Richmond City Council
April 21, 2026

Building Enclosure Condition Assessment Report
Draft #3
Craneway Pavilion
City of Richmond
450 Civic Center Plaza
Richmond, CA, 94804
Date: April 14, 2026

February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 2 | Table of Contents

1. Introduction ................................ ................................ ................................ ................................ ................................ . 3

1.1. Building History ................................ ................................ ................................ ................................ .................... 3

1.2. Building Description and Project Background ................................ ................................ ................................ .... 3

1.3. Documents Received ................................ ................................ ................................ ................................ ........... 3

2. Building Enclosure & Roof ................................ ................................ ................................ ................................ ......... 5

2.1. Exterior Façade ................................ ................................ ................................ ................................ .................... 5

2.1.1. Brick Masonry ................................ ................................ ................................ ................................ ............. 5

2.1.2. Thin - Brick over Fiberglass Reinforced Panel (FRP) ................................ ................................ .................. 6

2.1.3. Stone Elements ................................ ................................ ................................ ................................ ........... 8

2.1.4. Gunite Walls ................................ ................................ ................................ ................................ ................ 8

2.1.5. Windows and Doors ................................ ................................ ................................ ................................ ... 9

2.1.6. Miscellaneous Steel Elements ................................ ................................ ................................ ................... 11

2.2. Roofs and Drainage ................................ ................................ ................................ ................................ ........... 12

2.2.1. Steep Sloped Roof ................................ ................................ ................................ ................................ ..... 12

2.2.2. Low Sloped roof ................................ ................................ ................................ ................................ ....... 13

2.2.3. Skylights ................................ ................................ ................................ ................................ .................. 14

2.2.4. Roof Expansion joint ................................ ................................ ................................ ................................ .15

3. Waterfront Edge ................................ ................................ ................................ ................................ ....................... 16

3.1. Concrete Piers ................................ ................................ ................................ ................................ ................... 16

3.2. Concrete Deck, Beams, and Pile Caps ................................ ................................ ................................ ............. 19

4. Summary ................................ ................................ ................................ ................................ ................................ .. 20

5. Figures ................................ ................................ ................................ ................................ ................................ ....... 21 Appendix A – RDH Cost Estimates
Appendix B – Marx Okubo MEP Report
Appendix C – SLR Environmental Report
Appendix D – Tipping Structural Report
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 3 |

1. Introduction
RDH Building Science Inc. (RDH) was retained by City of Richmond to perform a building enclosure condition assessment of the Craneway Pavilion located at 1414 Harbour Way in Richmond , CA . This report documents our observations and findings pertaining to the current condition of the building enclosure , mechanical, electrical, and plumbing (MEP) systems, structural systems, accessibility, and environmental conditions . The purpose of this assessment was to evaluate the current condition of the building and sys tems , to identify conditions requiring repair or deferred maintenance , and to provide repair and rehabilitation options where warranted.

1.1. Building History
Constructed in the early 1930s as part of the Ford Motor Company Assembly Plant, the Craneway Pavilion is a prominent historic industrial structure situated along the Richmond waterfront. The building is defined by its large -scale steel structure, expansiv e interior volume, and extensive areas of glazing characteristic of early 20th - century industrial architecture. Since its adaptive reuse as a public assembly and event venue, the Pavilion has continued to serve a high - occupancy, high -intensity program, pla cing significant demands on both original and upgraded building systems .

1.2. Building Description and Project Background
The Craneway Pavilion building enclosure consists of a combination of glazed curtain wall systems, metal -framed windows, and opaque wall assemblies, providing extensive daylighting and visual connection to the surrounding waterfront and landscape. The roof system comprises steep and low -slope roofing supported by steel framing, with integrated skylights and clerestory glazing in select areas. Exterior materials and assemblies reflect a mix of original construction and subsequent modifications associated with previous seismic events and adaptive reuse. We also understand that a previous building retrofit was completed between 2005 -2008, which included some localized façade and roof rehabilitation, as well as a seismic retrofit.

Given the age of the facility, this assessment identifies observed repair and upgrade needs and provides order - of-magnitude cost estimates to assist with planning and budgeting. Recommended actions are organized by priority and anticipated timeframe, inclu ding immediate needs, near -term items (0 –1 years), short -term items (1 –2 years), mid -term items (2 –5 years), and long -term considerations (5 –10 years). The intent of this report is to provide a practical, decision - oriented framework to help stakeholders pr ioritize investments, manage risk, and support the continued safe, functional, and sustainable operation of the Craneway Pavilion , given the City of Richmond is taking ownership of the building again after a prior leaser’s rental term is complete . We also have identified areas where further investigation or study is recommended to plan for future repairs.

1.3. Documents Received
RDH received the following documents from the City of Richmond:

TABLE 1.1 DOCUMENTS
Document Date Author (as applicable)
Original Architectural Drawings, S heets 108 and 10 - 12 October 20, 1930 Albert Kahn Inc. Architects Original Structural Drawings, Sheets 1 - S to 15 - S August 29, 1930 Albert Kahn Inc. Architects Historic American Engineering Record Report for The
Richmond Tank Depot prepared for the National Park
Service Rosie the Riveter World War II Homefront
National History Park
September 2, 2003 Fredric L. Quivik
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 4 | TABLE 1.1 DOCUMENTS
Orton Development Inc. Core & Shell Renovation
Structural Drawings
November 15, 2007 Crosby Group
Orton Development Inc. Core & Shell Renovation
Architectural Drawings
March 15, 2007
Marcy Wong & Donn Logan
Architects
Orton Development Inc. Renovation drawing sheets
A1, A1.3, A1.7, A2 - 4, and unnamed elevation sheet.

No dates indicated on plans
Marcy Wong & Donn Logan
Architects
Richmond Assembly Plant Drawings 2002 VBN Architects
Permit B22 - 01718 June 10, 2022
Permit 08 - 03719 October 31, 208
Permit 12 - 00890 March 7, 2012
Permit 13 - 02080 May 13, 2013
Permit 13 - 02144 May 15, 2013
Permit 11 - 04074 September 23, 2011
Permit 13 - 02694 June 19, 2013
Permit 09 - 05049 November 5, 2009
Permit 22016873 March 30, 2007
Permit B1802958 October 19, 2018
Permit B22091648 2022
Permit B22 - 02088 July 25, 2022
Permit B 22 - 02284 2022
Permit B24 - 00161 October 22, 2024
Permit B24 - 00543 June 3, 2024
Permit B22 - 00977 April 18, 2023
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 5 |

2. Building Enclosure & Roof
RDH performed site visit on January 8, 202 6, to review the condition of the Craneway Pavillion b uilding from the ground, the roof , from the interior . The restaurant and warehouse/office space north of the Pavillion building were not included in our review. We provide a summary of the building enclosure systems, condition of the system, and recommendations for repair in the sections below.

2.1. Exterior Façade

2.1.1. Brick Masonry
Description
The exterior wall system consists of multi - wythe brick masonry walls infilled between the steel -framed primary structur e (Figure 1). The brick masonry is original to the building’s original construction in 1931 and exists along the west elevation, along the south elevation below the roof line, along the east elevation below the window line , and at the southeast corner of the building.

The masonry assembly is configured as a mass wall system and does not incorporate a dedicated cavity drainage plane or concealed water -resistive barrier. Wate r resistance is provided primarily through the thickness of the masonry units, mortar joints, and exterior surface detailing. The steel primary structure provides vertical and lateral support for the masonry inf ill, with steel lintels spanning above window and door openings. The masonry interfaces with glazing and door infill systems at perimeter joint s, and material transitions occur at roof and parapet conditions.

The wall assembly does not include thermal insulation , although t here are l imited areas of interior - applied acoustic insulation at select locations.

The brick masonry has undergone previous repair and rehabilitation following damage associated with the 1989 Loma Prieta earthquake . The damage to the brick primarily occurred above the roof line on the south elevation . At the south elevation the parapet has been reconstructed using a thin brick -faced glass fiber reinforced concrete ( FRP ) panel. We also understand that a comprehensive building rehabilitation was performed in 2008, and evidence of miscellaneous localized brick masonry repair /replacement and lintel repair is present across multiple elevations.

Condition
The brick masonry is generally in fair condition, with areas of localized distress. We made the following observations related to the condition of the brick masonry:
→ Missing brick units were identified at isolated locations across the west, south, and east elevations (Figure 2). → Mortar joints are pointed to be recessed from the face of the brick . Mortar is in generally good condition where reviewed, with some localized areas where it is excessively recessed (Figure 3). → Individual brick units and mortar joints are cracked at several locations , including near some penetrating steel elements (Figure 4 ) and along a vertical column approximately 8 - 10 feet in length above grade on the west elevation . The vertical cracking and out - of- plane displacement at this location appears to be likely a result of oxide jacking due to corrosion of steel behind the brick ( Figure 5). We also observed vertical cracking at the corner interface between the masonry wall and the panelized FRP parapet system at the south elevation, suggesting movement -related stress at this transition (Figure 6 & Figure 7). See further discussion related to this condition in Section 2.1.2. → Sealant is failing at the vertical joint between the brick masonry and the adjacent building extension along the west elevation, including loss of adhesion and open joints (Figure 8).

February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 6 | → Steel lintels above window openings exhibit varying degrees of corrosion and section loss, particularly along the south elevation. It is also evident that corrosion has been painted over in the past (Figure 9). Corrosion of lintels generally extends to the interior side of the window openings (Figure 10). → Sagging /deflection of lintels is occurring above the large, narrow window bays at the west and east elevation s (Figure 11).

There are localized cracks in the bricks above the window heads , and evidence that brick replacement may have occurred as part of the previous 2008 repair project.
→ Interior observations identified localized detachment and displacement of acoustic insulation, with sections of insulation observed to be falling away from the interior wall surfaces. We did not observe obvious signs of interior staining, active leakage, or moisture -related finish deterioration related to the brick masonry walls at the time of our site visit . → At the west elevation, t he brick wall extends above the roof surface and is capped with a metal parapet cap. There are lateral braces that tie the parapet back to the roof structure and are detailed with roofing membrane where they penetrate through the metal roof , and a metal flashing at the base of the brick parapet wall interface with the metal roof (Figure 12).

There were no obvious deficiencies related to the brick assembly at these locations.

Recommendations

RECOMMENDATION
BE-1
→ (2 - 5 Year Repair Horizon) We recommend further detailed review and analysis of all steel lintels supporting brick above window heads is performed by a structural engineer to identify and recommend specific repair requirements by location , which may include the following depending on location and severity :

A. Stiffen sagging/deflecting lintels with retrofit of additional steel reinforcing B. Remov e surface corrosion from all exposed lintels, if applicable, splicing additional metal section at areas where sectional loss exists, and priming with a zinc -rich epoxy primer before painting to match existing.

BE-2
→ (2- 5 Year Repair Horizon )
A. We recommend removing and replacing a ll cracked, chipped, spalled, or missing bricks and mortar in kind to match existing. All replacement mortar and bricks shall be selected to match the strength, thermal and moisture management characteristics of the existing brick and mortar assembly. Localized repointing in areas may also be required.

B. At the long vertical crack on the west elevation in line with a column where there is out - of- plane displacement, we recommend locally removing and retaining several wythes wide of brick to assess the concealed condition of the steel structure. Any corrosion and oxide jacking should be removed and steel repaired prior to re - building the area with the original bricks.

BE-3
→ (0- 1 Year Repair Horizon ) We recommend removing and replacing any failing vertical sealant joints at expansion joints where deteriorated, and to plan for replacement every 10 years if a polyurethane product, 20 years if a silicone product .

2.1.2. Thin-Brick over Fiberglass Reinforced Panel (FRP) Description
The south elevation parapets consist of thin - brick cladding installed over a pre -fabricated fiberglass reinforced panel ( FRP ) to a steel frame system . The system appears to have been installed as part of a rehabilitation effort following the collapse of the original brick masonry parapet during the 1989 Loma Prieta earthquake. The FRP parapet panels are located above the roof February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 7 | line along the south elevation and function as a non - load bearing , exterior architectural feature (Figure 13). We understand that the panelized assembly was installed as part of the 2008 retrofit project.

The assembly consists of FRP panels supported by a hollow structural section (HSS) steel framing system, with metal connections anchored to the building’s primary steel structure (Figure 14 & Figure 15). Thin brick units are adhered to the exterior face of the FRP panels to provide the appearance of a traditional masonry parapet.

The system is configured as a barrier assembly with reveals at panel joints that overlap. The panel system and does not form part of the building’s primary air or water barrier where extending above the roof deck (Figure 16). The panels are exterior of the roof membrane, which ties into the top of the brick masonry mass wall and steel below the parapet . There is a continuous gap between the bottom of the FRP panels and the top of the brick masonry , and windows on the south elevation , to allow for drainage and separation between the two systems (Figure 17).

Key transitions occur at the southeast and southwest corners where the panelized parapets interface with adjacent brick masonry mass wall parapets , as well as at roof -level penetrations and terminations. The performance of the system relies on sealant joints and detailing at these interfaces to manage water exposure and accommodate differential movement between the FRP panels and the adjacent masonry construction.

Condition
The thin - brick over FRP panelized frame system at the parapet is generally in fair condition with some localized repairs required:
→ Cracking was observed at the joints between the FRP parapet panels and the adjacent brick masonry parapets at both the southwest and southeast corners of the south elevation (Figure 6 & Figure 7). These cracks are likely the result of insufficient separation and differential movement between the two wall systems at the corner transitions. → Localized failure of adhered thin brick units is occurring at several locations along the south elevation, with multiple brick units missing from the face of the FRP panels (Figure 18). There is evidence of the remaining adhesive/mortar used to adhere the brick units on the exterior face of the panel where thin brick units are missing (Figure 19). → We observed minor limited areas surface corrosion on the panel s’ galvanized steel frame (Figure 20 ). → The gap between the bottom of the panels and the brick mass wall and window systems on the south elevation appears to provide a drainage and separation space between the parapet panels and the brick masonry below. We could not fully verify the continuity and watertightness of the roof membrane tie -in at this interface due to limited access and visibility however, we did not see signs of water intrusion on the interior of the building at this location .

Recommendations

RECOMMENDATION
BE-4
→ (2 - 5 Year Repair Horizon)
A. To reduce the risk of further cracking or thin brick delamination on the FRP panels , we recommend a structural engineer conduct an in - depth review and analysis of the interface s between the mass masonry walls and the thin - brick clad FRP panels at the southwest and southeast corners of the building at the parapet height and comment on a suitable provision for movement between the two systems. This could include an wider expansion joint gap filled with sealant joint over backer rod or silicone sheet at the interface between the two systems to permit the expected movement .

B. Reinstall replacement adhered veneer bricks to match existing at locations where missing , utilizing a suitable adhesive/mortar and/or appropriate mechanical anchorage .

February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 8 |

2.1.3. Stone Elements
Description
Natural stone elements are incorporated into the exterior masonry wall system at window openings and at the base of wall on select elevations (Figure 21). Stone sills are installed at all punched brick window openings and extend from the exterior face of the wall to the interior side of the window assemblies. These elements are likely original to the building’s construction in 1931.

A band of granite stone units are installed at the base of the masonry walls along the west elevation and at the west and east corners of the south elevation. The granite sits on a slab - on - grade ledge and forms the base transition between the vertical masonry wall system and adjacent grade -level paving.

The stone and granite elements function as part of a mass wall assembly and do not appear to incorporate a dedicated drainage plane, concealed flashing, or continuous water -resistive barrier. Weather resistance is provided through the density of the stone materials, mortar joints, and surface detailing. The stone elements interface with adjacent brick masonry, window assemblies, and grade -level paving, and rely on these transitions to manage water exposure and accommodate minor differential movement within the wall system.

Condition
The stone and granite elements are generally in fair to good condition for their age. We observed m inor areas of c racking , localized chipping , and spalling at several stone sills and granite units, which could be due to long -term exposure and weathering or impact . At some locations, it is evident that a sealant or epoxy product has been previously used to fill cracks (Figure 22 ).
→ At some granite spall locations corrosion staining is evident, suggesting the presence of mechanical anchorage/reinforcement attaching the stone units to the primary structure (Figure 23 ). Continued corrosion of the steel anchorage may cause spalling and failure of the anchorage. → Mortar joints between adjacent stone units exhibit deterioration and localized deterioration and cracking , particularly at horizontal skyward facing joints , at interfaces with adjacent brick masonry , and where extending below window frames (Figure 24 ). These conditions may increase the potential for moisture entry at localized areas under wind - driven rain events.

Recommendations

RECOMMENDATION
BE-5
→ (2- 4 Year Repair Horizon )
A. We recommend injecting cracks through the stone elements with a suitable cementitious grout injection to prevent further water ingress and associated future deterioration of the stone elements.

B. At spalled areas, remove any loose material and patch with a compatible repair material , ensuring patch material is matched to the finish of the granite and stone sill elements appropriately .

2.1.4. Gunite Walls
Description
The east elevation incorporates painted gunite wall cladding above the steel window frames ( Figure 25 ). Per the original 1931 architectural drawings provided, t he gunite elements consist of approximately 2 -inch -thick panels over 4” deep steel framing supported by the building’s primary steel structural system , on both sides of the parapet on the east elevation .

The panels form a continuous exterior wall surface and are configured as a face -sealed, “perfect barrier” assembly intended to resist bulk water penetration at the exterior surface . The refore, the wall assembly does not incorporate a dedicated cavity February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 9 | drainage plane or concealed water -resistive barrier. Weather resistance and air control are provided by the continuity of the gunite surface and the applied exterior coating. We understand that a coustic insulation panels were added at interior locations as part of a previous rehabilitation effort, concealing the interior face of the gunite walls.

Key interface conditions occur at window perimeters, roof -to- wall transitions, and at the junctions between the gunite panels and adjacent brick masonry construction. These transitions rely on exterior surface - applied sealants and coatings to maintain continuity of the water and air barrier functions across dissimilar materials and structural elements.

Condition
The gunite wall system is generally in fair condition, with localized cracking observed at several locations along the east elevation (Figure 26 ). The cracks appear consistent with long -term material aging, environmental exposure, and differential movement between the gunite panels and the supporting steel structure or adjacent wall systems. We also observed locations on the roof side of the parapet where the sealant joint between the gunite wall and adjacent brick wall is deteriorated ( Figure 27 ).

There were no interior indications of water intrusion, moisture -related damage, or finish deterioration at the time of the assessment. However , we note t he presence of interior acoustic insulation panels limits visibility of the interior face of the gunite walls, and concealed conditions could not be verified. Cracking at the exterior surface increase s the risk for localized water entry under sustained or wind - driven rain conditions.

Recommendations

RECOMMENDATION
BE-6
→ (2 - 5 Year Repair Horizon) We recommend routing and sealing the cracks in the gunite wall with a compatible exterior paintable sealant or epoxy . Additionally, replace failing sealant joints between the gunite wall and adjacent mass masonry walls at interfaces .

2.1.5. Windows and Doors
Description
Window and door assemblies are installed across the south, east, and west elevations and are original to the building’s construction in 1931, with localized modifications. The primary window system consists of steel -frame s, with small single - pane tempered safety glass in some locations separated by a grid of muntins ; which likely indicates localized glass replacement in the past (Figure 28 & Figure 29 ). These original window systems are non -thermally - broken and use monolithic glass, meaning they will experience significant heat loss/gain under various exterior conditions, and certainly are at risk of experiencing condensation when humid air contacts the cold frame/glass surfaces under certain conditions. We also understand that a comprehensive building rehabilitation was performed in 2008, and evidence of steel frame repair, rehabilitation, and painting is present across multiple elevations as well as localized glass replacement.

At select Level 1 locations along the south elevation, thicker vision glass has been installed as butt- glazed infill replacements at the ground level windowpanes , likely as part of the 2008 rehabilitation project. (Figure 30 ). There are also locations where original steel overhead doors exist and have been permanently fixed and painted in place. There are original wooden door frames/fixtures at some locations as well.

The window and door frames are attached directly to the building’s primary metal structural system and are set within punched openings in the surrounding masonry wall assemblies. The systems are configured as face -sealed, “perfect barrier” assemblies, rely ing on the integrity of the framing members, glazing, and perimeter sealant and mortar joints to resist bulk water and air infiltration. The assemblies do not incorporate a dedicated internal drainage path or pressure - equalized cavity.

February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 10 | Key interface conditions occur at the perimeter of the window and door frames where they transition to adjacent brick masonry, cast stone sills, and grade -level conditions at Level 1. At - grade window openings interface with curbs raising the systems above the adjacent paving , particularly on the south elevation where newer vision glazing has been installed .

Condition
The window and door assemblies are generally in poor to fair condition for their age . Cracked or shattered glazing was observed at isolated window pane locations ( Figure 31). → At Level 1 south elevation , window sill metal flashing s are back -sloped above the concrete curbs , which likely contribute to water pooling at interior floor surfaces around these interfaces (Figure 32 & Figure 33 ). Steel door frame components and sealant at the low - point of the slope are showing signs of corrosion and cracking. There are also exposed cold joints between the new curb and the adjacent paving, as well as hairlin e cracking through the curb, which could also be contributing to the water intrusion observed (Figure 34 ). We noted significant water and signs of ponding on the interior at these locations.
→ Gaskets at many butt- glazed windows at Level 1 on the south elevation are displaced or deteriorated, reducing the effectiveness of the interior glazing seals (Figure 35 ). We did not observe any obvious signs of water intrusion or staining related to the displacement of the interior gaskets.
→ Corrosion and surface rust are present on existing steel window frames at various locations (Figure 36 ). P erimeter mortar joints and sealant at the interface between the steel frames and surrounding brick masonry exhibit cracking, loss of adhesion, and localized separation. Pain t failure is present at many locations on windows and doors on various elevations , including original wood bucks around openings and wooden door frames (Figure 37 & Figure 38 ). Wood window and door frame condition is generally poor to fair and is experiencing localized frame deterioration due to infrequent repainting and maintenance.
→ Interior glazing putty failure at steel framed windows is widespread (Figure 39 ), and localized damage and sectional loss of one interior muntin element was observed at one location (Figure 40 ). → Air gaps are visible at select door locations, indicating compromised air and water barrier performance (Figure 41).

Recommendations

RECOMMENDATION
BE-7
→ (1-2 Year Repair Horizon) We recommend removing and replacing broken glazing to match the characteristics of the existing, such as, but not limited to glazing thickness and vision characteristics. Any glazing putty, glazing points, and glazing stops used to reset new windowpanes sha ll match existing. We recommend hiring a window repair contractor with experience in historic window repair to complete this work.

BE-8
→ (2- 5 Year Repair Horizon) W e recommend removing and replacing all failing glazing putty and glazing points.

We recommend hiring a window repair contractor with experience in historic window repair to complete this work.

February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 11 |

RECOMMENDATION
BE-9
→ (2 - 5 Year Repair Horizon) W e recommend abrasively removing all surface corrosion from the steel window frames and muntins , priming with a zinc rich primer, and painting to match existing. If any significant sectional loss exists or there are gaps/joints between frame segments , steel frame repair may be required.

We recommend hiring a window repair contractor with ex perience in historic window repair to complete this work. Additionally f or any windows where head flashings are failing, we recommend removing and replacing the existing head flashing to match existing in kind, or repairing as required. Re - paint all window and door frames . Additionally, localized frame repair and repainting of wood window/door frames will also be required.

BE-10
→ (1-2 Year Repair Horizon) At existing doors on the south elevation , which have been permanently sealed closed, we recommend correcting the back -sloped sill flashings on top of the concrete curbs to properly slope to drain to the exterior. Additionally, we recommend providing a traffic coating or waterproofing membrane and flashing over the concrete curb that is ker fed into the surrounding pavement to prevent water from travelling beneath the curb to the exterior. At any doors where gaps are visible at opera ble joints, install additional gasketing and/or sweeps to reduce water intrusion and air leakage.

BE-11
→ (2- 5 Year Repair Horizon) At the newer window frames on the south elevation at the ground floor, we recommend reinstalling the disengaged gaskets between glass and frame on the interior to reduce air leakage and water penetration risk.

2.1.6. Miscellaneous Steel Elements
Description
Miscellaneous exterior steel elements are present across multiple elevations and consist of architectural and functional components attached to the primary steel structure. These include a painted steel gantry crane rail located along the south elevation, which serves as a historic and architectural feature, and a fixed access ladder installed along the west elevation.

The crane rail penetrate s through the exterior brick masonry wall assembly, with concealed connections anchored back to the building’s primary structural frame (Figure 42 ). The access ladder is surface -mounted to the exterior brick (Figure 43 ). They both allow for incidental water to pass behind the element and drain along the exterior wall surface.

Interface conditions occur at penetrations and attachments through the brick masonry where the steel elements connect to the underlying structure. These transitions rely on localized sealant and paint to limit moisture entry at attachment points.

Condition
→ The gantry crane rail along the south elevation exhibits limited surface corrosion and paint coating deterioration consistent with long -term UV exposure to a marine environment (Figure 44 ). → The access ladder at the west elevation is severely corroded in areas with sectional loss and is no longer in serviceable condition (Figure 45 ). It appears that access to the ladder from the roof has been limited and is no longer intended for use. → The corrosion of steel elements is due to prolonged exposure to UV and environmental conditions including salt -laden air and exacerbated by lack of regular maintenance and deterioration of protective paint coatings.

February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 12 | Recommendations

RECOMMENDATION
BE-12
→ (2 - 5 Year Repair Horizon) W e recommend abrasively removing all surface corrosion from the miscellaneous steel components, priming with a zinc rich primer, and painting to match existing. If any significant sectional loss exists, steel repair /retrofit may be required including repair design with the assistance of a structural engineer .

BE-13
→ (0- 1 Year Repair Horizon) Confirm that t he existing ladder on the west elevation is abandoned and no longer in use due to the significant corrosion and sectional loss present. If planned to be used in the future, significant steel repair and replacement will be required. If no longer in use, remove the ladder to prevent detachment from the building .

2.2. Roofs and Drainage

2.2.1. Steep Sloped Roof
Description
The building incorporates two primary steep -sloped roof assemblies: an upper sawtooth roof and a main sloped roof . The roofs are separated by a sloped skylight on the north and south sides of the roof ridge . The upper sawtooth roof appears to be original to the 1931 construction, consist ing of corrugated transite panels spanning over steel purlins and the primary steel structural frame (Figure 46 ). Note t ransite was widely used in construction materials from the 1920s to 1980s and typically contains asbestos. Multiple layers of surface - applied coatings appear to have been installed over the transite panels at various times to provide weather protection and extend service life of the system (Figure 47 ). The panels appear to have been most recently restored with a fiberglass/asphalt type emulsion and top coated with an acrylic or aluminum - based roof coating , which is likely at least 10 - 15 years old.

T he main sloped roof appears to be a replacement metal panel system of undetermined age. The main sloped roof consists of corrugated metal roofing panels, also spanning over steel purlins and attached to the primary steel structure (Figure 48 ). This metal panel product also is installed vertically above the roof surface as a sloped wall - cladding that transitions to the skylight assembly. Construction documents associated with the 2008 rehabilitation identify the main roof structure as an existing corrugated metal deck , meaning it was likely replaced prior to the 2008 rehabilitation .

Both roof assemblies are configured as face -sealed systems and do not incorporate a dedicated underlayment or concealed drainage plane. Weather resistance is provided primarily by the continuity of the exterior roofing panels, applied coatings, and surface - applied sealants at laps, fasteners, and penetrations. Acoustic insulation panels are installed at the interior side of the roof assemblies.

Key transitions occur at roof -to- wall and roof -to- parapet conditions, skylight curbs, expansion joints, and multiple roof penetrations, including mechanical equipment and parapet bracing. The performance of the assemblies relies on the integrity of surface - applied flashing and sealant detailing at these interfaces and associated regular maintenance .

Condition
The steep -sloped roof assemblies are generally in fair condition for their ages , with systemic deficiencies associated primarily with interface detailing and aging surface treatments. The applied coatings at the upper sawtooth roof exhibit some signs of deterioration, including areas of thinning, cracking, and loss of adhesion, reducing their effectiveness as a continuous weathering surface (Figure 49 ). We observed that localized coating repairs have been applied at various locations, suggesting that leaks may have occurred in the past (Figure 50 ). Transite panels appear rigid where reviewed and do not show significant signs of deterioration or moisture damage .

February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 13 | → No significant deterioration of the main roof’s exposed metal roofing panels was observed; however, the system’s reliance on face -sealed detailing and the absence of a secondary drainage plane increases vulnerability to water intrusion when sealants and flashing degrade over time . We observed that some fastener penetrations are corroded and/or have been cap -sealed with sealant or waterproofing pro ducts at select locations , likely to prevent water ingress (Figure 51). At interfaces with brick parapet assemblies on the east and west elevations, there is a sheet metal counter -flashing that laps over the metal roof and is terminated into a kerf cut in the brick parapet wall , also performing a barrier function (Figure 52 ). → Most penetrations are detailed with a liquid -flashing product that extends several inches up the penetration (Figure 53 ).

However, at some mechanical penetration locations on the interior side , we observed water staining and potential signs of water intrusion below , indicating potentially compromised watertightness at these interfaces or associated mechanical leaks . In several areas on the roof , the interior of the building was visible through gaps around the perimeter of mechanical equipment penetrations, indicating discontinuities in the air and water barrier functions. → The acoustic roof insulation on the interior side of the roof is poorly secured and detached in many locations across the building (Figure 54 ).

The observed deficiencies are systemic across the roof areas are expected based on design limitations inherent to the face - sealed approach, aging of coatings and sealants, and limited robustness of penetration detailing under long -term environmental and UV exposure.

Recommendations

RECOMMENDATION
BE-14
→ With regular maintenance and if there are limited reports of water intrusion through the steep -sloped roof assemblies, we expect these assemblies could continue to perform for 10+ years.

A. (2 - 5 Year Repair Horizon) At the upper sawtooth roof , we recommend re - coating the transite panels with an additional fluid - applied roofing product to extend the service life of the panels in the next 2 - 5 years . It may be possible to c ontinu e to re - coat approximately every 10 - 15 years depending on the condition of the panel and the coating product used , however , longer term we recommend replacing the transite panels with a corrugated metal panel assembly similar to the main sloped roof assembly.

B. (2 - 5 Year Repair Horizon) At the main sloped metal roof, we recommend resealing all fastener penetrations, metal laps/joints, and counterflashing interfaces with adjacent assemblies.

C. (2- 5 Year Repair Horizon) At all roofs, install additional liquid flashing at penetrations through roof such as pipes, parapet braces, mechanical curb penetrations, and vents where failing or deteriorated . If water intrusion has been observed, immediate repair is necessary.

D. Re - attach poorly secured acoustic insulation with suitable stick pins or intermittent adhesive if still required for building usage and acoustic goals .

2.2.2. Low Sloped roof
Description
Low -slope roof areas are located within the central portions of the upper sawtooth roof assembly and along the north and south edges of the main roof. The installation date and original construction details of these roof areas are not confirmed; however, the assembly may have been installed as part of the 2008 rehabilitation project , and appear to be at least 15 years old .

The roof system consists of a multi - ply bituminous membrane assembly with granulated surfacing, installed over an unknown substrate (Figure 55 ). The roof areas are sloped to drain east and west to regularly spaced internal roof drains, with surface crickets and localized slope intended to direct water toward the drainage points. The roof is sloped approximately ¼” per foot February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 14 | with localized areas of poor slope. There are no dedicated overflow drains, however the southern portion of the roof can overflow behind the FRP .

At transitions to the adjacent steep -sloped roofing, the low -slope membrane extend s upward and terminate s beneath the corrugated metal roof panels. At the south elevation, where the roof assembly interfaces with the thin - brick over FRP parapet system, the membrane transitions to a black, likely EPDM , membrane that laps down over the exterior masonry wall assembly below (Figure 56 ). At the base of this transition to the window head below, we observed there is a significantly corroded metal angle with severe sectional loss, however this steel appears to have been abandoned after the parapet collapse in the Loma Prieta earthquake and no longer a part of the support system for the FRP parapet frame ( Figure 57 ).

The performance of the low -slope roof assembly relies on membrane continuity, proper slope toward drains, and effective termination and lap detailing at penetrations, parapet interfaces, and transitions to adjacent roofing systems.

Condition
The low -slope roof assembly is generally in fair condition, with systemic drainage -related concerns observed. Accumulation of organic material and localized ponding were observed in several areas in between drains , indicating limited slope and reduced drainage (Figure 58 - Figure 60 ). In multiple locations , particularly along the southern edge of the building , the roof surface appears to slope slightly back toward the adjacent steep -sloped roofing rather than consistently toward the internal drains.

No interior leakage associated with these roof areas was observed at the time of the assessment. However, the presence of standing water and organic debris suggests increased risk of accelerated membrane aging and localized deterioration.

Recommendations

RECOMMENDATION
BE-15
→ (5 - 10 Year Repair Horizon) We recommend removing and replacing the existing low -sloped bituminous membrane assembly at minimum on the lower roofs on the north and south elevation , and correcting the existing slope with new crickets to promote drainage to area drains. We recommend providing a 2 - ply Styrene - Butadiene - Styrene (SBS ) roof assembly in this area that can tuck under the adjacent corrugated metal roofing, and lap down over the adjacent brick wall assembly. Below the FRP assembly, we recommend adding a band of reinforced PMMA liquid flashing that can tuck into the recess and onto the brick wall below the roof line, at the window head.

2.2.3. Skylights
Description
Skylights are installed within the main roof sawtooth assembly and are supported by the building’s primary steel structural system. The skylights do not appear to be original and the exact installation date is not confirmed; however, 2008 renovation drawings reference existing glass, suggesting that the skylight assembl y was not replaced in 2008. We estimate the system is in excess 20 - 30 years old.

The skylights consist of aluminum -framed window assemblies with single - pane , exterior - glazed glass lites (Figure 61). The framing system incorporates internal drainage pathways, including weep openings at the sill and drained vertical mullion assemblies, intended to collect and redirect incidental moisture and condensation to the exterior at horizontals (Figure 62 ).

There is an integral interior condensation gutter at the sill of the frame (Figure 63 ).

The skylight frames interface directly with the adjacent steep -sloped roofing system, relying on surface - applied metal flashing, sealants, to maintain continuity of the water barrier functions across the transition to the corrugated metal panel below (Figure 64 ). We observed some localized corrosion at some metal flashing fasteners, likely due to galvanic action between the two materials.

February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 15 | Condition
The skylight assemblies are generally in fair condition. Minor pitting and aluminum oxide formation was observed on the framing mullions . No water staining or accumulation was observed within the interior condensation gutters during our review , and the weep openings appeared unobstructed at the locations reviewed.

No active interior leakage or moisture -related damage associated with the skylights was observed at the time of the assessment. Due to the presence of wept and drained components, some degree of air leakage is considered inherent to the system design.

Recommendations

RECOMMENDATION
BE-16
→ (5 - 10 Year Repair Horizon) We recommend contin uing to monitor the skylight frame for signs of water intrusion and/or frame sealant failure, and replace seals as required. Also plan to replace any significantly corroded fasteners and seal all penetrations approximately every 5 - 10 years .

2.2.4. Roof Expansion joint
Description
A roof expansion joint system is installed at both the main roof and upper sawtooth roof areas to accommodate differential movement between adjacent structur es and roof assemblies. The system is not original to the 1931 construction and is believed to have been installed as part of a rehabilitation effort, potentially in 2008.

The expansion joint assembly consists of an EPDM bellows system integrated with surface - applied metal flashing components (Figure 65 ). The joint is configured as a face -sealed barrier system intended to maintain continuity of the roof’s water and air barrier functions while allowing for thermal and structural movement , and relies on the integrity of the EPDM bellows, metal flashing, and sealant at terminations and lap conditions . The expansion joint interfaces with adjacent steep -sloped roofing panels and skylight assemblies.

Condition
The roof expansion joint system is generally in fair condition. We observed m inor corrosion at metal flashing and fastener components, and localized sealant deterioratio n at select locations along the EPDM bellows at joints and seams . We also observed organic growth on the expansion joint material at some locations ( Figure 66 ).

There was no evidence of active water intrusion, moisture migration, or interior leakage associated with the expansion joint at the time of the assessment. The system appears to be functioning as intended, although the observed sealant and coating deterioration indica tes early stages of age and UV -related degradation and potential future water intrusion . While current risk is considered low, continued deterioration may increase the potential for leakage at terminations if not addressed through routine maintenance.

Recommendations

RECOMMENDATION
BE-17
→ (5 - 10 Year Repair Horizon) We recommend monitoring and re -sealing failed joints/seams approximately every 5 - 10 years. Regularly clean debris and organic material off the expansion joint to monitor for signs of cracking or failure of the bellows membrane. Additionally, remove and replace any significantly corroded fasteners and cap seal over fastener heads.

February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 16 |

3. Waterfront Edge
RDH performed site visit s on January 12, 13, and 16 , 202 6, to review the condition of the Craneway Pavillion b uilding from boat and by underwater inspection to review the submerged concrete piers and underslab conditions .

3.1. Concrete Piers
Description
The structure is a reinforced concrete waterfront pier situated along the San Francisco Bay shoreline. It comprises a cast -in- place concrete deck supported by a system of concrete beams, pile caps, and vertical piles (Figure 67 ). Portions of the pile system are located within the tidal zone, subjecting them to regular wet –dry cycling, chloride exposure, and intermittent wave impact. Tidal fluctuations in the area cause segments of the piles to remain partially or fully submerged during high tide and exposed during low tide (Figure 68 ). Above the tide line, the exposed concrete surfaces are coated with a black, elastomeric fluid - applied membrane. The underside of the suspended slab shows evidence of an asphaltic self - adhered membrane previously applied to the concrete. Additional ancill ary components are affixed along the deck edges and beneath the deck throughout the site , including utility conduits, fender piles, and cleats or other mooring hardware.

Condition
The pier is generally in fair to poor condition, with areas of deterioration consistent with a concrete marine structure of its age and environmental exposure. The primary deterioration mechanisms observed include chloride -induced reinforcement corrosion, spalling, cracking, and surface abras ion within the tidal zone.

Concrete pile and pier conditions vary significantly across the site. Deterioration typically occurs through three mechanisms :
→ Physical processes such as wetting –drying cycles, erosion, cavitation, and salt crystallization. → Chemical processes involving dissolved salts, oxygen, carbon dioxide, and sulfates present in seawater. → Biological activity, including attachment or intrusion by marine organisms such as mollusks, barnacles, and other organic growth.

In general, piles located near the perimeter of the suspended dock exhibit more advanced deterioration compared to those closer to the interior. This is likely due to increased exposure to moisture, sunlight, wave action, and localized turbulence near the breakwaters, all of which amplify erosion and corrosion risks. Much of the observed deterioration is concentrated in the tidal zone - the region that cycles between exposure and submergence with tidal changes - where the combination of chlorides, oxygen av ailability, mechanical wear, and frequent wet –dry cycling accelerates reinforcement corrosion.

Pier conditions were categorized into four condition groups (adapted from the U.S. Navy’s Naval Facilities Engineering Systems Command - NAVFAC) , as shown in Photo 1, based on observed characteristics such as spalling severity, crack patterns, and visible corrosion staining of embedded reinforcing steel.

February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 17 | / Photo 1 – Concrete Pile Condition Rating Scale adapted from the U.S. Navy’s Naval Facilities Engineering Systems Command - NAVFAC Approximately 90 % of the piers were reviewed at low tide over two days at locations accessible by boat , via visual inspection from a maximum of one column bay away . Following the visual assessment, we performed physical inspections on a subset of piers with the assistance of a diver. These inspections included close -range underwater visual review and hammer sounding, with emphasis on the first three rows of piers fr om the exterior (Figure 69 ).

A more detailed evaluation was also conducted at selected piers where 12 -inch - wide bands of marine growth were removed at three elevations: near the tidal zone, midway down the pile toward the seabed, and near the bottom of the pile. Removal of marine grow th allowed assessment of the underlying concrete surface and any deterioration concealed beneath biological deposits. In general, observed cracking, spalling, and related deterioration were most pronounced in the tidal zone or in the fully exposed zone, an d in some instances propagate d downward into the fully submerged zone, typically terminating a few feet below the tidal elevation .

Conditions in the continuously submerged portions of the piers were generally better than those in the tidal zone. This trend is common for marine concrete structures because, although submerged concrete is exposed to chlorides, deterioration progresses mo re slowly in the absence of oxygen, wet –dry cycling, temperature fluctuations, and significant mechanical abrasion. These factors greatly reduce reinforcement corrosion rates and slow overall deterioration.

A summary of observed pier conditions is provided in Table 3.1 below. Sample photos of Minor and Moderate Defect condition categories observed are shown in Figure 70 & Figure 71. Sample photos of Major and Severe Defect condition categories are shown in Figure 72 to Figure 75. One failed and detached pier on the south elevation is shown in Figure 76.

February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 18 | Additionally, there are various deteriorated wood and steel pilings along the south elevation likely previously used for docking boats, which are significantly deteriorated and appear to be no longer in use. The wooden pilings have significant sectional loss and, and the steel pilings are corroded (Figure 77 & Figure 78 ). There is also a dock along the south elevation that has failed and is partially submerged , and also no longer in use (Figure 79 ).

TABLE 3.1
Category of Condition Observed Number of Occurrences Observed Minor Defects (MN) 14
Moderate Defects (MD) 80
Major Defects (MJ) 60
Severe Defects (SV) 30
Recommendations

RECOMMENDATION
WE-1
→ (5- 10 Year Horizon Repair) For Minor Defect (MN) and Moderate Defect (MD) categories : We recommend performing epoxy injection of any non -moving cracks with a 100 percent solid, 100 percent reactive epoxy with low curing shrinkage, tested to cure underwater and bond to water filled saturated cracks in salt water.

For any minor delamination or spalling, loose material should be removed down to sound concrete and behind any reinforcing steel a minimum of one -inch , corrosion abrasively removed from reinforcing steel , and any exposed steel coated with a suitable epoxy barrier coating to reduce the risk of corrosion. Consider the inclusion of a suitable anode syste m to reduce the rate of corrosion of steel reinforcing. For smaller repairs, hand - patches of Portland /hydraulic cement or epoxy marine - grade mortars should be used that are suitable for the exposure to saltwater.

Given our survey was primarily visual in nature and of a sample of conditions, w e recommend performing 100% physical inspection of all piers prior to implementing repairs to determine appropriate repair quantities, and/or carrying a contingency for any additional repair areas.

WE-2
→ (0- 1 Year Horizon Repair ) For Major Defects (MJ) and Severe Defect (SV) categories: We recommend performing similar repairs as for categories MN and MD above as applicable. After loose material and surface corrosion has been removed, and any required steel reinforcement replaced, w e recommend wrapping piers with a suitable pile jacket system including a fiberglass, FRP, or PVC jacket and galvanic anode system to provide on - going galvanic current to mitigate active corrosion of steel reinforcing. Fill jacket with suitable grout/con crete repair material as needed. We recommend jackets extend from the sea floor up to the underside of slab, or at a minimum 4’ beyond any areas of deterioration and high tide line .

Given our survey was primarily visual in nature and of a sample of conditions, we recommend performing 100% physical inspection of all piers prior to implementing repairs to determine appropriate repair quantities, and/or carrying a contingency for any additional repair areas.

WE-3
→ (1-2 Year Horizon Repair) We recommend removing the failed dock , deteriorated wooden pilings, and corroded steel pilings around the perimeter of the dock, if no longer in use. If still required for the building, removal and replacement in kind will be required.

February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 19 |

3.2. Concrete Deck, Beams, and Pile Caps
Description
The reinforced - concrete waterfront pier consists of a cast -in- place concrete deck supported by a system of concrete beams, pile caps, and vertical piles. The concrete deck is a f lat slab supported by longitudinal and transverse concrete beams that are supported by thickened pile caps over each pile .

Condition
The underside of the deck slab, beams, and pile caps exhibits widespread concrete deterioration and reinforcement corrosion.

Observed conditions include:
→ Extensive delamination across large areas, with hollow -sounding zones identified during hammer sounding and several locations where material detached upon light contact.
→ Active spalling and significant underside slab deterioration, including multiple areas several feet in diameter (Figure 80 & Figure 81). Exposed reinforcing steel shows moderate to heavy corrosion, with localized sectional loss measuring up to 3 –4 inches in depth. Where spalling has occurred, remaining concrete cover is minimal. Based on visual observations, we estimate that approximately 40 % of the underside of the suspended slab will require some level of concrete spall repair. → Widespread cracking, including longitudinal cracking in areas with concentrated reinforcement, particularly near interfaces between the slab, pile caps, and beams.
→ Substantial deterioration of pile caps and beams, with the majority exhibiting delamination or spalling (Figure 82 & Figure 83 ). Damage is more pronounced near the perimeter of the structure, generally within three to four rows of piers from the exterior (Figure 84 & Figure 85 ). We estimate that at least 50% of the beams and pile caps will require concrete spall repair.

Overall, the extent and pattern of deterioration are indicative of active reinforcement corrosion, with a high likelihood of additional subsurface delamination beyond what is detectible through visual inspection alone.

Recommendations

RECOMMENDATION
WE-4
→ (0- 1 Year Horizon Repair) We recomm end performing core sampling and petrographic analysis of the existing concrete to confirm chloride concentrations , carbonation depth, concrete quality and reinforcement section/cover at representative locations , as well as to confirm there is no Alkali - Silica Reaction (ASR) in the concrete prior to performing repairs. Also consider use of Ground Penetrating Radar (GPR) to assess the condition of the existing concrete slab from above in coordination with a structural engin eer.

WE-5
→ (0- 1 Year Horizon Repair) We recommend coordination with a structural engineer for review of more severely deteriorated beams and pile caps to provide specific repair details for areas with failed steel reinforcement, as well as to assess the pier foundations from a seismic upgrade ASCE 41 standpoint considering potential future use of the building.

February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 20 |

RECOMMENDATION
WE-6
→ (1-2 Year Horizon Repair) We recommend coordinating with a structural engineer for review of the suspended concrete slab from a structural perspective based on future use of the building. Repairs should include removal of all loose spalls and delaminated concre te, cleaning and treating exposed reinforcing steel, application of zinc -rich epoxy corrosion -inhibiting or protective coating, and replacement or repair of failed steel as needed. We also recommend inclusion of passive anodic protection to reduce the future risk of steel corrosion. Patch failed concrete sections using marine - grade repair mortars compatible with the surrounding concrete. A coating on the underside of the slab could also be considered to help reduce the rate of future deterioration, however we recommend confirming the recommendations in WE - 4 & WE - 5 prior to selection of any potential coating.

4. Summary
Distress and deterioration of the Craneway Pavilion is consistent with what would be expected for a building of this construction quality that has experienced prolonged periods of deferred maintenance. Our recommendations are based on a combination of factors including a limited review of available docume ntation, limited information collected at the building through visual observations, as well as experience and knowledge gained from investigations of many other buildings with similar assemblies and detail s. This condition assessment report presents conceptual level recommendations with respect to maintenance and repair activities. It is important to understand that these recommendations do not provide a basis for implementing remedial work. Further documen t review, exploratory openings, site visits and hygrothermal modeling investigations are recommended to better understand the potential retrofit options.

Thank you for the opportunity to review the Craneway Pavilion . RDH looks forward to continuing to support City of Richmond (CA) with repair design detailing and assemblies to meet the project needs. Should you have any questions or concerns with this report, please don’t hesitate to contact the undersigned.

Sincerely,
Kurt Weninger | P.E.

Associate, Senior Engineer
[email protected]
RDH Building Science Inc.

Reviewed by
Tammy Siliznoff | MS, P.E., LEED AP
Principal, Specialist
[email protected]
RDH Building Science Inc.

February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 21 |

5. Figures
Figure 1. West elevation Craneway Pavilion Figure 2. Missing brick Figure 3. Recessed mortar joint Figure 4. Vertical cracking near corner, previously filled with mortar
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 22 | Figure 5. Vertical cracking and out-of-plane
displacement at column on west elevation
Figure 6. Vertical cracking at interface between
brick masonry wall and FRP/fiberglass brickveneer clad parapet at corner Figure 7. Vertical cracking at interface between
brick masonry wall and FRP/fiberglass brickveneer clad parapet at corner Figure 8. Sealant deterioration at vertical
expansion joint on west elevation
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 23 | Figure 9. Corrosion and sectional loss of lintel,
previously painted over
Figure 10. Significant corrosion and sectional loss
of lintel as viewed from interior
Figure 11. Deflection/sagging of brick lintel Figure 12. Brick parapet braced back to roof deck February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 24 | Figure 13. FRP/fiberglass panelized parapet
assembly with adhered brick veneer;
replacement for collapsed parapet in Loma
Prieta earthquake
Figure 14. FRP/fiberglass panelized parapet assembly
with adhered brick veneer; replacement for collapsed
parapet in Loma Prieta earthquake
Figure 15. Thin brick veneer adhered to
backing board
Figure 16. Overlapped joints of panelized parapet
system
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 25 | Figure 17. Interface between backside of parapet
panelized wall system and SBS/EPDM roof membrane
at ledge
Figure 18. Missing brick veneer units
Figure 19. Adhesive residue where veneer units have
fallen from façade at panelized parapet system
Figure 20. Minor surface corrosion of tube
steel frame of FRP/fiberglass panelized
parapet system
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 26 | Figure 21. Granite at base of wall Figure 22. Cracking through granite at base of wall, previously sealed/epoxied
Figure 23. Spalling and corrosion staining at
granite stone base
Figure 24. Failing mortar at window interface with
stone sill
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 27 | Figure 25. East elevation of Craneway Pavilion,
gunite wall above window bay
Figure 26. Vertical cracking through gunite wall
Figure 27. Failing sealant joint at interface with
brick return wall near southeast corner
Figure 28. Existing steel-framed single-pane window
system
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 28 | Figure 29. Tempered glass lite stamp Figure 30. Newer butt-glazed window system on south elevation at ground floor
Figure 31. Shattered window pane Figure 32. Signs of staining evident below new butt-glazed window system and concrete curb
on south elevation
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 29 | Figure 33. Ponding at base of painted overhead
door on south elevation
Figure 34. Back-sloped sill flashing, corrosion and
sealant failure present. Hairline cracking through
concrete curb
Figure 35. Disengaged gaskets at new butt-glazed
window system on south elevation
Figure 36. Corrosion and paint failure on original
steel window frames
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 30 | Figure 37. Corrosion and paint failure on original
steel door frames
Figure 38. Paint failure on wood door frame
Figure 39. Failed glazing putty, relatively
widespread
Figure 40. Sectional loss through frame muntin on
interior
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 31 | Figure 41. Gaps between adjacent door
segments; not air and water tight
Figure 42. Surface corrosion and paint loss on steel
gantry crane elements
Figure 43. Surface corrosion and paint loss on
ladder element
Figure 44. Surface corrosion and paint loss on steel
gantry crane elements
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 32 | Figure 45. Significantly corroded ladder with
sectional loss
Figure 46. Overview of steep-sloped coated transite
roof panels at upper sawtooth roof
Figure 47. Steep-sloped coated transite roof
panels at upper sawtooth roof
Figure 48. Overview of lower steep-sloped metal
roof panels
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 33 | Figure 49. Failing coating over transite panels Figure 50. Targeted coating patches at transite roof panels
Figure 51. Localized liquid flashing/sealant over
fastener penetrations; some corroded fasteners
present
Figure 52. Surface mounted counter flashing
between brick parapet and metal roof
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 34 | Figure 53. Liquid flashing at parapet brace where
penetrating through metal roof
Figure 54. Acoustic insulation board detached
from underside of metal roof deck
Figure 55. Low-sloped bituminuous membrane at
upper sawtooth roof
Figure 56. Transition from bituminuous membrane
to EPDM membrane at roof edge condition
adjacent to FRP/fiberglass parapet system
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 35 | Figure 57. Significantly corroded steel angle
behind base of newer parapet panelized cladding;
likely abandoned
Figure 58. Ponding water near area drains
Figure 59. Organic material growth and ponding at
low-spot near drains
Figure 60. Organic material growth and ponding at
low-spot near drains
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 36 | Figure 61. Overview of skylight assembly Figure 62. Skylight drainage at vertical mullions Figure 63. Condensation gutter at inside of skylight
frame. Minor aluminum surface corrosion present
on exterior surface
Figure 64. Drainage of vertical mullion. Corroded
fasteners present at some locations
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 37 | Figure 65. Expansion joint bellows transitioning
across skylight assembly
Figure 66. Expansion joint bellows at roof edge
with organic matter
Figure 67. Overview of concrete piers supporting
slab
Figure 68. Tidal zone variation at piers, as viewed
during low tide
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 38 | Figure 69. View of cracking and rust staining
extending several feet below waterline during low
tide, as viewed by diver (Photo provided by Power
Engineering)
Figure 70. Corrosion staining and minor cracking
of pier – Moderate Defect Category
Figure 71. Corrosion staining and minor cracking
of pier – Minor Defect Category
Figure 72. Significant spalling and sectional loss
present – Severe Defect Category
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 39 | Figure 73. Significant spalling and sectional loss
present, corroded reinforcing visible – Severe
Defect Category
Figure 74. Significant spalling and sectional loss
present – Severe Defect Category
Figure 75. Significant spalling and sectional loss
present, corroded reinforcing visible – Severe
Defect Category
Figure 76. Significant spalling and sectional loss
present, corroded reinforcing visible – Severe
Defect Category
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 40 | Figure 77. Deteriorated wooden pilings and
corroded steel pilings
Figure 78. Deteriorated wooden pilings and
corroded steel pilings
Figure 79. Partially submerged dock along
southern elevation
Figure 80. Sectional loss at underside of slab and
corrosion of reinforcing steel
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 41 | Figure 81. Example of delamination and spalling
at underside of slab
Figure 82. Spalling and sectional loss at underside
of slab and beam, including corrosion of
reinforcing steel
Figure 83. Spalling and sectional loss at
underside of slab and beam, including corrosion
of reinforcing steel
Figure 84. Spalling and sectional loss at perimeter
beam, including corrosion of reinforcing steel
February 19, 2025
RDH BUILDING SCIENCE INC. | CRANEWAY PAVILION | FEBRUARY 19, 2026 42 | Figure 85. Spalling and sectional loss at perimeter
beam, including corrosion of reinforcing steel
Appendix A
RDH Cost Estimates
Brick $ 74,700
BE-1A Lintel stiffening retrofit 12,000 $ 2,550 $ $ 14,550 BE-1B Lintel corrosion removal and steel splice repair 22,000 $ 4,650 $ $ 26,650 BE-2A Brick and mortar replacement (in-kind repair) 6,000 $ 1,300 $ $ 7,300 BE-2B Vertical crack/displacement brick rebuild 20,000 $ 4,250 $ $ 24,250 BE-3 Expansion joint sealant replacement 1,600 $ 350 $ $ 1,950 FRP $ 18,800
BE-4A FRP–masonry movement accommodation review 13,000 $ 2,750 $ $ 15,750 BE-4B Missing adhered veneer brick reinstatement 2,500 $ 550 $ $ 3,050 Stone $ 9,650
BE-5A Stone crack grout injection 3,150 $ 650 $ $ 3,800 BE-5B Stone spall patch repair 4,800 $ 1,050 $ $ 5,850
Gunite $ 3,100
BE-6 Gunite crack sealing and interface joint repair 2,550 $ 550 $ $ 3,100 Windows & Doors $ 559,350
BE-7 Broken glazing replacement 10,000 $ 2,150 $ $ 12,150 BE-8 Glazing putty and point replacement 162,400 $ 34,600 $ $ 197,000 BE-9 Steel window frame corrosion repair and repainting 270,700 $ 57,600 $ $ 328,300 BE-10 Door sill flashing correction and weather-sealing upgrades 16,500 $ 3,500 $ $ 20,000 BE-11 Window gasket reinstallation 1,550 $ 350 $ $ 1,900 Miscellaneous Steel $ 125,450
BE-12 Miscellaneous steel corrosion mitigation 98,400 $ 20,950 $ $ 119,350 BE-13 Corroded ladder removal or rehabilitation 5,000 $ 1,100 $ $ 6,100 Sloped Roof $ 576,550
BE-14A Sawtooth transite roof recoating / future replacement 344,700 $ 73,300 $ $ 418,000 BE-14B Metal roof fastener and joint resealing 71,850 $ 15,300 $ $ 87,150 BE-14C Roof penetration liquid flashing repairs 18,200 $ 3,850 $ $ 22,050 BE-14D Acoustic insulation reattachment 40,700 $ 8,650 $ $ 49,350 Low-Slope Roof $ 631,250
BE-15 Low-slope SBS roof replacement and drainage correction 520,500 $ 110,750 $ $ 631,250 Skylight $ 46,450
BE-16 Skylight seal, fastener, and penetration maintenance 38,300 $ 8,150 $ $ 46,450 Expansion Joint $ 5,950
BE-17 Expansion joint resealing and maintenance 4,900 $ 1,050 $ $ 5,950 Piers $ 1,077,300
WE-1 Minor/moderate pier concrete and reinforcement repair 136,300 $ 29,000 $ $ 165,300 WE-2 Major/severe pier repair with pile jackets and corrosion protection 752,000 $ 160,000 $ $ 912,000 Pilings & Dock $ 121,300
WE-3 Dock and deteriorated piling removal or replacement 100,000 $ 21,300 $ $ 121,300 Deck, Beams, & Caps $ 4,579,850
WE-4 Concrete testing and condition assessment 10,000 $ 2,150 $ $ 12,150 WE-5 Structural review of deteriorated beams and pile caps 5,000 $ 1,100 $ $ 6,100 WE-6 Suspended slab concrete repair and corrosion protection 3,761,350 $ 800,250 $ $ 4,561,600 Total 6,455,950 $ 1,373,750 $ 7,829,700 $ 7,829,700 $
Contingencies &
Soft Costs
Sub-Total
Assembly
Total
TABLE 1 SUMMARY OF ROM COST ESTIMATES (ROUNDED)
ROM Cost Estimates
Craneway Pavilion, Richmond CA
Rec.

No.

Description
Material, Labour,
Access, &
Mobilization
Issued Februry 6, 2026. Revised April 14, 2026.
1 of 6
ROM Cost Estimates
Craneway Pavilion, Richmond CA
Issued Februry 6, 2026. Revised April 14, 2026.

Notes
• The cost estimates includes: material and labour costs, access and mobilization (general conditions), construction contingency (for unforeseen conditions that may arise during construction), soft costs (consulting fees, permit fees, and taxes), and project contingency (discretionary funds held by owner for potential cost increases). • The cost estimates exclude hazardous materials testing and abatement. • No allowances have been included for future cost escalation. All figures are in current dollars. • The cost estimates are intended to provide an approximation of the likely cost of the project based on information available at the time it was prepared. It is not a guarantee of the final project cost. • The cost estimates are considered Rough Order of Magnitude ROM) and are subject to change. Factors affecting cost include: changing market conditions; changes to the project design and scope of work; changes to the project duration; unforeseen conditions arising during construction; the accuracy of the original construction drawings relative to the as-built condition of the building. • The cost estimates are confidential and shouldn’t be shared with outside parties without prior consent from RDH. Disclosing the cost estimate to contractors may impact pricing at the time of project tender. • All figures rounded. 2 of 6
Construction
Contingency
Soft Costs
Project
Contingency
Unit Rate Cost 10% 5% 5%
BE-1A Brick Lintel stiffening retrofit Stiffen sagging/deflecting lintels with retrofit of additional steel reinforcing 2-5 8 lf 1,500.00 12,000 $ 1,200 $ 660 $ 693 $ $ 14,553 BE-1B Brick Lintel corrosion removal and steel
splice repair
Remove surface corrosion from all exposed lintels, if applicable, splicing additional metal section at areas where sectional loss exists
2-5 88 lf 250.00 22,000 $ 2,200 $ 1,210 $ 1,271 $ $ 26,681 BE-2A Brick Brick and mortar replacement (inkind repair) We recommend removing and replacing all cracked, chipped, spalled, or missing bricks and mortar in kind to match existing. All replacement mortar and bricks shall be selected to match the strength, thermal and moisture management characteristics of the existing brick and mortar assembly. 2-5 12 ea 500.00 6,000 $ 600 $ 330 $ 347 $ $ 7,277
BE-2B Brick Vertical crack/displacement brick
rebuild
Rebuilding area with long vertical crack/displacement 2-5 2 ea 10,000.00 20,000 $ 2,000 $ 1,100 $ 1,155 $ $ 24,255 BE-3 Brick Expansion joint sealant
replacement
We recommend removing and replacing any failing vertical sealant joints at expansion joints where deteriorated, and to plan for replacement every 10  years if a polyurethane product, 20 years if a silicone product.
0-1 80 lf 20.00 1,600 $ 160 $ 88 $ 92 $ $ 1,940
BE-4A FRP FRP-masonry movement
accommodation review
To reduce the risk of further cracking or thin brick delamination on the FRP panels, we recommend a structural engineer review the interfaces between the mass masonry walls and the thin-brick clad FRP panels at the southwest and southeast corners of the building at the parapet height and comment on a suitable provision for movement between the two systems. This could include an intentional expansion joint gap filled with sealant joint over backer rod or silicone sheet at the interface between the two systems to permit movement.
2-5 26 lf 500.00 13,000 $ 1,300 $ 715 $ 751 $ $ 15,766
BE-4B FRP Missing adhered veneer brick
reinstatement
Reinstall replacement adhered veneer bricks at locations where missing utilizing a suitable adhesive/mortar and/or appropriate mechanical anchorage. 2-5 25 sf 100.00 2,500 $ 250 $ 138 $ 144 $ $ 3,032
BE-5A Stone Stone crack grout injection We recommend injecting cracks through the stone elements with a suitable cementitious grout injection to prevent further water ingress and associated future deterioration of the stone elements.
5-10 9 lf 350.00 3,150 $ 315 $ 173 $ 182 $ $ 3,820
BE-5B Stone Stone spall patch repair At spalled areas, remove any loose material and patch with a compatible repair material, ensuring patch material is matched to the finish of the granite and stone sill elements appropriately.
2-4 4 ea 1,200.00 4,800 $ 480 $ 264 $ 277 $ $ 5,821
BE-6 Gunite Gunite crack sealing and interface
joint repair
We recommend routing and sealing the cracks in the Gunite wall with a compatible exterior paintable sealant or epoxy and painting wall area to match existing.

Additionally, replace failing sealant joints between the Gunite wall and adjacent mass masonry walls at interfaces.
2-5 51 lf 50.00 2,550 $ 255 $ 140 $ 147 $ $ 3,093
BE-7 Windows/Doors Broken glazing replacement We recommend removing and replacing broken glazing to match the characteristics of the existing, such as, but not limited to glazing thickness and vision characteristics. Any glazing putty, glazing points, and glazing stops used to reset new window panes shall match existing. We recommend hiring a window repair contractor with experience in historic window repair to complete this work. 1-2 5 ea 2,000.00 10,000 $ 1,000 $ 550 $ 578 $ $ 12,128 BE-8 Windows/Doors Glazing putty and point
replacement
We recommend removing and replacing all failing glazing putty and glazing points.

We recommend hiring a window repair contractor with experience in historic window repair to complete this work.
2-5 10,827 sf 15.00 162,405 $ 16,241 $ 8,932 $ 9,379 $ $ 196,957 TABLE 2 ROM COST ESTIMATES
Horizon
(Years)
Quantity Unit
Material, Labour, Access,
Mobilization Total
Rec.

No.

Assembly Description Scope of Work
3 of 6
Construction
Contingency
Soft Costs
Project
Contingency
Unit Rate Cost 10% 5% 5%
TABLE 2 ROM COST ESTIMATES
Horizon
(Years)
Quantity Unit
Material, Labour, Access,
Mobilization Total
Rec.

No.

Assembly Description Scope of Work
BE-9 Windows/Doors Steel window frame corrosion
repair and repainting
We recommend abrasively removing all surface corrosion from the steel window frames and muntins, priming with a zinc rich primer, and painting to match existing. If any significant sectional loss exists or there are gaps/joints between frame segments, steel frame repair may be required. We recommend hiring a window repair contractor with experience in historic window repair to complete this work.

Additionally for any windows where head flashings are failing, we recommend removing and replacing the existing head flashing to match existing in kind, or repairing as required. Re-paint all window and door frames. 2-5 10,827 sf 25.00 270,675 $ 27,068 $ 14,887 $ 15,631 $ $ 328,261 BE-10 Windows/Doors Door sill flashing correction and
weather-sealing upgrades
At existing doors on the south elevation which have been permanently sealed closed, we recommend correcting the back-sloped sill flashings on top of the concrete curbs to properly slope to drain to the exterior. Additionally, we recommend providing a traffic coating or waterproofing membrane and flashing over the concrete curb that is kerfed into the surrounding pavement, to prevent water from travelling beneath the curb to the exterior. At any doors where gaps are visible at operable joints, install additional gasketing and/or sweeps to reduce water intrusion and air leakage.
1-2 66 lf 250.00 16,500 $ 1,650 $ 908 $ 953 $ $ 20,010
BE-11 Windows/Doors Window gasket reinstallation At the newer window frames on the south elevation at the ground floor, we recommend reinstalling the disengaged gaskets between glass and frame on the interior to reduce air leakage and water penetration risk. 2-5 77 lf 20.00 1,540 $ 154 $ 85 $ 89 $ $ 1,868
BE-12 Misc Steel Miscellaneous steel corrosion
mitigation
We recommend abrasively removing all surface corrosion from the miscellaneous steel components, priming with a zinc rich primer, and painting to match existing. If any significant sectional loss exists, steel repair/retrofit may be required including repair design with the assistance of a structural engineer 2-5 492 lf 200.00 98,400 $ 9,840 $ 5,412 $ 5,683 $ $ 119,335 BE-13 Misc Steel Corroded ladder removal or
rehabilitation
Confirm that the existing ladder on the west elevation is abandoned and no longer in use due to the significant corrosion and sectional loss present. If planned to be used in the future, significant steel repair and replacement will be required. If no longer in use, remove the ladder to prevent detachment from the building. 0-1 1 ls 5,000.00 5,000 $ 500 $ 275 $ 289 $ $ 6,064
BE-14A Steep Sloped Roof Sawtooth transite roof recoating / future replacement
At the upper sawtooth roof, we recommend re-coating the transite panels with an additional fluid-applied roofing product to extend the service life of the panels in the next 2-5 years. It may be possible to continue to re-coat approximately every 10-15 years depending on the condition of the panel and the coating product used, however, longer term we recommend replacing the transite panels with a corrugated metal panel assembly similar to the main sloped roof assembly 2-5 11,490 sf 30.00 344,700 $ 34,470 $ 18,959 $ 19,906 $ $ 418,035 BE-14B Steep Sloped Roof Metal roof fastener and joint
resealing
At the main sloped metal roof, we recommend resealing all fastener penetrations, metal laps/joints, and counterflashing interfaces with adjacent assemblies. 2-5 23,951 sf 3.00 71,853 $ 7,185 $ 3,952 $ 4,150 $ $ 87,140 BE-14C Steep Sloped Roof Roof penetration liquid flashing repairs
At all roofs, install additional liquid flashing at penetrations through roof such as pipes, parapet braces, vents where failing or deteriorated. If water intrusion has been observed, immediate repair is necessary.
2-5 52 ea 350.00 18,200 $ 1,820 $ 1,001 $ 1,051 $ $ 22,072 4 of 6
Construction
Contingency
Soft Costs
Project
Contingency
Unit Rate Cost 10% 5% 5%
TABLE 2 ROM COST ESTIMATES
Horizon
(Years)
Quantity Unit
Material, Labour, Access,
Mobilization Total
Rec.

No.

Assembly Description Scope of Work
BE-14D Steep Sloped Roof Acoustic insulation reattachment Re-attach poorly secured acoustic insulation with suitable stick pins or adhesive if still required for building usage and acoustic goals.
2-5 20,355 sf 2.00 40,710 $ 4,071 $ 2,239 $ 2,351 $ $ 49,371 BE-15 Low-Sloped Roof Low-slope SBS roof replacement
and drainage correction
We recommend removing and replacing the existing low-sloped SBS at minimum on the lower roofs on the north and south elevation, and correcting the existing slope with new crickets to promote drainage to area drains. We recommend providing a 2- ply SBS roof assembly in this area that can tuck under the adjacent corrugated metal roofing, and lap down over the adjacent brick wall assembly. Below the FRP assembly, we recommend adding a band of reinforced PMMA liquid flashing that can tuck into the recess and onto the brick wall below the roof line, at the window head.
5-10 3,470 sf 150.00 520,500 $ 52,050 $ 28,628 $ 30,059 $ $ 631,236 BE-16 Skylight Skylight seal, fastener, and
penetration maintenance
We recommend continuing to monitor the skylight frame for signs of water intrusion and/or frame sealant failure, and replace seals as required. Also plan to replace any significantly corroded fasteners and seal all penetrations approximately every 5-10 years
5-10 7,660 sf. 5.00 38,300 $ 3,830 $ 2,107 $ 2,212 $ $ 46,448 BE-17 Expansion Joint Expansion joint resealing and
maintenance
We recommend monitoring and re-sealing failed joints/seams approximately every 5- 10 years. Regularly clean debris and organic material off of expansion joint to monitor for signs of cracking or failure of the bellows membrane. Additionally, remove and replace any significantly corroded fasteners and cap seal over fastener heads.
5-10 244 lf 20.00 4,880 $ 488 $ 268 $ 282 $ $ 5,918
WE-1 Piers Minor/moderate pier concrete
and reinforcement repair
For Minor Defect (MN) and Moderate Defect (MD) categories: We recommend performing epoxy injection of any non-moving cracks with a 100 percent solid, 100 percent reactive epoxy with low curing shrinkage, tested to cure underwater and bond to water filled saturated cracks in salt water.

For any minor delamination or spalling, loose material should be removed down to sound concrete and behind any reinforcing steel a minimum of one-inch, corrosion abrasively removed from reinforcing steel, and any exposed steel coated with a suitable epoxy barrier coating to reduce the risk of corrosion. Consider the inclusion of a suitable anode system to reduce the rate of corrosion of steel reinforcing.

For smaller repairs, hand-patches of Portland/hydraulic cement or epoxy marinegrade mortars should be used that are suitable for the exposure to saltwater.

Given our survey was primarily visual in nature and of a sample of conditions, we recommend performing 100% physical inspection of all piers prior to implementing repairs to determine appropriate repair quantities, and/or carrying a contingency for any additional repair areas.
5-10 94 ea 1,450.00 136,300 $ 13,630 $ 7,497 $ 7,871 $ $ 165,298 5 of 6
Construction
Contingency
Soft Costs
Project
Contingency
Unit Rate Cost 10% 5% 5%
TABLE 2 ROM COST ESTIMATES
Horizon
(Years)
Quantity Unit
Material, Labour, Access,
Mobilization Total
Rec.

No.

Assembly Description Scope of Work
WE-2 Piers Major/severe pier repair with pile
jackets and corrosion protection
For Major Defects (MJ) and Severe Defect (SV) categories: We recommend performing similar repairs as for categories MN and MD above as applicable.

After loose material and surface corrosion has been removed, and any required steel reinforcement replaced, we recommend wrapping piers with a suitable pile jacket system including a fiberglass, FRP, or PVC jacket and galvanic anode system to provide on-going galvanic current to mitigate active corrosion of steel reinforcing.

Fill jacket with suitable grout/concrete repair material as needed. We recommend jackets extend from the sea floor up to the underside of slab, or at a minimum 4’ beyond any areas of deterioration and high tide line.

Given our survey was primarily visual in nature and of a sample of conditions, we recommend performing 100% physical inspection of all piers prior to implementing repairs to determine appropriate repair quantities, and/or carrying a contingency for any additional repair areas.
0-1 94 ea 8,000.00 752,000 $ 75,200 $ 41,360 $ 43,428 $ $ 911,988 WE-3 Piling/Dock Removal Dock and deteriorated piling
removal or replacement
We recommend removing the failed dock, deteriorated wooden pilings, and corroded steel pilings around the perimeter of the dock, if no longer in use. If still required for the building, removal and replacement in kind will be required 1-2 1 ls 100,000.00 100,000 $ 10,000 $ 5,500 $ 5,775 $ $ 121,275 WE-4 Deck, Beams, Caps Concrete testing and condition
assessment
We recommend performing core sampling and petrographic analysis of the existing concrete to confirm chloride concentrations, carbonation depth, concrete quality and reinforcement section/cover at representative locations, as well as to confirm there is no Alkali-Silica Reaction (ASR) in the concrete prior to performing repairs.

Also consider use of Ground Penetrating Radar (GPR) to assess the condition of the existing concrete slab from above in coordination with a structural engineer. 0-1 1 ls 10,000.00 10,000 $ 1,000 $ 550 $ 578 $ $ 12,128 WE-5 Deck, Beams, Caps Structural review of deteriorated beams and pile caps
We recommend coordination with a structural engineer for review of more severely deteriorated beams and pile caps to provide specific repair details for areas with failed steel reinforcement, as well as to assess the pier foundations from a seismic upgrade ASCE 41 standpoint considering potential future use of the building. 0-1 1 ls 5,000.00 5,000 $ 500 $ 275 $ 289 $ $ 6,064
WE-6 Deck, Beams, Caps Suspended slab concrete repair
and corrosion protection
We recommend coordinating with a structural engineer for review of the suspended concrete slab from a structural perspective based on future use of the building.

Repairs should include removal of all loose spalls and delaminated concrete, cleaning and treating exposed reinforcing steel, application of zinc-rich epoxy corrosion inhibiting or protective coating, and replacement or repair of failed steel as needed. We also recommend inclusion of passive anodic protection to reduce the future risk of steel corrosion. Patch failed concrete sections using marine grade repair mortars compatible with the surrounding concrete. 1-2 30,091 sf 125.00 3,761,350 $ 376,135 $ 206,874 $ 217,218 $ $ 4,561,577 Total 6,455,913 $ 645,591 $ 355,075 $ 372,829 $ 7,829,408 $ 6 of 6
Appendix B
Marx Okubo MEP Report

FACILITY CONDITION ASSESSMENT

CRANEWAY PAVILION
1414 Harbour Way South
Richmond, California
Prepared for:

RDH BUILDING SCIENCE, INC.
1901 Harrison Street, Suite 1210
Oakland, CA 94612
Attention: Tammy Siliznof, MS, P.E., LEED AP
[email protected]
Prepared by:

MARX OKUBO ASSOCIATES, INC.

Brad Wolf, PE, CEM, Senior Associate
415.957.9240
[email protected]
Marx OkuboJob No. 25-5427
Second Draft
April 1, 2026
Marx Okubo Associates, Inc. | 101 Montgomery Street, Suite 300 | San Francisco, CA 94104 | 415.957.9240 | www.marxokubo.com DRAFT

TABLE OF CONTENTS

SECTION

1.0 EXECUTIVE SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 PAGE

2.0 DEFICIENCIES AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 IMMEDIATE REPAIR COST . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 CAPITAL RESERVE SCHEDULE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

3.0 OBSERVATION INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8

3.1 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8

3.2 SITE OBSERVATION INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8

3.3 DOCUMENTS UTILIZED . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9

4.0 SITE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

4.1 UTILITY SERVICE PROVIDERS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

4.2 STORM DRAINAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

4.3 TRAFFIC CONTROL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

4.4 PARKING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11

4.5 PAVING AND SIDEWALKS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11

4.6 LANDSCAPE/IRRIGATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11

4.7 EARTHWORK/GRADING/EROSION CONTROL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11

4.8 RETAINING WALLS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

4.9 FENCING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

4.10 SIGNAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

4.11 LOADING DOCKS AND RAMPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

4.12 EXTERIOR AMENITIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

4.13 TRASH SYSTEMS/ENCLOSURES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

4.14 ALTA SURVEY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

5.0 INTERIOR IMPROVEMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14

5.1 INTERIOR WALLS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14

5.2 INTERIOR DOORS/FRAMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14

5.3 CEILINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14

5.4 FLOORS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14

5.5 RESTROOMS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15

5.6 KITCHENS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15

CRANEWAY PAVILION
Richmond, California
i
DRAFT

5.7 UTILITY ROOMS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15

5.8 INTERIOR STAIRS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15

5.9 INTERIOR AMENITIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16

5.10 WINDOW COVERINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16

6.0 MECHANICAL/ELECTRICAL/PLUMBING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17

6.1 HEATING, VENTILATION, AND AIR CONDITIONING (HVAC) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17

6.2 PLUMBING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18

6.3 ELECTRICAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20

7.0 FIRE PROTECTION/LIFE SAFETY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22

7.1 FIRE ALARM SYSTEM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22

7.2 FIRE SUPPRESSION SYSTEM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22

7.3 MANUAL FIRE EXTINGUISHING EQUIPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23

7.4 FIRE HYDRANTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23

7.5 MEANS OF EGRESS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23

7.6 EMERGENCY LIGHTING AND EXIT SIGNAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23

8.0 BUILDING EQUIPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25

8.1 VERTICAL TRANSPORTATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25

8.2 SECURITY SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25

8.3 COMMUNICATION SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25

9.0 SUSTAINABILITY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26

10.0 REGULATORY REVIEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27

10.1 CODE CLASSIFICATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27

10.2 CERTIFICATES OF OCCUPANCY/BUILDING PERMITS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27

10.3 GOVERNMENT AGENCY REVIEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27

10.4 ZONING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27

10.5 FLOOD ZONE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28

11.0 ACCESSIBILITY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29

11.1 AMERICANS WITH DISABILITIES ACT (ADA), TITLE II . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29

12.0 EXHIBITS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 VICINITY MAP . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31 FLOOD PLAIN DETERMINATION REPORT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33 DOCUMENTS UTILIZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35 ACCESSIBILITY REPORT. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37 ADDITIONAL SEWER SYSTEM INVESTIGATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39

CRANEWAY PAVILION
Richmond, California
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PHOTOGRAPHS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41

DISTRIBUTION
Tammy Siliznof, MS, P.E., LEED AP, RDH Building Science, Inc. (Electronic copy - [email protected]) Kurt Weninger, P.E., RDH Building Science, Inc. (Electronic copy - [email protected]) Kiren Leeds, RDH Building Science, Inc. (Electronic copy - [email protected]) Matthew Bowman, RDH Building Science, Inc. (Electronic copy - [email protected])

CRANEWAY PAVILION
Richmond, California
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1.0 EXECUTIVE SUMMARY
Property Summary
Name/Address Craneway Pavilion
1414 Harbour Way South
Richmond, California 94804-3694
Property Type Industrial
No. of Buildings/
Stories
One single-story building.

Although the property, now known as Ford Point, was originally constructed as one building, the Craneway Pavilion is the southernmost portion of the building. The portion of the building that is not considered the Craneway Pavilion, which is currently owned by a separate entity, is referred to herein as the Main Building.

Building Area/Unit
Count
For the Craneway Pavilion portion of the property only, the building area is approximately 40,000 gross square feet, per sheet T2.1, titled First Floor Code Analysis Plan, produced by Marcy Wong & Donn Lunn Architects, last revision dated February 22, 2008.

Year Constructed Originally constructed in 1930, with a major renovation completed in 2008. The entire property is listed on the National Register of Historic Places.

Site Area For the Craneway Pavilion portion of the property only, the site area is approximately 1.5 acres (404.2' by 160.7') per sheet T3.1, titled ALTA/ASCM Land Title Survey, produced by Kister, Savio & REI, Inc., dated May 31, 2002.

Unique Features The property is bordered by San Francisco Bay to the south. A major commuters' ferry terminal is immediately adjacent to the west of the site. The San Francisco Bay pedestrian trail is located on the southern edge of the property in between the building and the bay.

Legal Description None provided.

Flood Plain According to FZDS Flood Plain Determination Report Map Panel No. 06013C0236 G, dated September 30, 2015, the project is located in X, areas of minimal flooding. Areas determined to be outside the 500-year flood plain.

Primary Building Systems
Foundation System(s) Not included in scope
Structural System(s) Not included in scope
Roofing System(s) Not included in scope
Exterior Wall
Assembly(ies)
Not included in scope
Window Type(s) Not included in scope
Elevated Decks/
Balconies
Not included in scope
Mechanical System(s) Unit Heaters, Rooftop Exhaust Fans Electrical Capacity 120/208 volts, five separate panels fed from one of the site's shared main switchboards, ranging in capacity from 125 to 400 amps each
Life Safety System(s) Automatic fire alarm system with wet pipe fire sprinkler system Vertical Transport
System(s)
None Provided

CRANEWAY PAVILION
Richmond, California
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Sustainability Rating None
Property Condition Summary
Significant Observations and Conditions: Optional: install a separate fire alarm system serving only the Craneway Pavilion.

Additional Investigation Recommended: None
Component Condition Observations
Site Improvements Fair • Localized areas of deteriorated asphalt paving should be repaired and resealed.

Building Interiors Good • Concrete floor needs patching or replacement in select areas.

MEP Systems Good • Unit heaters will likely require replacement during the term due to age.

Fire Protection/Life
Safety
Good • Install a new, separate fire alarm system serving only the Craneway Pavilion.

Building Equipment Good • Have the security monitoring vendor assess the system to correct faults indicated on the security alarm stations.

Regulatory Review NA • Pending response from the city.

Accessibility Fair • Refer to the separate Accessibility report included as an exhibit to this report.

Assessment
Limitations
• Unit heaters are mounted too high to safely obtain the nameplate information. • Areas under the pier had limited access.

CRANEWAY PAVILION
Richmond, California
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2.0 DEFICIENCIES AND RECOMMENDATIONS
Recommendations for remedial work addressing significant building deficiencies are included in this section.

Recommendations are divided intoImmediate Work Items and Capital Work Items. The contractual cost threshold for this project is $3,000. Items that do not meet this threshold are excluded from our recommendations, with the exception of material code and life/safety concerns, which are included regardless of cost.

Immediate Work Items: Include items that correct all safety and life threatening building and/or fire code violations; and items that, if left unrepaired over the next year, would result in serious damage to the building or its content. These items should be undertaken on a priority basis taking precedence over routine preventive maintenance work.

Capital Work Items: Include items that are customarily repaired or replaced over several years due to economic considerations (e.g. paving, roofs, appliances), items which are currently in acceptable condition but will reach or exceed their useful service life during the term, and items that are periodic in nature but not considered normal maintenance (e.g. pavement seal coating, painting). These estimates are generally based on industry-accepted life spans for these systems unless there are mitigating circumstances.

Qualifications: Per ASTM E2018-24, opinions of cost should only be construed as preliminary, order of magnitude budgets. Actual costs will likely vary to some degree from the opinions of costs provided herein depending on such matters as type and design of suggested remedy, quality of materials and installation, manufacturer and type of equipment or system selected, field conditions, whether a physical deficiency is repaired or replaced in whole, phasing of the work (if applicable), quality of contractor, quality of project management exercised, market conditions including tariffs, supply chain constraints related to natural disasters, pandemics, and conflicts, whether competitive pricing is solicited, and other factors. Opinions of cost are typically based upon limited quantity take-offs and a unit pricing method to arrive at line-item totals. Unit prices are based upon historical data compiled by Marx Okubo and in no way imply that bids were received from trade subcontractors. Where deemed appropriate, Marx Okubo includes design fees and costs for supporting activities that may be required to perform the work (e.g. erection and dismantling of scaffold, temporary shoring, etc.). No bid documents or corrective drawings were produced. In identifying issues and determining potential costs, it is not the intent of this firm to assume any part of the design responsibility for potential improvements, but rather to report our findings to the client to whom this report is addressed.

CRANEWAY PAVILION
Richmond, California
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IMMEDIATE REPAIR COST
Prepared By: Marx Okubo Associates, Inc. Date Prepared: April 1, 2026 Building(s) Gross Area (S.F.): 40,000
Property Age (Years): 22
P Link to photo of this item.
# Item QTY Unit Unit
Cost
Replacement
Percent
Immediate
Total Comments

4.0 SITE
1 No immediate issues were noted or reported. 0 EA $0.00 0% $0

5.0 INTERIOR IMPROVEMENTS
2 No immediate issues were noted or reported. 0 EA $0.00 0% $0

6.0 MECHANICAL/ELECTRICAL/PLUMBING
3 Remove or repair the door to the abandoned safety switch enclosure located on the west wall of the Craneway Pavilion. The unlocked door is only held on by one hinge and almost fell off when opened, presenting a safety hazard. 1 EA $500.00 100% $500 Cost represents a minimum trip charge. If a City of Richmond employee can perform the work, then there would be no cost. Removal is preferred, but if the enclosure is deemed historic and must remain, then the door should be repaired and locked.

7.0 FIRE PROTECTION/LIFE SAFETY
4 Replace exit signs and emergency lights throughout the building. 30 EA $100.00 100% $3,000 The devices were observed to be at the end of their useful life and multiple signs were not properly functioning.

8.0 BUILDING EQUIPMENT
5 Secure the loose foot of the ladder used to access the beam crane operator's station where the audio/visual controls are located.
1 LS $500.00 100% $500 The foot is missing a bolt, is unsecured, and a safety hazard. Assumes minimum trip charge for a contractor.

10.0 REGULATORY REVIEW
6 No immediate issues were noted or reported. 0 EA $0.00 0% $0 Total Repair Cost $4,000

CRANEWAY PAVILION
Richmond, California
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CAPITAL RESERVE SCHEDULE
Prepared By: Marx Okubo Associates, Inc. Date Prepared: April 1, 2026 Building(s) Gross Area (S.F.): 40,000 Term: 10
Property Age (Years): 22 Inflation Rate: 3%
P Link to photo of this item.

Footnotes: 1 2 3
# Item QTY Unit Unit Cost EUL EFF
Age RUL Year1
Year
2 Year
3 Year
4 Year
5 Year
6 Year
7 Year
8 Year
9 Year
10 Total Cost Comments

4.0 SITE
1 30,000 SF $1.75 8 7 1 $52,500 $52,500 $105,000 Localized potholes and significant localized cracking were observed on the asphalt pavement. Cost includes the application of a slurry seal coat, filling localized potholes, and sealing cracks; and the removal and replacement of the area drain plates along the south perimeter.
2 50 LF $90.00 0 0 0 $4,500 $4,500 Fencing should be removed and replaced. Installation of new metal picket fencing should include rust-inhibiting paint to extend EUL, as it is located underneath the pier.

5.0 INTERIOR IMPROVEMENTS
3 125 SF $25.00 0 0 0 $3,125 $3,125 Cost includes patching of minor damage and replacement of significant damage on the concrete flooring.

6.0 MECHANICAL/ELECTRICAL/PLUMBING
4 Replace unit heaters as they reach
the end of their EULs. Limited use
has likely allowed an extension of
their life, but they are still
anticipated to need replacement.
10 EA $13,000.00 25 20 5 $130,000 $130,000 Includes rental of lift, includes additional cost factors for labor in high locations, and union labor.

Apply a seal coat, fill potholes,
and seal cracks on the asphalt
pavement around the
perimeters of the building.

Replace damaged or rusted
area drain plates along the
south perimeter of the site.

Remove and replace rusted and
damaged metal picket fencing,
located underneath the pier at
the northeast corner of the
site.

Patch and replace localized
damaged areas of the concrete
flooring along the east
elevation of the building.


1. Opinions of cost are based on limited observations of readily observable conditions and available documentation. Determination of actual costs require competitive bidding by qualified contractors on a scope of work that may require development of repair documents by a qualified engineer or architect.

2. Marx Okubo is not an environmental consultant or evaluator of pest infestation. Opinions of cost exclude abatement of hazardous materials or remediation of pest infestations unless otherwise noted.

3. This cost table is a supplementary document to the report and should be reviewed in conjunction with the full report and exhibits.

CRANEWAY PAVILION
Richmond, California
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# Item QTY Unit Unit Cost EUL EFF
Age RUL Year1
Year
2 Year
3 Year
4 Year
5 Year
6 Year
7 Year
8 Year
9 Year
10 Total Cost Comments
5 Replace four large general exhaust
fans serving the Craneway
Pavilion. Limited use has likely
allowed an extension of their life,
but they are still anticipated to
need replacement.
4 EA $35,000.00 25 20 5 $140,000 $140,000 Includes demo, crane, working conditions, and union labor. 6 Replace the centrifugal outside air
supply fan and dishwasher exhaust
fan serving the Craneway Pavilion
service kitchen on the roof of the
Main Building.
1 LS $40,000.00 25 23 2 $40,000 $40,000 Includes demo, crane, material handling, constricted working conditions, and union labor.
7 Perform videoscoping and
hydrojet cleaning of sanitary sewer
lines serving the two sets of
restrooms in the Craneway
Pavilion.
1 LS $3,000.00 25 24 1 $3,000 $3,000 Although no evidence of backups was noted during our site visit, it was reported that at least once occurence of a backup from one of the restrooms caused sewer flow into the kitchen.
8 Replace domestic water heaters as
they reach the end of their EULs.
1 LS $3,000.00 10 9 1 $3,000 $3,000 Includes the DWHs serving the restrooms and kitchen. 9 Perform infrared thermoscans on
electrical distribution equipment.

Infrared thermoscans should be
performed annually.
1 LS $3,000.00 1 1 0 $3,000 $3,000 Cost for subsequent thermoscans after Year 1 should be included in the operations and maintenance budget.

7.0 FIRE PROTECTION/LIFE SAFETY
10 Install an independent fire alarm
system with emergency voice/
alarm communication for the
Craneway Pavilion.
1 LS $70,000.00 23 22 1 $70,000 $70,000 The existing shared fire alarm system is obsolete and is no longer supported by the manufacturer. Due to the different occupancy of the Craneway Pavilion compared to the Main Building and its separate ownership, it is recommended that the existing components be replaced with an independent fire alarm system. Due to the high occupancy limit for the space, emergency voice/alarm communication capabilities are anticipated to be required per the current fire code.

8.0 BUILDING EQUIPMENT
11 No significant issues were noted or
reported.
0 EA $0.00 0 0 0 $0 $0

10.0 REGULATORY REVIEW
12 No significant issues were noted or
reported.
0 EA $0.00 0 0 0 $0 $0
Total (Uninflated) $139,125.00 $40,000.00 $0.00 $0.00 $270,000.00 $0.00 $0.00 $52,500.00 $0.00 $0.00 $501,625.00 Inflation Factor (3.0%) 1.0 1.03 1.061 1.093 1.126 1.159 1.194 1.23 1.267 1.305

CRANEWAY PAVILION
Richmond, California
6 DRAFT
# Item QTY Unit Unit Cost EUL EFF
Age RUL Year1
Year
2 Year
3 Year
4 Year
5 Year
6 Year
7 Year
8 Year
9 Year
10 Total Cost Comments
Total (inflated) $139,125.00 $41,200.00 $0.00 $0.00 $303,887.38 $0.00 $0.00 $64,568.38 $0.00 $0.00 $548,780.76 Evaluation Period: 10
# of sf: 40,000
Reserve per sf per year (Uninflated) $1.25
Reserve per sf per year (Inflated) $1.37

CRANEWAY PAVILION
Richmond, California
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3.0 OBSERVATION INFORMATION

3.1 INTRODUCTION
Marx Okubo Associates, Inc. (Marx Okubo) has completed a Facility Condition Assessment of Craneway Pavilion, located in Richmond, California, for RDH Building Science, Inc. (Client). This survey consists of a review of the physical conditions and property components accessible or visible during the site visit; and the quality of construction. The assessment was completed for the purpose of Capital Planning.

Marx Okubo's assessment and this report generally conform with and/or exceed the technical requirements of ASTM E2018-24. The purpose of this review is to provide an overview for Client, and it is in no way implied that every aspect of the project has been reviewed. The purpose of this report is to observe the major aspects of the property, assess their condition, and evaluate the property for material accessibility and code concerns. A detailed compliance survey related to accessibility, building codes, and zoning issues was not performed. The use of this report is limited to the Client to whom it is addressed.

Limited construction drawings were made available electronically and were used as reference material and as a basis for take-offs. These drawings were not reviewed for accuracy, completeness, or conflicts.

3.2 SITE OBSERVATION INFORMATION
Site Observation Date
January 8, 2026
Marx Okubo Team Members
Brad Wolf, PE, CEM, Senior Associate
Kelly Medina, Project Coordinator
Bassamat Bahnasy, CASp, ADAC, ICC, LEED AP, Senior Associate Steve Schneider, PE, Director, Fire Protection/Life Safety Engineering Julie Acosta, LEED AP BD+C, Senior Project Administrator Specialty Consultants Utilized
None
Property Contact Information
Firm:

Name:

Cushman Rexrode Capital Corporation / 510.410.5925
Stephen Rexrode

CRANEWAY PAVILION
Richmond, California
8 DRAFT
Areas Reviewed
Our assessment included a limited walk-through survey of accessible areas based upon the sample size(s) for property elements as specifically defined in our proposal, and/or as otherwise determined by Marx Okubo as a sufficient number of repetitive systems, components, or conditions, to reasonably perform our assessment. Marx Okubo's scope of work was limited to the Craneway Pavilion portion of the property.

Limitations
The following limitations were encountered during the property review:

Building envelope and structural assessments of the property are excluded from the scope of our review per the terms of our agreement with the Client.

A Property Management Interview was not conducted because the building is vacant and nobody with direct, recent experience with the property was available.

3.3 DOCUMENTS UTILIZED
Refer tothe Exhibits sectionfor a list of the documents that were provided or to which we were given access during the execution of the work.

CRANEWAY PAVILION
Richmond, California
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4.0 SITE

4.1 UTILITY SERVICE PROVIDERS
Water: East Bay Municipal Utility District (EBMUD)
Sanitary/Sewer: EBMUD
Electric: Pacific Gas & Electric (PG&E)
Gas: PG&E
Telephone: Tenant responsibility
Cable: Tenant responsibility
Trash/Recycling: Tenant responsibility

4.2 STORM DRAINAGE
Description: Stormwater flows over the ground surfaces tocatch basins located throughout the paved areas. These elements, depending on their location on the property, drain directly to San Francisco Bay or are connected to a storm drain system that discharges directly to San Francisco Bay.

Condition: Trench drain along the east perimeter of the building is clogged with debris and weeds.

Recommendations: Unclog the trench drain as a part of routine maintenance

4.3 TRAFFIC CONTROL
Description: Vehicular access to the Craneway Pavilion portion of the site is not provided for the general public. Delivery vehicles appear to access the site via the east parking area next to the Main Building.

Signalization: No signalization is provided in the immediate vicinity of the site.

Interior Access: Access to the east parking area is provided via two-way internal drive lanes.

Access is controlled with a security attendant booth and metal picket swinging gates at the north end of the Main Building.

Condition: No significant issues were noted or reported.

Recommendations: Not applicable.

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Richmond, California
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4.4 PARKING
Description: No parking is provided for the Pavilion Craneway's portion of the site. The previous tenants may have had an agreement with the Ferry Terminal Parking lot, but that is unknown at this time.

Lighting: Lighting for the site and surface parking is provided by building-mounted fixtures withlight-emitting diode (LED) lamps.

Adequacy: Overall, parking provisions appear adequate for the current use of the property.

A nighttime survey was not performed; however, the distribution of light fixtures appears to be sufficient for the current use of the property.

4.5 PAVING AND SIDEWALKS
Vehicular Paving/
Curbing:

Asphalt pavementover a concrete base on top of the pier is provided at the east, west, and south perimeters of the site. Abandoned railroad tracks are embedded inthe asphalt pavement along the south end of the Craneway Pavilion.

Pedestrian Paving,
Stairs, And Railings:

Precast concrete pavement with a conventional gray and red-colored finishis provided at the northwest corner of the site, at the pedestrian entrance to the building.

Condition: Localized potholes and significant localized cracking was observed on the asphalt pavement. Cost includes the application of a slurry seal coat, filling localized potholes, and sealing cracks.

4.6 LANDSCAPE/IRRIGATION
Landscape: None provided.

Irrigation: None provided.

Condition: Not applicable.

Recommendations: Not applicable.

4.7 EARTHWORK/GRADING/EROSION CONTROL
Description: The property is generally graded flat, with gradual sloping to facilitate drainage. Erosion control measures consist of the placement of riprap rock along the shoreline of the property.

Condition: No significant issues were noted or reported.

CRANEWAY PAVILION
Richmond, California
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4.8 RETAINING WALLS
Description: None provided.

Condition: Not applicable.

Recommendations: Not applicable.

4.9 FENCING
Description: Metal guardrails are provided along the south border of the building, along the edge of the pier. Painted metal picket fencing is located underneath the pier at the northeast corner of the site.

Condition: The metal picket fencing, located underneath the pier at the northeast corner of the site is rusted and damaged.

Recommendations: Remove and replace rusted and damaged metal picket fencing.

4.10 SIGNAGE
Description: The property utilizes monument signage to identify the building name provided at the east parking area. Additional informational signage detailing the history of the property is mounted in two locations along the southelevation of the Craneway Pavilion.

Condition: No significant issues were noted or reported.

Recommendations: Not applicable.

4.11 LOADING DOCKS AND RAMPS
Description: Loading/unloading areas are provided at multi-panel industrial craneway doors provided at the east and west elevations of the building for loading/unloading.

Condition: No significant issues were noted or reported.

Recommendations: Not applicable.

4.12 EXTERIOR AMENITIES
Description: The San Francisco Bay Trail runs along the south perimeter of the site. A bicycle station for public use is provided onthe west side of the site.

Condition: No significant issues were noted or reported.

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Richmond, California
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Recommendations: Not applicable.

4.13 TRASH SYSTEMS/ENCLOSURES
Description: Trash is reportedly the responsibility of the tenant. Trash dumpsters are provided at the east parking area, adjacent to the Main Building.

Condition: No significant issues were noted or reported.

Recommendations: Not applicable.

4.14 ALTA SURVEY
Marx Okubo was not provided with a current ALTA survey for our review.

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Richmond, California
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5.0 INTERIOR IMPROVEMENTS

5.1 INTERIOR WALLS
Description: Interior walls consist of a combination of exposed brick and mortar, and gypsum board sheathing over metal stud or wood stud framing.

Finishes: Finishes include a combination of painted gypsum board and exposed historic brick and mortar.

Condition: No significant issues were noted or reported.

Recommendations: Not applicable.

5.2 INTERIOR DOORS/FRAMES
Description: Doors are generally solid-core wood orhollow metal set in wood or metal frames with stainless steel lever-typehardware. A metal-framed glass door is provided at a select office/storage space.

Finishes: Wood and metal doors are stained or painted and set in painted frames.

Condition: No significant issues were noted or reported.

Recommendations: Not applicable.

5.3 CEILINGS
Description: Service area ceilings are painted gypsum board. The Craneway Pavilionspace ceiling consists of exposed roof structure.

Condition: No significant issues were noted or reported.

Recommendations: Not applicable.

5.4 FLOORS
Description: The Craneway Pavilionfeatures polished concrete floors and acrylic-coated pickleball courts.

Condition: Localized areas of damage were observed on the concrete flooring along the east elevation of the building.

Recommendations: Localized damaged areas of the concrete flooring should be patched and replaced.

CRANEWAY PAVILION
Richmond, California
14 DRAFT

5.5 RESTROOMS
Description: Multi-user men's and women's restrooms serving the main Craneway Pavilion area are provided. The men's restrooms are provided with five urinals and five toilet stalls, including one accessible toilet stall. The women's restroom is provided with ten toilet stalls, including one accessible toilet stall. Interior finishes generally consist of painted gypsum board walls, exposed ceiling structure, and laminate tile floors. Wall-mounted porcelain lavatories, and floor- and wall-mounted plastic laminate toilet stall partitions are provided. Toilet stalls are provided with wall-mounted porcelain toilets.

Condition: No significant issues were noted or reported.

Recommendations: Not applicable.

5.6 KITCHENS
Description: A bar and kitchen space is provided for tenant use within the main space of the Craneway Pavilion. Finishes at the bar include a solid-surface bar countertop, stainless-steel service countertops and sink, vinyl wall-mounted shelves, and hanging decorative light fixtures.

The adjacent service kitchen is provided withvinyl composite tile (VCT) flooring, painted gypsum board walls, and exposed ceiling structure.

Stainless-steel countertops and undermounted sinks are provided.

Condition: No significant issues were noted or reported.

Recommendations: Not applicable.

5.7 UTILITY ROOMS
Description: Utility rooms are generally provided with unpainted or painted gypsum board walls, concrete flooring, and exposed structure ceilings.

Condition: No significant issues were noted or reported.

Recommendations: Not applicable.

5.8 INTERIOR STAIRS
Description: None provided.

Condition: Not applicable.

Recommendations: Not applicable.

CRANEWAY PAVILION
Richmond, California
15 DRAFT

5.9 INTERIOR AMENITIES
Description: None provided.

Condition: Not applicable.

Recommendations: Not applicable.

5.10 WINDOW COVERINGS
Description: Large panel curtains are provided on a track system along the west elevation of the building.

Condition: No significant issues were noted or reported.

Recommendations: Not applicable.

CRANEWAY PAVILION
Richmond, California
16 DRAFT

6.0 MECHANICAL/ELECTRICAL/PLUMBING

6.1 HEATING, VENTILATION, AND AIR CONDITIONING (HVAC)
Description: No mechanical cooling is provided to the building. Operable windows provide cooling. Heating is provided by ten ceiling-hung, natural gas-fired, indirect-fired unit heaters manufactured by Reznor. Due to their mounting height and the lack of an available personnel lift, Marx Okubo was unable to access these units to gather nameplate information. However, similar heaters from the same manufacturer were installed in another portion of the Main Building, and these units had rated heat inputs of 250,000 Btu/h. Marx Okubohas assumed that the heaters serving the Craneway Pavilion have the same capacity of 250,000 Btu/h.

The heaters are mounted along the north wall of the building, and supply air is discharged towards the south wall.

Controls: The unit heaters are controlled by stand-alone analog thermostats.

Ventilation: Operable windows and doors provide natural ventilation. Four roof-mounted, constant-speed, belt-driven down-blast centrifugal fans manufactured by Greenheck provide general exhaust for the main open area. The actual airflow ratings of these fans areunknown because the design that installed this system was not available, and airflow is dependent on the speed of the fan and the pressure of the ductwork connected to the fan system, but the air flow ratings from the manufacturer range from a minimum of approximately 5,000 cubic feet per minute (CFM) to a maximum of approximately 18,000 CFM.

The service kitchen for the Craneway Pavilion is provided with an exhaust hood for the automatic dishwasher, which is connected to an upblast-type centrifugal ventilator mounted on the roof of a small tower that projects up from the roof over the Main Building. This fan was manufactured by Emerson. The actual airflow rating of this fan is unknown, but it has a maximum airflow rating of approximately 1,200 CFM.

Makeup air is ducted into the kitchen and restrooms, and is believed to be provided by a centrifugal outside air supply fan mounted on the same roof as the exhaust fan.

The restrooms are provided with exhaust fans that discharge throughthe roof.

Age: Except as noted, the HVAC equipment is generally original with some component replacement as needed and is believed to be approximately 22 years old.

Maintenance: The previous tenant was reportedly responsible for maintaining the HVAC systems; however, no information was provided regarding their practices, and the quality of their maintenance program is unknown.

CRANEWAY PAVILION
Richmond, California
17 DRAFT
Condition: The HVAC systems generally appear to be in good condition. The unit heaters in the Craneway Pavilion appear to be in good condition, but are believed to be approximately 20 years old and are expected to reach the end of their Expected Useful Life (EUL) during the term, and should be replaced at that time. Similarly, the four general exhaust fans appear to be in good condition, but they are expected to need replacement as they reach the end of their EULs.

The kitchen HVAC equipment is in fair condition. The cover of the kitchen exhaust ventilator has been partially removed and is partially held on by one clip and a piece of concrete, and should be properly reattached. This equipment is located on a small tower that rises above the main roof line of the Main Building. It is recommended to replace this equipment early in the term due to age and condition. The rooftop centrifugal supply fan has no air filtration, and a replacement of this fan is recommended to include air filters.

Recommendations: Replace ten unit heaters due to age.

Replace four rooftop general exhaust fans due to age.

Replace the kitchen HVAC on the roof. This should include the replacement of an unfiltered outside air fan with a filtered supply air system and exhaust ventilator.

6.2 PLUMBING
Water Service: The property is provided with a 6" domestic water service with a main utility meter located in a pit in the yard near the northwest area of the Main Building and anabove-ground backflow preventer adjacent to Harbour Way South. A separate 2" above-ground backflow preventer was observed at the northeast corner of the adjacent commercial restaurant, adjacent to the Craneway Pavilion, and likely services the restaurant. No landscape irrigation water is provided nor required for the Craneway Pavilion portion of the site.

Two small, point-of-use water filtration systems are provided for the service kitchen.

Domestic Water
Piping:

Where observed, domestic water piping is generally copper tubing.

Water Heating: Domestic hot water for the restrooms is provided by an electric domestic water heater (DWH) with a 38-gallon integral storage tank and 3,500-watt heating elements. Hot water for the service kitchen is provided by an electric DWH with an integral storage tank of unknown capacity. Too much debris was stored in the room to safely access the unit's nameplate; however, it appears to have a tank capacity of approximately 50 to 80 gallons.

CRANEWAY PAVILION
Richmond, California
18 DRAFT
Plumbing Waste
and Vent Lines:

Where observed, waste and vent lines are generally cast-iron pipes. At select locations, specifically at a ground cleanout on the west side of the Main Building just north of the Craneway Pavilion, pipes observed are polyvinyl chloride (PVC).

Natural Gas
Service:

The property is provided with five separate natural gas services: one at the Main Building's west side, three at the Main Building's east side, and one at the Visitor's Center. Which service feeds the unit heaters in the Craneway Pavilion is not known withcertainty, but Marx Okubo believes that the southeastern-most service feeds the restaurant and Craneway Pavilion. This gas service may also feed other HVAC equipment in the Main Building. An automatic seismic shut-off valve was noted.

Age: The main supply and waste lines are believed to have been installed during the major building renovation completed in 2004. The water heater serving the restrooms is approximately 19 years old, and the other DWH is assumed to be about the same age.

Condition: Plumbing systems generally appeared to be in good condition. Both domestic water heaters should be replaced early in the term.

It was reported via complaint by a sublessee of the space to the City that at least one backup, apparently caused by one or more restrooms, was experienced in a kitchen. The complaint did not specify whether the space affected was the service kitchen for the Craneway Pavilion or the restaurant's kitchen. No evidence of this backup was noted during our initial site visit.

At the request of the City of Richmond, Marx Okuboperformed an additional investigation to determine which kitchen may have been affected and to assess the underlying cause. On March 20, 2026, Marx Okubo performed a second site visit with a subcontractor and video-scoped portions of the sewer lines accessible through cleanouts (only two sections were successfully videoed due to a lack of cleanouts). In summary, it appears that the restaurant's kitchen experienced a backup caused by a lack of maintenance on the grease trap serving the restaurant.

It is believed that no incidents affected the Craneway Pavilion restrooms and service kitchen. Refer to the Additional Sewer System Investigation Exhibit for more details.

Recommendations: Replace both domestic water heaters.

Perform deferred maintenance, including emptying the restaurant's grease trap, and hydrojet clean all sewer and grease waste lines for the restaurant's kitchen.

Hydrojet cleaning of the sewer lines serving the Craneway Pavilion restrooms and service kitchen should also be performed. Any hydrojet cleaning should be coordinated with the ownership of the Main Building due to the shared utilities.

Additional consideration should be provided for the installation of additional cleanouts for the service kitchen and the east side of the Men's Restroom serving the Craneway Pavilion.

CRANEWAY PAVILION
Richmond, California
19 DRAFT

6.3 ELECTRICAL
Electrical Service: Three-phase, four-wire electrical service is provided to the site from three pad-mounted, utility-owned transformers located on the east side of the Main Building. Each transformer feeds an exterior termination cabinet, which in turn serves multiple main switchboards within the Main Building. One 120/208-volt and two 277/480-volt services are provided.

One of the 277/480-volt termination cabinets feeds an exterior, 2,500-amp main switchboard that feeds the Craneway Pavilion, the restaurant in the Main Building, and the Visitor's Center.

On-Site Renewable
Electrical Systems:

No renewable energy-generating systems are located directly on the Craneway Pavilion roof. An extensive photovoltaic (PV) system is provided on the Main Building, which serves multiple services within the Main Building. It is believed that none of the energy produced by the PV systems offsets energy use by the Craneway Pavilion.

Electrical
Distribution:

Electrical service is distributed to the Craneway Pavilion by four recessed wall-mounted, 120/208-volt distribution panels, all located in a utility room/office located on the north side of the Craneway Pavilion, with rated capacities of 125 to 225 amps, and main breakers of 100 and 200 amps, respectively. These primarily feed the lights, the kitchen, the HVAC systems, and general receptacles. Panels manufactured by Eaton and Siemens were noted. Two audio/video-specific, 400-amp distribution panels serve the theater lighting and sound systems. One panel is mounted on the west beam crane operator's station, along with A/V equipment, and the other is mounted on the south wall.

Electrical Vehicle
(EV) Charging:

Since there is no parking on the site area apportioned to the Craneway Pavilion, EV charging is not available. EV chargers are provided in several locations in the east parking lot of the Main Building.

Emergency Power: No emergency power is provided.

Lighting System: Lighting in the main open area is provided by high-bay hanging pendant fixtures using LED lamps. Lighting in the restrooms and kitchen is provided by surface-mounted fixtures using linear T8 fluorescent lamps.

Maintenance: Maintenance was reportedly provided by the previous tenant, whose program is unknown. There were no records or other indications that any infrared (IR) thermal scans have been performed.

Condition: The electrical systems generally appear to be in good condition with no significant capital costs anticipated during the term. Marx Okuborecommends performing IR thermal scans of the electrical panels when under load as deferred maintenance. Once the initial service is performed, annual IR scans should be incorporated into the building's operations and maintenance budget.

CRANEWAY PAVILION
Richmond, California
20 DRAFT
An old electrical safety switch enclosure that has been abandoned was noted to have a broken cover. When opened, the door almost fell off, which is a safety hazard. If this electrical panel is not deemed to be historic, it should be removed as a potential safety hazard. If it is historical and needs to remain, the door should be repaired and locked to prevent it from being opened by guests attending events.

Recommendations: Perform infrared thermal scans of all electrical panels. They may need to be artificially loaded to obtain meaningful results.

Remove the abandoned electrical safety switch enclosure, or repair and lock the cover door.

CRANEWAY PAVILION
Richmond, California
21 DRAFT

7.0 FIRE PROTECTION/LIFE SAFETY

7.1 FIRE ALARM SYSTEM
Description: The Craneway Pavilionis protected by the Main Building's fire alarm system, which is monitored by a Silent Knight 5820XL addressable fire alarm panel. The fire alarm system monitors the fire suppression system for waterflow and valve tamper, smoke and heat detection, and manual pull stations. Fire alarm notification coverage includes horn appliances and strobe visual appliances located throughout the building.

Maintenance and
Inspections:

Updated maintenance and inspection records were unavailable to the City of Richmond since maintenance is the responsibility of the Main Building owner.

Condition: The existing fire alarm panel serving the Main Buildinghas reached the end of its useful life. Although it remains operable, the manufacturer no longer supports the equipment, and there is limited parts availability.

Recommendations: Install a separate fire alarm system serving only the Craneway Pavilion.

Request that the owner of the Main Building provide maintenance records of the fire alarm system, and provide copies of future maintenance service testing and inspection reports, since it is a shared system. A cost-sharing agreement with the Main Building owner may need to be pursued if one does not already exist.

7.2 FIRE SUPPRESSION SYSTEM
Description: The Craneway Pavilionis fully equipped with an automatic sprinkler system served from two sprinkler risers: the west riser is located on the west side of the Craneway Pavilion, and the east riser is located in the restaurant to the northeast of the Craneway Pavilion. The east riser protects the restaurant in addition to protecting the east side of the Craneway Pavilion. The risers are supplied by a site water loop that supports the rest of the sprinkler systems and fire hydrants that protect the Main Building and the entire site. The portion of the loop extends above ground inside the Craneway Pavilionon the north side.

Window sprinklers were observed on both the Craneway Pavilionside and the Main Building side of the windows on the second floor.

Maintenance and
Inspections:

Updated maintenance records were unavailable to the City of Richmond since maintenance is the responsibility of the Main Building owner. Stickers observed on the fire sprinkler risers serving the Craneway Pavilion indicated that the system had its last annual inspectionin March 2025, conducted by Bay Alarm, and its last five-year inspection in July 2025, conducted by Cen-Cal Fire Systems, Inc.

CRANEWAY PAVILION
Richmond, California
22 DRAFT
Condition: The fire suppression system generally appeared to be in good condition. It should be noted that the fire suppression water supply is supplied by the Main Building's private fire mains.

Recommendations: Request that the Main Building owner provide maintenance records of the fire alarm system, and provide copies of future maintenance service testing and inspection reports, since it is a shared system. A cost-sharing agreement with the Main Building owner may need to be pursued if one does not already exist.

7.3 MANUAL FIRE EXTINGUISHING EQUIPMENT
Description: Manual wall-mounted fire extinguishers were noted throughout the property.

Inspection tags observed show last inspection occurred in March 2025.

Condition: No significant issues were noted or reported.

Recommendations: Not applicable.

7.4 FIRE HYDRANTS
Description: Approximately ten private fire hydrants are located on the entire site and are connected to the property's private fire protection water main loop. None of these fire hydrants is located within the portion of the site serving the Craneway Pavilion.

Condition: The private hydrants are understood to be the responsibility of the Main Building.

Recommendations: Not applicable.

7.5 MEANS OF EGRESS
Description: Egress for the Craneway Pavilion is via entry doors on the east, west, and south sidesof the building that discharge to the pier.

Condition: No significant issues were noted or reported.

Recommendations: Not applicable.

7.6 EMERGENCY LIGHTING AND EXIT SIGNAGE
Description: Emergency lighting is provided by battery pack fixtures located along the south wall of the building. Exit signs were observed throughout the building and appear to be located at the required locations to direct occupants to the closest means of egress. Exit signs were observed to be illuminated by the standard building electricity with battery backup.

CRANEWAY PAVILION
Richmond, California
23 DRAFT
Maintenance and
Inspections:

No maintenance inspection documentation on required annual testing was provided.

Condition: Equipment generally appeared to be in poor condition. The devices were observed to be at the end of their useful life, and multiple signs were not properly illuminating.

Recommendations: Replace exit signs and emergency lights throughout the Craneway Pavilion.

CRANEWAY PAVILION
Richmond, California
24 DRAFT

8.0 BUILDING EQUIPMENT

8.1 VERTICAL TRANSPORTATION
Although the Main Building is provided with elevators, none serve the Craneway Pavilion.

Two large beam cranes in the space, for which this portion of the building is named, no longer appear to be functional. These appear to have been partially dismantled to prevent accidental usage and appear to have beenretained because of their historic nature.

8.2 SECURITY SYSTEMS
Description: Security systems serving the Craneway Pavilion appear to be limited to an automatic burglar alarm manufactured by Bosch with four separate alarm stations. No information on the alarm system monitoring company has been provided.

One video camera was noted in the Craneway Pavilion near the A/V equipment access to the west beam crane. It is unknown whether this is part of a video surveillance system or is an internet camera that is connected to the A/V system.

Condition: The alarm system generally appears to be in good condition, although trouble alarms were noted on the user interface at each station.

Recommendations: The City should contact the security alarm monitoring service to have the trouble alarms investigated. This is presumed to be part of the service of a security monitoring company.

8.3 COMMUNICATION SYSTEMS
Description: Telecommunications services for the Craneway Pavilion are provided from a Minimum Point of Entry (MPOE) located in the Main Building.

Condition: The system appears to be in good condition.

Recommendations: Not applicable.

CRANEWAY PAVILION
Richmond, California
25 DRAFT

9.0 SUSTAINABILITY
Description: Marx Okuboperformed a Baseline sustainability review of the subject project. Through property management and maintenance interviews, as well as our observations through our site walk, we were able to complete our Baseline Sustainability Related Findings checklist, which we have included as an exhibit to this report.

Mechanical, electrical, and plumbing systems for the Craneway Pavilion are limited to gas-fired unit heaters and exhaust fans, lighting, plumbing fixtures, and two small, localized electric resistance domestic water heaters.

Sustainability measures for the Craneway Pavilion include the installation of light fixtures in the main open area using LED lamps and dual-flush toilets.

Condition: There do not appear to be any electricity, natural gas, or water utility meters for the Craneway Pavilion, and no sub-meters were observed. Usage of the Craneway Pavilion appears to be limited to special events, and many standard sustainability measures likely have longer financial paybacks than would be expected for a building with regular usage.

Recommendations: The following list of potential sustainability measures should be considered for implementation for this building. Further analyses of these items are recommended to be performed through an Energy Audit to determine the economic benefits of these enhancements. The Energy Audit would be essential in determining whether to upgrade the roof insulation when the roof is replaced.

Install submeters to measure the usage of electricity, natural gas, and domestic water of the Craneway Pavilion.

Improve the building insulation levels on the roofs.

Add insulation to the walls.

Implement a "Green" cleaning policy for maintenance and housekeeping.

CRANEWAY PAVILION
Richmond, California
26 DRAFT

10.0 REGULATORY REVIEW

10.1 CODE CLASSIFICATION
Occupancy Use: Per the construction documents provided, the property is likely Type-F.

Construction Type: Per the construction documents provided, the property is Type I construction.

10.2 CERTIFICATES OF OCCUPANCY/BUILDING PERMITS
Marx Okubo filed a Public Records Request with the City of Richmond Community Development Department (https://cityofrichmondca.nextrequest.com/) on January 8, 2026 for the Certificate of Occupancy; however, a copy was not received at the time of the issuance of this report.

10.3 GOVERNMENT AGENCY REVIEW
Building
Department:

Marx Okubo filed a Public Records Request with the City of Richmond Community Development Department
(https://cityofrichmondca.nextrequest.com/) on January 8, 2026 for information regarding potential outstanding building code violations. Per Jamie Jenkins, Senior Permit Tech, there are no outstanding violations on record.

Fire Department: Marx Okubo filed a Public Records Request withthe City of Richmond Fire Department (https://cityofrichmondca.nextrequest.com/) on January 8, 2026 for information regarding potential outstanding fire code violations and recent inspections. Per Jamie Jenkins, Senior Permit Tech, there are no outstanding violations on record.

Planning
Department:

Marx Okubo filed a Public Records Request with the City of Richmond Community Development Department
(https://cityofrichmondca.nextrequest.com/) on January 8, 2026 for information regarding potential outstanding zoning code violations and current zoning information. Per Jamie Jenkins, Senior Permit Tech, there are no outstanding violations on record. The property is zoned Light Industrial (IL).

10.4 ZONING
Per the City of Richmond Community Development Department, the property is zoned Light Industrial (IL).

CRANEWAY PAVILION
Richmond, California
27 DRAFT

10.5 FLOOD ZONE
According toFZDS Flood Plain Determination Report Map Panel No. 06013C0236 G, dated September 30, 2015, the project is located in X, areas of minimal flooding. Areas determined to be outside the 500-year flood plain.

CRANEWAY PAVILION
Richmond, California
28 DRAFT

11.0 ACCESSIBILITY

11.1 AMERICANS WITH DISABILITIES ACT (ADA), TITLE II
Since the subject project was last renovated and reoccupied in 2008, which occurred after January 26, 1993, it is required to comply with the 1991 ADA Standards. Marx Okubo conducted a general review of the property for compliance with the criteria in the 2010 ADA Standards for Accessible Design. Our review exceeds the visual-only review scope in the ASTM E2018-24. It should be noted that this is a limited review based on a sampling of conditions, and there may be non-compliance items that have not been identified.

Refer to the separate Accessibility report prepared by Marx Okubo, included as an exhibit to this report.

CRANEWAY PAVILION
Richmond, California
29 DRAFT

12.0 EXHIBITS

CRANEWAY PAVILION
Richmond, California
30 DRAFT

DRAFT VICINITY MAP
DRAFT

FLOOD PLAIN DETERMINATION
REPORT
DRAFT
MARX OKUBO & ASSOCIATES - IRVINE : Insurance Report
DataVerify Flood Services
Determination Report DATE: 01/15/26
Account Number: INS 97156131

MARX OKUBO &

ASSOCIATES - IRVINE
Owner Name: RDH BUILDING SCIENCE INC
Certified Street Address: 1414 HARBOUR WY S, RICHMOND, CA 94804 Requester: Phone#: Fax#:

Policy Number: 260107113357666
Community Name: RICHMOND, CITY OF
Community Status: Regular Program Type: Participating
Det ID: 357983418 Map Panel #: 06013C0236 G Community #: 060035 Panel Date: 09/30/15 Entry Date: 03/01/79 Det Date: 01/07/26 Flood Zone: X BFE: (Vertical Datum: ) LOMA/LOMR DATE:

Areas of minimal flooding. Areas determined to be outside 500 year flood plain.

This flood determination is provided to the lender pursuant to the flood disaster protection act and for no other purpose. It does not create any private cause of action on behalf of the Policy Holder against DataVerify Flood Services. DRAFT
Determination Id : 357983418
Certified Address : 1414 HARBOUR WY S,
RICHMOND, CA 94804
Flood Zone : X
Base Flood Elevat : N/A
FEMA Map Panel Number : 06013C0236 G
FEMA Map Panel Eff. Date : 09/30/15
Coast CBRA Date :

LOMA LOMR Date :

Distance To 100/500 :

Flood Zone
626.0 ft to VE
DISCLAIMER: THIS MAP IMAGE IS PROVIDED AS A VISUAL AID
WITHOUT ANY WARRANTIES OR GUARANTEES; IT DOES NOT

CREATE ANY PRIVATE CAUSE OF ACTION ON BEHALF OF THE

BORROWERS OR INSURED PROPERTY OWNERS AGAINST THE
FLOOD DETERMINATION PROVIDER. DISTANCE TO 100/500 YEAR

FLOOD AREA IS AN APPROXIMATION CALCULATED FROM GEOCODING TECHNOLOGY AND IS NON-GUARANTEED.

Includes copyrighted material of DigitalGlobe, Inc. 2026, a Maxar company DRAFT
DRAFT
DRAFT

DOCUMENTS UTILIZED DRAFT

CRANEWAY PAVILION
Richmond, California
1 DOCUMENTS UTILIZED
• Ford Point Leasing Brochure, prepared by Madison Capital and Cushman & Wakefield, date unknown.
• Electrical construction drawings, titled Ford Assembly Building, revision "Permit," prepared by Morrow-Meadows Corp., dated October 1, 2008.
• Electrical construction drawings, titled Ford Assembly Building, revision "Record Drawings," prepared by Morrow-Meadows Corp., dated November 7, 2008. • Architectural construction drawings, titled Ford Assembly Building, revision "N. Parking & SP Area Revised," dated March 12, 2008.
• Architectural construction drawings, titled Ford Assembly Building, "Building Department Building Shell RevisionsDRAFT ," dated March 15, 2007.

ACCESSIBILITY REPOR DRAFT
T
MARX OKUBO ASSOCIATES, INC. 101 Montgomery Street, Suite 300 • San Francisco, CA 94104 • 415.957.9240

ACCESSIBILITY REVIEW

CRANEWAY PAVILION
1414 Harbour Way South
Richmond, CA 94804
Prepared for:

RDH BUILDING SCIENCE, INC.
1901 Harrison Street, Suite 1210
Oakland, CA 94612
Attention: Tammy Siliznoff, MS, P.E., LEED AP
[email protected]
Marx Okubo Job No. 25-5427
Inspected by a CASp
Bassamat Bahnasy, CASp #1190
February 3, 2026
DRAFT

CRANEWAY PAVILION

DETAILED ACCESSIBILITY REVIEW REPORT
Richmond, California
DRAFT i

TABLE OF CONTENTS

SECTION PAGE

1. DETAILED ACCESSIBILITY REVIEW....................................................................................... 1 A. PROJECT INFORMATION ......................................................................................... 1 B. SITE OBSERVATION ................................................................................................. 1 C. APPLICABLE CODES AND REGULATIONS................................................................. 1

2. METHODOLOGY .................................................................................................................. 3

3. EXHIBITS .............................................................................................................................. 4 A. DETAILED ACCESSIBILITY REVIEW - ISSUES LIST
B. SPREADSHEET OF FINDINGS AND ASSOCIATED COST
C. SITE PLAN

DISTRIBUTION
Tammy Siliznoff, RDH Building Science, Inc. (Electronic copy) Kurt Weninger, RDH Building Science, Inc. (Electronic copy) Kiren Leeds, RDH Building Science, Inc. (Electronic copy) Matthew Bowman, RDH Building Science, Inc. (Electronic copy) DRAFT

CRANEWAY PAVILION

DETAILED ACCESSIBILITY REVIEW REPORT
Richmond, California
DRAFT 1

1. DETAILED ACCESSIBILITY REVIEW
A. PROJECT INFORMATION
The subject area under review comprises a portion of a 518,000-square-foot building, featuring a single-story main hall with associated restrooms, kitchen, dining bar, and storage rooms. Based on the information provided, this area does not have a dedicated parking facility and relies on public on-street parking.

Marx Okubo was provided with limited improvement drawings and a list of permit applications for the property. Based on the information provided, the property is a registered historic site, originally constructed in the 1930s as an industrial building and fully renovated in 2008. The assessed area is owned by the City of Richmond and has historically functioned as a public event hall. Most recently, the property was leased for use as a pickleball sports venue and has since been returned to municipal control. The future use of the property has not yet been determined.

B. SITE OBSERVATION
The site visit took place on January 8, 2026, during which time the project site, main hall, restrooms, kitchen, signage, and entry doors were reviewed for the purposes of determining compliance with accessibility requirements. The project observation team was led by Bassamat Bahnasy, CASp, ADAC, LEED AP, Senior Associate of Marx Okubo.

Marx Okubo's staff was accompanied by Michelle Heredia of Orton Development during this review.

C. APPLICABLE CODES AND REGULATIONS
This review is limited to the following codes and standards:
• Title II of the Americans with Disabilities Act (ADA) - 1991 and 2010 ADA Standards for Accessible Design.
• Chapter 11 of the 2007 Edition of the California Building Code (CBC). • Chapter 11B of the 2025 Edition of the CBC for future renovation.

DRAFT

CRANEWAY PAVILION

DETAILED ACCESSIBILITY REVIEW REPORT
Richmond, California
DRAFT 2
Marx Okubo understands that the property was constructed for first occupancy prior to January 26, 1993, and is owned and operated by the City of Richmond; therefore, it falls under Title II of the ADA. Based on the permits provided, the building underwent renovations in 2008. Therefore, the 1991 ADA Standards for Accessible Design were applicable to the renovated area, along with the 2007 CBC, which was in effect at the time of the renovation.

The project was reviewed against the current building code and the 2010 ADA Standards. The building code would become applicable only in the event of future alterations, while the 2010 ADA Standards would apply only in the event of future alterations or to elements not compliant with, or not addressed by, the 1991 ADA Standards. DRAFT

CRANEWAY PAVILION

DETAILED ACCESSIBILITY REVIEW REPORT
Richmond, California
DRAFT 3

2. METHODOLOGY
Under Title II of the ADA, state and local governments must ensure that people with disabilities can access their programs, services, and activities. Therefore, this review was limited to areas where current programs, services, and activities are provided. The review included the main hall and its associated spaces, including restrooms, the dining bar, and exterior access routes serving the reviewed area.

Facilities or buildings located outside the boundaries shown on the attached site plan were outside our scope of review. Refer to the attached site plan for the project boundary and the limits of the reviewed area. In addition, exterior parking and associated routes, maintenance areas, spaces subject to Title I of the ADA, and the commercial kitchen were excluded from this review.

Areas subject to Title I (Employment) of the ADA, including employee work areas such as the commercial kitchen, as well as storage, maintenance, and other property management spaces, are excluded from the scope of this review.

Marx Okubo physically measured a representative sample of floor and ground surfaces, changes in level, turning spaces, clear floor and ground spaces, knee and toe clearances, protruding objects, reach ranges, and operable parts as a part of accessible routes. Standard 2' digital levels, digital measuring devices, and standard tape measures were utilized, and Marx Okubo's accuracy is governed by the limitations of these devices.

Marx Okubo documents non-compliant issues, only, which are typically noted in one location.

Documentation of elements within compliance is outside of the scope of this review. Our findings are attached as an exhibit to this report. The numbering system used to identify noncompliant conditions is determined by the software used to generate this report. Missing or non-sequential numbers do not represent closed or missing issues.

Reviews are limited to spatial configurations and will not include an evaluation of the function of components. The following items are outside the scope of these services: alarms, strobes, lighting levels, telephone TTY operations and magnetic levels, audio decibel levels, accuracy of Braille wording, blocking within walls, slip resistance, and other items that cannot be determined visually. For example, the existence and mounting height of audio/visual alarms was reviewed, but not the features, functionality or characteristics of the strobe or horn.

Where conflicts or discrepancies occur between the requirements of the ADA and code, Marx Okubo based recommendations on the more stringent requirement in order to ensure a wider range of accessible accommodation.

DRAFT

CRANEWAY PAVILION

DETAILED ACCESSIBILITY REVIEW REPORT
Richmond, California
DRAFT 4

3. EXHIBITS
A. DETAILED ACCESSIBILITY REVIEW - ISSUES LIST
B. SPREADSHEET OF FINDINGS AND ASSOCIATED COST
C. SITE PLAN
DRAFT

EXHIBIT A
DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
Site Observation - 01/08/2026
Contents
A1.3......................................................................................................................................................................................... 2 • #16: Lockers - Reach Range .............................................................................................................................................. 3 • #2: Restroom - Directional Signage ................................................................................................................................. 6 • #7: Main Entrance - Door .................................................................................................................................................. 9 • #9: Floor Mats - Secure Attachment .............................................................................................................................. 13 • #14: Circulation Path - Vertical Clearance..................................................................................................................... 15 • #17: Exit Signage.............................................................................................................................................................. 18 • #22: Fire Extinguisher - Reach Range and Protruding Object.................................................................................... 20 • #50: AED - Protruding Object.......................................................................................................................................... 23 • #4: South Deck - Interior Accessible Route................................................................................................................... 26 • #5: South Deck - Exterior Accessible Route .................................................................................................................. 29 • #6: South Deck - Slope and Change of Level ................................................................................................................ 32 • #12: Site Arrival Point - Accessible Route ...................................................................................................................... 35 • #56: Accessible Entrance................................................................................................................................................. 39 A3.1....................................................................................................................................................................................... 42 • #28: Identification Sign - Location ................................................................................................................................. 43 • #29: Door - Opening Force.............................................................................................................................................. 45 • #30: Door - Pull Side Maneuvering Clearance.............................................................................................................. 47 • #31: Door Lock - Reach Range........................................................................................................................................ 50 • #33: Water Closet - Location........................................................................................................................................... 52 • #34: Sanitary Napkin Disposal - Location...................................................................................................................... 55 • #35: Toilet Compartment Door - Self Closing............................................................................................................... 57 • #36: Paper Towel Dispenser - Height ............................................................................................................................ 59 • #37: Lavatory - Pipe Insulation....................................................................................................................................... 61 • #38: Urinal - Clear Floor Space ....................................................................................................................................... 63 • #39: Ambulatory Compartment ..................................................................................................................................... 65 • #41: Toilet Paper Dispenser - Location.......................................................................................................................... 68 • #42: Ground Surface - Slip Resistance........................................................................................................................... 70 • #58: Bathroom Signage - Geometric Sign..................................................................................................................... 72 • #60: Light Switch - Height ............................................................................................................................................... 74 FS-1 & 2 ................................................................................................................................................................................ 76 • #24: Dining Surface - Height & Depth ........................................................................................................................... 77 Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 1 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
A1.3 (13 issues)
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 2 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#16: Lockers - Reach Range
Status Open
Type
ID #16
Pin 1
Location General
Location details Main Hall and Restrooms
Placement A1.3 (PARTIAL SITE/FIRST FLOOR PLAN

FWAY CONCEPT TI)
Description An accessible locker is not provided as
the bottom shelf measured 7" above the
floor.

Codes and Regulations At least 5%, but no fewer than one of the lockers must be within reach range at each location. CBC 11B-225
Unobstructed reach range must be 15" minimum above the floor. CBC 11B-308.2.1 Recommendation Provide one shelf within accessible reach in the lower section of one locker at each location.

Priority Priority 4 - Other
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 3 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (5)
20260108_105507_2_photo
Added as Reference
Added on Jan 19, 2026, 8:55 PM PST
Added by Bassamat Bahnasy
20260108_125559_1_photo
Added as Reference
Added on Jan 19, 2026, 8:55 PM PST
Added by Bassamat Bahnasy
20260108_105522_3_photo
Added as Reference
Added on Jan 19, 2026, 8:55 PM PST
Added by Bassamat Bahnasy
20260108_105439_1_photo
Added as Reference
Added on Jan 19, 2026, 8:55 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 4 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Figure 11B-308.2.1 Unobstructed Forward Reach
Added as Reference
Taken on Apr 24, 2020, 10:30 AM PDT
Added on Jan 26, 2026, 8:52 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 5 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#2: Restroom - Directional Signage
Status Open
Type
ID #2
Pin 2
Location Main Hall
Location details East of Building
Placement A1.3 (PARTIAL SITE/FIRST FLOOR PLAN

FWAY CONCEPT TI)
Description The east-side restroom is inaccessible,
and no directional signage to accessible
restrooms is provided.

Codes and Regulations Directional signs indicating the location of the nearest accessible restroom must be provided at inaccessible restrooms. Signs shall include the International Symbol of Accessibility. CBC 11B-216.8
Recommendation Provide directional signage.

Priority Priority 2 - Goods and Services
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 6 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (3)
20260108_094213_1_photo (1)
Added as Reference
Added on Jan 26, 2026, 7:53 PM PST
Added by Bassamat Bahnasy
20260108_094421_6_photo (1)
Added as Reference
Added on Jan 26, 2026, 7:54 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 7 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Directional Signage
Added as Reference
Added on Jan 26, 2026, 8:00 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 8 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#7: Main Entrance - Door
Status Open
Type
ID #7
Pin 3
Location Main Hall
Location details West Entrance
Placement A1.3 (PARTIAL SITE/FIRST FLOOR PLAN

FWAY CONCEPT TI)
Description The imbedded metal plate at the main
entry is obstructing an accessible route
through the door. Element along the
plate exceed 1/2". In addition, the slope
is greater than 2% within the door
maneuvering clearance.

Codes and Regulations At least one accessible entrance must be provided. CBC 11B-202.4 Recommendation Modify door threshold and door maneuvering clearance.

Priority Priority 1 - Entrances
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 9 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (10)
20260108_101652_1_photo
Added as Reference
Added on Jan 19, 2026, 7:45 PM PST
Added by Bassamat Bahnasy
20260108_101927_5_photo
Added as Reference
Added on Jan 19, 2026, 7:45 PM PST
Added by Bassamat Bahnasy
20260108_102317_4_photo
Added as Reference
Added on Jan 19, 2026, 7:45 PM PST
Added by Bassamat Bahnasy
20260108_102742_6_photo
Added as Reference
Added on Jan 19, 2026, 7:45 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 10 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
20260108_102213_2_photo
Added as Reference
Added on Jan 19, 2026, 7:45 PM PST
Added by Bassamat Bahnasy
20260108_101708_2_photo
Added as Reference
Added on Jan 19, 2026, 7:45 PM PST
Added by Bassamat Bahnasy
20260108_101915_4_photo
Added as Reference
Added on Jan 19, 2026, 7:45 PM PST
Added by Bassamat Bahnasy
20260108_102719_3_photo
Added as Reference
Added on Jan 19, 2026, 7:45 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 11 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Figure 11B-303.2 Vertical Change in Level
Added as Reference
Taken on Apr 24, 2020, 10:22 AM PDT
Added on Feb 3, 2026, 8:36 AM PST
Added by Bassamat Bahnasy
Figure 11B-303.3 Beveled Change in Level (1)
Added as Reference
Taken on Apr 24, 2020, 10:22 AM PDT
Added on Feb 3, 2026, 8:36 AM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 12 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#9: Floor Mats - Secure Attachment
Status Open
Type
ID #9
Pin 4
Location Main Hall
Location details Main Entrance - West Side
Placement A1.3 (PARTIAL SITE/FIRST FLOOR PLAN

FWAY CONCEPT TI)
Description Floor mats are not adhered to the
ground surface.

Codes and Regulations All carpets must be securely attached. CBC 11B- 302.2 Recommendation Securely attach the floor mats to the floor surface.

Priority Priority 1 - Entrances
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 13 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (3)
20260108_102355_1_photo
Added as Reference
Added on Jan 19, 2026, 1:40 PM PST
Added by Bassamat Bahnasy
20260108_102428_2_photo
Added as Reference
Added on Jan 19, 2026, 1:40 PM PST
Added by Bassamat Bahnasy
Carpet
Added as Reference
Taken on May 16, 2024, 4:35 PM PDT
Added on Jan 19, 2026, 1:43 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 14 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#14: Circulation Path - Vertical Clearance
Status Open
Type
ID #14
Pin 5
Location Main Hall
Location details West to Women's Restroom
Placement A1.3 (PARTIAL SITE/FIRST FLOOR PLAN

FWAY CONCEPT TI)
Description Vertical clearance to the area adjacent to
the restrooms measured less than 80"
due to the location of the structural
beam and mechanical elements.

Codes and Regulations Circulation spaces shall have 80" minimum clear head room. Guardrails or other barriers shall be provided where the vertical clearance is less than 80" high. The leading edge of such guardrail or barrier shall be located 27" maximum above the finish floor or ground. ADA 4.4.2
Recommendation Provide cane detection below the protrusion.

Priority Priority 2 - Goods and Services
Accessibility > Accessibility
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Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (6)
20260108_104958_2_photo
Added as Reference
Added on Jan 19, 2026, 1:52 PM PST
Added by Bassamat Bahnasy
20260108_104932_1_photo
Added as Reference
Added on Jan 19, 2026, 1:52 PM PST
Added by Bassamat Bahnasy
307.4 Vertical Clearance
Added as Reference
Taken on Apr 16, 2020, 5:06 PM PDT
Added on Jan 19, 2026, 1:53 PM PST
Added by Bassamat Bahnasy
20260108_105149_3_photo
Added as Reference
Added on Jan 28, 2026, 1:30 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 16 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
20260108_105124_2_photo
Added as Reference
Added on Jan 28, 2026, 1:30 PM PST
Added by Bassamat Bahnasy
20260108_105306_1_photo
Added as Reference
Added on Jan 28, 2026, 1:32 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 17 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#17: Exit Signage
Status Open
Type
ID #17
Pin 6
Location Main Hall
Location details All Exits
Placement A1.3 (PARTIAL SITE/FIRST FLOOR PLAN

FWAY CONCEPT TI)
Description Exit signage is not provided at the
building exits.

Codes and Regulations Tactile exit signage must be provided at exit discharge. CBC 11B-216.4.1 Recommendation Provide tactile signage at exit doors.

Priority Priority 4 - Other
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 18 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (4)
20260108_105718_3_photo
Added as Reference
Added on Jan 19, 2026, 2:27 PM PST
Added by Bassamat Bahnasy
20260108_105623_1_photo
Added as Reference
Added on Jan 19, 2026, 2:27 PM PST
Added by Bassamat Bahnasy
20260108_105652_2_photo
Added as Reference
Added on Jan 19, 2026, 2:27 PM PST
Added by Bassamat Bahnasy
Tactile Exit Sign
Added as Reference
Added on Feb 3, 2026, 8:53 AM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 19 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#22: Fire Extinguisher - Reach Range and Protruding
Object
Status Open
Type
ID #22
Pin 7
Location Main Hall
Location details General
Placement A1.3 (PARTIAL SITE/FIRST FLOOR PLAN

FWAY CONCEPT TI)
Description The fire extinguisher is located
approximately 58" above the finish floor
surface and is protruding up to 6" into
the accessible route.

Codes and Regulations Operable parts on elements required to be accessible must be located within reach ranges between 15" and 48" above the finish floor surface. Objects with leading edges more than 27" and not more than 80" above the finish floor or ground cannot protrude more than 4" maximum horizontally into the circulation path. CBC 11B-307.2 Recommendation Relocate the fire extinguisher
Priority Priority 4 - Other
Accessibility > Accessibility
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Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (8)
20260108_111633_6_photo
Added as Reference
Added on Jan 19, 2026, 3:57 PM PST
Added by Bassamat Bahnasy
20260108_111626_5_photo
Added as Reference
Added on Jan 19, 2026, 3:57 PM PST
Added by Bassamat Bahnasy
20260108_111515_2_photo
Added as Reference
Added on Jan 19, 2026, 3:57 PM PST
Added by Bassamat Bahnasy
20260108_111521_3_photo
Added as Reference
Added on Jan 19, 2026, 3:57 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 21 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
20260108_111541_4_photo
Added as Reference
Added on Jan 19, 2026, 3:57 PM PST
Added by Bassamat Bahnasy
20260108_111500_1_photo
Added as Reference
Added on Jan 19, 2026, 3:57 PM PST
Added by Bassamat Bahnasy
Forward Reach
Added as Reference
Added on Jan 19, 2026, 4:02 PM PST
Added by Bassamat Bahnasy
307.2 Limits of Protruding Objects
Added as Reference
Taken on Apr 16, 2020, 5:05 PM PDT
Added on Jan 19, 2026, 3:59 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 22 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#50: AED - Protruding Object
Status Open
Type
ID #50
Pin 8
Location Main Hall
Location details Adjacent to Kitchen
Placement A1.3 (PARTIAL SITE/FIRST FLOOR PLAN

FWAY CONCEPT TI)
Description The AED protrudes greater than 4" into
the circulation path and the height of the
handle exceed 48".

Codes and Regulations Objects with leading edges more than 27" above the finish floor or ground cannot protrude more than 4" maximum horizontally into the circulation path. The handle shall be located 48" maximum from the finished floor. CBC 11B-307.2 Recommendation Relocate the AED.

Priority Priority 3 - Restrooms
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 23 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (4)
20260108_122744_2_photo
Added as Reference
Added on Jan 19, 2026, 9:26 PM PST
Added by Bassamat Bahnasy
20260108_122903_1_photo
Added as Reference
Added on Jan 19, 2026, 9:26 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 24 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
20260108_122724_1_photo
Added as Reference
Added on Jan 19, 2026, 9:26 PM PST
Added by Bassamat Bahnasy
307.2 Limits of Protruding Objects
Added as Reference
Taken on Apr 16, 2020, 5:05 PM PDT
Added on Jan 19, 2026, 3:59 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 25 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#4: South Deck - Interior Accessible Route
Status Open
Type
ID #4
Pin 9
Location Site
Location details South Deck
Placement A1.3 (PARTIAL SITE/FIRST FLOOR PLAN

FWAY CONCEPT TI)
Description All exterior doors to the rear deck are
inaccessible due to changes in level
exceeding 1/4", force exceeding 5
pounds, maneuvering clearance slope
exceeding 2%, and elements within the
bottom 10" of the door. The deck is
required to be accessible if it is open to
the public.

Codes and Regulations At least one accessible route shall connect accessible building or facility entrances with all accessible spaces and elements within the building or facility. CBC 11B-206.2.2 Recommendation Provide either an accessible door or an accessible route to the rear deck if the deck is open to the public. Refer to issue No. 5.

Priority Priority 2 - Goods and Services
Accessibility > Accessibility
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Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (8)
20260108_095934_6_photo
Added as Reference
Added on Jan 19, 2026, 10:36 PM PST
Added by Bassamat Bahnasy
20260108_095549_4_photo
Added as Reference
Added on Jan 19, 2026, 10:36 PM PST
Added by Bassamat Bahnasy
20260108_095454_2_photo
Added as Reference
Added on Jan 19, 2026, 10:37 PM PST
Added by Bassamat Bahnasy
20260108_095424_1_photo
Added as Reference
Added on Jan 19, 2026, 10:37 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 27 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
20260108_100246_9_photo
Added as Reference
Added on Jan 19, 2026, 10:38 PM PST
Added by Bassamat Bahnasy
20260108_100413_11_photo
Added as Reference
Added on Jan 19, 2026, 10:38 PM PST
Added by Bassamat Bahnasy
20260108_100539_13_photo (1)
Added as Reference
Added on Jan 19, 2026, 10:39 PM PST
Added by Bassamat Bahnasy
20260108_100113_8_photo
Added as Reference
Added on Jan 19, 2026, 10:39 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 28 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#5: South Deck - Exterior Accessible Route
Status Open
Type
ID #5
Pin 10
Location Site
Location details West of Building
Placement A1.3 (PARTIAL SITE/FIRST FLOOR PLAN

FWAY CONCEPT TI)
Description An accessible route to the south deck is
not provided due to level changes
exceeding 1/4" along the west side of the
site, and inaccessible doors serving the
rear deck. Refer to Issue No. 4.

The deck is required to be accessible if
open to the public.

Codes and Regulations At least one accessible route shall connect accessible building or facility entrances with all accessible spaces and elements within the building or facility. CBC 11B-206.2.2 Recommendation To be determined based on future use of the space.

Priority Priority 2 - Goods and Services
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 29 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (5)
20260108_100932_1_photo
Added as Reference
Added on Jan 19, 2026, 8:31 PM PST
Added by Bassamat Bahnasy
20260108_101020_3_photo
Added as Reference
Added on Jan 19, 2026, 8:31 PM PST
Added by Bassamat Bahnasy
20260108_101027_4_photo
Added as Reference
Added on Jan 19, 2026, 8:31 PM PST
Added by Bassamat Bahnasy
20260108_100942_2_photo
Added as Reference
Added on Jan 19, 2026, 8:31 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 30 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
303.2 Vertical Change in Level
Added as Reference
Taken on Apr 16, 2020, 3:07 PM PDT
Added on Jan 19, 2026, 1:31 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 31 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#6: South Deck - Slope and Change of Level
Status Open
Type
ID #6
Pin 11
Location Site
Location details South Deck
Placement A1.3 (PARTIAL SITE/FIRST FLOOR PLAN

FWAY CONCEPT TI)
Description The South Deck is inaccessible due to
level changes exceeding 1/4", a cross
slope of 5.5%, and tracks that create
abrupt changes in level. The deck is
required to be accessible if it is open to
the public.

Codes and Regulations At least one accessible route shall connect accessible building or facility entrances with all accessible spaces and elements within the building or facility. CBC 11B-206.2.2 Recommendation Provide an accessible route from an existing rear door if rear deck is open to the public. Refer to issue No. 4
Priority Priority 2 - Goods and Services
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 32 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (4)
20260108_101547_1_photo.jpg
Added as Attachment
Added on Jan 8, 2026, 10:35 AM PST
Added by Bassamat Bahnasy
20260108_101600_3_photo.jpg
Added as Attachment
Added on Jan 8, 2026, 10:35 AM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 33 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
20260108_101423_1_photo.jpg
Added as Attachment
Added on Jan 8, 2026, 10:35 AM PST
Added by Bassamat Bahnasy
20260108_101442_2_photo.jpg
Added as Attachment
Added on Jan 8, 2026, 10:14 AM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 34 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#12: Site Arrival Point - Accessible Route
Status Open
Type
ID #12
Pin 12
Location Site
Location details West of Building
Placement A1.3 (PARTIAL SITE/FIRST FLOOR PLAN

FWAY CONCEPT TI)
Description The walkway from the accessible parking
and public transit to the main entrance
has changes in level exceeding 1/4"
vertical.

Codes and Regulations At least one accessible route from the site access point to an accessible entrance must be provided. ADA 4.1.7 (3)(a). Changes in level at the accessible route must not exceed 1/4" vertical. ADA 4.5.2
Recommendation Resurface the asphalt.

Priority Priority 1 - Entrances
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 35 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (9)
20260108_103914_1_photo
Added as Reference
Added on Jan 19, 2026, 1:29 PM PST
Added by Bassamat Bahnasy
20260108_103945_4_photo
Added as Reference
Added on Jan 19, 2026, 1:29 PM PST
Added by Bassamat Bahnasy
20260108_103937_3_photo
Added as Reference
Added on Jan 19, 2026, 1:29 PM PST
Added by Bassamat Bahnasy
20260108_103926_2_photo
Added as Reference
Added on Jan 19, 2026, 1:29 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 36 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
20260108_104031_5_photo
Added as Reference
Added on Jan 19, 2026, 1:29 PM PST
Added by Bassamat Bahnasy
20260108_104306_1_photo
Added as Reference
Added on Jan 19, 2026, 1:29 PM PST
Added by Bassamat Bahnasy
20260108_104208_6_photo
Added as Reference
Added on Jan 19, 2026, 1:29 PM PST
Added by Bassamat Bahnasy
20260108_104217_7_photo
Added as Reference
Added on Jan 19, 2026, 1:29 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 37 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
303.2 Vertical Change in Level
Added as Reference
Taken on Apr 16, 2020, 3:07 PM PDT
Added on Jan 19, 2026, 1:31 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 38 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#56: Accessible Entrance
Status Open
Type
ID #56
Pin 13
Location Site
Location details Exterior Doors
Placement A1.3 (PARTIAL SITE/FIRST FLOOR PLAN

FWAY CONCEPT TI)
Description No accessible entrance is provided.

Codes and Regulations At least one accessible entrance must be provided. Directional signs indicating the location of the nearest accessible entrance must be provided at inaccessible entrances. CBC 11B-216.6
Recommendation Provide directional signage.

Priority Priority 1 - Entrances
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 39 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (6)
20260108_094753_3_photo
Added as Reference
Added on Jan 19, 2026, 6:49 PM PST
Added by Bassamat Bahnasy
20260108_095836_3_photo
Added as Reference
Added on Jan 19, 2026, 6:50 PM PST
Added by Bassamat Bahnasy
20260108_104837_2_photo
Added as Reference
Added on Jan 19, 2026, 8:05 PM PST
Added by Bassamat Bahnasy
20260108_104829_1_photo
Added as Reference
Added on Jan 19, 2026, 8:05 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 40 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
20260108_094819_5_photo
Added as Reference
Added on Jan 19, 2026, 8:06 PM PST
Added by Bassamat Bahnasy
Directional Signage
Added as Reference
Added on Jan 26, 2026, 8:00 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 41 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
A3.1 (15 issues)
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 42 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#28: Identification Sign - Location
Status Open
Type
ID #28
Pin 15
Location Restrooms
Location details Men's and Women's Multi-User
Restrooms
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description The restroom identification sign is
mounted at the door.

Codes and Regulations Where permanent identification is provided for rooms and spaces, signs shall be installed on the wall adjacent to the latch side of the door. Where there is no wall space to the latch side of the door, signs shall be placed on the nearest adjacent wall.

CBC 11B-703.2
Recommendation Relocate the identification sign to the adjacent wall.

Priority Priority 4 - Other
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 43 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (4)
20260108_113443_1_photo
Added as Reference
Added on Jan 16, 2026, 12:33 PM PST
Added by Bassamat Bahnasy
20260108_113451_2_photo
Added as Reference
Added on Jan 16, 2026, 12:33 PM PST
Added by Bassamat Bahnasy
703.4.1 Height of Tactile Characters
Added as Reference
Added on Jan 16, 2026, 12:44 PM PST
Added by Bassamat Bahnasy
Figure 11B-703.4.2 Figure 11B-703.4.2
Added as Reference
Taken on Apr 24, 2020, 12:09 PM PDT
Added on Jan 28, 2026, 1:24 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 44 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#29: Door - Opening Force
Status Open
Type
ID #29
Pin 16
Location Restrooms
Location details Women's Restrooms
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description The door opening force measured 18
pounds. The high opening force appear
to be a result of historic swelling of the
door or misalugnment.

Codes and Regulations Interior doors must have an opening force not exceeding 5 pounds. CBC 11B-404.2.9 Recommendation Adjust door.

Priority Priority 2 - Goods and Services
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 45 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (1)
20260108_113603_1_photo.jpg
Added as Attachment
Added on Jan 8, 2026, 11:36 AM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 46 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#30: Door - Pull Side Maneuvering Clearance
Status Open
Type
ID #30
Pin 17
Location Restrooms
Location details Women's Restroom
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description The trash is located within the door
maneuvering clearance on the pull side
of the door.

Codes and Regulations A clearance extending 18" minimum beyond the latch side of the door. ADA 4.13.6 Recommendation Relocate the trash can.

Priority Priority 3 - Restrooms
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 47 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (3)
20260108_113719_1_photo
Added as Reference
Added on Jan 20, 2026, 12:07 AM PST
Added by Bassamat Bahnasy
Door Maneuvering Clearance
Added as Reference
Taken on May 26, 2025, 9:09 PM PDT
Added on Jan 20, 2026, 12:08 AM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 48 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
404.2.4.1 (a) Maneuvering Clearances at Manual
Swinging Doors and Gates
Added as Reference
Taken on Apr 20, 2020, 8:36 AM PDT
Added on Jan 20, 2026, 12:09 AM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 49 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#31: Door Lock - Reach Range
Status Open
Type
ID #31
Pin 18
Location Restrooms
Location details Men's and Women's Restrooms
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description The door lock is located at 57" above the
finish floor.

Codes and Regulations Operable parts of door locks shall be 34" minimum and 44" maximum above the finish floor or ground. CBC 11B-404.2.7
Recommendation Relocate the door lock.

Priority Priority 3 - Restrooms
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 50 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (3)
20260108_114015_3_photo
Added as Reference
Added on Jan 20, 2026, 12:03 AM PST
Added by Bassamat Bahnasy
20260108_114003_1_photo
Added as Reference
Added on Jan 20, 2026, 12:03 AM PST
Added by Bassamat Bahnasy
Forward Reach
Added as Reference
Added on Jan 20, 2026, 12:04 AM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 51 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#33: Water Closet - Location
Status Open
Type
ID #33
Pin 19
Location Restrooms
Location details Men's and Women's Restroom
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description The centerline of the water closet at the
accessible stall measured 18-1/2" from
the side wall.

Codes and Regulations The centerline of the water closet must be located 17" minimum and 18" maximum from the side wall. CBC 11B-604.2
Recommendation Relocate the water closet.

Priority Priority 3 - Restrooms
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 52 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (5)
20260108_114338_3_photo
Added as Reference
Added on Jan 19, 2026, 11:23 PM PST
Added by Bassamat Bahnasy
20260108_114316_1_photo
Added as Reference
Added on Jan 19, 2026, 11:23 PM PST
Added by Bassamat Bahnasy
20260108_115924_1_photo
Added as Reference
Added on Jan 19, 2026, 11:31 PM PST
Added by Bassamat Bahnasy
20260108_115931_2_photo
Added as Reference
Added on Jan 19, 2026, 11:31 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 53 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Water Closet Center Line
Added as Reference
Taken on May 9, 2025, 12:09 PM PDT
Added on Jan 26, 2026, 11:31 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 54 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#34: Sanitary Napkin Disposal - Location
Status Open
Type
ID #34
Pin 20
Location Restrooms
Location details Men's and Women's Accessible
Compartments
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description The sanitary napkin disposal unit is
located between the rear wall and the
toilet paper dispenser.

Codes and Regulations Sanitary napkin disposal units shall be wall mounted and located on the sidewall between the rear wall of the toilet and the toilet paper dispenser, adjacent to the toilet paper dispenser. The disposal unit shall be located below the grab bar with the opening of the disposal unit 19" above the finish floor. CBC 11B-604.7.2 Recommendation Relocate the disposal.

Priority Future Alteration
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 55 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (2)
20260108_114551_1_photo
Added as Reference
Added on Jan 26, 2026, 11:51 PM PST
Added by Bassamat Bahnasy
Figure 11B-604.7.2 Disposal Unit Location
Added as Reference
Taken on Apr 24, 2020, 11:34 AM PDT
Added on Jan 26, 2026, 11:57 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 56 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#35: Toilet Compartment Door - Self Closing
Status Open
Type
ID #35
Pin 21
Location Restrooms
Location details Men's and Women's Restrooms
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description The doors to the accessible
compartments are not self-closing.

Codes and Regulations Doors to the accessible compartment must be self-closing. CBC 11B-604.8.1.2 Recommendation Adjust doors so that the gravity hinges closes properly.

Priority Priority 3 - Restrooms
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 57 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (2)
20260108_114819_1_photo
Added as Reference
Added on Jan 19, 2026, 11:43 PM PST
Added by Bassamat Bahnasy
20260108_114848_2_photo
Added as Reference
Added on Jan 19, 2026, 11:43 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 58 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#36: Paper Towel Dispenser - Height
Status Open
Type
ID #36
Pin 22
Location Restrooms
Location details Men's and Women's Restrooms
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description The operable part of the paper towel
dispenser measured up to 55" above the
floor.

Codes and Regulations At least one type of each accessory must have the operable part located 40" maximum above the floor. CBC 11B-603.5
Recommendation Relocate the dispenser.

Priority Priority 3 - Restrooms
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 59 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (3)
20260108_115003_2_photo
Added as Reference
Added on Jan 27, 2026, 12:33 AM PST
Added by Bassamat Bahnasy
20260108_114957_1_photo
Added as Reference
Added on Jan 27, 2026, 12:33 AM PST
Added by Bassamat Bahnasy
20260108_120803_3_photo
Added as Reference
Added on Jan 27, 2026, 12:48 AM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 60 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#37: Lavatory - Pipe Insulation
Status Open
Type
ID #37
Pin 23
Location Restrooms
Location details Men's and Women's Restrooms
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description The lavatory connectors, supply, and
drain lines under the lavatory are not
insulated or otherwise covered to protect
against scrapes and burns.

Codes and Regulations A minimum of 10% of the sinks in each restroom shall be accessible. Water supply and drain pipes serving the accessible sinks must be insulated or otherwise covered to protect users from contact. There may be no sharp or abrasive surfaces under sinks.

CBC 11B-606.5
Recommendation Provide insulation at lavatory pipes.

Priority Priority 3 - Restrooms
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 61 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (2)
20260108_120650_1_photo
Added as Reference
Added on Jan 19, 2026, 11:50 PM PST
Added by Bassamat Bahnasy
20260108_115144_1_photo
Added as Reference
Added on Jan 19, 2026, 11:50 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 62 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#38: Urinal - Clear Floor Space
Status Open
Type
ID #38
Pin 24
Location Restrooms
Location details Men's Restroom
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description The distance between the accessible
urinal partitions measured 29-1/2".

Codes and Regulations A clear floor space 30" x 48" must be provided in front of the accessible urinal. CBC 11B-605.3
Recommendation Relocate the partition at one urinal.

Priority Priority 3 - Restrooms
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 63 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (4)
20260108_115557_5_photo
Added as Reference
Added on Jan 12, 2026, 5:42 PM PST
Added by Bassamat Bahnasy
20260108_115552_4_photo
Added as Reference
Added on Jan 12, 2026, 5:42 PM PST
Added by Bassamat Bahnasy
20260108_115432_1_photo
Added as Reference
Added on Jan 12, 2026, 5:42 PM PST
Added by Bassamat Bahnasy
UrinalClearFloorSpace
Added as Reference
Added on Jan 28, 2026, 1:03 PM PST
Added by Sarah Strauch
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 64 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#39: Ambulatory Compartment
Status Open
Type
ID #39
Pin 25
Location Restrooms
Location details Men's Restroom
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description An ambulatory stall is not provided.

Codes and Regulations In a multi-accommodation toilet facility where the combination of urinals and water closets totals six or more fixtures, 5% of the combination of toilet compartments and urinals, but no fewer than one ambulatory toilet compartment must be provided. CBC 11B-213.3.1
Recommendation Convert an existing stall to be an ambulatory compartment.

Priority State/Local Code Requirement
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 65 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (5)
20260108_115700_1_photo
Added as Reference
Added on Jan 20, 2026, 10:11 AM PST
Added by Bassamat Bahnasy
20260108_115712_4_photo
Added as Reference
Added on Jan 20, 2026, 10:11 AM PST
Added by Bassamat Bahnasy
20260108_115705_2_photo
Added as Reference
Added on Jan 20, 2026, 10:11 AM PST
Added by Bassamat Bahnasy
20260108_115705_3_photo
Added as Reference
Added on Jan 20, 2026, 10:11 AM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 66 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Toilet Room - Ambulatory Stall
Added as Reference
Added on Feb 3, 2026, 8:21 AM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 67 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#41: Toilet Paper Dispenser - Location
Status Open
Type
ID #41
Pin 26
Location Restrooms
Location details Men's Restroom
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description The toilet paper dispenser centerline
measures 5" from the front edge of the
water closet.

Codes and Regulations Toilet paper dispensers must be 7" minimum to 9" maximum in front of the water closet measured to the centerline of the dispenser. CBC 11B- 604.7 Recommendation Relocate the toilet paper dispenser.

Priority Future Alteration
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 68 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (3)
20260108_120133_2_photo
Added as Reference
Added on Jan 19, 2026, 11:33 PM PST
Added by Bassamat Bahnasy
20260108_120141_3_photo
Added as Reference
Added on Jan 19, 2026, 11:33 PM PST
Added by Bassamat Bahnasy
Figure 11B-604.7.1 Dispenser Outlet Location
Added as Reference
Taken on Apr 24, 2020, 11:34 AM PDT
Added on Jan 26, 2026, 11:47 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 69 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#42: Ground Surface - Slip Resistance
Status Open
Type
ID #42
Pin 27
Location Restrooms
Location details Men's and Women's Restrooms
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description Floor is not slip resistant.

Codes and Regulations Ground and floor surfaces along accessible routes and in accessible rooms and spaces including floors, shall be stable, firm, and slip-resistant. CBC 11B-302 Recommendation Install a slip-resistant coating over existing flooring.

Priority Priority 3 - Restrooms
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 70 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (3)
20260108_115712_4_photo
Added as Reference
Added on Jan 28, 2026, 1:18 PM PST
Added by Bassamat Bahnasy
20260108_120650_1_photo (2)
Added as Reference
Added on Jan 28, 2026, 1:18 PM PST
Added by Bassamat Bahnasy
20260108_115700_1_photo (1)
Added as Reference
Added on Jan 28, 2026, 1:18 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 71 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#58: Bathroom Signage - Geometric Sign
Status Open
Type
ID #58
Pin 28
Location Restrooms
Location details Men's and Women's Restrooms
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description A geometric sign is not provided at the
restroom door.

Codes and Regulations Geometric symbols must be provided at entrances to toilet and bathing rooms. CBC 11B-216.8.1.

Geometric symbols shall be mounted at 58" minimum and 60" maximum above the finish floor measured from the centerline of the symbol. CBC 11B-703.2.6 Recommendation Provide a geometric sign at the restroom door.

Priority State/Local Code Requirement
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 72 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (2)
20260108_113443_1_photo
Added as Reference
Added on Jan 26, 2026, 7:10 PM PST
Added by Bassamat Bahnasy
20260108_113451_2_photo
Added as Reference
Added on Jan 26, 2026, 7:10 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 73 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#60: Light Switch - Height
Status Open
Type
ID #60
Pin 29
Location Restrooms
Location details Men's and Women's Restrooms
Placement A3.1 (CRANEWAY TOILET ROOM Pl ANS)
Description The height of the light switch measured
52" above the floor.

Codes and Regulations The high reach for operable parts on accessible elements must not exceed 48" above the floor. CBC 11B-205
Recommendation Install an automatic light sensor at existing switch.

Priority Future Alteration
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 74 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (2)
Forward Reach
Added as Reference
Added on Jan 27, 2026, 2:26 PM PST
Added by Bassamat Bahnasy
20260108_113719_1_photo (1)
Added as Reference
Added on Jan 27, 2026, 2:26 PM PST
Added by Bassamat Bahnasy
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 75 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
FS-1 & 2 (1 issue)
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 76 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
Issue detail
#24: Dining Surface - Height & Depth
Status Open
Type
ID #24
Pin 14
Location Main Hall
Location details Service Bar
Placement FS-1 & 2 (CATERING AND BAR AREA)
Description An accessible dining surface is not
provided at the bar.

Codes and Regulations Where food or drink is served at counters over 34" high, a minimum 60" long portion of the counter must be 34" high maximum and provided with knee and toe clearance with a minimum height of 27" and 19" deep minimum. CBC 11B-902.2 Recommendation Lower a portion of the service bar and extend the counter to 19” deep.

Priority Priority 2 - Goods and Services
Accessibility > Accessibility
Created by Bassamat Bahnasy with Autodesk® Construction Cloud™ on Feb 3, 2026 at 9:16 AM PST Page 77 of 79 DRAFT
Craneway Pavilion Site Observation - 01/08/2026
References and Attachments
Photos (5)
20260108_112348_3_photo
Added as Reference
Added on Jan 26, 2026, 10:47 PM PST
Added by Bassamat Bahnasy
20260108_112308_1_photo
Added as Reference
Added on Jan 26, 2026, 10:47 PM PST
Added by Bassamat Bahnasy
20260108_112353_4_photo
Added as Reference
Added on Jan 26, 2026, 10:47 PM PST
Added by Bassamat Bahnasy
20260108_112216_3_photo
Added as Reference
Added on Feb 3, 2026, 9:05 AM PST
Added by Bassamat Bahnasy
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Craneway Pavilion Site Observation - 01/08/2026
Clear Floor Space at Dining Surface
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EXHIBIT B
DRAFT

CRANEWAY PAVILION
Richmond, California
ID Title Location Location Details Description Codes and Regulations Recommendation Priority QTY Unit Unit Cost Opinion of Cost Cost Notes #2 Restroom - Directional Signage Main Hall East of Building The east-side restroom is inaccessible, and no directional signage to accessible restrooms is provided.

Directional signs indicating the location of the nearest accessible restroom must be provided at inaccessible restrooms. Signs shall include the International Symbol of Accessibility. CBC 11B-216.8 Provide directional signage.

Priority 2 - Goods and
Services
1 Each $350 $350
#4
South Deck - Interior Accessible
Route
Site South Deck
All exterior doors to the rear deck are inaccessible due to changes in level exceeding 1/4", force exceeding 5 pounds, maneuvering clearance slope exceeding 2%, and elements within the bottom 10" of the door. The deck is required to be accessible if it is open to the public.

At least one accessible route shall connect accessible building or facility entrances with all accessible spaces and elements within the building or facility. CBC 11B-206.2.2
Provide either an accessible door or an accessible route to the rear deck if the deck is open to the public. Refer to Issue No. 5.

Priority 2 - Goods and
Services
1 Each TBD TBD
Cost to be determined
based on the future use of
this space.
#5
South Deck - Exterior Accessible
Route
Site West of Building
An accessible route to the south deck is not provided due to level changes exceeding 1/4" along the west side of the site, and inaccessible doors serving the rear deck. Refer to Issue No. 4. The deck is required to be accessible if open to the public.

At least one accessible route shall connect accessible building or facility entrances with all accessible spaces and elements within the building or facility. CBC 11B-206.2.2
To be determined based on future use of the space.

Priority 2 - Goods and
Services
1 Allow TBD TBD
Cost to be determined
based on the future use of
this space.
#6
South Deck - Slope and Change of
Level Site South Deck
The South Deck is inaccessible due to level changes exceeding 1/4", a cross slope of 5.5%, and tracks that create abrupt changes in level. The deck is required to be accessible if it is open to the public.

At least one accessible route shall connect accessible building or facility entrances with all accessible spaces and elements within the building or facility. CBC 11B-206.2.2
Provide an accessible route from an existing rear door if rear deck is open to the public. Refer to Issue No. 4. Priority 2 - Goods and Services
1 Each $2,000 $2,000
Cost assumes making one
of the rear doors
accessible.
#7 Main Entrance - Door Main Hall West Entrance
The imbedded metal plate at the main entry is obstructing an accessible route through the door. Element along the plate exceed 1/2". In addition, there are slope greater than 2% in the door maneuvering clearance.

At least one accessible entrance must be provided. CBC 11B202.4Modify door threshold and asphalt pavement within the door maneuvering clearance.

Priority 1 - Entrances 1 Allow $35,000 $35,000
#9 Floor Mats - Secure Attachment Main Hall Main Entrance - West Side
Floor mats are not adhered to the ground surface. All carpets must be securely attached. CBC 11B- 302.2 Securely attach the floor mats to the floor surface.

Priority 1 - Entrances 1 Allow Maint. Maint.

Cost assumes high-strength
double-sided tape installed
by property maintenance
staff.
#12
Site Arrival Point - Accessible
Route
Site West of Building
The walkway from the accessible parking and public transit to the main entrance has changes in level exceeding 1/4" vertical.

At least one accessible route from the site access point to an accessible entrance must be provided. ADA 4.1.7 (3)(a). Changes in level at the accessible route must not exceed 1/4" vertical.

ADA 4.5.2
Resurface the asphalt.

Priority 1 - Entrances 1 Allow $15,000 $15,000
Cost assumes resurfacing a
48" wide walkway to the
exiting main entrance.
#14
Circulation Path - Vertical
Clearance Main Hall West to Women's Restroom
Vertical clearance to the area adjacent to the restrooms measured less than 80" due to the location of the structural beam and MEP elements.

Circulation spaces shall have 80" minimum clear head room.

Guardrails or other barriers shall be provided where the vertical clearance is less than 80" high. The leading edge of such guardrail or barrier shall be located 27" maximum above the finish floor or ground. ADA 4.4.2
Provide cane detection below the protrusion.

Priority 2 - Goods and
Services
1 Allow $3,500 $3,500
#16 Lockers - Reach Range General Main Hall and
Restrooms
An accessible locker is not provided as the bottom shelf measured 7" above the floor.

At least 5%, but no fewer than one of the lockers must be within reach range at each location. CBC 11B-225
Unobstructed reach range must be 15" minimum above the
floor. CBC 11B-308.2.1
Provide one shelf within accessible reach in one locker at each location of the lower lockers.

Priority 4 - Other 3 Each Maint. Maint.
#17 Exit Signage Main Hall All Exits
Exit signage is not provided at the building exits. Exit signage must be provided at exit discharge. CBC 11B-216.4.1 Provide signage at exit doors.

Priority 4 - Other 6 Each $350 $2,100
#22
Fire Extinguisher - Reach Range
and Protruding Object Main Hall General
The fire extinguisher is located approximately 58" above the finish floor surface and is protruding up to 6" into the accessible route.

Operable parts on elements required to be accessible must be located within reach ranges between 15" and 48" above the finish floor surface. Objects with leading edges more than 27" and not more than 80" above the finish floor or ground cannot protrude more than 4" maximum horizontally into the
circulation path. CBC 11B-307.2
Relocate the fire extinguisher.

Priority 4 - Other 6 Each Maint. Maint.
#24 Dining Surface - Height & Depth Main Hall Service Bar An accessible dining surface is not provided at the bar. Where food or drink is served at counters over 34" high, a minimum 60" long portion of the counter must be 34" high maximum and provided with knee and toe clearance having a minimum height of 27" and 19" deep minimum. CBC 11B-902.2 Lower a portion of the service bar and extend the counter to 19" deep.

Priority 2 - Goods and
Services
1 Allow $10,000 $10,000
#28 Identification Sign - Location Restrooms
Men's and Women's
Multi-User Restrooms
The restroom identification sign is mounted at the door. Where permanent identification is provided for rooms and spaces, signs shall be installed on the wall adjacent to the latch side of the door. Where there is no wall space to the latch side of the door, signs shall be placed on the nearest adjacent wall. CBC 11B-703.2
Relocate the identification sign to the adjacent wall.

Priority 4 - Other 2 Each $350 $700
#29 Door - Opening Force Restrooms Women's Restrooms
The door opening force measured 18 pounds. The high opening force appears to be a result of historic swelling of the door or misalignment.

Interior doors must have an opening force not exceeding 5 pounds. CBC 11B-404.2.9
Adjust door.

Priority 2 - Goods and
Services
1 Each Maint. Maint.

Prepared by Marx Okubo Associates, Inc. 1 February 3, 2026 DRAFT

CRANEWAY PAVILION
Richmond, California
ID Title Location Location Details Description Codes and Regulations Recommendation Priority QTY Unit Unit Cost Opinion of Cost Cost Notes #30
Door - Pull Side Maneuvering
Clearance Restrooms Women's Restroom
The trash is located within the door maneuvering clearance on the pull side of the door.

A clearance extending 18" minimum beyond the latch side of the door. ADA 4.13.6
Relocate the trash can.

Priority 3 - Restrooms 1 Each Maint. Maint.
#31 Door Lock - Reach Range Restrooms
Men's and Women's
Restrooms
The door lock is located at 57" above the finish floor. Operable parts of door locks shall be 34" minimum and 44" maximum above the finish floor or ground. CBC 11B-404.2.7 Relocate the door lock.

Priority 3 - Restrooms 2 Each Maint. Maint.
#33 Water Closet - Location Restrooms
Men's and Women's
Restroom
The centerline of the water closet at the accessible stall measured 18-1/2" from the side wall.

The centerline of the water closet must be located 17" minimum and 18" maximum from the side wall. CBC 11B-604.2
Relocate the water closet.

Priority 3 - Restrooms 2 Each $1,800 $3,600
#34
Sanitary Napkin Disposal -
Location Restrooms
Men's and Women's
Accessible
Compartments
The sanitary napkin disposal is located between the rear wall and the toilet paper dispenser.

Sanitary napkin disposal units shall be wall mounted and located on the sidewall between the rear wall of the toilet and the toilet paper dispenser, adjacent to the toilet paper dispenser. The disposal unit shall be located below the grab bar with the opening of the disposal unit 19" above the finish floor. CBC 11B604.7.2 Relocate the disposal.

Future Alteration 2 Each Maint. Maint.
#35
Toilet Compartment Door - Self
Closing Restrooms
Men's and Women's
Restrooms
The doors to the accessible compartments are not self-closing. Doors to the accessible compartment must be self-closing. CBC 11B-604.8.1.2
Adjust doors so that the gravity hinge closes properly.

Priority 3 - Restrooms 2 Each Maint. Maint.
#36 Paper Towel Dispenser - Height Restrooms
Men's and Women's
Restrooms
The operable part of the paper towel dispenser measured up to 56" above the floor.

At least one type of each accessory must have the operable part located 40" maximum above the floor. CBC 11B-603.5
Relocate the dispenser.

Priority 3 - Restrooms 2 Each Maint. Maint.
#37 Lavatory - Pipe Insulation Restrooms
Men's and Women's
Restrooms
The lavatory connectors, supply, and drain lines under the lavatory are not insulated or otherwise covered to protect against scrapes and burns.

Water supply and drain pipes under at least one sink per restroom must be insulated or otherwise covered to protect against contact. There may be no sharp or abrasive surfaces under sinks. CBC 11B-606.5
Provide insulation at lavatory pipes.

Priority 3 - Restrooms 2 Each $500 $1,000
Cost assumes new ADA
pipe wrap kits and flex
foam tape.
#38 Urinal - Clear Floor Space Restrooms Men's Restroom The distance between the accessible urinal partitions measured 29-1/2".

A clear floor space 30" x 48" must be provided in front of the accessible urinal. CBC 11B-605.3
Relocate the partition at one urinal.

Priority 3 - Restrooms 1 Each Maint. Maint.
#39 Ambulatory Compartment Restrooms Men's Restroom
An ambulatory stall is not provided. In a multi-accommodation toilet facility where the combination of urinals and water closets totals six or more fixtures, 5% of the combination of toilet compartments and urinals, but no fewer than one ambulatory toilet compartment must be provided. CBC 11B-213.3.1
Convert an existing stall to be an ambulatory compartment.

State/Local Code
Requirement
1 Allow $8,500 $8,500
#41 Toilet Paper Dispenser - Location Restrooms Men's Restroom The toilet paper dispenser centerline measures 5" from the front edge of the water closet.

Toilet paper dispensers must be 7" minimum to 9" maximum in front of the water closet measured to the centerline of the dispenser. CBC 11B- 604.7
Relocate the toilet paper dispenser.

Future Alteration 1 Each Maint. Maint.
#42 Ground Surface - Slip Resistance Restrooms
Men's and Women's
Restrooms
Floor is not slip-resistant. Ground and floor surfaces along accessible routes and in accessible rooms and spaces including floors, shall be stable, firm, and slip-resistant. CBC 11B-302
Install a slip-resistant coating over existing flooring.

Priority 3 - Restrooms 1 Allow $16,000 $16,000
#50 AED - Protruding Object Main Hall Adjacent to Kitchen The AED protrudes greater than 4" into the circulation path, and the height of the handle exceeds 48".

Objects with leading edges more than 27" above the finish floor or ground cannot protrude more than 4" maximum horizontally into the circulation path. The handle shall be located 48" maximum from the finished floor. CBC 11B-307.2
Relocate the AED.

Priority 3 - Restrooms 1 Each Maint. Maint.

Cost assumes lowering the
existing AED so that the
base of the box is at 27"
maximum above the
finished floor.
#56 Accessible Entrance Site Exterior Doors
No accessible entrance is provided. At least one accessible entrance must be provided. Directional signs indicating the location of the nearest accessible entrance must be provided at inaccessible entrances. CBC 11B-216.6 Provide directional signage.

Priority 1 - Entrances 7 Each $350 $2,450
Cost assumes all exterior
double and sliding doors
are counted as entrances.
#58
Bathroom Signage - Geometric
Sign Restrooms
Men's and Women's
Restrooms
A geometric sign is not provided at the restroom door. Geometric symbols must be provided at entrances to toilet and bathing rooms. CBC 11B-216.8.1.

Geometric symbols shall be mounted at 58" minimum and 60" maximum above the finish floor measured from the centerline of the symbol. CBC 11B-703.2.6
Provide a geometric sign at the restroom door.

State/Local Code
Requirement
2 Each $350 $700
#60 Light Switch - Height Restrooms
Men's and Women's
Restrooms
The height of the light switches measured 52" above the floor. The high reach for operable parts on accessible elements must not exceed 48" above the floor. CBC 11B-205
Install an automatic light sensor at existing switch.

Future Alteration 2 Each Maint. Maint.

Prepared by Marx Okubo Associates, Inc. 2 February 3, 2026 DRAFT

EXHIBIT C
DRAFT
Area Reviewed
DRAFT

ADDITIONAL SEWER SYSTEM

INVESTIGATION DRAFT
April 1, 2026
Tammy Siliznoff, MS, P.E., LEED AP
Principal, Specialist
RDH Building Sciences Inc.
1901 Harrison Street, Suite 1210
Oakland, California 94612
[email protected]
RE: Craneway Pavilion – Addendum 1
Additional Sewer System Investigation - DRAFT
Marx Okubo Job No. 25-5427 (internal project number 00001176) Dear Tammy Siliznoff:

Background Information:

On February 3, 2026, Marx Okubo conducted a Facility Condition Assessment (FCA) of the Craneway Pavilion at 1414 Harbour Way South, in Richmond, California. The Craneway Pavilion is the southernmost portion of a much larger building, called Ford Point, herein referred to as the Main Building. Marx Okubo’s original scope of work for the FCA included an assessment of building interiors, site improvements (excluding the pier), mechanical, electrical and plumbing (MEP) systems, and fire protection and life safety (FP/LS) systems.

After the FCA report was presented to the City of Richmond (City), the City forwarded a pervious complaint regarding a reported sewer backup affecting one of the kitchens. No visible signs of water damage from backups were noted in the service kitchen area. Neither the affected kitchen nor the date of the incident was identified, and no additional clarifying details were provided to Marx Okubo. The documentation available to Marx Okubo as part of the original FCA did not include any information on the plumbing systems serving the restrooms and service kitchen for the Craneway Pavilion. The City requested additional services to try to determine the physical condition of sewer lines serving the Craneway Pavilion and to gather information on as-built conditions.

Marx Okubo was informed on the date of the first site visit for the FCA that the restaurant adjacent to the Craneway Pavilion was not included in the scope of work. Marx Okubo did not include the restaurant in the scope of work for this additional investigation either; however, after discussing the issue with the Main Building’s on-site engineer, who happened to be present during this additional investigation, and who has a long history with this overall property, we expanded our scope to include an examination of some of the sewer and grease waste lines, and the grease trap serving the restaurant.

DRAFT
Brad Wolf
Craneway Pavilion, Addendum 1

SEWER LINE VIDEOSCOPING REPORT - DRAFT
Marx Okubo Project No.: 25-5427
April 1, 2026

Site work for this additional investigation occurred March 20, 2026. Marx Okubo’s scope excluded videoing any lines less than 3” in diameter (because the video camera will not fit in smaller pipes) and the removal of any plumbing fixtures. We were only able to access the sewer lines through two cleanouts serving plumbing systems for the Craneway Pavilion: one in the Women’s Restroom and one exterior cleanout immediately west of the building by the Main Building’s southernmost exterior access door. Due to a lack of available cleanouts, as-built information is somewhat limited; however, enough of the system was able to be viewed through the two cleanout locations to allow Marx Okubo to gain an overall understanding of the systems.

The information in this report must be referenced in conjunction with the updated FCA report to gain a complete understanding of the systems.

General System Description:

There are two separate plumbing systems that serve the Craneway Pavilion or are adjacent to it. Two multi-user restrooms, a wet bar area and a small service kitchen serve the Craneway Pavilion space. Along the north wall of the Craneway Pavilion restrooms, two multi-user restrooms serve the adjacent tenant space in the Main Building. Refer to the attached plans for details on the location of these various rooms and the location of the cleanouts that were used to access the systems. The sewer lines from the Craneway Pavilion restrooms drain to the west side of the building, where they connect to the municipal sewer system underneath Harbour Way South. Piping at the restrooms is either cast iron, but the laterals as they connect to the municipal sewer system are PVC.

The restaurant’s kitchen is provided with separate grease waste and regular sanitary sewer lines. The grease waste exits the restaurant’s kitchen below the north wall (about midway along that elevation), turns to the west just outside of the building footprint, and then turns north to the inlet of a below-ground grease trap of unknown capacity. The discharge from the grease trap travels roughly 300’ north into the Main Building’s sewage ejector sump pump system along the east elevation of the Main Building. This sump pump reportedly discharges into a main sewer lateral immediately north of the Main Building.

Conditions:

The engineer for the Main Building happened to be present on March 20, 2026, and reported that whenever the restaurant’s grease trap overflowed, the sewage ejector station would fill with grease, which would then have to be cleaned out from the sump. He further stated that he was aware of at least one instance when the restaurant’s kitchen experienced a sewer backup, likely caused by an overflowing grease trap. During our site visit, the grease trap was nearly full, and only an inch or two below the rims of the PVC pipes. Significant buildup of debris inside the grease waste pipes inside the kitchen was noted from the video.

DRAFT
Brad Wolf
Craneway Pavilion, Addendum 1

SEWER LINE VIDEOSCOPING REPORT - DRAFT
Marx Okubo Project No.: 25-5427
April 1, 2026

In the Craneway Pavilion’s service kitchen, no cleanouts were available in the service kitchen to video sewer piping. A plumbing access panel on the north wall of the service kitchen is blocked by the kitchen’s service sink. It is unclear if this access panel serves domestic water lines or waste lines. We were able to access a portion of the Craneway Pavilion’s restroom sewer lines via a wall cleanout in the Women’s room. This provided us with a view of a portion of the sewer lines, which did not appear to have any major blockages or pipe dips, and water drained adequately when toilets were flushed and lavatories flowing. A ground cleanout, located immediately west of the Main Building at the southernmost exterior door, provided us with a second point of access to the sewer laterals serving that area. A main east/west lateral flows out of the building past this cleanout into the municipal sewer system, which turns to the north under Harbour Avenue South. The drainage from the Craneway Pavilion restrooms discharges to this line. This was confirmed by flushing toilets in those restrooms and by running the sink in the service kitchen. Through the video camera, we could see water flowing through the cleanout; we were able to confirm that the service kitchen waste is tied into the same sewer lines as the restrooms.

Conclusions:

We believe that the main complaint that prompted this additional investigation affected the restaurant’s kitchen and was likely caused by the grease trap not being emptied promptly, which caused a backup into the kitchen and caused grease to travel to the Main Building’s sewage ejector. We do not believe that the service kitchen for the Craneway Pavilion was affected by any backups based on the response, when queried, of the Main Building’s engineer.

Marx Okubo recommends the following actions, all of which should be coordinated with the Main Building.

Restaurant kitchen:
• Clean out the grease trap
• Hydrojet all sanitary sewer and grease waste lines
Craneway Pavilion Restrooms and kitchen:
• Hydrojet all sanitary sewer lines
Additional improvements to the plumbing system to increase access and cleanability should be considered. These include:
• Add a wall cleanout in the service kitchen connected to the service kitchen’s floor drains • Add a wall cleanout connected to the Craneway Pavilion’s Men’s room along the restroom’s north wall to provide good access to the main sewer lines DRAFT
Brad Wolf
Craneway Pavilion, Addendum 1

SEWER LINE VIDEOSCOPING REPORT - DRAFT
Marx Okubo Project No.: 25-5427
April 1, 2026

Photographs:

Screen capture of video taken from ground cleanout
west of Main Building showing restroom sinks flowing
out of building (from fitting to the right).

Screen capture of video taken from wall cleanout in
Craneway Pavilion’s Women’s Restroom.

Grease trap north of the restaurant. Discharge portion of the grease trap showing levels immediately below the rim of the pipe outlet (meant to
flow only clear water).

DRAFT
Brad Wolf
Craneway Pavilion, Addendum 1

SEWER LINE VIDEOSCOPING REPORT - DRAFT
Marx Okubo Project No.: 25-5427
April 1, 2026

Please do not hesitate to contact me with any questions or concerns.

Sincerely,
MARX OKUBO ASSOCIATES, INC.

Brad Wolf, P.E.

Senior Associate
[email protected]
By email
cc: Tammy Siliznoff, RDH Building Science ([email protected]) Kurt Wenninger, RDH Building Science ([email protected]) DRAFT
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COLD
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PHO DRAFT TOGRAPHS
1 - West elevation.
2 - South elevation.

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3 - East elevation.
4 - Clogged trench drain along the east perimeter of the building.

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5 - Rusted area drain located along the south perimeter of the site. 6 - Typical wall-mounted, exterior light fixture on the south elevation of the Craneway Pavilion.

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7 - Significant cracking and damage on the asphalt pavement along the south perimeter of the site. 8 - Precast concrete paving is provided at the northwest corner of the site.

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9 - Corroded steel piles at the main pier along the south perimeter of the site. 10 - Metal guardrails provided along the south boarder of the site.

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11 - Rusted and damaged metal picket fencing, located underneath the pier at the northeast corner of the site.
12 - Monument signage identifying the building name provided at the east parking area.

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13 - Historical informational signage mounted on metal post is provided along the south elevation of the building.
14 - Multi-panel industrial craneway door provided at the east elevation of the building.

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15 - A bicycle station for public use is provided on the west side of the site. 16 - Trash dumpsters are provided within the east parking area, adjacent to the Main Building.

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17 - Exposed ceiling structure and polished concrete flooring within the tenant space. 18 - Interior historic brick and mortar walls.

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19 - Metal-framed glass entryway door provided at the office/storage space. 20 - Restroom finishes.

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21 - Typical utility room finishes.
22 - Bar area.

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23 - Kitchen finishes.
24 - Minor damage to the concrete flooring along the east elevation.

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25 - Significant damage to the concrete flooring along the east elevation. 26 - Typical ceiling-hung unit heaters in the Craneway Pavilion.

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27 - Dishwasher exhaust hood in the service kitchen.
28 - Dishwasher exhaust fan on the roof of the small Main Building tower projecting above the main roof.

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29 - Small Main Building tower projecting above the main roof with HVAC equipment for the service kitchen in the Craneway Pavilion.
30 - Typical outside air supply ductwork and diffusers in the restroom.

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31 - Typical outside air supply ductwork and diffusers in the service kitchen. 32 - Outside air supply fan for the service kitchen on the roof of the small Main Building tower projecting above the main roof.

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33 - Backflow preventer adjacent to the restaurant.
34 - Typical urinals in the men's restroom.

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35 - Domestic water heater serving the restrooms.
36 - Closeup view of the restroom DWH showing signs of leakage and corrosion in drain pan.

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37 - Domestic water heater for the service kitchen in the adjacent utility room. 38 - One of two water filtration systems for the service kitchen.

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39 - Electrical yard on the southeast portion of the Main Building. One of these two transformers and termination cabinets serves the Craneway Pavilion.
40 - Termination cabinet that serves the Craneway Pavilion, along with the Visitor Center, restaurant, and other portions of the Main Building.

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41 - Distribution panels in the Craneway Pavilion office/utility room. 42 - One of two A/V special electrical panels. This is located on the west beam crane's operator's station.

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43 - The second of two A/V special electrical panels. This is located on the east wall of the Craneway Pavilion.
44 - Typical high-bay LED light fixture in the Craneway Pavilion.

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45 - Close-up view of typical high-bay LED light fixture. 46 - Typical restroom light fixtures.

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47 - Lighting control panel.
48 - Timeclock for lighting controls.

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49 - Abandoned safety switch with damaged front cover on the west wall of the Craneway Pavilion. 50 - A/V system equipment rack in the crane operator's station on the west beam crane.

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51 - Typical A/V connection panel.
52 - Typical A/V system connection panel.

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53 - Main fire alarm control panel located in the Main Building. 54 - Satellite fire alarm notification panel in the office/utility room of the Craneway Pavilion.

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55 - West site water loop connection.
56 - East sprinkler riser.

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57 - West sprinkler riser.
58 - Window sprinklers enhance fire separation between the areas.

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59 - Typical fire extinguisher.
60 - Non-illuminated exit sign.

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61 - Emergency lights are spaced along the south wall.
62 - Partially disassembled beam crane hoist.

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63 - Beam crane operator's station access ladder with missing bolt. 64 - Typical security alarm station in the Craneway Pavilion.

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65 - Video camera mounted from the west beam crane support. DRAFT Appendix C
SLR Environmental Report
SLR International Corporation
2175 N California Blvd, Suite 205, Walnut Creek, California, 94596 1 February 2, 2026
Tammy Siliznoff | MS, P.E., LEED AP
Principal, Specialist - Building Enclosure
RDH Building Science Inc.
1901 Harrison Street #1210, Oakland, CA 94612
RE: DRAFT Conditional Assessment Report, Environmental – Craneway Pavilion Historic Ford Assembly Plant, 1414 Harbour Way South Richmond CA
Dear Ms. Siliznoff,
In accordance with your request, SLR is pleased to submit our Inspection report for conducting our inspection services for the Craneway Pavilion portion of Historic Ford Assembly Plant at 1414 Harbour Way South in Richmond CA (Site). The Site consists of the Craneway portion of the historical building built in 1931 that underwent significant renovation in 2007.

SCOPE OF WORK
The following was completed as part of the Scope of Work:

SLR conducted a site reconnaissance on January 8th to look for conditions that could indicate current or past releases of hazardous substances or petroleum products at the Subject Property.

During the site reconnaissance SLR looked for the following conditions, additional documentation and findings are provided in Attachments 1-4.

1. Asbestos/lead/: survey status, remaining Asbestos Containing Materials (ACM) / Lead Based Paint (LBP)
Description
ACM is typically observed various locations in building materials including insulation, roofing materials, various tarry glues and substances used to glue, and in window putty, sealants or insulating boards beneath the sills. Historical design documents for the building show presence of corrugated roofing materials containing asbestos. LPB is likely present in the building. The interior and exterior of the building appeared to have been coated with new paint in the last 10- 15 years. However the condition of the original paint was not documented in the original documents that were made available to SLR. It is likely that the paint flakes generated during demolition were removed and disposed along with other debris material when the renovation took place. It is also likely that underlying pain contains lead. Due to the size of the structure and variety and extent of the painted area, limited sampling of the LBP would not provide a likely confident assessment.

Craneway Pavilion Richmond
Draft Conditional Assessment Report
February 2, 2026
2 Condition
SLR inspected the condition of the above materials within the building. The roof is comprised of two sloped panels rising towards the middle on either side. These panels are constructed of Corrugated metal roofing. Under these is a 2-3 inch layer of insulation which acts as acoustic absorption. In the middle is a M shaped structure consisting of glass walls and corrugated transite panels. The panels present on the roof of the building appeared to be in good condition. In some areas with water leakage, sealants appeared to have been applied. The facility drawings label these panels as corrugated asbestos. Suspect ACM may also be present in the window insulation materials. The window putty appeared to have been dry and, in some cases, may have been ready to become friable. The LBP associated with structural steel and associated with other building materials is likely present.

However since the building has been painted in the last 10-15 years, the LBP is likely sealed under the new roll of paint. SLR was not provided any reports related to assessment or management of LBP at the site.

Recommendations
Corrugated roofing material appear to be in good condition. A management plan can be developed to address the need for management of ACM materials in the event the roofing materials need to be repaired or replaced to ensure that all of the BAAQMD, and OSHA requirements are followed. In either case, the building needs to post Prop 65 warnings.

The window putty is in friable condition. They could either be sealed in place or replaced. If they are to be sealed in place, sampling is needed to confirm the presence of ACM in the window sills and putty.

The building should be tested for LBP. It could be performed by a certified inspector with a XRF monitor. In the event the presence of LPB is confirmed, a management plan should be developed.

2. PCB (sash windows/caulks), ballast/transformer
Description
PCBs are generally found in building materials ranging from Caulk, grout, and expansion joints which are frequently manufactured with PCBs for flexibility and adhesion. Putty, silicone, and bitumen-based joint materials are often used around windows, doors, and masonry.

Coatings & Surface Materials. PCBs are also found in glues and plastics as they were added to improve durability.

Related to Electrical & Lighting Components PCBs are found in older fluorescent light ballasts. Many pre‑1980 ballasts contain PCB oil, which can leak as they age.

PCBs are also found in common older transformers and capacitors.

In addition to the above, PCBs may also be found in flooring adhesives and mastic. There is flooring glued to the concrete floor as the site is used for pickleball. The flooring appears to have been installed in the last 10 -15 years.

Craneway Pavilion Richmond
Draft Conditional Assessment Report
February 2, 2026
3 Condition
SLR inspected the condition of the above materials within the building. For this building electricity is provided through transformers that are related to the overall complex.

Transformers related to the building appear to have been upgraded during the facility renovation.

Window calking is typically observed various locations in building materials The window putty appeared to have been dry and, in some cases, may have become friable. The caulking may be impacted with PCBs. The flooring material that is glued to the concrete surface is rather new and likely does not contain PCBs. SLR was not provided any reports related to assessment or management of PCBs at the Site.

Recommendations
The potential for presence of PCB containing oil in electrical equipment is low. The window putty is in friable condition. The putty could either be sealed in place or replaced. Sampling is needed to confirm the presence of PCBs in the window sills and putty. If present, Prop 65 notifications should be placed on the building.

3. Mold/moisture: roof/wall leaks, HVAC condensate issues; spore sampling if warranted.

Description
The building is open space and there are four high capacity natural gas air heaters hung from the ceiling. The exhaust is vented to the roof through metal piping. A water heater was observed near the kitchen area to supply hot water for bathrooms and kitchen operations.

Roof and wall leaks were not readily observed. No evidence of statining from leaks was readily observed.

Condition
The equipment mentioned above appeared to be installed post renovation. No condensate issues or mold was observed. Spore sampling does not appear to be warranted.

Recommendation
None.

4. Indoor air quality: CO₂, CO, particulate, VOCs (screening), odors.

Description
Indoor air quality is associated with heaters and air conditioning systems for a building.

Additional factors include presence of solvents in the building, or presence of soil impacts or groundwater plumes that may impact the indoor environment through vapor intrusion. The indoor air is heated through forced air heaters powered by natural gas. The heaters are exhausted through the ceiling. There is potential for CO2 and CO escape into the room.

Condition
Craneway Pavilion Richmond
Draft Conditional Assessment Report
February 2, 2026
4 The heaters have been installed post facility renovation and are not likely to cause inefficient burn or cracks. The building floor is constructed on piles on top of the bay waters. There are no observed sources of soil impacts that would lead to soil vapor migration to the indoor air.

Recommendation
The heaters should be maintained based on the maintenance schedule and the exhaust piping should be inspected regularly to ensure there are no openings that would lead to escape of CO2 and CO into the building.

5. Universal wastes: lamps, batteries, e-waste storage.

Description
The new ceiling lights have been installed throughout the site. Not batteries or storage areas for battery usage was observed.

Condition
The lights appeared to be in good condition. The facility should designate areas for waste and e waste storage, however at the time of the site visit, it appeared that those storage areas are handled by management company that manages the entire complex.

Recommendation
The facility should designate e-waste and waste storage areas.

6. Fuel systems: generator/day tanks, secondary containment, odor/leak checks.

Description
As indicated previously, natural gas fuels the heater and the water heater onsite. No tanks marked as fuel tanks were observed. A large white 5,000 to 10,000 gallon cylindrical tank was observed below the ceiling at the center of the building. Due to the size of the piping, it was assumed to be a water tank used to feed the water sprinklers in case of fire. No other above or underground storage tanks, or vents or piping showing evidence of underground storage tanks were observed.

Condition
The condition of the tank could not be assessed as the tank could not be reached.

Recommendation
The tank below the ceiling should be assessed.

7. Stormwater compliance: BMPs, grease management for concessions.

Description
The roof stormwater is captured and drains to the San Francisco Bay. The stormwater on the drive ways and walking areas on the side of the building also drain to the Bay. No BMPs were observed, or deemed necessary.

Craneway Pavilion Richmond
Draft Conditional Assessment Report
February 2, 2026
5 Condition
The stormwater collection facilities appeared to be in good condition.

Recommendation
None.

8. Wildlife/birds: nesting in trusses/ledges; guano cleanup protocols.

Description
As this is a building in the coastal area, wildlife birds may nest on the roof of the building or in trusses or ledges. State and Federal regulation dictate management of these nests, in the event the building is going to go through renovation. Special consideration should be given and a biological monitor should be used to assess presence of birds and develop a mitigation plan in case there is going to be activities that disturb the birds.

Condition
At the time of the site visit, no migratory bird nests were observed.

Recommendation
The inspection and management of wildlife birds should be incorporated into any schedule associated with site development.

9. Environmental: staining, UST/AST presence, hazardous storage, waste enclosures.

Description
Industrial buildings contain underground and or aboveground storage tanks that contain fuels or hazardous liquids for use in the industrial production. These facilities also have waste enclosures that must meet state and federal regulations for waste storage, accumulation and disposal. Staining is also observed at facilities where such materials are used and it is associated with spills of fuels and hazardous materials.

Condition
During the site visit, no evidence of USTs or ASTs were observed. USTs are often identified by either signs of indentation in the floor, or raised pipes associated with vents or staining at the dispenser area. ASTs are often identified by signs of secondary containment and surface staining. None of these was observed. No evidence of waste enclosures was observed.

Two rail lines were observed in the dock area between the building and the bay. The ground surrounding the rail spurs were paved and no evidence of staining was visible.

However rail lines are often installed on top of creosote posts, and surrounded on slag ballast to allow for a stable surface.

Recommendation
In the event the rail lines are to be disturbed there is potential for presence of impacts associated with either slag ballast or creosote laden poles underneath the tracks. Those impacts should be evaluated prior to start of the project.

Craneway Pavilion Richmond
Draft Conditional Assessment Report
February 2, 2026
6 . The assessments above are documented by the inspection list outlined in attachment 1, Photo log in Attachment 2. A deficiency list is outlined below. It is mostly related to testing related to presence and quantification of ACM, LBP and PCBs in building materials.

Deficiency List:

1. Lead, ACM and PCB assessment and Report – $45-65K. The sampling will be performed based on ASTM and CA standards and provide a document suitable for developing a bid document.

2. Site Assessment for soils adjacent to railroad Tracks - $30-40K.

Since the magnitude of the impacts from ACM and LBP impacts are not known and the desired site renovation that may address these areas are not fully identified, it is difficult to develop a Rough order of magnitude for abatement or management of these issues.

Please call if you have any questions.

Regards,
SLR International Corporation
Mohammad Bazargani, P.E.

Senior Principal
[email protected]
Attachments

1. Completed Inspection Checklists with notes.

2. Annotated Photographic Log organized by system/location.

City of Richmond
Craneway Pavilion – Phase 1
January 8, 2026
SLR Project No.: 102.021370.00001
1 Craneway Pavilion
Photo 1: Brick interior wall and windows (1/8/ 2026)

Photo 2: Interior window putty and sils (1/8/2026)
City of Richmond
Craneway Pavilion – Phase 1
January 8, 2026
SLR Project No.: 102.021370.00001
2 Photo 3: Electrical panels and piping, painted surfaces (1/8/2026) Photo 4: Ceiling water conveyance pipes (1/8/2026)
City of Richmond
Craneway Pavilion – Phase 1
January 8, 2026
SLR Project No.: 102.021370.00001
3 Photo 5: Floor covering (1/8/2026)
Photo 6: Window Panels aged sills (1/8/2026)
City of Richmond
Craneway Pavilion – Phase 1
January 8, 2026
SLR Project No.: 102.021370.00001
4 Photo 7: Painted interior wall, Structural frame (1/8/2026) Photo 8: Sound Insulation on walls (1/8/2026)
City of Richmond
Craneway Pavilion – Phase 1
January 8, 2026
SLR Project No.: 102.021370.00001
5 Photo 9: Building exterior from south west visible railroad tracks (1/8/2026) Photo 10: Railroad tracks (1/8/2026)
City of Richmond
Craneway Pavilion – Phase 1
January 8, 2026
SLR Project No.: 102.021370.00001
6 Photo 11: Corrugated Metal Roof (1/8/2026)
Photo 12: View of Building from South east over Piles (1/8/2026) City of Richmond
Craneway Pavilion – Phase 1
January 8, 2026
SLR Project No.: 102.021370.00001
7 Photo 13: Corrugated Transit Roof (1/8/2026)
City of Richmond
Craneway Pavilion – Phase 1
January 8, 2026
SLR Project No.: 102.021370.00001
8 Photo 14: Interior piping tray and heater (1/8/2026)
Privileged & Confidential
Attorney-Client Privilege DRAFT

SLR SITE VISIT CHECKLIST AND DOCUMENTATION
Task Completed
Identify Property and Building size(s) to be assessed. Limited to Craneway Pavilion Obtain and review copies of any previous Phase I or Phase II Reports.

None provided. Plan set was
provided and historical
drawings
Identify who provides access to the Site and their association to the Site. Done
Identify the weather conditions during the assessment.

Sunny 60 degress
Identify weather-related restrictions.

None
Identify facility access restrictions. None. Except tank under the ceiling.

Identify client-related restrictions.

None
Note topography of the Site.

Sea Level
Traverse the outer Site boundary. Exterior is asphalt Bay is to the west.

Traverse transects across the Site.

Done
Traverse the periphery of all structures on the Site. Went to the roof Visually observe accessible interior areas expected to be used by occupants or the public, maintenance and repair areas, utility areas, and a representative sample of occupied spaces.

Take photographs of the Site (inside and out) and surrounding areas. (Please take at least 20 photos.) See Photo log
Complete additional forms and fields on following pages.

Done
Privileged & Confidential
Attorney-Client Privilege DRAFT

1. SITE AND SURROUNDING AREA OBSERVATIONS
Access to the Site was provided by ___HDR and City of Richmond __________________ SLR conducted the Site visit on _____January 8, 2026______________________________________ The weather-related conditions at the time of the Site visit were _____sunny__________________ and approximately __60____ degrees Fahrenheit.

1.1 RESTRICTIONS
Restriction Type Comments
Weather-related restrictions: None
Facility access restrictions: Could not access the tank hanging from ceiling Client-related restrictions: None

2. GENERAL DESCRIPTIONS

2.1 SITE AND SURROUNDING AREA DESCRIPTION
Open building, used for pickel ball. Tall ceilings with large windows. In an industrial/harbor part of Richmond.

2.2 SITE BACKGROUND / OPERATING HISTORY
Historical usage(s) of the Site and
approximate dates of usage: Ford Motor plan, then machinery for WWII, then Ford plan Privileged & Confidential
Attorney-Client Privilege DRAFT
Observed evidence of past Site
use(s):

The boiler/restaurant next door. Rail outside for moving cargo onto ships.

2.3 SITE OPERATIONS
Sewage Disposal Method: City
Electric Utility: PG&E
Water Supply/Provider: EBMUD

3. EXTERIOR OBSERVATIONS
Observation Description
Potential for wetlands, endangered
species, historic landmarks /
structures, and/or archaeological
features to be present at the Site:

The site is likely a historical site.

Roads or paths with no apparent
outlet observed on the Site or
adjacent roadways, alleyways, or
easements:

None
Onsite railroad tracks or spurs: Two spurs parallel with the site and Bay on the docks Farm waste, feed lot spoils, or
manure stockpiles: None
Evidence of groundwater or surface
water discharge: None
Known or potential groundwater or
surface water contamination:

None identified- Still searching RWQCB and DTSC web
pages
Standing water (sheen?): None observed
On-site pits, ponds, or lagoons
sheen?): None
Stained soil or pavement sheen?): None
Stressed vegetation: None
Privileged & Confidential
Attorney-Client Privilege DRAFT
Observation Description
Polychlorinated Biphenyl (PCB)-
containing equipment including
hydraulic lifts, elevators, and
transformers (labeled?):

The facility has wall to wall windows that appear to be historical. PCB maybe present in caulking in window sills.

Cuts or markings in pavement areas
or parking areas that could indicate
the former or current presence of
USTs or other buried structures:

None observed
Concrete structures that could
indicate the location of former UST
dispensers:

None observed
On-site solid waste disposal
including land filling, dumping,
disturbed soils, or direct burial
activities:

None observed, City of Richmond. The site maybe built on fill.

Wastewater: None
Stormwater (condition of drains,
conveyances, preferential pathways,
sheet flow, dry wells):

Discharges to bay
Roof drains (discharge areas): Discharge to bay
Water wells including monitoring
wells: None observed
Septic systems (current/historic): None observed
Drum rings, i.e. circular depressions
in asphalt or soil that indicated the
former storage or presence of
drums:

None observed
Evidence of onsite fueling
operations: None observed
Emergency generators: None observed
Recent improvements,
maintenance, or remodeling: 2007-2012 remodling post Loma Prieta Quake.

Routine painting program:

Contracted? Materials kept onsite? Not known.

Landscaping of grounds:

Contracted? Materials kept onsite? Not known
Privileged & Confidential
Attorney-Client Privilege DRAFT
Observation Description
Loading Docks (water collection
sumps/drains; handling
spills/releases):

None

4. INTERIOR OBSERVATIONS
Observation Description
Heating/cooling method (HVAC,
boilers, fuel storage, etc.): 4 gas fired heaters hanging from ceiling Stains or corrosion: None observed interior is painted.

Floor drains and sumps: None observed
Belowground structures,
basements, and/or subsurface
vaults:

None observed
Oil/water separators: None observed
Evidence of lead-based paint (pre1978) (and condition): Yes not sure if the paint was over old LBP paint.

Evidence of asbestos-containing
material (and condition): Yes, roof and window sills
Water damage or any evidence of
roof leakage: None evident. May have been painted over.

Any damp odors or standing water
inside the building or basement: None, no basement.

Evidence of mold: None observed, no smell.

Old fluorescent lighting (pre-1980): Lights are new, post 2000 Mercury vapor lamps: None
Paint booths or spray rigs: None

5. HAZARDOUS SUBSTANCES, PETROLEUM PRODUCTS & OTHER WASTE

MATERIALS
Observation Description
Industrial or manufacturing
operations:

Historical car assembly and manufacturing. Not sure about this specific pavilion area. Overhead cranes were likely used to move parts.

Hazardous substances and
petroleum products: None observed
Privileged & Confidential
Attorney-Client Privilege DRAFT
Observation Description
Other chemical usage:

Not known.

Drums (≥5 gallons):

None observed
Strong, pungent, or noxious odors:

None
Pools of liquid:

None
Unidentified substance containers:

None
Garbage and debris:

Managed by facility
Polychlorinated Biphenyl (PCB)-
containing equipment including
hydraulic lifts, elevators, and
transformers:

No lifts, maybe present in window sills or paints
Air emission sources:

None currently.

Radiological equipment:

None
Oil or gas well exploration or
refinery activities: None
Known or potential prolonged use,
misapplication or storage/disposal
of pesticides/herbicides: Not known
Discharges, migration or run-off of
potential contaminants to the Site
from an off-site source: None

6. UNDERGROUND STORAGE TANKS (USTS)
UST/Structure Observations
Existing USTs:

None observed or documented
Privileged & Confidential
Attorney-Client Privilege DRAFT
Former USTs:

None
Other Underground Structures:

Site is on top of piles on the bay

7. ABOVEGROUND STORAGE TANKS (ASTS)
AST Observations
Existing ASTs: None
Former ASTs: None

8. ADJOINING PROPERTIES
Check for (at a minimum) evidence of onsite fueling operations, dry cleaners, automotive repair, oil change/lube operations, etc.

8.1 CURRENT USES OF ADJOINING PROPERTIES
North: Passenger ferry loading
South: Museum
East: Additional office building and restaurant
West: SF Bay

8.2 OBSERVED EVIDENCE OF PAST USES OF ADJOINING PROPERTIES North: None
South: None
East: Ford Plant
West: Port for loading supplies for War

8.3 PITS, PONDS, OR LAGOONS ON ADJOINING PROPERTIES
North: Bay
South: BAy
East: None
West: SF Bay
Privileged & Confidential
Attorney-Client Privilege DRAFT

WASTE AND HAZARDOUS SUBSTANCE STORAGE
For sites with heavy chemical use and disposal, please request associated SDS Sheets, as well as hazardous waste disposal records.

Type of Waste or Substance and Size
and Type of Container
Observations:

Condition of containers / Evidence of spillage / Secondary containment present / Who handles disposal / How often
is disposal performed / etc.

Paint cans (insert size)
Is this a solvent-based paint?
Paint thinner (insert size)
Gasoline or fuels
New oil (insert size and type of
container and type of oil)
Used oil (insert size and type of
container and type of oil)
Solvents (insert size and type of
container and type of solvent)
Safety-Kleen type parts washers
Ammonia for refrigeration
Tires (identify types and quantities)
Rubbish (provide a brief description of
contents and an estimate of quantity)
Construction debris (provide a brief
description of contents and an
estimate of quantity)
Other chemicals
Appendix D
Tipping Structural Report
Structural Condition Assessment Report

RICHMOND CRANEWAY PAVILION ASSESSMENT
1414 Harbour Way S February 19, 2026
Richmond, CA 94804 Tipping Job: 2025.263.00

GENERAL OVERVIEW
The Craneway Pavilion is a roughly 40,000 square foot steel structure with brick facade and infill walls, originally constructed in the 1930s as an assembly plant for the Ford Motor Company. The Craneway Pavilion makes up the south portion of the larger assembly plant building, which extends an additional 950 feet to the north. The remainder of this report will focus on the craneway portion of the structure.

We understand that the building has been leased since 2004 and that it is being returned to the City of Richmond by the current leaseholder. The purpose of this report is to document the structural condition of the building, provide a code evaluation to describe seismic retrofit requirements triggered by certain renovation options, identify key seismic deficiencies, and provide conceptual structural upgrade recommendations to address the identified seismic deficiencies.

As part of our assessment of the existing building, we have performed a Tier 1 seismic evaluation in accordance with ASCE 41-23. The Tier 1 evaluation suggests that there are a number of potentially critical seismic deficiencies at the Craneway Pavilion. A more detailed evaluation could be used to better inform an appropriate scope of voluntary seismic retrofit measures to provide better safety and assurance of asset preservation under a large seismic event. Given the complexity of the structural system, the potential interaction with the remaining assembly plant, and the limitations of a Tier 1 evaluation, we recommend that a more detailed (Tier 3 non-linear response history analysis) evaluation be performed.

Richmond Craneway Pavilion Assessment February 19, 2026

INFORMATION REVIEWED
In preparation for this assessment we reviewed the following documents:

1. Original structural and architectural drawings, originally dated May 22, 1930 and prepared by Albert Kahn, Inc. Architects & Engineers.

2. Historical American Engineering Record historical report, dated September 2, 2003 by Fredric L. Quivik.

3. Voluntary structural retrofit drawings prepared by Forell/Elsesser Engineers, Inc., dated July 26, 2002 for permit.

4. Architectural renovation drawings prepared by Marcy Wong & Donn Logan Architects, dated March 15, 2007.

5. Voluntary structural retrofit drawings prepared by Crosby Group, dated November 15, 2007.

We also performed a site walk of the structure on January 6, 2026. During our site visit, we made observations from the ground, but did not remove any finishes. We did not have access to a lift to observe conditions closely at the roof line or truss level.

STRUCTURAL SYSTEM
The structural gravity system consists of steel angle framed monitor trusses at twenty feet on center that are supported by steel wide flange columns and steel beams. The interior clear height is 29ft 4 inches, with the primary truss extending additional 20 feet. The craneway portion of the building is founded on an elevated dock over the water, while the remainder of the assembly plant to the north is founded on spread footings with a conventional slab on grade floor. The dock slab below the Craneway Pavilion is a 9” thick cast in place concrete slab spanning two-way between pile 36” square caps, supported on 18 inch square concrete piles. The pile caps are spaced at approximately ten feet on center with four pile clusters below columns. The exterior portion of the dock to the south of the pavilion is an 18” thick slab, which spans between concrete beams. The concrete beams span between a perimeter row of piles and the south edge of the craneway, along Grid 43.. Per the original drawings, the dock structure was designed to support a live load of 500 pounds per square foot and the upper structure was designed to support two 10 ton cranes along the length of the craneway. These original design loads reflect the original industrial use of the building; for reference, modern design codes for assembly occupancies specify a live load of 100 pounds per square foot (1/5 the capacity of the existing dock slab).
2 of 6
Richmond Craneway Pavilion Assessment February 19, 2026 The lateral system of the building consists of steel braced frames in the longitudinal direction and moment frames made up of the steel roof trusses and supporting columns in the transverse direction.

The roof truss top and bottom chord are braced with a combination of rods and angles and monitor framing is braced with steel rods. Expansion joints are called out at transverse bays along Gridlines B and V, as well as between the craneway and the main building to the north along Gridline 39, between gridlines U and W.

A voluntary seismic retrofit was designed in 2002 to be in compliance with the 1998 California Historic Building Code. This retrofit was designed to resist 75% of the 1997 Uniform Building Code seismic load. Key elements of the retrofit included strengthening of existing braces, adding new steel braces on the longitudinal lines of the building, replacing the unreinforced masonry walls with reinforced or anchored masonry and bracing of the masonry parapet. The previous comprehensive retrofit has greatly enhanced the building’s resilience and ability to resist low to moderate seismic shaking; however, the building’s expected performance under a major seismic event is not likely to be adequate to prevent significant damage or risk to occupants.

SEISMIC RETROFIT CONSIDERATIONS
We understand that the building is currently classified as an Assembly occupancy with an attendant Seismic Occupancy Risk Category of III per current code categorizations. Modifications that would trigger a mandatory retrofit of the structure would include:

1. Renovations that increase the building weight by more than 10%

2. Renovations that reduce the lateral force resisting capacity by more than 10%

3. Vertical addition

4. Change in occupancy such that it is re-categorized as Risk Category IV, such as designating it as an essential facility.

If future planned uses do not trigger any of these modifications, then mandatory seismic upgrades are not required by Code, and any seismic improvements undertaken could be voluntary at the Owner’s discretion.
3 of 6
Richmond Craneway Pavilion Assessment February 19, 2026

SEISMIC EVALUATION
We have evaluated the existing structure in accordance with a Tier 1 screening as defined in ASCE 41- 23 “Seismic Evaluation and Retrofit of Existing Buildings”. The Tier 1 screening is a checklist evaluation that identifies potential deficiencies based on performance of similar buildings in past earthquakes. For this building we have reviewed checklist S1a: Steel moment frames with flexible diaphragms in the North-South direction, and checklist S2a: Steel brace frames with flexible diaphragms in the East-West direction. For the purpose of this evaluation we are reviewing the Collapse Prevention checklists using the average M factors for Life Safety and Collapse Prevention and using the Basic Safety Earthquake2E. This reviews the structure against an earthquake hazard with 5% probability of exceedance in 50 years. See attached checklists for more information.

TIER 1 FINDINGS
The following summarizes the deficiencies identified through the Tier 1 checklists and provides commentary and recommendations on the noted deficiencies. For the purpose of this evaluation, we have evaluated the Craneway Pavilion as a stand alone structure; however, this assumption requires further consideration and verification of actual conditions at the site. If the Craneway is structurally connected to the larger assembly building to the north, the full building would need to be evaluated as a combined structure to gain an accurate understanding of load sharing between the buildings.

In the North-South (moment frame), the primary deficiencies identified in the Tier 1 analysis are as follows:
• The expected seismic movement at the top of the frames is greater than the prescribed drift limit. Excessive movement could result in significant damage of finishes and pounding between the two adjacent buildings. While the Tier 1 evaluation procedure relies on simplifications that may not adequately capture the expected building behavior, the deficiency identified is not unexpected given that these frames were not included in the 2002 retrofit. This check also assumes that the column base can be considered fixed and not pinned. This would need to be verified in the field.
• The member connections are weaker than the checklist limit and are vulnerable to failure in a seismic event. This requires further study and information to better characterize the structural capacity of the existing connections. If deficient, we would recommend strengthening the connections between the truss ends and the columns.
4 of 6
Richmond Craneway Pavilion Assessment February 19, 2026 • The columns do not meet the AISC ductility requirements, however they are not significantly over the limit. Based on our judgment, we do not see this as a significant issue.

Note that there are a few evaluation requirements that were not completed due to a lack of information or because the requirements do not apply to a truss-beam moment frames. If further evaluation were to be performed, a more detailed site investigation would be required to characterize the undefined structural elements.

In the brace frame direction, East-West, the primary deficiencies are as follows:
• The braces do not have sufficient strength for the anticipated loading. In a significant earthquake, these members would likely buckle, leaving the pavilion unstable during continued seismic loading.
• We do not have sufficient information to check the brace connections, but it does not appear that the brace connections have sufficient strength to resist anticipated seismic loading. • The beam in the chevron brace along Grid 39 between Grids V and W does not have sufficient capacity to support the unbalanced moment due to brace buckling and tension yielding. This is not a load carrying beam, therefore failure of this beam is not critical to the support of the building; however, we recommend further study and potential retrofit of this beam.

Based on our evaluation of the Tier 1 checklist results, potential retrofit items could include strengthening brace and truss connections, adding new braced frames or strengthening existing braces, and strengthening the chevron beam noted above. If a more detailed understanding of the building’s seismic behavior and expected performance is desired, we recommend further investigations to determine if the Craneway Pavilion is seismically connected to assembly plant to the north as well a Non-Linear Response History (Tier 3) analysis to more accurately evaluate the seismic capacity of the structure.

ADDITIONAL OBSERVATIONS AND RECOMMENDATIONS
We observed significant corrosion and loss of material at a number of the lintels above window openings. At these locations, we recommend removing the compromised steel and stiffening the existing members with new steel.

Corrosion and spalling has been observed at the underside of the concrete dock supporting the craneway structure. The concrete slab and piles were initially designed for 500 pounds per square foot, a significantly higher load than the 100 pounds per square foot that would required for assembly 5 of 6
Richmond Craneway Pavilion Assessment February 19, 2026 spaces per current code. Given the excess capacity, we do not judge the underslab deterioration as a structural concern. At these locations, we recommend that any loose concrete be chipped away back to hard, sound concrete, while corroded rebar be removed with a wire brush back to sound metal. We recommend these prepared areas be patched back using steel wire and screws as necessary to secure repair mortar, providing adequate rebar cover.

LIMITATIONS
The recommendations provided herein are general and qualitative in nature. We emphasize that this is a cursory review intended to guide preliminary planning. The conclusions and recommendations outlined herein may be subject to revision on the basis on new information as it becomes available.

Our professional services have been performed exercising the degree of care and skill ordinarily used in like cases by reputable members of the same profession practicing in the same or similar locality under similar circumstances, and using reasonable diligence and judgment in the exercise of professional skill and care. No other warranties, expressed or implied, are made as to the professional advice included in this report. This report has been prepared for The City of Richmond to be used solely for the referenced project. This report has not been prepared for use by other parties and may contain insufficient information for the purposes of other parties or other uses. 6 of 6
Table 17-8. Collapse Prevention Structural Checklist for Building Types S1 and S1a Status Evaluation Statement
Tier 2
Reference
Commentary
Reference
Low Seismicity
Seismic-Force-Resisting System
C NC N/A U REDUNDANCY: The number of lines of moment frames in each principal direction is greater than or equal to 2.

5.5.1.1 A.3.1.1.1
C NC N/A U DRIFT CHECK: The drift ratio of the steel moment frames, calculated using the Quick Check procedure of Section 4.4.3.1, is less than 0.030.

5.5.2.1.2 A.3.1.3.1
C NC N/A U COLUMN AXIAL STRESS CHECK: The axial stress caused by gravity loads in columns subjected to overturning forces is less than 0.10Fy. Alternatively, the axial stress caused by overturning forces alone, calculated using the Quick Check procedure of Section 4.4.3.6, is less than 0.30Fy.

5.5.2.1.3 A.3.1.3.2
C NC N/A U FLEXURAL STRESS CHECK: The average flexural stress in the moment frame columns and beams, calculated using the Quick Check procedure of Section

4.4.3.9, is less than Fy. Columns need not be checked if the strong column– weak beam checklist item is compliant.

5.5.2.1.2 A.3.1.3.3
Connections
C NC N/A U TRANSFER TO STEEL FRAMES: Diaphragms are connected for transfer of seismic forces to the steel frames.

5.7.2 A.5.2.2
C NC N/A U STEEL COLUMNS: The columns in seismic-force-resisting frames are anchored to the building foundation.

5.7.3.1 A.5.3.1
Moderate Seismicity (Complete the Following Items in Addition to the Items for Low Seismicity) Seismic-Force-Resisting System
C NC N/A U REDUNDANCY: The number of bays of moment frames in each line is greater than or equal to 2.

5.5.1.1 A.3.1.1.1
C NC N/A U INTERFERING WALLS: All concrete and masonry infill walls placed in moment frames are isolated from structural elements.

5.5.2.1.1 A.3.1.2.1
C NC N/A U MOMENT-RESISTING CONNECTIONS: All moment connections can develop the strength of the adjoining members based on the specified minimum yield stress of steel.

5.5.2.2.1 A.3.1.3.4
High Seismicity (Complete the Following Items in Addition to the Items for Low and Moderate Seismicity) Seismic-Force-Resisting System
C NC N/A U MOMENT-RESISTING CONNECTIONS: All moment connections are able to develop the strength of the adjoining members or panel zones based on 110% of the expected yield stress of the steel in accordance with AISC 341, Section A3.2.

5.5.2.2.1 A.3.1.3.4
C NC N/A U PANEL ZONES: All panel zones have the shear capacity to resist the shear demand required to develop 0.8 times the sum of the flexural strengths of the girders framing in at the face of the column.

5.5.2.2.2 A.3.1.3.5
C NC N/A U COLUMN SPLICES: All column splice details located in moment-resisting frames include connection of both flanges and the web.

5.5.2.2.3 A.3.1.3.6
C NC N/A U STRONG COLUMN—WEAK BEAM: The percentage of strong column–weak beam joints in each story of each line of moment frames is greater than 50%.

5.5.2.1.5 A.3.1.3.7
C NC N/A U COMPACT MEMBERS: All frame elements meet section requirements in accordance with AISC 341, Table D1.1, for moderately ductile members.

5.5.2.2.4 A.3.1.3.8
Diaphragms (Stiff or Flexible)
C NC N/A U OPENINGS AT FRAMES: Diaphragm openings immediately adjacent to the moment frames extend less than 25% of the total frame length.

5.6.1.3 A.4.1.5
Flexible Diaphragms
C NC N/A U CROSS TIES: There are continuous cross ties between diaphragm chords. 5.6.1.2 A.4.1.2 C NC N/A U STRAIGHT SHEATHING: All straight-sheathed diaphragms have aspect ratios less than 2-to-1 in the direction being considered.

5.6.2 A.4.2.1
C NC N/A U SPANS: All wood diaphragms with spans greater than 24 ft (7.3 m) consist of wood structural panels or diagonal sheathing.

5.6.2 A.4.2.2
continues
276 STANDARD ASCE/SEI 41-17
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Tier 1 Checklist for North-South Direction Column flanges do not meet the requirements.

Check not applicable for the truss beams. Only 1 bay Connections are not fully documented, however, from the information available this is not met. Connections are not fully documented, however, from the information available this is not met.

Table 17-8 (Continued). Collapse Prevention Structural Checklist for Building Types S1 and S1a Status Evaluation Statement
Tier 2
Reference
Commentary
Reference
C NC N/A U DIAGONALLY SHEATHED AND UNBLOCKED DIAPHRAGMS: All diagonally sheathed or unblocked wood structural panel diaphragms have horizontal spans less than 40 ft (12.2 m) and aspect ratios less than or equal to 4-to-1.

5.6.2 A.4.2.3
C NC N/A U OTHER DIAPHRAGMS: Diaphragms do not consist of a system other than wood, metal deck, concrete, or horizontal bracing.

5.6.5 A.4.7.1
Note: C = Compliant, NC = Noncompliant, N/A = Not Applicable, and U = Unknown.

Table 17-9. Immediate Occupancy Checklist for Building Types S1 and S1a Status Evaluation Statement
Tier 2
Reference
Commentary
Reference
Very Low Seismicity
Seismic-Force-Resisting System
C NC N/A U DRIFT CHECK: The drift ratio of the steel moment frames, calculated using the Quick Check procedure of Section 4.4.3.1, is less than 0.015.

5.5.2.1.2 A.3.1.3.1
C NC N/A U COLUMN AXIAL STRESS CHECK: The axial stress caused by gravity loads in columns subjected to overturning forces is less than 0.10Fy. Alternatively, the axial stress caused by overturning forces alone, calculated using the Quick Check procedure of Section 4.4.3.6, is less than 0.30Fy.

5.5.2.1.3 A.3.1.3.2
C NC N/A U FLEXURAL STRESS CHECK: The average flexural stress in the moment-frame columns and beams, calculated using the Quick Check procedure of Section

4.4.3.9, is less than Fy. Columns need not be checked if the strong column– weak beam checklist item is compliant.

5.5.2.1.2 A.3.1.3.3
Connections
C NC N/A U STEEL COLUMNS: The columns in seismic-force-resisting frames are anchored to the building foundation.

5.7.3.1 A.5.3.1
Low Seismicity (Complete the Following Items in Addition to the Items for Very Low Seismicity) Seismic-Force-Resisting System
C NC N/A U REDUNDANCY: The number of lines of moment frames in each principal direction is greater than or equal to 2. The number of bays of moment frames in each line is greater than or equal to 3.

5.5.1.1 A.3.1.1.1
C NC N/A U INTERFERING WALLS: All concrete and masonry infill walls placed in moment frames are isolated from structural elements.

5.5.2.1.1 A.3.1.2.1
Connections
C NC N/A U TRANSFER TO STEEL FRAMES: Diaphragms are connected for transfer of seismic forces to the steel frames, and the connections are able to develop the lesser of the strength of the frames or the diaphragms.

5.7.2 A.5.2.2
C NC N/A U STEEL COLUMNS: The columns in seismic-force-resisting frames are anchored to the building foundation, and the anchorage is able to develop the least of the following: the tensile capacity of the column, the tensile capacity of the lowestlevel column splice (if any), or the uplift capacity of the foundation.

5.7.3.1 A.5.3.1
Moderate Seismicity (Complete the Following Items in Addition to the Items for Very Low and Low Seismicity) Seismic-Force-Resisting System
C NC N/A U MOMENT-RESISTING CONNECTIONS: All moment connections are able to develop the expected strength of the adjoining members based on the specified minimum yield stress of the steel.

5.5.2.2.1 A.3.1.3.4
C NC N/A U PANEL ZONES: All panel zones have the shear capacity to resist the shear demand required to develop 0.8 times the sum of the flexural strengths of the girders framing in at the face of the column.

5.5.2.2.2 A.3.1.3.5
continues
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Tier 1 Checklist for North-South Direction
Table 17-10. Collapse Prevention Structural Checklist for Building Types S2 and S2a Status Evaluation Statement
Tier 2
Reference
Commentary
Reference
Low Seismicity
Seismic-Force-Resisting System
C NC N/A U REDUNDANCY: The number of lines of braced frames in each principal direction is greater than or equal to 2.

5.5.1.1 A.3.3.1.1
C NC N/A U COLUMN AXIAL STRESS CHECK: The axial stress caused by gravity loads in columns subjected to overturning forces is less than 0.10Fy. Alternatively, the axial stress caused by overturning forces alone, calculated using the Quick Check procedure of Section 4.4.3.6, is less than 0.30Fy.

5.5.2.1.3 A.3.1.3.2
C NC N/A U BRACE AXIAL STRESS CHECK: The axial stress in the diagonals, calculated using the Quick Check procedure of Section 4.4.3.4, is less than 0.50Fy.

5.5.4.1 A.3.3.1.2
Connections
C NC N/A U TRANSFER TO STEEL FRAMES: Diaphragms are connected for transfer of seismic forces to the steel frames.

5.7.2 A.5.2.2
C NC N/A U STEEL COLUMNS: The columns in seismic-force-resisting frames are anchored to the building foundation.

5.7.3.1 A.5.3.1
Moderate Seismicity (Complete the Following Items in Addition to the Items for Low Seismicity) Seismic-Force-Resisting System
C NC N/A U REDUNDANCY: The number of braced bays in each line is greater than 2. 5.5.1.1 A.3.3.1.1 C NC N/A U CONNECTION STRENGTH: All the brace connections develop the buckling capacity of the diagonals.

5.5.4.4 A.3.3.1.5
C NC N/A U COMPACT MEMBERS: All brace elements meet compact section requirements in accordance with AISC 360, Table B4.1.

5.5.4 A.3.3.1.7
C NC N/A U K-BRACING: The bracing system does not include K-braced bays. 5.5.4.6 A.3.3.2.1 High Seismicity (Complete the Following Items in Addition to the Items for Low and Moderate Seismicity) Seismic-Force-Resisting System
C NC N/A U COLUMN SPLICES: All column splice details located in braced frames develop 50% of the tensile strength of the column.

5.5.4.2 A.3.3.1.3
C NC N/A U SLENDERNESS OF DIAGONALS: All diagonal elements required to carry compression have Kl/r ratios less than 200.

5.5.4.3 A.3.3.1.4
C NC N/A U CONNECTION STRENGTH: All the brace connections develop the yield capacity of the diagonals.

5.5.4.4 A.3.3.1.5
C NC N/A U COMPACT MEMBERS: All brace elements meet section requirements in accordance with AISC 341, Table D1.1, for moderately ductile members.

5.5.4 A.3.3.1.7
C NC N/A U CHEVRON BRACING: Beams in chevron, or V-braced, bays are capable of resisting the vertical load resulting from the simultaneous yielding and buckling of the brace pairs.

5.5.4.6 A.3.3.2.3
C NC N/A U CONCENTRICALLY BRACED FRAME JOINTS: All the diagonal braces frame into the beam–column joints concentrically.

5.5.4.8 A.3.3.2.4
Diaphragms (Stiff or Flexible)
C NC N/A U OPENINGS AT FRAMES: Diaphragm openings immediately adjacent to the braced frames extend less than 25% of the frame length.

5.6.1.3 A.4.1.5
Flexible Diaphragms
C NC N/A U CROSS TIES: There are continuous cross ties between diaphragm chords. 5.6.1.2 A.4.1.2 C NC N/A U STRAIGHT SHEATHING: All straight-sheathed diaphragms have aspect ratios less than 2-to-1 in the direction being considered.

5.6.2 A.4.2.1
C NC N/A U SPANS: All wood diaphragms with spans greater than 24 ft (7.3 m) consist of wood structural panels or diagonal sheathing.

5.6.2 A.4.2.2
C NC N/A U DIAGONALLY SHEATHED AND UNBLOCKED DIAPHRAGMS: All diagonally sheathed or unblocked wood structural panel diaphragms have horizontal spans less than 40 ft (12.2 m) and aspect ratios less than or equal to 4-to-1.

5.6.2 A.4.2.3
C NC N/A U OTHER DIAPHRAGMS: Diaphragms do not consist of a system other than wood, metal deck, concrete, or horizontal bracing.

5.6.5 A.4.7.1
Note: C = Compliant, NC = Noncompliant, N/A = Not Applicable, and U = Unknown.

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All but S8 brace
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Tier 1 Checklist for East-West Direction