Municipal Public Stairway / ROW: 65 Issues Found

Summary: 47 indexed pages | 24 match | 23 minor mismatch | 0 mismatch | 0 missing Minor Mismatch (23): 1: Expected: COVER SHEET (1) | Actual: COVER SHEET (Page 1)(p1) | Reason: The sheet number in the parsed data contains the word 'Page'. 7: Expected: CONSTRUCTION PLAN (7) | Actual: Pleasant Street Public Stairway Construction...

Why it matters:

Suggested next step:

RFI draft: 📄 Page 1 Schedule Text: DRAWING INDEX — page 1

Summary: There is a direct contradiction in the horizontal layout of the stair support columns between Sheets S-5 and S-6. The Footing Plan (S-5) designates column C-6 as 'W.P. #6' located at STA 11+68.45. Conversely, the Column Plan (S-6) designates the identical column C-6 as 'W.P. #22' located 4 feet away at STA 11+64.45. This exact 4.00-foot...

Why it matters: The contradictory stationing and coordinates will result in the foundations being poured in the wrong location relative to the superstructure or surrounding site elements. This makes it impossible for surveyors to establish correct horizontal control without clarification.

Suggested next step: Please clarify the correct Work Point designations and stationing coordinates for Columns C-1 through C-6. Should the layout follow the S-5 Footing Plan (e.g., STA 11+68.45 for C-6) or the S-6 Column Plan (e.g., STA 11+64.45 for C-6)?

RFI draft: Please clarify the correct Work Point designations and stationing coordinates for Columns C-1 through C-6. Should the layout follow the S-5 Footing Plan (e.g., STA 11+68.45 for C-6) or the S-6 Column Plan (e.g., STA 11+64.45 for C-6)?

Summary: The Lighting Plan identifies equipment near Pleasant Street as 'LIGHTING CABINET.' On Sheet 34, the legend and job specific legend use the term 'SERVICE PEDESTAL.' The provided images do not conclusively prove these labels refer to the exact same physical item, so that relationship should be treated as an ambiguity requiring clarification....

Why it matters: The verified inconsistency is the service pedestal voltage designation between the panel schedule and the job specific legend. The terminology difference between 'LIGHTING CABINET' and 'SERVICE PEDESTAL' should also be clarified, but the provided visual evidence does not by itself prove those labels identify the same exact piece of equipment.

Suggested next step: Please clarify whether the 'LIGHTING CABINET' shown on the lighting plan is intended to be the same equipment as 'SERVICE PEDESTAL #1' on Sheet 34. Also confirm the correct service pedestal voltage, since Sheet 34 shows both '240/480 VOLT, 1 PHASE, 3 WIRE' and '120/240 VOLTS - 3W'; additionally clarify the basis for the listed 'MISC. LOADS...

RFI draft: Please clarify whether the 'LIGHTING CABINET' shown on the lighting plan is intended to be the same equipment as 'SERVICE PEDESTAL #1' on Sheet 34. Also confirm the correct service pedestal voltage, since Sheet 34 shows both '240/480 VOLT, 1 PHASE, 3 WIRE' and '120/240 VOLTS - 3W'; additionally...

Summary: The S-4 General Plan correctly labels the abutment at the top of the stairs (STA. 10+70.72) as 'CL W. ABUT.' (West Abutment), while labeling the bottom abutment as 'CL E. ABUT.' (East Abutment). However, the S-4 General Elevation incorrectly labels the top abutment as 'FACE OF CONC. EAST ABUTMENT' (the same label it uses for the bottom abutment).

Why it matters: Conflicting orientation and abutment designations will cause severe layout errors, misplacement of reinforcing steel, and confusion during construction, as the contractor may misinterpret the orientation of the bridge structure relative to the site plan.

Suggested next step: Please confirm that the abutment at STA. 10+70.72 at the top of the stairs should be designated as the West Abutment, and revise the General Elevation labels to correct the 'East Abutment' callout at this location.

RFI draft: Please confirm that the abutment at STA. 10+70.72 at the top of the stairs should be designated as the West Abutment, and revise the General Elevation labels to correct the 'East Abutment' callout at this location.

Summary: The 'COLUMN FOOTINGS BEARING ON ROCK DETAIL' requires footings to bear on rock. Boring log GEI-2 (located at Northing 287,477, Easting 359,372, which is ~7 feet from Column C-6) indicates a ground surface at Elevation 19 ft with the top of rock encountered at 8.5 ft depth (Elevation 10.5 ft). However, the Column Elevations schedule on S-6 sets...

Why it matters: If constructed as scheduled, the foundation for C-6 will lack the required bearing capacity and structural rock socketing. Designing a rock socket that terminates in soil/fill is a severe design error that could lead to catastrophic settlement or failure of the public stairway.

Suggested next step: Please verify the footing and socket elevations for Column C-6 (and adjacent columns). Should the elevations be lowered to properly bear on and socket into the competent bedrock layer identified at Elevation 10.5 ft in Boring GEI-2, or are deep foundation alternatives required?

RFI draft: Please verify the footing and socket elevations for Column C-6 (and adjacent columns). Should the elevations be lowered to properly bear on and socket into the competent bedrock layer identified at Elevation 10.5 ft in Boring GEI-2, or are deep foundation alternatives required?

Summary: The Existing Conditions Plan identifies adjacent city-owned land ('AP 54, LOT 518') but fails to delineate the boundaries of 'Lot 887', which is the private property required for the work. Furthermore, there is a direct contradiction in the project documents regarding this lot: Specification Section 4.1 locates the project at 'Assessor’s Plat...

Why it matters: The omission of Lot 887's property lines on the drawings, compounded by conflicting Plat numbers (50 vs. 54) in the specifications and environmental permit, creates critical ambiguity regarding permitted property bounds. This could lead to encroaching on unpermitted land, legal issues with the special license agreement, and invalidation of the...

Suggested next step: Please clarify the correct Assessor's Plat number for Lot 887 (Plat 50 or 54). Update the drawings to clearly delineate the boundaries of Lot 887 relative to the project Limit of Work, and reconcile the permit and bid specifications to match.

RFI draft: Please clarify the correct Assessor's Plat number for Lot 887 (Plat 50 or 54). Update the drawings to clearly delineate the boundaries of Lot 887 relative to the project Limit of Work, and reconcile the permit and bid specifications to match.

Summary: The Typical C.I.P. Conc. Stair Support Column detail on sheet S-6 shows a rock excavation clearance of 4' (TYP.) beyond the footing edge. However, the structural notes on sheet S-1 include a detail titled 'LIMITS OF ROCK EXCAVATION FOR COLUMN SUPPORTS' that clearly dimensioned 12' of rock excavation past the footing edges on both sides. The...

Why it matters: Inadequate rock excavation clearance around the footing could prevent proper forming, inspection, and placement of concrete. It could also compromise the structural integrity of the footing-to-rock interface. This discrepancy would cause confusion during construction regarding the required excavation limits and may lead to footings that do not...

Suggested next step: Request clarification on the required rock excavation clearance beyond the stair support column footings. The column detail on S-6 shows 4' (TYP.) while the structural note detail on S-1 'LIMITS OF ROCK EXCAVATION FOR COLUMN SUPPORTS' requires 12' on both sides of the footing. Please confirm which dimension governs and revise the affected...

RFI draft: Request clarification on the required rock excavation clearance beyond the stair support column footings. The column detail on S-6 shows 4' (TYP.) while the structural note detail on S-1 'LIMITS OF ROCK EXCAVATION FOR COLUMN SUPPORTS' requires 12' on both sides of the footing. Please confirm...

Summary: Drawing note 2 on S-5 specifies footing concrete as 'CLASS 4000 PSI,' while the Structural Notes on S-1 specify footings shall be '5000 P.S.I. (NORMAL WEIGHT)' with a maximum water-cement ratio of 0.40. This is a direct contradiction in the required compressive strength of the footing concrete — 4000 PSI vs. 5000 PSI.

Why it matters: Using 4000 PSI concrete instead of the specified 5000 PSI could result in an under-designed foundation that does not meet the structural capacity requirements for bearing, flexure, and durability. This discrepancy could impact permitting approval and, if built as shown on S-5, could compromise the structural integrity of the footings,...

Suggested next step: Request the Engineer of Record to clarify the required footing concrete compressive strength. The Structural Notes on S-1 specify 5000 PSI for footings, while Note 2 on S-5 specifies 4000 PSI. Please confirm which value governs and revise the conflicting document accordingly.

RFI draft: Request the Engineer of Record to clarify the required footing concrete compressive strength. The Structural Notes on S-1 specify 5000 PSI for footings, while Note 2 on S-5 specifies 4000 PSI. Please confirm which value governs and revise the conflicting document accordingly.

Summary: The architectural wall elevations on Sheets 20 and 21 consistently show the Lower Plaza Wall with T.O.W.: 16.90 at the flat wall section below the lower stairs and T.O.W.: 20.90 at the flat wall section above the lower stairs. The structural wall elevation schedule on Sheet S-11 lists the corresponding Wall Type 2 sections with T.O. WALL: 16.40...

Why it matters: A 6-inch discrepancy in top-of-wall elevation directly impacts wall height, concrete volume, formwork dimensions, reinforcing bar lengths, and finish grade transitions at the stair landings. If the structural wall is built to 16.40/20.40 instead of the architectural 16.90/20.90, the formliner finish pattern layout, light fixture pedestal...

Suggested next step: Request clarification on the correct T.O. WALL elevation for Wall Type 2 sections at the lower landing (16.40 per structural vs 16.90 per architectural) and upper landing (20.40 per structural vs 20.90 per architectural). Confirm which values govern and update the conflicting document accordingly.

RFI draft: Request clarification on the correct T.O. WALL elevation for Wall Type 2 sections at the lower landing (16.40 per structural vs 16.90 per architectural) and upper landing (20.40 per structural vs 20.90 per architectural). Confirm which values govern and update the conflicting document accordingly.

Summary: Drawing S-10 consistently details concrete stair and landing construction throughout all views. The plan labels stairs as 'PRECAST CONC. STAIRS' and landings as 'C.I.P. CONC. LANDING' with reinforcement (#4 @ 12' E.W.) and 12' compacted gravel borrow subgrade — all consistent with concrete construction. However, the specification Section 4.3...

Why it matters: Steel stairs and concrete stairs require fundamentally different design, procurement, fabrication, installation trades, foundation/bearing details, and cost. If the contractor bids and builds precast concrete stairs per the drawings but the contract specification requires steel, it could trigger a costly change order, rework, schedule delay,...

Suggested next step: Request clarification on the intended stair and landing material: should the stairs and landings be constructed of steel as stated in the Section 4.3 scope of work, or of precast/cast-in-place concrete as shown on Drawing S-10? Request that either the specification or the drawings be revised to eliminate this material conflict.

RFI draft: Request clarification on the intended stair and landing material: should the stairs and landings be constructed of steel as stated in the Section 4.3 scope of work, or of precast/cast-in-place concrete as shown on Drawing S-10? Request that either the specification or the drawings be revised to...

Summary: Specification Section 4.1 explicitly states that the project details are shown on the 'Site Plans Issued for Bid'. However, the provided drawing's title block is clearly stamped 'For Review Only', indicating it is not an official bidding or construction document.

Why it matters: Bidding on or executing a contract based on drawings marked 'For Review Only' introduces significant contractual risk. Bidders and contractors may assume the plans are incomplete or subject to change, which could invalidate bids or lead to future change orders if the final official set differs.

Suggested next step: Please confirm if the drawing stamped 'For Review Only' is intended to be the official 'Issued for Bid' set. If so, please reissue the drawing with the correct 'Issued for Bid' stamp to ensure contractual clarity.

RFI draft: Please confirm if the drawing stamped 'For Review Only' is intended to be the official 'Issued for Bid' set. If so, please reissue the drawing with the correct 'Issued for Bid' stamp to ensure contractual clarity.

Summary: Note 1 contains multiple placeholders ('X.XX KSF', 'STRENGTH X', and 'XXXX') for the factored bearing pressure, the required load combination, and the factored bearing resistance, failing to specify the actual structural design criteria.

Why it matters: Without the precise bearing capacity and resistance requirements, the geotechnical engineer cannot verify the subgrade adequacy, preventing approval for concrete pouring and delaying foundation work.

Suggested next step: Please provide the required factored bearing pressure, strength load combination, and factored bearing resistance to replace the placeholders in Note 1.

RFI draft: Please provide the required factored bearing pressure, strength load combination, and factored bearing resistance to replace the placeholders in Note 1.

Summary: The drawing notes specify that all footing concrete shall be 4000 PSI (and includes placeholder text 'CLASS XX'). However, the structural notes in the specification explicitly state that the concrete for footings shall be 5000 P.S.I.

Why it matters: Pouring footings with 4000 PSI concrete instead of the required 5000 PSI compromises the structural integrity of the foundation. The incomplete 'CLASS XX' designation also leaves the mix requirements ambiguous, potentially leading to rejected concrete batches and rework.

Suggested next step: Please clarify the required concrete compressive strength for the footings. Should it be 4000 PSI as indicated on the footing plan notes, or 5000 PSI as required by the structural notes? Also, please provide the actual value to replace the 'CLASS XX' placeholder.

RFI draft: Please clarify the required concrete compressive strength for the footings. Should it be 4000 PSI as indicated on the footing plan notes, or 5000 PSI as required by the structural notes? Also, please provide the actual value to replace the 'CLASS XX' placeholder.

Summary: Note 2 dictates that footing concrete shall be 'CLASS XX', using a placeholder instead of providing the actual state/DOT structural concrete class designation.

Why it matters: Although the compressive strength is listed, missing the specific class designation will prevent the contractor from submitting the correct mix design for approval, risking submittal rejections and procurement delays.

Suggested next step: Please specify the correct concrete class designation to replace the 'CLASS XX' placeholder in Note 2.

RFI draft: Please specify the correct concrete class designation to replace the 'CLASS XX' placeholder in Note 2.

Summary: The Architectural Elevations indicate Top of Wall (T.O.W.) elevations of 14.56, 16.90, and 20.90 for the lower plaza wall segments. However, the Structural 'LOWER PLAZA WALL ELEVATIONS' schedule specifies T.O. WALL elevations of 14.68 (Wall Type 1), 16.40, and 20.40 (Wall Type 2) for these same wall segments.

Why it matters: This represents a vertical discrepancy of up to 6 inches between the disciplines (e.g., 16.90 vs 16.40, and 20.90 vs 20.40). If the cast-in-place walls are constructed to the lower elevations dictated by the structural schedule, they will fall short of the architectural design intent, misalign with stair landings, and fail to support handrails...

Suggested next step: Please clarify the correct Top of Wall (T.O.W.) elevations for the Lower Plaza Wall segments. Should the concrete walls be poured to the architectural elevations (14.56, 16.90, 20.90) or the structural schedule elevations (14.68, 16.40, 20.40)?

RFI draft: Please clarify the correct Top of Wall (T.O.W.) elevations for the Lower Plaza Wall segments. Should the concrete walls be poured to the architectural elevations (14.56, 16.90, 20.90) or the structural schedule elevations (14.68, 16.40, 20.40)?