HomeMy WebLinkAboutCS-33-88TOWN OF NEWCASTLE
MEETING: COUNCIL MEETING
DATE: December 19, 1988
REPORT #: CS -33 -88 FILE #:
SUBJECT:
VISUAL ARTS CENTRE - DELEGATION
RECOMMENDATIONS:
File #
Res. #
By -Law #
It is respectfully recommended that Council approve the
following: -
1. That Report No. CS -33 -88 be received; and
2. That staff be authorized to engage the firm of
Totten Sims Hubicki Associates Limited for the
purpose of conducting a structural report of the
Visual Arts Centre in accordance with Attachment
#2 to Report CS- 33 -88; and
3. That the required funds be drawn from the
Unclassified Administration Contingency Account
Number 7007 - 00000 -0298; and
4. That staff be instructed to address capital
requirements of the Visual Arts Centre through the
1989 Budget Deliberations; and
5. That the Visual Arts Centre be advised of Council's
decision.
../2
GENERAL PURPOSE & ADMINISTRATION COMMITTEE
REPORT NO. CS -33 -88 PAGE 2.
BACKGROUND & COMMENTS:
On Wednesday, September 21, 1988 staff met with Mrs. Pat Best
representing the Visual Arts Centre regarding a concern with the
deterioration of the north wall of the Visual Arts Building.
It is suggested by staff that the issue raised regarding the
brick work was just one of a number of concerns that should be
addressed. A subsequent meeting was held with the Building
Inspector where a number of structural concerns were raised. At
this point, it was suggested that a structural analysis of the
building be performed by a qualified engineering firm.
A structural report (Attachment #1) of the Visual Arts Centre was
conducted in June of 1982 by Totten Sims Hubicki Associates
Limited. A number of deficiencies were identified at that time,
however no action was taken. Because of the time which has
elapsed, staff is recommending that a more current report be
conducted as outlined in recommendation #2 contained in this
report. A proposal (Attachment #2) from Totten Sims Hubicki
Associates Limited was requested by staff to conduct an update
study.
If approved, the report will inevitably recommend capital works
to be completed on the building. Totten Sims Hubicki Associates
Limited has indicated that the completed report will be
available in February of 1989. With this in mind, staff will
address estimated capital requirements through the 1989 budget
deliberations.
With respect to concerns raised with the sewer connection for the
Visual Arts Centre. Through its 1986 Budget request, the Visual
Arts Centre requested a $6,000 Capital Grant for the purpose of
hooking -up to the Town's sewer system. Subsequent to receiving
funding, Community Services staff was requested by the Visual Arts
../3
GENERAL PURPOSE & ADMINISTRATION COMMITTEE
REPORT NO. CS -33 -88
PAGE 3.
Centre to initiate the required works. It was then determined
that there was not sufficient finances to complete the work as
estimates were in the neighborhood of $13,000.00 leaving a
shortfall of approximately $7,000.00 (Attachment #3). In the
interim, staff had the existing septic system checked and found a
vent was not functioning and was contributing to the odour
backing up into the building. This situation was rectified,
however staff did suggest to Mr. Hately of the Visual Arts Centre
that subsequent funding be applied for to complete the sewer
connection. Estimated costs of the works were provided by staff
to Mr. Hately.
At this point, additional funding has not been requested by the
Visual Arts Centre. With approval of this report, staff will
address the additional funds required through 1989 Budget
deliberations with works to commence as soon as possible in 1989
subject to Council approval.
The context of this report has been discussed with the Deputy
Treasurer who concurs with the recommendations.
ATTACHMENT #1
STRUCTURAL REPORT
VISUAL ARTS CENTRE
BARLEY MILL
TOWN OF NEWCASTLE
JUNE, 1982
TOTTEN SIMS HUBICKI ASSOCIATES (1981) LIMITED
CONSULTANTS
3
D11111i
CONSULTANTS
totten sims hubicki associates
corporation of the Town of Newcastle
40 Temperance Street
Bowmanville, Ontario
L1C 3A6
G , 1011EN E3 SI'. P Enq
R k. SIMS BAS,, Ping
J M tiUWCKI B A Sc P Enq
k i WIN )OW4 MS( 1'(-:
P i, LBENLEE B A Sc P Erq
TOT TEN SIMS HUBICKI ASSOCIATES 119811 LIMITED
1500 HOPKINS STREET. WHITBY, ONTARIO
LIN 2C3 14161 6689363
June 30th, 1982.
Attention: Mr. T. A. Fanning
Director, Department of Community Services
Re: Structural Inspection, Barley Mill
Visual Arts Centre, Town of Newcastle
Dear Sir:
Attached please find five (5) copies of our 'Structural Report, Barley Mill
Visual Arts Centre', which outlines the results of our inspection, testing and
structural evaluation of the major structural components of the Barley Mill.
The building's structural system is in fair to good condition and generally
adequate in relation to the Ontario Building Code's loading requirements.
Recommendations for repair and reinforcement work required to bring specific
areas up to current requirements of the Building Code are detailed in the
Report.
In the event that you have any questions with regard to the above and /or the
inspection results reported in the enclosed Report, please do not hesitate to
contact our office.
Yours very truly,
E•' ig.
M;u1ager, Buildin, Group
D1,B!(1h
STRUCTIJrb L REPORT
VISUAL ARTS CENTRE
BARLEY MILL
TOWN OF NEWCASTLE
TABLE OF CONTENTS
Page
1. Introduction 1
2� Observations 2
3. Structural Evaluation 4
!4. Conclusions 5
5. Recommendations
Appendices
0
STRUCTURAL REPORT
VISUAL ARTS CENTRS
BARLEY MILL
TOWN OF NEWCASTLE
INTRODUCTION
At the request of Mr. T. A. Fanning, Director of Recreation, we have carried
out a structural inspection and evaluation of the Old Barley Mill building in
Bowmanville, Ontario. The primary objective of our inspection was to inspect
the material of the structural components of `he building, analyse the
structural capacity of the components and evaluate their adequacy with respect
to current load requirements of the Ontario Building Code.
It is noted that consideration is being given to conversion of the third floor
area, which is presently unused, to a classroom and /or display area. The
proposed use for the third floor area was assumed in the structural analysis,
and the structural feasibility of converting the third floor to usable space
was determined.
A visual examination of the Old Barley Mill building was carried out in March,
1982 at which time the timber roof joists, columns, floor joists and masonry
walls were examined. It is noted that certain areas of the structure were not
accessible for 'close -up' examination of the structural components.
Therefore, a visual examination cannot ensure that all critical structural
deficiencies were detected.
The original structure of the Barley Mill building, constructed in 1908,
consists of timber roof joists supported by an interior timber beam and column
system and exterior load bearing brick masonry walls. The building is three
stories high with a full height basement. Floor framing for each floor level
consists of timber joists supported by interior timber beams and columns and
exterior masonry walls.
The overall outside dimensions of the building are 50'+ by 32' -4 " +. A single
storey addition with basement is located at the north side of the main mill
structure. The overall outside dimensions of the addition are 35' -411+ by
32' -2 " +. A 12' -3 "+ by 9' -7 "+ single storey shed addition is located at the
south wall of the main mill building. A schematic layout plan of the Barley
Mill building is shown in Sketch No. 1 included in Appendix I.
The main roof of the Barley Mill consists of a central high loft area
approximately 10' -8 "+ wide by 50'+ long. Roof structure for the loft roof
consists of 2" x 4" rafters at 167+ centres that are supported by the 2" x 4"
scud walls of the loft on the north and south. The walls in turn are
supported by 8" x 8" timber beams that span approximately 11' -3 "+ between 8" x
8" timber columns. Timber tie braces span between the walls at three (3)
locations. The lower portions of the main building roof consists of 2" x 6"
roof joists at various centres (16 "+ minimum and 24 "+ maximum) spanning
9' -10 "+ between the exterior north and south brick masonry walls and the
interior 8" x 8" timber beams which also support the higher loft roof. The
exterior brick masonry walls are 8 "+ thick between the third floor and roof
Level.
- 2 -
In addition to the main timber roof support beams that span east and west,
three additional rows of 8" x 8" timber tie beams span north and south between
the exterior masonry walls and interior columns. The primary function of
these beams is to provide lateral support for the masonry walls and timber
columns.
The structural framing for the third, second and first floor of the main
building is similar at each level. The floor support consists of 3" x 10"
timber joists spaced at 18 "+ centres spanning east and west approximately
12' -0 "+ between interior timber floor beams and the exterior masonry walls.
The floor joists are supported in the interior of the building by 10" x 10"
timber floor beams that span approximately 10' -8 "+ between interior columns
and the north and south exterior masonry walls. A stairwell connecting all
floor levels is located in the south -east corner of the building.
The exterior load bearing masonry walls of the building are constructed of
solid brick masonry for the full height of the structure. The thickness of
the wall varies from 18 "+ at the first floor, 12 "+ at the second floor, and
8 "+ from the third floor to roof level. The foundation walls of the building
are 2' -0 "+ thick rubblestone.
A single storey addition housing washrooms, a meeting and 'a storage area on
the ground floor, and, the furnace room and Model Train Club meeting room in
the basement is located on the north side of the main building. The roof deck
consists of a corrugated metal roof system. The roof framing consists of 1
inch tongue and groove roof sheathing supported by 2" x 6" joists at 30 "+
centres. The roof joists span east and west between the exterior brick
masonry walls, an intermediate 8" x 8" roof beam and a central masonry wall at
the peak of the roof. The 8" x 8" intermediate timber beams spanning north
and south are supported by 8" x 8" timber beams that span between the
exterior and central interior masonry wall. The maximum span of the roof
joists is approximately 8' -9 " +. The floor framing of the shed addition
consists of 2" by 10" joists at 16 inch + centres that span 17' -6 "+ between
the exterior and interior masonry walls.
A one storey shed addition to the main mill building is located on the south
wall at the basement level. The addition is presently used as a storage area
and provides access to the basement. The roof consists of a corrugated metal
deck supported by 2" x 4" roof joists at 1611+ centres that span approximately
4' -4" between the exterior walls and central roof peak. The walls consist of
metal siding on 2" x 4" studs. The floor of the addition is a concrete slab
on grade.
Sketches No. 1 to 10 dated May, 1982 illustrating the structural framing for
the various areas of the Barley Mill Visual Arts Centre are attached in
Appendix I.
OBSERVATIONS
The following is a summary of our observations noted during the March, 1982
inspection of the Barley Mill building that are considered to be of
'structural' significance:
1. The timber columns throughout the interior of the structure are checked to
varying degrees.
2. The cap plates between columns and floor beams are checked in varying
amounts throughout the structure. Most cap plates have a vertical check
in line with the connecting bolts and some cap plates have an additional
horizontal check. Most checks extend completely through the cap plate.
3. Most of the vertical bolts through the cap plate and beam were loose at
the time of our inspection.
4. The timber floor joists, beams and columns in the interior of the building
are generally in fair condition with little evidence of material decay or
rot.
5. The timber roof joists of the main mill building are in good condition
with no evidence of material deterioration or distress. It was reported
that portions of the lower roof area have blown off in the past and were
replaced at that time.
6. The 8" x 8" timber beams that span north and south are partially rotted at
the masonry wall bearing points at the roof level.
7. It is noted that the timber sill plate at the top of the masonry wall is
not anchored into the wall along the north and south sides.
8. The masonry walls below the roof area are
deteriorating in various locations. This
north 4all at the third and second floors
Other areas of spalling and deterioration
the third floor and on the exterior of th
the north shed addition.
spalled and the mortar is
is particularly severe on the
below the beam bearing seats.
noted were on the south wall, at
building on the east wall near
9. The masonry pilasters are cut back approximately 401 to the wall line at
the third floor level.
10. It is noted that the north and south masonry walls are tilted to the south
by approximately 1/2 inch + between the third floor and roof level.
11. A 1/2" to 3/8" vertical crack was noted in the south wall at the east
windows. The crack extended from the roof level to the first floor.
12. The timber tie beams spanning between the north and south masonry walls at
the roof level are deflected vertically at the centre of their span. This
condition appears to be related to settlement of the roof support columns
A and the transfer of the roof load to these beams. It was noted that these
beams do not bear on the roof columns and that small shims have been
placed in the 3/8 "+ space between the beam and column top.
13. It was noted that one of the timber tie braces between the loft walls is
missing and that one of the braces is partially burned away.
14. The mortise connections between the roof support beams and columns were
loose at the time of our inspection. The beams bear only 1/2" to 3/4" on
the bearing seats that are cut into the columns.
15. The beams supporting the third floor are vertically deflected. The
deflection appeared to be related to settlement of the interior columns.
4 -
17. It is noted that the floor beams and roof support beams are tied to the
exterior masonry walls with forged 3/4" diameter bolts and 1/4 "+ x 1"+
steel plates. The 3/4" bolt penetrates the masonry wall and is connected
by a nut and large steel washer on the exterior of wall. The plate end of
the wall tie is spiked 'into the top or side of the timber beam with three
(3) spikes. In some cases the timber beam is checked and the spikes are
loose.
18. The timber roof joists and beams of the north shed addition are in fair
IL condition with no evidence of material distress or deterioration. It is
41 noted that the sill plate is not mechanically anchored to the exterior
masonry walls.
i 19. The timber floor joists of the north shed addition are in fair condition.
iOne fractured joist was noted in the storage room.
20. The timber and steel deck materials of the shed addition at the south of
41 the main building are in fair to good condition with no evidence of
material distress or deterioration.
21. Although not structurally significant, the stair risers of the first to
second floor stairwell are not uniform and create a tripping hazard.
STRUCTURAL EVALUATION
The criteria that have been used to evaluaie the structural components of the
Barley Mill Visual Arts Centre are based on requirements outlined in the
following documents:
1. Ontario Building Code (and the National Building Code of Canada, 1980
and Supplements).
2. Timber Design Manual - Laminated Timber Institute of Canada, 1972.
3. Timber Construction Manual - Canadian Institute of Timber
Construction, 1961.
4. Field observations and measurements.
5. Handbook of Steel Construction - Canadian Institute of Steel
Construction, 1972.
The Ontario Building Code's basic loading requirements for analysis of the Old
Barley Mill's main structural components are as follows:
Ground Snow Load - 44 pounds per square foot (roof load varies
from 35 to 132 lbs. per sq. ft.).
Wind Load - 11.5 pounds per square foot basic wind pressure.
Assembly Area Floor Load - 100 pounds per square foot.
Washroom Area Floor Load - 50 pounds per square foot.
- 5 -
Tne analysis of the building's structural components was based on the
following material assumptions.
- The timber roof joists and deck of the north shed addition and main mill
building are Spruce, Species Group D, Grade No. 1.
- The timber deck of the main mill roof is Jack Pine, Species Group C,
Grade No. 3.
All steel elements conform to ASTM A9 with a minimum yield stress of 33
Ksi.
- All floor joists, timber beams and columns are Jack Pine, Species Group
C, Grade No. 1.
- The foundations are adequate to support the superimposed design loads.
The structural components have been analysed based on the loading requirements
of the Ontario Building Code and the assumptions outlined above. On the basis
of the calculated member forces and bending moments and the calculated
capacity of the members, the structural adequacy of the structural elements of
the building have been determined. The results of the structural analysis are
summarized in the accompanying Table No. 1.
C()NCT.TTq TONG
Based on observations and a structural evaluation of the structural components
of the Barley Mill Visual Arts Centre building our conclusions are as follows:
I. The timber roof decking of the Mill building and North addition is in fair
to good condition and adequate to support loading requirements of the
Ontario Building Code.
2. The timber roof joists are in fair to good condition. The joists of the
north shed addition and main building lower roofs are not structurally
adequate to support the load requirements of the Building Code with
respect to loading caused by snow drifting against adjacent higher walls.
The roof joists of the main building loft are adequate to support the
loading requirements of the Building Code.
3. The timber roof beams, floor joists, floor beams and building columns are
in fair condition and adequate to support the loading requirements of the
Ontario Building Code. Severe checking of some beam and column members is
not considered to have reduced the load carrying capacity of the sections
at this time.
4. The exterior masonry walls are in poor to fair condition. The walls are
not laterally supported in an adequate manner at beam and roof joist
connections. The observed lateral wall movement and crack in the south
exterior wall are likely related to the lack of lateral support at the
roof and floor levels.
- 6 -
The observed deterioration and spalling of the brick masonry is considered
to be a result of two factors. Spalling is typically associated with
moisture penetration into the brick wall system. Pressure can build up
below the surface of the brick as a result of ice formation or crystal
growth within the brick pores. When the pressure reaches a certain level,
the face of the brick can spall off. The process will continue as
successive layers of the brick are 'popped' off by the pressure build up.
A second problem is related to brick masonry manufacturing processes in
use during the time of construction of the Barley Mill building.
Inconsistencies in the kiln firing procedures, the location of the brick
pallet within the kiln and the location of the individual brick on a
pallet have resulted in non - uniform brick quality and performance. This
manufacturing related problem has resulted in specific areas where the
brick quality varies and where deterioration has progessed more rapidly
then other areas. At this time the structural capacity of the masonry
wall has not been reduced significantly.
5. The checking and loose bolts of the column cap plates are not considered
to be of structural significance.
6. The cut back in the masonry pilasters at the third floor level is not
considered to be of structural significance.
7. Some settlement of interior columns and lateral tilting of exterior
masonry walls has occurred. If the columns are properly shimmed, the tie
beams replaced and the walls adequately tied to floor beams and the roof
system it is considered that the movements observed at present will not
reduce significantly the load carrying capacity of these elements.
Rectification of the settlement would likely result in additional stress
and therefore monitoring of the structure is recommended.
8. The spalling and deteriorated brick masonry on the exterior of the east
wall appeared related to wind blown water from the north shed rain gutter
penetrating the wall and causing freeze -thaw spalling.
RECOMMENDATIONS
Based on the conclusions noted above and our on -site observations of
structural deficiencies, the following recommended repair and reinforcement
work must be completed to bring the Barley Mill building to current standards
of the Ontario Building Code.
1. The timber roof joists of the main building low roof and north shed must
be reinforced to support the snow drift load requirements of the Ontario
Building Code.
2. All roof sill plates should be securely anchored into the supporting
masonry walls. The anchorage should consist of 1/2" diameter threaded
rods grouted into core- drilled holes drilled into the top of the masonry
wall through the sill plate.
3. Tie rods running east and west connecting the exterior masonry walls of
the mill building should be installed at the third and second floor
levels. The existing masonry wall should be repaired along the full
- 7 -
4. All steel tie bars between the exterior masonry walls and interior timber
beams must be securely connected to the timber beams. This may require
modification of the existing tie bars.
5. The roof beams of the main mill building should be shimmed to provide full
bearing on the supporting timber columns. Monitoring of the roof beams is
recommended to detect further movement.
6. The missing and deteriorated tie beams at the loft should be replaced.
7. All severely spalled brick on the interior of the north wall of the third
floor level and other localized areas should be replaced and the mortar
joints raked out and pointed. An acrylic based sealant containing methyl
methacrylate should be applied to the exterior of all walls to reduce
moisture penetration into the wall system and further deterioration of the
masonry. One suitable product for this work is Thoroglaze (Semi - Gloss) as
manufactured by Thorosystem Products of Canada Limited.
8. The rain water leader from the shed at the east wall should be relocated
to prevent water from spilling onto the exterior wall.
9. The loose mortise connection between the roof support beams and timber
columns should be reinforced with additional bearing seats to avoid
overstressing timber at the joists.
The preliminary estimated cost for the repair and reinforcement work described
above is estimated to be $25,000.00 and is comprised of the following areas of
work:
I. Reinforce roof joists
2. Secure roof sill plates including removal
and replacement of roofing as required
3. Install new tie rods
4. Secure existing wall ties
5. Shim roof beams to top of columns, replace
missing loft tie beams and reinforce
mortise joints
6. Repair and replace spalled brick
7. Apply sealant to exterior brick masonry
8. Relocater rainwater leader
TOTAL PRELIMINARY ESTIMATED COST
Preliminary
Estimated Cost
$ 3,000.00
$ 3,000.00
$ 4,500.00
$ 1,500.00
$ 3,000.00
$ 6,500.00
$ 3,000.00
$ 500.00
$25,000.00
We would be pleased to supplement the findings reported and to elaborate
further and /or assist in the implementations of the recommendations as may be
required.
Respectfully Submitted,
STRUCTURAL REPORT
BARLEY MILL VISUAL AMTS CENTRE
BOWMANVILLE, TOWN OF NEWCASTLE, ONTARIO
TABLE I
SUMMARY OF STRUCTURAL ANALYSIS RESULTS
Stress Stress
Material Condition Condition
Type Uniformly Drift
Member Assumed Distr.Load Snow Load
Main Mill Building
3/4" Roof Deck Jack Pine,
Group C, No. 3
Loft Roof Joists Spruce
2 "x4" @ 16 "+ c/c Group D, No. 1
Main Roof Joists Spruce,
2 "x6" @ 24 "+ c/c Group D, No. 1
,,Main Roof Joists Spruce,
2 "x6" @ 16 "+ c/c Group D, No. 1
8 "x8" Roof Beams Pine,
Group C, No. 1
Floor Joists Jack Pine,
3 "x10 "@ 18 "+ c/c Group C, No. 1
10 "x10" Floor Pine,
Beams Group C, No. 1
10 "x10" Columns Pine,
Group C, No. 1
North Shed Addition
1" Tongue & Spruce,
Groove Roof Deck Group D, No. 1
Roof Joists Spruce,
2 "x6" @ 30 "+ c/c Group D, No. 1
8 "x8" Roof Beams Pine,
Group C, No. 1
Allowable
Uniformly
Distributed
Load (1)
Adequate Adequate N/A
Adequate N/A N/A
9.5% 121% 37 p.s.f.
Overstress Overstress
Adequate 47% 55 p.s.f.
Overstress
Adequate(2) Adequate(2) N/A
Adequate N/A N/A
Adequate(2) N /A(2) N/A
Adequate(2) Adequate(2) N/A
Adequate Adequate
N/A
Adequate 165%
52 p.s.f.
Overstress
Adequate(2) 24% Over-
76 p.s.f.
stress beam
adjacent to
main bldg.
18% central
76 p.s.f.
beam
Adequate-
N/A
North Beam
Floor Joists Spruce, Adequate N/A N/A
2 "x10" @ 16 "+ c/c Group D, No. 1
Note: (1) The allowable uniformly distributed load is given where overstress
STRUCTURAL REPORT
VISUAL ARTS CENTRE
BARLEY MILL
TOWN OF NEWCASTLE
APPENDIX I
SKETCHES 1 to 10
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LOFT PLAN ®f MILL BUILDING
N.T.S.
ASPHALT SHINGLES
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ROOF SNOW LOAD DIAGRAM
ASPHALT SHINGLES
112•' TIMBER DECK
2 "x 4'@ 16" `/e JOISTS
3 "x 10 "(N 18"%
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CONSULTANTS
totten sims hubicki associates
Town of Newcastle
Department of Community Services
40 Temperance Street
Bowmanville, Ontario
L1C 3A6
Attention: Mr, J. Caruana
Director of Community Services
Re: Building Inspection
Visual Arts Centre, Barley Mill
Town of Newcastle
Dear Sir:
ATTACHMENT #2
G.L. TOTTEN B.Sc., P Eng,
R.E. SIMS B.A.Sc., P.Eng.
J.M. HUBICKI B.A.Sc., OAA, P.Eng.
R.L. WINDOVER M.Sc.. P.Eng.
P.C. EBERLEE B.A.Sc., P.Eng.
TOTTEN SIMS HUBICKI ASSOCIATES (1981) LJMRED
1500 HOPKINS STREET, WHITBY, ONTARIO
CANADA, LIN 2C3
(418) 8869383 Fox: 888-0221
December 9th, 1988
We are pleased to present a proposal for a complete building inspection and
report on the condition of the Visual Arts Centre, Barley Mill in the Town of
Newcastle.
We understand that the Town is currently considering renovation of the building
to provide additional services for the people of the Town. The purpose of our
inspection and report will be to determine the present condition of the
building with respect to minimum requirements of the Ontario Building Code
which must be met by the building for use by the public. In addition, areas of
remedial work or maintenance measures which should be carried out will be
identified.
In May 1982, TSH completed a structural inspection and report on the condition
of the Visual Arts Centre. At that time, various areas of deterioration of the
building structure and remedial measures to upgrade the structure to comply
with the requirements of the Ontario Building Code were identified. At this
time, we propose to update our previous report to identify areas where
deterioration has progressed since our previous report and to confirm
structural upgrading required to comply with the Code.
We also propose to carry out an architectural review of the existing building.
This review will identify areas of the building which require upgrading to
comply with Part 9 of the Ontario Fire Code. TSH has completed numerous
architectural reviews of buildings with respect to compliance under the Fire
Code to assist Owners whose publicly operated properties must conform to the
Fire Code.
- 2 -
The electrical and mechanical systems of the building will be inspected and
areas which require upgrading will be identified.
Our inspection will generally involve a visual inspection of the elements of
the building which are accessible for observation. If we identify areas of the
building that must be opened to enable inspection, we have assumed that Town
personnel will be available to assist in this work. In addition, we have
assumed that ladders and related equipment can be made available from the Town
to enable access to the building areas.
We will prepare a comprehensive inspection report on our findings with
recommendations and preliminary cost estimates for the necessary remedial work
to rehabilitate the existing structure to comply with the requirements of the
Ontario Building Code and to extend the life of the structure.
We estimate that our total fee for the inspection and report will be $5,000.00,
including an allowance of $500.00 for disbursements. The estimated costs to
carry out the work are based on the APEO Schedule of Suggested Fees for
Engineering Services, 1988; Fee Basis 'A' Time Based. The payroll factor which
our firm would apply for this project will be 1.70 plus reimbursement for
properly incurred expenses at cost.
We propose that Mr. G. L. Aleong, P. Eng., Vice - President, Structural will
serve as 'Project Manager' because of his background knowledge of the type
of work being contemplated and Mr. C. Howson, P. Eng, will be the assigned
'Project Engineer'. Mr. Howson was also the Project Engineer in the 1982
inspection of the building carried out by our firm and is consequently very
familiar with the building.
We thank you for the opportunity to submit this proposal for a building
inspection and report on the Visual Arts Centre, Barley Mill. We are available
at your convenience to elaborate on the above or answer any questions that you
have.
Yours very truly,
G. L. Aleong, P. Eng.
Vice - President, Structural
GLA /an
4
TOWN OF NEWCASTLE
MEMORANDUM
TO. Joseph P. Caruana, Director of Community Services
FROM: James D. Cameron, operations Superintendent
DATE: December 7, 1988
SUBJECT: VISUAL ARTS CENTRE - SEWER CONNECTION
ATTACHMENT #3
CS88573
In 1986, the Visual Arts Centre applied for a $6,000 Capital
Grant for a sewer connection and $4,500 for operations. A
cheque was issued on April 9, 1986 in the amount of $10,500.
In January of 188, Fred wrote to you to advise that the cost
for Durham Region's work was $7,527.50. Jack Burgess would
charge $5,500 for the connection. Total cost for 1988 was
$13,027.50.
The increased cost for 1989 are not expected to exceed 10 %,
therefore, the cost is estimated at $13,027.50 x 110% =
$14,330.25.
JDC /dm