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Report To: General Government Committee
Date of Meeting: September 8, 2025 Report Number: PUB-014-25
Authored By: Jennifer Stycuk, Manager, Facility Services
Julie Mitchell, Director, Community Services – Public Services
Submitted By: Lee-Ann Reck, Deputy CAO, Public Services
Reviewed By: Mary-Anne Dempster, CAO
By-law Number: Resolution Number:
File Number:
Report Subject: Camp 30 Cafeteria Building - Structural Update
Recommendations:
1.That Report PUB-014-25, and any related delegations or communication items, be
received;
2.That Council direct staff to immediately install expanded collapse area fencing and
put in place additional security measures to mitigate risk;
3.That the remaining funds held in the General Capital Reserve for Camp 30 repairs
and maintenance, approximately $200,000 be made available for proposed risk
mitigations; and
4.That all interested parties listed in Report PUB-014-25, be advised of Council’s
decision.
Municipality of Clarington Page 2
Report PUB-014-25
Report Overview
Following a recent partial roof collapse of the Cafeteria Building, a new structural condition
review was initiated. The report identifies continued deterioration, significant safety
concerns, and recommends that the entire footprint of the building, as well as an expanded
exterior area, not be occupied.
The report recommends that the roof structure and supporting walls of the clerestory, along
with exterior brick masonry walls be deconstructed, utilizing a salvaging program for any
materials that are found to be in good condition for re -use.
The Structural Condition Report has been shared with the Chief Building Official for review.
Despite best efforts, the building and property continue to be vandalized and damaged by
individuals.
1. Background
1.1 In December 2021, the Municipality completed a land acquisition with Lamb Road
School Property Ltd., for an approximately 2 -acre property, including the Cafeteria
Building, on the site of the former Camp 30.
1.2 A report was presented in Council in April of 2022 (CSD-008-22) requesting funds to put
in place interim measures to secure the Cafeteria Building, mitigate risk and further
deterioration of damage to the structure. As a result, perimeter fencing was installed,
and a preliminary structural assessment was undertaken.
1.3 The Structural Condition Review was completed in July of 2022 by Barry Bryan and
Associates, identifying the poor condition of the building. The report concluded that the
building is in poor condition and must not be occupied without remedial repair and
stabilization. The recommendations at that time included that the roof structure and
supporting walls of the clerestory, along with exterior brick masonry walls be
deconstructed, utilizing a salvaging program for any materials that are found to be in
good condition for re-use.
1.4 In May 2025, a portion of the Cafeteria Building roof collapsed. The CBN dated June 24,
2025, informed Council of the occurrence and an updated structural condition review
took place in June 2025. The new Structural Condition Review report from Barry Bryan
and Associates is included in this report as Attachment #1. The conclusion of the report
finds the building in very poor condition with areas of active collapse and recommends
an expanded collapse perimeter be installed for safety reasons.
1.5 In June 2025, report PDS-039-25 included a Heritage Impact Assessment for
Alternatives to Full Restoration and Accompanying High-Level Costing of Options. This
Municipality of Clarington Page 3
Report PUB-014-25
report was referred to the October 20, 2025, Planning and Development Committee
meeting.
2. Municipal Review
2.1 The Chief Building Official has received a copy of the independent structural condition
report and is reviewing. The report will be referenced in any official orders.
3. Considerations / Recommendations
Risk Mitigation
3.1 Expand fencing to include an additional 2 (two) meters of ar ea around the Cafeteria
Building. The structural condition report has deemed the entire interior, as well as a
collapse zone on the exterior unsafe. The additional 2 (two) meters on the exterior will
establish an appropriate safe zone. This will include a portion of the area currently being
utilized as a community garden. This will need to be in-place until restoration or
deconstruction.
3.2 Initiate on-site security with current vendor. Despite current fencing, signage and police
presence, individuals continue to access the building. Occurrences have been noted to
happen both during the day and overnight. Municipal employees have found discarded
tools used to cut, break or saw through reinforced barriers on a frequent basis. It is
recommended that this measure be in-place until restoration or deconstruction.
4. Financial Considerations
4.1 Council has previously approved funds for the security and stabilization of the building,
up to $400,000. There is approximately $200,000 of these funds remaining. The
request for funding from is based on estimated costs that include the following
components:
Monthly Expenses Estimated Cost
Security Services – 24 hours per day with vehicle $20,124
Perimeter Fencing – Additional fence 2m from existing $665
Total per month $20,789
One-time Expenses Estimated Cost
Delivery and installation of fence $1,700
Municipality of Clarington Page 4
Report PUB-014-25
4.2 The remaining funds would provide approximately nine months of ongoing security to
the building.
5. Strategic Plan
5.1 G.3.1: Determine the future of the historic Camp 30 cafeteria building
Work in consultation with the Jury Lands Foundation to develop a plan for the cafeteria
building.
6. Climate Change
Not Applicable.
7. Concurrence
This report has been reviewed by Trevor Pinn, Deputy CAO/Treasurer, Finance and
Technology who concurs with the recommendations.
8. Conclusion
It is respectfully recommended that Council approve the risk mitigation solutions
outlined in this report and authorize that the funds be drawn from the General Capital
Reserve Fund.
Staff Contact: Jennifer Stycuk, Acting Manager of Facilities, 905-623-3379 ext. 2925, or
jstycuk@clarington.net .
Attachments:
Attachment 1 – Camp 30 Structural Condition Report_2025.pdf
Interested Parties:
The following interested parties will be notified of Council's decision:
Jury Lands Foundation
Clarington Heritage Advisory Committee
___________________________________
Transmittal
To: Municipality of Clarington Project No.: 25120
Address: 40 Temperance Street Date: August 25, 2025
Bowmanville, ON L1C 3A6 Your No.:
Attention: Ms. Jennifer Stycuk
Project Name: Camp 30 Cafeteria Building 2020 Lambs Road, Municipality of Clarington
For your: Approval Via: Mail
Distribution Courier
Information and use By hand
Review and comment To be picked up
Action taken: Reviewed Fax
Reviewed as modified E-mail
Revise and resubmit
Not reviewed
Qty.: Drawing Issue Revision Description:
No.: No.: No.:
1 Copy - - Structural Condition Review Report
cc: Matthew Ficara, Barry Bryan Associates
Doug McLaughlin, Barry Bryan Associates
Sarah Jaagumagi, Barry Bryan Associates
Shivanie Motielal
Form M-1 Rev. 1 12-07-02
25120 Trans.wpd
Structural Condition Review
Camp 30 Cafeteria Building
2020 Lambs Road, Municipality of Clarington
The Corporation of the Municipality of Clarington
BBA PROJECT NO. 25120
August 25, 2025
Structural Condition Review Report For
CAMP 30 CAFETERIA BUILDING
BBA PROJECT 25120
TABLE OF CONTENTS
PART 1 – INTRODUCTION ................................................................................................................................ 1
1.1 AUTHORIZATION .............................................................................................................................. 1
1.2 OBJECTIVES ..................................................................................................................................... 1
1.3 REVIEW METHODOLOGY ................................................................................................................ 1
1.4 STATEMENT OF LIMITATION .......................................................................................................... 1
PART 2 – BUILDING BACKGROUND AND DESCRIPTION .............................................................................. 2
2.1 BACKGROUND ......................................................................................................................................... 2
2.2 BUILDING DESCRIPTION ........................................................................................................................ 2
PART 3 – OBSERVATIONS ................................................................................................................................ 4
1.1 ROOF STRUCTURE .......................................................................................................................... 4
1.2 CLERESTORY WALLS ...................................................................................................................... 4
1.3 GROUND LEVEL STRUCTURE ........................................................................................................ 5
1.4 BASEMENT & FOUNDATION WALLS .............................................................................................. 5
1.5 EXTERIOR BRICK MASONRY WALLS & CHIMNEY ....................................................................... 5
PART 4 – RECOMMENDATIONS....................................................................................................................... 6
PART 5 – CONCLUSIONS .................................................................................................................................. 8
PHOTGRAPHS.................................................................................................................................................. 10
Structural Condition Review Report For
CAMP 30 CAFETERIA BUILDING
BBA PROJECT 25120
PART 1 – INTRODUCTION
1.1 AUTHORIZATION
This structural condition assessment has been undertaken by Barry Bryan Associates, Architects, Engineers,
and Project Managers (BBA), for the existing Cafeteria Building at the Camp 30 site in Bowmanville on behalf
of the Municipality of Clarington. Authorization to undertake this study was received from Jennifer Stycuk, Acting
Manager of Facilities, from the Municipality of Clarington.
1.2 OBJECTIVES
The objective of the structural assessment for this project was to complete a follow-up site visit, from BBA’s
previous review completed in 2022, to assess the structural condition of the Camp 30 Cafeteria Building, located
at 2020 Lambs Rd in Bowmanville, ON., following the partial roof collapse of the structure. This report includes
the assessment of the structure and provides next-step recommendations based on the reviewed conditions.
1.3 REVIEW METHODOLOGY
BBA completed a non-intrusive, non-destructive, visual inspection of the building structure on June 30, 2025. In
addition to the review of the collapsed roof sections, the structural and non-structural elements were investigated
for evidence of varying levels of deterioration, distress, and/or corrosion, and any areas of concern were
documented.
In brief, the structural assessment included review of the following:
Corrosion of structural steel framing.
Deterioration of structural components, including, but not limited to, concrete, timber studs and joists,
bearing walls, slabs, and roofing elements.
Deterioration/cracking of external brick wall systems.
Excessively deflected structural elements.
Reference drawings of the existing structure were not available at the time of review.
1.4 STATEMENT OF LIMITATION
All comments and observations in this report are based on visual observations made during the inspection on
June 30, 2025.
No intrusive or destructive testing or opening of the building system was completed during the inspection.
Further, a detailed structural review of the steel connections was not completed.
There are no comments on the components that were not exposed to view.
Any design and/or construction deficiencies not recorded were not evident at the time of the inspection.
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PART 2 – BUILDING BACKGROUND AND DESCRIPTION
2.1 BACKGROUND
The Dining Hall Building is located at the Camp 30 site, which is located at 2020 Lambs Road in Bowmanville.
The 42.5 ha (105 acre) site was formerly owned by Darch Farm and was donated to the Ontario government in
the early 1920s to establish The Boys Training School, later renamed the Ontario Training School for Boys. It
is understood that the building originally operated as a cafeteria for the training school, which completed
construction in 1925.
The school operated for a few years; however, the property was appropriated by the Government of Canada to
convert the school into a prisoner of war camp, Camp 30, by 1941. In 1942, there was an uprising at Camp 30,
known today as the “Battle of Bowmanville”. During this uprising, German officers barricaded themselves within
the cafeteria; the uprising had only lasted three days. Occupation of Camp 30 had ended in 1945, with the end
of WWII. The site resumed operation as a training school, which continued operation until 1979, when the then
named Pine Ridge School, closed. At the time of closing, neither the municipality nor the province wanted to
retain the site due to the high costs of ownership.
In the years to follow, 1983 to 2008, the property was primarily used as different schools by different owners. In
2007, Lambs Road School Property Ltd. purchased the property. However, shortly after, in 2009, the buildings
were added to the Municipal Report due to the historic significance of this site. Around this time, a condition
survey and structural assessment were completed, which concluded that the buildings were still in surprisingly
good condition, despite significant vandalism, fires, and exposure to external elements.
It is understood that the Municipality of Clarington had recently gained ownership of the cafeteria building. The
building is one of the remaining four structures on the overall Camp 30 Site Plan.
Due to the lack of maintenance and upkeep since closure in 2008, as well as the rampant vandalism that the
site has experienced since the original site assessment in 2009, the building is showing evidence of severe
deterioration and defacing of the exterior building elements.
In 2025, a portion of the South-East roof collapsed.
2.2 BUILDING DESCRIPTION
The building is single-storey in height with a partial atrium, a basement area, and approximately 10,000 square
feet in building area. The building structure appeared to consist of flat roofs at varying elevations to suit the
atrium and changes in the ceiling heights throughout the building. The roof construction appeared to consist of
a wood plank decking supported on wood rafters spaced at approximately 24” on centre, where exposed. The
wood roof rafters appeared to be supported by a combination of the exterior load-bearing brick masonry walls
and interior structural wood and/or steel beams that are supported by concrete wrapped structural steel
columns.
The interior of the building consisted of interior stud partition walls and perimeter double wythe brick masonry
walls. Most of the wood framing on the interior of the building was partially concealed with the original lath and
plaster ceiling and wall finish.
The exterior walls consisted of double wythe brick masonry walls. The interior of the walls were finished with
lath and plaster. The perimeter walls included multiple window openings, which had the original wood window
frames in place, and the majority were covered with plywood hoarding since the glazing had been broken or
removed. The perimeter walls appeared to be supported on a multi-wythe brick masonry foundation wall system
that was observed from the interior of the building in the basement.
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The exterior perimeter walls at the clerestory areas consist of what appeared to be wood stud framing and wood
siding with an interior lath and plaster ceiling. Windows at these clerestory locations were framed between the
wood studs and mostly boarded with plywood since the glazing had been broken.
The ground floor consists of what appeared to be a reinforced concrete floor slab. The concrete slab systems
span between a combination of reinforced concrete drop beams and concrete-encased steel beams that span
20’-0” between load-bearing brick masonry piers and are spaced at approximately 11’-0” on centre.
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PART 3 – OBSERVATIONS
BBA attended the Camp 30 Cafeteria Building on June 30, 2025, to visually review the area of the collapsed
roof and the general condition of the structural building components. A summary of findings is itemized as
follows:
1.1 ROOF STRUCTURE
There were three (3) elevations of roof: upper clerestory, mid clerestory, and low roof. Each of the roof areas
were generally lightly sloped to promote positive drainage away from the building or to a previous collection
system. The roofs generally consisted of wood plank decking supported by timber rafters that span between the
external wall and internal wood and/or steel transfer beams. It was observed at the lower roof level that several
of the wood rafters had been doubled up, though it could not be confirmed if this was an existing condition or
reinforcing.
The roof framing at all levels was generally severely deteriorated at the time of the site visit.
Previous observations (2022):
The roofing appears from drone footage to be fully comprised in most locations. There was excess water
staining observed throughout the building.
The wood decking was completely rotted in many locations as a result of prolonged exposure to the exterior
elements.
The wood roof decking and rafters showed excessive deterioration and/or deflected (sagging) showing
evidence of localized failures likely resulting from prolonged exposure to moisture.
The structural steel transfer beams, where exposed, were in poor condition and had evidence of severe
surface corrosion resulting from exposure to the exterior elements.
The roof beams were supported by concrete encased structural steel columns. The concrete encasing had
locally been removed, however, in general the structural steel columns appeared in fair to good condition.
We did not observe any excessive deterioration or evidence of structural distress at the time of the site visit.
The following observations were made at the time of visit (2025):
At the North-West corner of the structure, where excessive deterioration and localized failure of the roof
deck was previously observed, a larger portion of the roof deck and ceiling has collapsed (Photo 001).
Along the South side of the structure, the ceiling along the low roof was actively failing (Photo 002).
At the South-East corner of the structure, complete collapse of the roof system was observed (Photo 003,
004).
At the North-East and South-West corners, deterioration and localized failure of the roof deck was observed,
as well as active collapse of the ceiling below (Photo 005).
The roof structure was in very poor condition at the time of the site visit, with localized failure and roof collapse
observed throughout the building. The structure, in its current condition, is at end of life and additional collapse
under general loading is possible without immediate stabilization or replacement.
1.2 CLERESTORY WALLS
The upper-level framing between the elevation changes in the clerestory consisted of wood panel exterior
façade supported by 2x4 timber stud infill. The stud walls were partially finished with lath and plaster that had
failed throughout the interior of the space.
The visible clerestory framing and cladding showed severe deterioration at the time of the site visit.
Previous observations (2022):
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The exterior cladding had fully failed in many locations, leaving the interior of the building exposed to the
exterior elements.
Excessive moisture exposure was observed from the interior of the clerestory walls. Likely a result of water
penetration through the open windows, exterior wall cladding, and deteriorated roof.
The transfer beams supporting the clerestory walls were corroded (rusted) as a result of prolonged exposure
to moisture.
The wood window framing and glazing in the clerestory walls appeared deteriorated and had been boarded
with plywood.
We could not confirm the connection of the top and bottom of the wall; however, it is likely made with nail
fasteners, which have deteriorated with exposure to prolonged moisture.
The following observations were made at the time of visit (2025):
Continued deterioration of the clerestory walls was observed throughout (Photo 007).
Additional damage and deterioration were observed around areas of vandalism and break-in (Photos 008
and 009).
The elevated clerestory walls were in poor condition at the time of the site visit. We believe that partial collapse
of the wall system is possible with further exposure to the exterior elements and severe weather conditions. Full
reinforcing and/or replacement of the clerestory wall system is required to structurally stabilize the building
structure and continue operation.
1.3 GROUND LEVEL STRUCTURE
The ground floor slab and ground level walls were not reviewed from the interior of the structure at this time due
the low roof deterioration.
1.4 BASEMENT & FOUNDATION WALLS
Safe access to the basement was not possible and thus was not reviewed at this time.
1.5 EXTERIOR BRICK MASONRY WALLS & CHIMNEY
The exterior walls of the ground floor consisted of double wythe brick masonry walls finished with an interior
lath and plaster finish. The walls appeared constructed with a conventional running bond pattern; we did not
observe any stretcher coursings or tie joists between the two (2) wythes of wall during our site visit. The wall
was in poor condition at the time of our site visit, with various areas where localized collapse had occurred, fully
deteriorated mortar joints, and failing brick masonry units. The chimney was also included in the review of the
exterior masonry walls.
The primary focus for the exterior walls was to review the structural integrity of the bearing wall where the
localized roof collapse had occurred. Our observations are as follows:
At the South-East concern where the roof collapse had occurred, the load-bearing exterior wall has cracked
and deflected (Photos 010 and 011).
From ground level, the chimney structure appeared to be heavily deteriorated and bulging at its upper-most
section (Photo 012).
The exterior walls were in very poor condition at the time of review. We believe that partial collapse of the South-
East corner and chimney structure is possible with further exposure to the exterior elements and severe weather
conditions. Full reinforcing and/or replacement of these areas is required to structurally stabilize the building
structure and continue operation.
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BBA PROJECT 25120
PART 4 – RECOMMENDATIONS
The structural components of the building, specifically those related to the roof collapse, were reviewed for
evidence of further damage and deterioration. The comments and observations presented in this report are
based on visual observations made during the site investigations completed on June 30, 2025.
The structure as is, at the time of visit, was in very poor condition, with localized failures and severe-to-advanced
deterioration occurring on various structural elements of the building. It is the opinion of BBA that further collapse
of the building structure is probable with further prolonged exposure to the exterior elements and high loading
conditions (i.e. wind storms, and heavy snow loading).
We have summarized below our recommendations for each of the structural components as follows:
ROOF STRUCTURE:
The roof structure was severely deteriorated at all levels of the building, with localized collapses throughout. It
is the opinion of BBA that the roof structure is at the end of life; it is recommended that the following remedial
repair and replacement work be completed:
A collapse perimeter should be set up around all areas of heavy deterioration. No persons should enter
these areas other than those permitted for remedial works. Should use of the building continue, complete
engineered shoring for the roof structure and support structure should be installed.
o Replacement of the deteriorated wood plank decking. Salvage decking in good condition where
possible.
o Replacement of the deteriorated wood rafters. Salvage wood rafters where possible.
Conduct a closeup visual review of the interior structural steel transfer beams. Complete reinforcing as
necessary. It is believed that reinforcing will be required on at least 75% of the structural components.
Installation of a new roof with historic flashings, fascia, and soffits to match the original building condition.
It is BBA’s recommendation that the access be fully removed, and collapse perimeters be installed around the
areas of heavy deterioration and collapse. Should the municipality continue use of the structure, extensive
temporary shoring and a complex demolition program will be required to complete the roof replacement and
restoration work.
GROUND-LEVEL & CLERESTORY WALLS:
The ground-level and clerestory walls were severely deteriorated. The wood panel exterior appeared rotted
and/or damaged due to prolonged exposure to the external elements and the presence of moisture. Extreme
deterioration and localized failure of the stud walls and double-wythe brick masonry walls were observed
throughout. It is the opinion of BBA that the clerestory and ground-level walls are at the end of life and require
the following repair and replacement work:
All load-bearing walls shall be included in the roof structure collapse zone.
A complete engineered shoring plan for the load-bearing walls shall be installed if access to the structure
remains, or if remedial works are to commence.
o Replacement of the deteriorated wood panelling. Salvage panels where possible. Re-introduction
of moisture resisting membrane is recommended.
o Replacement of the deteriorated wood studs. Salvage studs where possible.
o Replacement of the deteriorated window frames and installation of new glazing.
o Re-pointing and replacement of damaged and deteriorated masonry and masonry joints.
o Re-finish internal walls with lath and paster, or similar, to match the original building finish.
Extensive temporary shoring of the load-bearing walls and a complex demolition program will be required to
complete the multi-level wall replacement and restoration work for the structure to remain accessible.
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CAMP 30 CAFETERIA BUILDING
BBA PROJECT 25120
EXTERIOR BRICK MASONRY WALLS:
The double wythe exterior brick masonry was severely damaged and deteriorated, with localized failure and
collapse observed. Generally, we observed significant cracking, separation of the wall wythes, and
displacement of the mortar. It is the opinion of BBA that the exterior clay brick masonry walls and chimney are
at the end of life in the current condition; it is recommended that due to the extensive amount of failures and
unstable conditions of the existing brick masonry walls and chimney, a collapse perimeter should be set up
around all areas of heavy deterioration. No persons should enter these areas other than those permitted for
remedial works. The collapse area is to include a perimeter for the chimney. Due to the possible scale of
collapse, it is recommended that the entire structural footprint be designated as a collapse perimeter.
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BBA PROJECT 25120
PART 5 – CONCLUSIONS
A structural condition review was completed on June 30, 2025, by Barry Bryan Associates, Architects,
Engineers, and Project Managers, for the existing Cafeteria Building at the Camp 30 site in Bowmanville on
behalf of the Municipality of Clarington. The purpose of this visit was to visually assess the structural condition
of the building and provide a summary of the condition with recommendations for possible next steps.
The structural review, which was conducted from areas of the building that were safely accessible, included the
following components: roof structure, clerestory and ground-level walls, and exterior brick masonry walls. All
areas of the building at the time of the visit were not safely accessible for close-up visual inspection, resulting
from excessive debris in the path of travel, unsafe suspended equipment/piping, and blocked paths of travel or
possible structurally unstable conditions overhead.
The structure of the existing Cafeteria building is in very poor condition, with areas of active structural collapse
occurring. All structural components above the finished ground floor elevation have severely deteriorated from
exposure to the exterior elements. The building must NOT be occupied and requires appropriate collapse
perimeters to be established.
The historic sensitivities of this building are understood, and preservation is the priority. However, stabilization
and/or restoration of these severely deteriorated and failed components will be nearly impossible since most of
the existing timber framing is rotted and has evidence of severe deterioration. Additionally, the multi-wythe brick
masonry walls have fully separated, locally failed, and severely shifted. We are recommending that the wood
roof structure and supporting walls at the clerestory, along with exterior brick masonry walls, be deconstructed,
utilizing a salvaging program for any materials that are found to be in fair to good condition for re-use. The
salvaged materials can be utilized into a possible reconstruction of the existing building from the ground floor
up.
The existing ground floor structure, foundations, and basement slab require a comprehensive cleaning and
structural restoration and stabilization of the remaining elements. It is our opinion that the ground floor slab,
basement slab, and supporting foundations can be restored for re-use in the redevelopment or stabilization of
the building, should collapse be avoided. However, we recommend that immediate action be taken to prevent
further, more advanced, structural deterioration and additional collapse of the building structure.
BUDGET
The budget for this type of project is extremely difficult to provide, including rough Orders of Magnitude costs
due to the unprecedented nature of this type of project. Several considerations must be reviewed when providing
a budget estimate:
1. Abatement work required prior to, or during any work.
2. Temporary stabilization program to safely access the building (i.e. temporary shoring program).
3. Salvage program with a deconstruction plan is far more complex in comparison to standard demolition
since the existing building components must be protected for possible re-use.
4. Salvaged materials need to be inventoried, tagged, and stored.
5. There is additional intrusive review and testing required to confirm the adequacy of existing elements
to remain (i.e., ground floor slab, basement foundations, basement slab, and building structural steel
columns and steel beams.
We believe the costs to reconstruct a replica building without any salvage considerations will be far more
economical in comparison to a partially salvaged and restored option. However, we understand the historic
requirements for preservation of buildings that are designated as historically significant. We have outlined key
itemized areas of pricing for the project; however, we do not have a precedent to provide budgets against for
the work:
1. Temporary shoring / stabilization $ 450,000.00
2. Abatement (Unknown)
3. Deconstruct / salvage structure (ground floor up) $1,500,000.00
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BBA PROJECT 25120
4. Protection of existing columns and structural steel beams $ 250,000.00
5. Provide temporary heating $ 400,000.00
6. Provide positive drainage (basement sump) $ 150,000.00
7. Re-instate power $ 400,000.00
8. Restore basement foundation $ 750,000.00
9. Basement waterproofing $ 300,000.00
10. Restore basement slab $ 150,000.00
11. Restore ground floor slab (assuming existing slab properties are suitable) $ 450,000.00
12. Reinforce steel beams/columns salvaged in place. $ 350,000.00
13. Reinstate mechanical electrical systems (Unknown)
14. Reconstruct replica from ground floor up $4,750,000.00
We trust the above information meets your requirements. Should you have any further questions, please do
not hesitate to contact our office.
Yours very truly,
BARRY BRYAN ASSOCIATES
Architects, Engineers, Project Managers
Matthew Ficara, P. Eng., M.A.Sc. Doug McLaughlin, P. Eng.
August 25, 2025
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PHOTGRAPHS
Barry Bryan Associates 10 | P age
August 25, 2025
Camp 30 Cafeteria Building 2020 Lambs Road, Municipality of Clarington Project No. 25120
Structural Review Report
Photo 1 Photo 2
Photo 3 Photo 4
25120R250825 Structural Report - Photos.wpd
Camp 30 Cafeteria Building 2020 Lambs Road, Municipality of Clarington Project No. 25120
Structural Review Report
Photo 5 Photo 6
Photo 7 Photo 8
25120R250825 Structural Report - Photos.wpd
Camp 30 Cafeteria Building 2020 Lambs Road, Municipality of Clarington Project No. 25120
Structural Review Report
Photo 9 Photo 10
Photo 11 Photo 12
25120R250825 Structural Report - Photos.wpd