION & ROOF PLAN (S-9) | Actual: RESERVOIR FOUNDATION & ROOF PLAN (null)(p9) S-10: Expected: RESERVOIR SECTION (S-10) | Actual: FORMED ROOF RAFTER SECTION (S-10)(p13) S-14: Expected: RESERVOIR DETAILS -4 (S-14) | Actual: RESERVOIR DETAILS - 4 (4)(p14) S-17:...

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: 4 missing, 5 mismatched out of 21 sheets

Summary: The roof framing plan specifies that the wood rafters frame into the "CMU WALL BELOW" by being attached to a nailer (wood ledger) using joist hangers (e.g., "2x8 FRTW DF-L #2 @ 24"OC,, ATTACH TO NAILER W/ BA28 HANGERS" and "(2) 2x8 FRTW DF-L #2 END RAFTERS, ATTACH TO NAILER W/ BA28-2 HANGERS"). When the CMU wall is subjected to out-of-plane seismic forces pulling it away from the building, this...

Why it matters: Wood is extremely weak in cross-grain tension and can easily split along the grain when subjected to out-of-plane seismic loads. Relying on a ledger in cross-grain tension for wall anchorage creates a catastrophic failure risk, potentially allowing the masonry wall to detach and the roof to colla...

Suggested next step: Please provide a revised wall-to-diaphragm anchorage detail for the walls parallel to the roof ridge. The detail should utilize embedded wall straps or mechanical tension ties that connect the CMU wall directly to the rafters or blocking to transfer out-of-plane forces directl...

RFI draft: Please provide a revised wall-to-diaphragm anchorage detail for the walls parallel to the roof ridge. The detail should utilize embedded wall straps or mechanical tension ties that connect the CMU wall directly to the rafters or blocking to transf...

Summary: The Concrete Testing table on the drawing specifies concrete strength specimen sampling at "EACH 150 CY NOR LESS THAN EACH 5000 SF OF SLAB OR WALL PLACED EACH SHIFT." However, CBC Section 1905A.1.17 explicitly amends ACI 318 Section 26.12.2.1(a) to require sampling "not less than once for each 50 cubic yards (345 m3) of concrete, or not less than once for each 2,000 square feet (186 m2) of surf...

Why it matters: This discrepancy would result in significantly fewer concrete test specimens being taken during construction than required by the California Building Code. Inadequate testing could allow deficient concrete to be placed and go undetected, leading to potential structural inadequacy, failed inspecti...

Suggested next step: Revise the Concrete Testing table to reflect the California Building Code amendment in Section 1905A.1.17, which requires concrete strength test specimens to be taken not less than once a day, not less than once for each 50 cubic yards of concrete, and not less than once for e...

RFI draft: Revise the Concrete Testing table to reflect the California Building Code amendment in Section 1905A.1.17, which requires concrete strength test specimens to be taken not less than once a day, not less than once for each 50 cubic yards of concrete...

Summary: General Note 7 allows the special inspection designation for welds to be reduced to 'OBSERVE', delegating the actual 'PERFORM' inspection task to the welder. This violates CBC Sections 1704.2 and 1704A.2, which strictly require the owner to employ an independent approved agency to perform special inspections. A contractor's employee (welder) cannot act as the special inspector for their own work.

Why it matters: Allowing a contractor to perform their own special inspections compromises the independence and integrity of the quality assurance process. The building official will reject this QA plan, and any welds inspected solely by the welder will fail certification, requiring costly third-party NDT or re-...

Suggested next step: Remove General Note 7. Confirm that all required special inspections for structural welding will be performed by an independent approved agency employed by the owner, in accordance with CBC Sections 1704.2 and 1704A.2.

RFI draft: Remove General Note 7. Confirm that all required special inspections for structural welding will be performed by an independent approved agency employed by the owner, in accordance with CBC Sections 1704.2 and 1704A.2.

Summary: Detail 1 dictates placing polyethylene directly between the footing and the pipe block, which requires excavating at the exact face of the footing. Detail 2 shows the pipe block extends deeper than the adjacent 'TOP OF WALL FOOTING'. Excavating immediately adjacent to an existing footing to a depth below its bearing elevation removes its vertical and lateral support. The details do not provide ...

Why it matters: Excavating below the influence line of an existing foundation without underpinning removes the soil bearing wedge, which can cause detrimental settlement, rotation, or catastrophic structural failure of the footing and the structure it supports.

Suggested next step: Please clarify the construction sequence. If the pipe block is constructed after the adjacent wall footing, provide underpinning, shoring, or protection details for the footing during the pipe block excavation to maintain lateral and vertical support per CBC 1804.1.

RFI draft: Please clarify the construction sequence. If the pipe block is constructed after the adjacent wall footing, provide underpinning, shoring, or protection details for the footing during the pipe block excavation to maintain lateral and vertical supp...

Summary: Details 1 and A show a monorail beam suspended from an angle bracket with high-strength bolts, while explicitly detailing a maximum gap of 1/2" between the angle and the beam. High-strength bolted connections require firm contact between joined parts. Bolting across a 1/2" gap without structural shims prevents proper bolt installation and violates geometric compatibility. Tightening the bolts w...

Why it matters: Without rigid shims to close the gap, the connection is structurally unstable and prone to premature fatigue failure under dynamic monorail loads. This violates the CBC requirement to provide a rational, complete load path (Section 1604.4) and steel design standards requiring firm contact for pre...

Suggested next step: Please confirm if structural steel shims or spacers should be provided to fully close the "1/2" MAX GAP" prior to tensioning the A325 bolts to ensure firm steel-to-steel contact and prevent bolt bending.

RFI draft: Please confirm if structural steel shims or spacers should be provided to fully close the "1/2" MAX GAP" prior to tensioning the A325 bolts to ensure firm steel-to-steel contact and prevent bolt bending.

Summary: The Reservoir Foundation Plan and Reservoir Roof Plan show contradictory locations for peripheral elements despite having the same North orientation ('N'). The Foundation Plan shows the '2" INLET PIPE' on the right (East) side of the reservoir. However, the Roof Plan shows the exact same '2" INLET PIPE' on the left (West) side of the reservoir. Additionally, the Roof Plan contains orphaned, lea...

Why it matters: This contradictory representation creates a critical coordination failure. Contractors cannot determine the correct cardinal placement of the inlet piping. Furthermore, the orphaned notes on the Roof Plan may cause confusion regarding the placement of the pipe block and stairway landing pad (Deta...

Suggested next step: Clarify the correct orientation of the reservoir's 2" inlet pipe. Please issue revised plans ensuring the inlet piping is shown in a consistent location on both the foundation and roof plans relative to project North, and remove or correct the orphaned notes for the pipe block...

RFI draft: Clarify the correct orientation of the reservoir's 2" inlet pipe. Please issue revised plans ensuring the inlet piping is shown in a consistent location on both the foundation and roof plans relative to project North, and remove or correct the orp...

Summary: Drawing S-17 CMU Note 4 states a minimum lap of 48 bar diameters for all CMU reinforcement. However, the Structural Notes on page 3 under the Masonry Detailing section specifically require a minimum of 72 bar diameters at reinforcement splice locations for masonry. The 48 bar diameter value matches the Concrete Detailing requirement (a separate section of the spec) and appears to have been inco...

Why it matters: Using 48 db instead of 72 db for masonry reinforcement lap splices could result in insufficient force transfer at splice locations within the CMU walls. Given that the seismic force resisting system for the pump station includes Special Reinforced Masonry Shear Walls in Seismic Design Category F,...

Suggested next step: Request clarification from the Structural Engineer of Record on the required minimum lap splice length for CMU reinforcement. The CMU Note 4 on sheet S-17 specifies 48 bar diameters, while the Masonry Detailing section of the Structural General Notes requires 72 bar diameters....

RFI draft: Request clarification from the Structural Engineer of Record on the required minimum lap splice length for CMU reinforcement. The CMU Note 4 on sheet S-17 specifies 48 bar diameters, while the Masonry Detailing section of the Structural General No...

Summary: Drawing S-17 Details 1 and 4 specify "BA28" and "BA28-2" top-flange hangers for connecting sloped roof rafters to the ridge beam. BA-series hangers are standard 90-degree orthogonal hangers that do not have sloped seats. Installing a horizontal hanger on a sloped rafter requires field-bending the hanger seat to match the roof pitch. The structural notes explicitly prohibit bending connection ha...

Why it matters: Forcing a sloped rafter into a square hanger seat creates a severe point load on the edge of the hanger, reducing its structural capacity and risking connection failure under roof loads. Additionally, top-flange BA hangers typically require a minimum 3-inch thick nailer to prevent the top nails f...

Suggested next step: Please revise Details 1 and 4 on sheet S-17 to specify an appropriate sloped rafter hanger (e.g., LSSU, VPA, or custom skewed/sloped hanger) that accommodates the roof pitch without field modification, and verify that the nailer thickness meets the manufacturer's top-nailing r...

RFI draft: Please revise Details 1 and 4 on sheet S-17 to specify an appropriate sloped rafter hanger (e.g., LSSU, VPA, or custom skewed/sloped hanger) that accommodates the roof pitch without field modification, and verify that the nailer thickness meets th...

Summary: The Typical Equipment Foundation (Detail 4) specifies a pad height range of 6 inches minimum to 8 inches maximum, with 3 inches of clear cover at the bottom and #5 reinforcement each way. With a #5 bar (db = 0.625 in.), the effective depth of the bottom reinforcement is calculated as: at maximum pad height (8 in.): d = 8 − 3 − 0.625/2 = 4.69 in.; at minimum pad height (6 in.): d = 6 − 3 − 0.625...

Why it matters: This insufficient effective depth directly impacts the flexural and shear capacity of the equipment foundation. This issue would likely be flagged during plan review, leading to a required redesign of the foundation depth. During construction, if this detail is built as shown, the foundation may ...

Suggested next step: Request the structural engineer to review the Typical Equipment Foundation (Detail 4) overall depth and confirm compliance with ACI 318-19 Section 13.3.1.2, which requires a minimum effective depth of 6 inches for the bottom reinforcement. With the specified 3-inch clear cover...

RFI draft: Request the structural engineer to review the Typical Equipment Foundation (Detail 4) overall depth and confirm compliance with ACI 318-19 Section 13.3.1.2, which requires a minimum effective depth of 6 inches for the bottom reinforcement. With th...

Summary: Detail 2 (TYP. PIPE BLOCK DETAIL section) specifies '2" CLR.' for the side cover of the #5 reinforcement in the concrete pipe block. The drawing shows the pipe block is surrounded by subgrade material on all sides, indicating it is cast against and permanently in contact with ground. ACI 318-19 Table 20.5.1.3.1 requires a minimum specified concrete cover of 3 inches for all reinforcement in con...

Why it matters: Insufficient concrete cover on the sides of the pipe block will reduce the long-term durability of the reinforcement by allowing moisture and chlorides from the surrounding soil to reach the steel more quickly, leading to premature corrosion. This is particularly critical for a reservoir structur...

Suggested next step: Request the structural engineer to confirm the exposure condition for the concrete pipe block sides. If the pipe block is cast against and permanently in contact with ground, the side cover must be increased from 2" to a minimum of 3" per ACI 318-19 Table 20.5.1.3.1. This will...

RFI draft: Request the structural engineer to confirm the exposure condition for the concrete pipe block sides. If the pipe block is cast against and permanently in contact with ground, the side cover must be increased from 2" to a minimum of 3" per ACI 318-...

Summary: ACI 318-19 Section 26.7.1(b) mandates that the construction documents provide the "effective embedment depth" for all anchors. However, General Note 5 under "POST-INSTALLED ANCHORS - CONCRETE & MASONRY" directly contradicts this requirement by stating that the embedment specified on the drawings is only the "NOMINAL" embedment, and directs the contractor to reference the ICC ESR report for the ...

Why it matters: The effective embedment depth is a critical parameter used by the Engineer of Record to determine the concrete breakout strength of an anchor in tension and shear. Delegating this to the contractor by providing only nominal dimensions fails to meet code design information requirements. If nominal...

Suggested next step: Please revise Note 5 under "POST-INSTALLED ANCHORS - CONCRETE & MASONRY" to clarify that the embedment depths specified on the drawings are the required effective embedment depths, and ensure all specified post-installed anchor details provide the effective embedment depth in ...

RFI draft: Please revise Note 5 under "POST-INSTALLED ANCHORS - CONCRETE & MASONRY" to clarify that the embedment depths specified on the drawings are the required effective embedment depths, and ensure all specified post-installed anchor details provide the...

Summary: The 'PUMP STATION FOUNDATION AND ROOF FRAMING PLAN AND SECTIONS' drawing specifies the main structural floor slab as '6" S.O.G W/#4 @ 12" oc, EW OVER ENGINEERED FILL'. According to ACI 318-19 Section 13.3.1.2, the overall depth of a shallow foundation must be selected such that the effective depth of the bottom reinforcement is at least 6 inches. Because the effective depth is the overall depth...

Why it matters: Providing an insufficient effective depth reduces the flexural and shear capacity of the foundation. If the slab-on-grade is intended to act as a shallow foundation that transmits vertical or lateral loads (such as those from the equipment pads and pump skid) to the ground, it will not possess th...

Suggested next step: Please clarify if the 6" S.O.G. is acting as a structural foundation. If it is, revise the overall depth of the slab to be at least 9.5 to 10 inches to ensure the effective depth of the bottom reinforcement is at least 6 inches, as required by ACI 318-19 Section 13.3.1.2. If i...

RFI draft: Please clarify if the 6" S.O.G. is acting as a structural foundation. If it is, revise the overall depth of the slab to be at least 9.5 to 10 inches to ensure the effective depth of the bottom reinforcement is at least 6 inches, as required by ACI...

Summary: The structural design notes designate Site Class C, S_S = 2.114, and S_1 = 0.840. According to ASCE 7-16 Section 11.4.4 and Tables 11.4-1 and 11.4-2, the site coefficients for these mapped parameters are F_a = 1.2 and F_v = 1.4. Applying the formulas in Section 11.4.5, the design spectral acceleration parameters should be calculated as S_DS = 2/3 × (1.2 × 2.114) = 1.691 and S_D1 = 2/3 × (1.4 × ...

Why it matters: The design spectral acceleration parameters directly govern the seismic base shear calculation. Using significantly higher incorrect values (particularly S_D1 being roughly 40% higher) will yield excessively conservative seismic force requirements, leading to unnecessary material costs and struct...

Suggested next step: Please confirm the source of the S_DS (1.718) and S_D1 (1.103) values. If they were calculated using the mapped parameters, revise them to S_DS = 1.691 and S_D1 = 0.784 based on Site Class C, S_S = 2.114, and S_1 = 0.840 per ASCE 7-16 Equations 11.4-1 through 11.4-4. If they w...

RFI draft: Please confirm the source of the S_DS (1.718) and S_D1 (1.103) values. If they were calculated using the mapped parameters, revise them to S_DS = 1.691 and S_D1 = 0.784 based on Site Class C, S_S = 2.114, and S_1 = 0.840 per ASCE 7-16 Equations 11...

Summary: Detail 6 'PIPE SUPPORT DETAIL 1' shows a rigid bracket made of an 'L3x3x3/8 ANGLE' welded directly to the 'TANK WALL'. It supports 'PIPING PER CIVIL SHEETS' using a '3/4"Ø STEEL U-BOLT'. A note dictates 'PIPE SUPPORTS TO BE AT MAX 10' OC'. This rigidly ties the piping to the tank shell at regular intervals without any flexible mechanism shown.

Why it matters: ASCE 7-16 Section 15.7.4 requires that piping systems connected to tanks provide sufficient flexibility to accommodate potential earthquake movement and to be designed 'so as not to impart significant mechanical loading on the attachment to the tank or vessel shell.' Clamping the pipe with a U-bo...

Suggested next step: Revise Pipe Support Detail 1 to incorporate mechanical flexibility (such as a sliding guide instead of a clamped U-bolt) and add a reinforcing pad (rep-pad) between the bracket and the tank wall to distribute loads, ensuring compliance with ASCE 7 Section 15.7.4.

RFI draft: Revise Pipe Support Detail 1 to incorporate mechanical flexibility (such as a sliding guide instead of a clamped U-bolt) and add a reinforcing pad (rep-pad) between the bracket and the tank wall to distribute loads, ensuring compliance with ASCE 7...