Plan Review: 217 Issues Found

Summary: 79 index entries | 73 perfect matches | 5 mismatched | 1 missing Mismatched (5): SR100: Expected: SHEETPILE BULKHEAD CONFIGURATION PLAN (SR100) | Actual: SHEETEPILE BULKHEAD CONFIGURATION PLAN (SR100)(p63) MR303: Expected: STRUCTURAL SECTION 1 OF 3 (MR303) | Actual: STRUCTURAL SECTION (MR303)(p41) MR304: Expected: STRUCTURAL SECTION 2 OF 3 (MR304) | Actual: STRUCTURA...

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: 1 missing, 5 mismatched out of 79 sheets

Summary: Sheet C-302, Section F (Retaining Wall Grading Section), calls out an "11" CONC. WALL DOWELED TO EX. CONC. PLATFORM" and explicitly references SR503 for details. However, on sheet SR503, Detail E (Concrete Closure Wall Reinforcement Details) dimensions the wall as a "7" CONC. WALL." Other views on SR503 — including the Minor Cell Closure Elevation (Detail J) and the Concrete Closure Wall Sectio...

Why it matters: A wall thickness discrepancy of 4 inches (7" vs 11") has major implications for structural capacity, reinforcement design, and concrete quantities. With 3" clear cover on each face as specified, a 7" wall cannot physically accommodate two curtains of #6 rebar. If the wall is built to 7" per the r...

Suggested next step: Please clarify the correct thickness of the concrete closure wall. Detail E on SR503 (Concrete Closure Wall Reinforcement Details) shows 7", while Section F on C-302, the Minor Cell Closure Elevation (J/SR503), and Concrete Closure Wall Section (F/SR102) all indicate 11". Plea...

RFI draft: Please clarify the correct thickness of the concrete closure wall. Detail E on SR503 (Concrete Closure Wall Reinforcement Details) shows 7", while Section F on C-302, the Minor Cell Closure Elevation (J/SR503), and Concrete Closure Wall Section (F...

Summary: MR505 details the typical fender section mounting to a 'PC PILE CAP' (explicitly referencing details on MR508 through MR511). MR505 shows the pile cap geometry extending from a top elevation of +13.33' down past the fender centerline at +6.78', explicitly dimensioning a 6'-6 1/2" vertical drop. It also shows a 4'-11" tall fender mounting plate attached to the face of this pile cap. However, the...

Why it matters: If the precast pile caps are fabricated to the 4'-2" overall height shown on MR511, they will be unable to accommodate the required fender mounting hardware and plate detailed on MR505. This discrepancy will halt precast fabrication and fender system installation.

Suggested next step: Clarify the required overall height for the precast pile caps. Does the 4'-2" height shown on MR511 apply to caps receiving fenders? Please provide updated dimensions or a specific pile cap detail that accommodates the 4'-11" fender mounting plate and matches the vertical elev...

RFI draft: Clarify the required overall height for the precast pile caps. Does the 4'-2" height shown on MR511 apply to caps receiving fenders? Please provide updated dimensions or a specific pile cap detail that accommodates the 4'-11" fender mounting plate...

Summary: Drawing SR304 details the North/South Combi-Wall with a 30-inch diameter pipe king pile (30"X1"). However, the concrete cap specified for this wall is dimensioned as 2'-6" (30 inches) wide, referencing Detail G/SR502. A 30-inch wide concrete cap provides zero concrete cover over a 30-inch diameter pipe pile. Detail G on SR502 illustrates a 2'-6" cap with vertical elements fitting well within it...

Why it matters: Concrete pile caps in marine environments require significant concrete cover (typically 3 to 6 inches minimum on all sides) to protect steel piles from corrosion. Constructing a 30-inch cap over a 30-inch pile will leave the steel faces completely exposed and flush with the concrete, leading to r...

Suggested next step: Please clarify the required concrete pile cap width for the North/South Combi-Wall. The specified 2'-6" (30") width provides zero concrete cover for the 30" pipe king piles. Should the concrete cap be widened, or are there localized cap widening details intended for the king p...

RFI draft: Please clarify the required concrete pile cap width for the North/South Combi-Wall. The specified 2'-6" (30") width provides zero concrete cover for the 30" pipe king piles. Should the concrete cap be widened, or are there localized cap widening d...

Summary: SR306 labels the concrete closure wall as "11" CONC. WALL DOWELED TO EX. CONC. PLATFORM" and directs the reader to SR503 for further details. On SR503, Detail F (Concrete Closure Wall Section) and Elevation J (Minor Cell Closure Elevation) both show the wall as 11" thick. However, Detail E (Concrete Closure Wall Reinforcement Details) on SR503 labels the same wall as "7" CONC. WALL". This is a ...

Why it matters: A 4-inch discrepancy in wall thickness is structurally significant. If the wall is built to 7" instead of 11", the structural capacity, reinforcement development lengths, and concrete cover will be substantially different. If the reinforcement detail (Detail E) was designed for a 7" wall, then th...

Suggested next step: Please clarify the correct thickness of the concrete closure wall. Detail E on SR503 shows "7" CONC. WALL" while Detail F on SR503 and the section on SR306 both show "11" CONC. WALL". Please confirm the correct wall thickness and revise the affected details, including reinforc...

RFI draft: Please clarify the correct thickness of the concrete closure wall. Detail E on SR503 shows "7" CONC. WALL" while Detail F on SR503 and the section on SR306 both show "11" CONC. WALL". Please confirm the correct wall thickness and revise the affect...

Summary: Sheet SR100 specifies an '11" CIP CONC. CLOSURE WALL' and references SR503 for details. On SR503, Section F (Concrete Closure Wall Section) shows the wall as '11" CONC. WALL', and Elevation J (Minor Cell Closure Elevation) labels it as '11" CONC. CLOSURE WALL'. However, Detail E on SR503 (Concrete Closure Wall Reinforcement Details) labels the same wall as '7" CONC. WALL'. This is a 4-inch diff...

Why it matters: A wall thickness discrepancy of this magnitude directly affects structural capacity, reinforcement cover, formwork dimensions, and concrete quantities. If the wall is constructed at 7" with 3" clear cover on each face as specified, only 1" remains for reinforcement, which is physically infeasible...

Suggested next step: Please clarify the correct thickness of the concrete closure wall. The plan on SR100, Section F on SR503, and Elevation J on SR503 all indicate 11", while Detail E (Concrete Closure Wall Reinforcement Details) on SR503 indicates 7". Please confirm the intended wall thickness a...

RFI draft: Please clarify the correct thickness of the concrete closure wall. The plan on SR100, Section F on SR503, and Elevation J on SR503 all indicate 11", while Detail E (Concrete Closure Wall Reinforcement Details) on SR503 indicates 7". Please confirm...

Summary: Sheet SR304 identifies the concrete closure wall as 11" thick and references SR503 for details. On SR503, the reinforcement detail E (CONCRETE CLOSURE WALL REINFORCEMENT DETAILS) dimensions the wall as 7", while section F (CONCRETE CLOSURE WALL SECTION), elevation J (MINOR CELL CLOSURE ELEVATION), and plan I (MINOR CELL CLOSURE PLAN) all dimension the same wall as 11". Both detail E and section...

Why it matters: A 4-inch discrepancy in wall thickness is structurally significant. If the wall is built to 7" instead of 11", it would have substantially reduced structural capacity, affecting shear and moment resistance of the closure wall. Formwork dimensions, concrete volume, and reinforcement cover would al...

Suggested next step: Please clarify the correct thickness of the concrete closure wall. Sheet SR304 and most details on SR503 (section F, elevation J, plan I) indicate 11", but the reinforcement detail E on SR503 shows 7". Please confirm the design thickness and issue a revised detail if necessary.

RFI draft: Please clarify the correct thickness of the concrete closure wall. Sheet SR304 and most details on SR503 (section F, elevation J, plan I) indicate 11", but the reinforcement detail E on SR503 shows 7". Please confirm the design thickness and issue...

Summary: There is a direct contradiction between the Marine Infrastructure Configuration Plan (MR100) and the Pile Layout Plan (MR101) regarding which piles are rock socketed and which are driven. MR100 specifies that 32 piles in Rows C, D, E, & F are "DRIVEN TO TOP OF COMP ROCK". However, MR101 designates several piles in this exact central area as "ROCK SOCKETED STEEL PILE". Furthermore, MR100 specifi...

Why it matters: Rock socketing requires specialized drilling equipment, varying pile lengths, and significantly different budgets compared to driving piles to refusal. This discrepancy will severely impact the foundation estimate, equipment procurement, and overall construction schedule.

Suggested next step: Please clarify the pile installation requirements. Which specific piles are required to be driven to the top of competent rock, and which must be socketed 10' into sound rock? Please coordinate the pile callouts and symbology across sheets MR100, MR101, and MR102.

RFI draft: Please clarify the pile installation requirements. Which specific piles are required to be driven to the top of competent rock, and which must be socketed 10' into sound rock? Please coordinate the pile callouts and symbology across sheets MR100, ...

Summary: Detail D/MR501 calls out a 'W10x112' steel shape inside the 30" pipe pile for Rows H & I. Conversely, Section F/MR501, which details the same steel pipe pile section for Rows H & I, calls out a 'W10X12' steel shape.

Why it matters: A W10x112 beam is significantly heavier and possesses a much higher structural capacity than a W10x12 beam. Procuring and installing the incorrect steel shape will either cause a major structural deficiency (if W10x12 is used when W10x112 is required) or substantial unnecessary cost overruns.

Suggested next step: Please clarify the correct steel shape to be installed inside the 30" pipe piles at Rows H & I. Is it a W10x112 or a W10X12?

RFI draft: Please clarify the correct steel shape to be installed inside the 30" pipe piles at Rows H & I. Is it a W10x112 or a W10X12?

Summary: The drawing specifies ASTM F1554 anchors with a 36 KSI yield strength (Grade 36), whereas the project specification under Waterfront Structural Steel hardware requirements explicitly calls for ASTM F1554 GR. 55 (55 KSI yield). This is a direct contradiction in the anchor rod grade between the drawing and the specification.

Why it matters: Using Grade 36 anchors instead of the specified Grade 55 results in approximately 35% lower yield strength, which could lead to an under-designed connection at the pile cap-to-superstructure interface. This affects the structural integrity of the precast pile cap anchorage and could impact permit...

Suggested next step: Request clarification on the correct anchor rod grade for the precast pile cap threaded rod connections. The drawing (MR508) calls for ASTM F1554 36 KSI (Grade 36) while the General Notes (G-006) specify ASTM F1554 GR. 55. Please confirm the required grade and update the affec...

RFI draft: Request clarification on the correct anchor rod grade for the precast pile cap threaded rod connections. The drawing (MR508) calls for ASTM F1554 36 KSI (Grade 36) while the General Notes (G-006) specify ASTM F1554 GR. 55. Please confirm the requi...

Summary: The drawing specifies '2"Ø ASTM F1554 GALV. 36KSI THREADED ROD' for the anchor rods within the PVC sleeves of the PC-4 pile cap. However, the project specification under Waterfront Structural Steel, item 5a, explicitly requires anchors to be 'ASTM F1554 GR. 55', which corresponds to a minimum yield strength of 55 KSI. The drawing calls for Grade 36 (36 KSI yield), which is a significantly lower...

Why it matters: Using Grade 36 anchor rods instead of the specified Grade 55 would result in anchors with approximately 35% less yield capacity. This could lead to under-designed connections between the precast pile cap and the piles or supported structure, potentially compromising the structural integrity of th...

Suggested next step: Please clarify the required grade for the ASTM F1554 threaded rods shown in the PC-4 pile cap details. The drawing on MR511 specifies ASTM F1554 Grade 36 KSI, while the General Notes on G-006 require ASTM F1554 Grade 55 for anchors. Please confirm whether the threaded rods sho...

RFI draft: Please clarify the required grade for the ASTM F1554 threaded rods shown in the PC-4 pile cap details. The drawing on MR511 specifies ASTM F1554 Grade 36 KSI, while the General Notes on G-006 require ASTM F1554 Grade 55 for anchors. Please confirm...

Summary: The drawing specifies a 2"Ø ASTM F1554 GALV. 36KSI threaded rod for the pile cap anchor connection. However, the specification under Waterfront Structural Steel, Section 5.a requires anchors to be ASTM F1554 GR. 55, which has a minimum yield strength of 55 KSI. The drawing calls for Grade 36 (36 KSI yield), which is a significantly lower strength grade than what is specified.

Why it matters: Using Grade 36 anchors instead of the specified Grade 55 results in approximately 35% less yield capacity per rod. This could lead to under-designed connections between the precast pile cap and the supported structure, potentially compromising the structural integrity of the marine infrastructure...

Suggested next step: Please clarify the required grade for the ASTM F1554 threaded rods used in the PC-6 precast pile cap. The drawing on sheet MR511A calls for ASTM F1554 GALV. 36KSI, while the General Notes on sheet G-006 specify ASTM F1554 GR. 55 for anchors. Please confirm which grade is corre...

RFI draft: Please clarify the required grade for the ASTM F1554 threaded rods used in the PC-6 precast pile cap. The drawing on sheet MR511A calls for ASTM F1554 GALV. 36KSI, while the General Notes on sheet G-006 specify ASTM F1554 GR. 55 for anchors. Pleas...

Summary: The drawing repeatedly calls out threaded rods as "2"Ø ASTM F1554 GALV. 36KSI THREADED ROD" across the plan view and section views for the PC-3 & PC-5 pile cap. However, the project specification under Waterfront Structural Steel, item 5.a, requires anchors to be "ASTM F1554 GR. 55," which corresponds to a minimum yield strength of 55 ksi. The drawing specifies 36 ksi (Grade 36), which is a low...

Why it matters: Using Grade 36 threaded rods instead of the specified Grade 55 results in approximately 35% less yield strength (36 ksi vs. 55 ksi). These threaded rods serve as anchor connections for the precast pile caps, which are critical structural elements supporting the marine platform. Under-strength anc...

Suggested next step: Request clarification from the Engineer of Record on the correct grade of ASTM F1554 threaded rods for the precast pile cap connections. The drawing specifies Grade 36 (36 ksi) while the general structural notes require Grade 55 (55 ksi). Please confirm which grade shall be us...

RFI draft: Request clarification from the Engineer of Record on the correct grade of ASTM F1554 threaded rods for the precast pile cap connections. The drawing specifies Grade 36 (36 ksi) while the general structural notes require Grade 55 (55 ksi). Please c...

Summary: The drawing specifies the threaded rod as 'ASTM F1554 GALV. 36KSI' (Grade 36) for the PVC sleeve connection at the pile cap seats. However, the project specification for steel hardware explicitly requires anchors to be 'ASTM F1554 GR. 55', which corresponds to a 55 KSI minimum yield strength. Grade 36 provides only 36 KSI yield, which is significantly lower than the specified Grade 55.

Why it matters: Using Grade 36 anchors instead of the specified Grade 55 reduces the yield capacity of each anchor rod by approximately 35%. This could compromise the structural connection between the precast pile caps and the supporting piles, particularly under the high design live loads (4100 PSF) and lateral...

Suggested next step: Request clarification on the anchor rod grade for the precast pile cap connections. The drawing calls for ASTM F1554 Grade 36 (36 KSI) threaded rods, while the General Notes on sheet G-006 specify ASTM F1554 Grade 55. Please confirm which grade is required and issue revised de...

RFI draft: Request clarification on the anchor rod grade for the precast pile cap connections. The drawing calls for ASTM F1554 Grade 36 (36 KSI) threaded rods, while the General Notes on sheet G-006 specify ASTM F1554 Grade 55. Please confirm which grade is...

Summary: The drawing details for PC-9, PC-10, and PC-11 precast pile caps consistently call out threaded rods as "2"Ø ASTM F1554 GALV. 36KSI THREADED ROD W/ DOUBLE NUT & OVERSIZED WASHERS (TYP.)", which corresponds to ASTM F1554 Grade 36 (36 ksi yield strength). The project specification under Waterfront Structural Steel, Steel Hardware section explicitly requires anchors to be "ASTM F1554 GR. 55", whic...

Why it matters: Using Grade 36 anchor rods instead of the specified Grade 55 results in a significant reduction in yield strength (36 ksi vs. 55 ksi). These threaded rods connect the precast pile caps to the supporting structure in a marine environment and are critical load-path elements. Installing lower-grade ...

Suggested next step: Request clarification from the Engineer of Record on the correct grade for the ASTM F1554 threaded rods in the precast pile caps (PC-9, PC-10, PC-11). The specification requires ASTM F1554 GR. 55, while the drawings call for ASTM F1554 36KSI (Grade 36). Please confirm whether ...

RFI draft: Request clarification from the Engineer of Record on the correct grade for the ASTM F1554 threaded rods in the precast pile caps (PC-9, PC-10, PC-11). The specification requires ASTM F1554 GR. 55, while the drawings call for ASTM F1554 36KSI (Grad...