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To learn how Loop can help integrate sustainability into your company, please contact:

Francisca Quinn t. 416.644.0625e. fquinn@loopinitiatives.comwww.loopinitiatives.com

We salute youDelta Hotels, for your Green Leadership Award. Loop is proud to be part of your green team.

HotelierLoop InitiativesIssue: June 2012Size: 1/4 pg (3.375”w x 4.875”h)Colour: cmyk

Posters

“Having a client who was willing to question conventional wisdom allowed us to use, not lose, the value inherent in these structures and take sustainability to a level we’d only dreamed of before. Matt Humphries Project Manager

Photo © Tom Arban

LOW IMPACT. HIGH PERFORMANCE.

Evergreen Brick Works

“The most rewarding part of our efforts in Haiti was being able to transfer skills and knowledge to the locals so they can continue to rebuild their country on their own. Liz Oldershaw Project Manager

REBUILDING SCHOOLS. ENRICHING LIVES.

Haiti Schools Project

Jenny McMinnRole in project

Classic renaissance engineering: Retrofit a heritage building for seismic, add a beautiful architectural piece and double the museum’s attendance. Being a part of that makes me proud. Dan Carson Technical Lead

Canadian Museum of Nature

HERITAGE PRESERVED. FUTURE ENSURED.

“Canadian Museum of Nature Photo © Tom Arban

“I’m fired up by cutting edge work. On the outside of FCP, we ‘pushed the envelope’ with laminated glass technology. On the inside, we did energy retrofits that are equivalent to taking 1000 homes off the grid. To me, that’s exciting stuff. James Wilkinson Project Manager

NEW FAÇADE. NEW LIFE.

First Canadian Place

LOW ENERGY TO CARBON NEUTRAL.

University of British Columbia Student Union Building

“It was awesome having a visionary client like UBC. We were able to focus on achieving high performance today while planning how the building would evolve to easily plug into the university’s plant as it moves to carbon neutrality in the future. Jenny McMinn Project Manager

D.J. CARSON L. OLDERSHAW S. COPP K. CRYER dcarson@halsall.com loldershaw@halsall.com Read Jones Christoffersen Blackwell BowickHalsall Associates Halsall Associates

Reconstructing Schools in Post-Earthquake Haiti Paper No. 2527

B L A C K W E L L • B O W I C K

S t r u c t u r a l E n g i n e e r s

•7.0 earthquake is worst to strike region in 200 years•300,000 lives claimed•70,000+ buildings collapsed•4,000 schools destroyed•80% of schools in Port-au-Prince destroyed•60% of schools in southwestern Haiti destroyed

Canadian Structural Engineering Consultingfirms–Blackwell Bowick, Halsall Associates, Quinn Dressell, and Read Jones Christoffersen–collaborated on a pro-bono project to assist in rebuilding schools in Haiti. The companies committed tohavingatleastonefieldengineer on the ground in Haiti for 18 months and a team of designers providing support in Canada.

•Reconstructionwasadministeredby Finn Church Aid (FCA) whose long-term mandate is to build 50 schools over 5 years.

•TheschoolsareownedbytheBureau Anglican d’Education en Haiti (BAEH) of the Episcopal Church who is working with FCA as their local partner.

•Theprojecthadtwoprimarygoals:build permanent schools, using durable, locally-sourced materials, and transfer skills to Haitian engineers to enable them to take over the design and review of future schools.

•Together,thefourCanadianengineeringfirmsdesignedtwostructural prototypes. A heavyweight structure (Prototype A) was

designed for road-accessible areas. It incorporates concrete columns, beams and shear walls, with rubble masonryinfillwalls.Alightweight structure (Prototype B) was designed for rural areas where buildings materials had to be transported by foot because there are no roads. The lightweight structure relies on timber stud wall construction with plywood shear walls.

A

B

January 12, 2010: Catastrophic Earthquake Strikes Haiti

Seismic Evaluation Historic East Memorial Building, Retrofitted with Friction Dampers Paper No. 252

In August 2010, Halsall Associates was engaged by SNC-Lavalin Operations and Maintenance Inc. to complete a seismic assessment of the East Memorial Building, one of the premier government buildings in Ottawa, Canada’s capital.

Together with the West Memorial Building, the East Memorial Building was built following the Second World War to honour those who served

and died in the war. The buildings would also house, under one roof, the Department of Veterans Affairs and several associated agencies.

The East Memorial Building is an 8-storey structure with a basement. It was completed in 1956, and a seismic upgrade was done in 1997.

The building’s original lateral load carrying system consisted of frame

action between concrete columns and beams. As part of the 1997 renovation, structural steel braces with friction dampers were added. Pall friction dampers (manufactured by Pall Dynamic Ltd.) consist of a series of steel plates specially treated and clamped together with high-strength steel bolts.

Their purpose is to produce breaking-style friction that slows the motion of vibrating buildings and dissipates the energy of friction.

The aim of the seismic assessment was to determine whether the 1997 seismic retrofit, which was done in accordance with the National Building Code of Canada (NBCC) 1995, was adequate to meet the requirements of the new NBCC 2005.

When the model was run without friction dampers under the same ground motion-time histories, 80% of the braces (72 out of 90) yielded.

The earthquake maximum time-history moments and axial forces, combined with the dead loads moments and axial forces, do not cause the columns to yield.

The main structural elements remained elastic during the ground motion time-history analysis of our study. The columns remain elastic at all times.

The displacements seen in this study are slightly higher than those obtained in the 1997 retrofit. As well, the earthquake forces obtained from the new time-history analysis are higher than those of the original design.

However, the new results show that all the lateral drifts are within the tolerances of the NBCC 2005, and the behaviour of the friction dampers remains adequate to resist the new loads.

S. JABBOUR D.J. CARSONsjabbour@halsall.com dcarson@halsall.com Halsall Associates Halsall Associates

Background

Results

Conclusions

Figure 3.2. Displacement for brace with Type 2 friction

damper

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0

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e D

ispl

acem

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(mm

)

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Figure 3.1. Axial force for brace with Type 2 friction

damper

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Figure 3.3. Theoretical axial force in Type 2 brace with

no damper

-1300 -1200 -1100 -1000

-900 -800 -700 -600 -500 -400 -300 -200 -100

0 100 200 300 400 500 600 700 800 900

1000 1100 1200 1300

0 5 10 15 20 25

Brac

e Fo

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)

Time, Seconds

Axial force for brace with Type 2 friction damper Theoretical axial for in Type 2 brace with no damper Roof Displacement in the N-S DirectionDisplacement for brace with Type 2 friction damper

Figure 3.4. Roof Displacement in the N-S Direction

-60

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op (m

m)

Time, Seconds

A 3D finite-element analysis model was created using ETABS 9.7.1.

The model included the floor structure and all braces, columns and beams. The floors were modeled as rigid diaphragms, and the Pall friction dampers were modeled as non-linear elements. To determine

stiffness and deflections in the structure, cracked section

properties are modeled by specifying stiffness modifiers for the slabs, beams and columns in accordance with CSA A23.3-04

For comparative purposes, the equivalent static force procedure was applied to obtain the base and storey shears. The

ground accelerations of the corresponding record are multiplied by the scale factor. Simulated time-history records with a 2% probability of exceedance in 50 years were used.

Based on the ETABS model, including modeling the HSS (Hollow Steel Section) braces as the main SFRS (Seismic Force Resisting System) elements without the

friction dampers, the lateral periods obtained from the model are larger than two times the Ta which is the maximum permissible period of NBCC 2005. Therefore, 2. Ta = 2x0.85=1.7 seconds used in the Equivalent Static Force Procedure.

This figure shows the same simulated record but is scaled to match the NBCC target spectrum.

Analysis

ETABS 9.7.1 3D finite-analysis model

Scaled Simulated Ground Acceleration Record

Figure 2.7. Scaled Simulated Ground Acceleration Record

-6.0

-4.0

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0.0 1.0 2.0 3.0 4.0 5.0

Acc

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n (m

/s2)

Time (Sec)

Scaled Response Spectrum vs. Design Response Spectrum

Figure 2.5. Simulated Response Spectrum v/s Design

Response Spectrum

Figure 2.6. Scaled Response Spectrum v/s Design

Response Spectrum

0.0

1.0

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Simulated

Target

0.0

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Case Studies

Challengehow to expand while maintaining full operations Mount Sinai Hospital is a primary acute care facility recognized as one of the top five cancer care and research hospitals in the world. The hospital needed room to expand its services and research capabilities; yet, due to its prime location in downtown Toronto, the only available space to grow was vertically over the existing building.

Built in 1973, the original 4-storey structure was designed to accommodate possible additional floors. However, the National Building Code has since imposed more stringent requirements on the seismic design of structures, especially for post-disaster buildings.

In order to expand vertically, and capitalize on prior investment, the seismic load capacity of the hospital had to be increased to bring Mount Sinai up to present code.

A further challenge — and of utmost importance to Mount Sinai — was completing the expansion while maintaining full operations for what is not only a busy university hospital but also an internationally renowned medical research centre. As an experienced building engineering firm, Halsall Associates was engaged to provide structural engineering and seismic retrofit services for the hospital expansion project.

approaCh 7 kilometers of post-tensioning cables, 24 rock anchors and a client willing to embrace innovation The most common approach to seismic upgrade is to introduce new shear walls or frame systems throughout a building.

In the case of Mount Sinai, however, this was to prove much more challenging. Operational restrictions on the amount of heavy construction allowed in the working hospital meant that only three new shear walls could be accommodated. Three shear walls, however, would not be enough to compensate for the

proposed expansion’s increase in seismic load. An added difficulty was determining how to fit seismic resisting elements within the current architectural layout. Moreover, the original Mount Sinai building was only designed to sustain gravity loads for four potential additional storeys.

With this in mind, Halsall selected three existing elevator cores to serve as the main seismic reinforcing elements. Gravity load requirements were addressed, and Halsall suggested that a lightweight system be employed so the extension could be increased from four to six storeys.

Case study

Mount sinai Hospital Expansion and Seismic Retrofit for a World-class Hospital

Solutionuse of advanced modelling to measure the structure’s true seismic capacity Rather than rely on assumed seismic capability, advanced nonstandard modeling techniques and tools were used to measure the existing structure’s actual capacity. The minimum requisite strengthening measures needed to address seismic deficiency and meet national building code standards awere also determined.

While gravity loads on the existing elevator walls were low in comparison to the walls’ vertical capacity, simply reinforcing the walls would have been insufficient to resist added seismic load. However, Halsall determined that if the gravity loads on the walls were increased, the walls would be better able to resist uplift caused by earthquake forces.

To remedy overturning, the elevator cores were tied down with rock anchors that reach into the underlying bedrock. Three-metre-deep ring beams were introduced at the base of each of the cores connecting the rock anchors to the core walls. The cores were then post-tensioned using cables that run through the shaft interiors, and are supported at their bases by ring beams and at their tops by steel plates. The post-tensioning increases the axial compression in the core walls, granting additional moment to resist seismic force.

reSultS expanded space, earthquake-protection, and a new lease on life for a 30-year-old hospital The seismic retrofit at Mount Sinai was triggered by the hospital expansion. Instead of basing the proposed expansion on assumed design capacity, Halsall used advanced analysis to gain a

proper understanding of the building’s strength. By adding only the load that was absolutely required and by collaborating closely with the architectural team and the hospital itself, Halsall helped Mount Sinai maximize space while minimizing impact on existing operations.

“Strapping the building to the bedrock via deep anchors was no easy feat,” says Vladislav Pavliuc, Vice President of HDR Architecture Associates, Inc., Halsall’s partner in the Mount Sinai Hospital expansion, “considering work had to be done in multiple structural cores over many phases and in a live hospital environment that could never stop functioning.”

“Halsall did an excellent job squeezing every ounce of available load capacity out of a 30-year-old hospital building. This allowed more new floors to be built on top of the existing hospital than originally thought possible,” says Pavliuc.

The six-storey addition means a 40 per cent increase in space for The Frances Bloomberg Centre for Women’s and Infants’ Health: With almost 7,000 births per year, it is the largest academic obstetrical, gynaecological, and neonatal program in the country. The 137,000-square foot space also includes decentralized care stations, improving clinicians’ access to patients, and new rooms designed to take advantage of natural light.

“Mount Sinai has entered a historic new era,” says Joseph Mapa, President and CEO of Mount Sinai Hospital. “We have reimaged the footprint of the entire hospital to further strengthen our commitment to delivering excellence in patient and family-centred care and clinical outcomes.”

projeCt FaCtS

project Mount Sinai Hospital, Toronto, Ontario

owner Mount Sinai Hospital

Cost $60M

Size 6-storey addition 137,000 ft2

architect HDR Architecture Associates, Inc. (formerly G&G Partnership Architects)

Contractor Vanbots Construction Corporation

“Halsall did an excellent job squeezing every ounce of available load capacity out of a 30-year-old hospital building. This allowed more new floors to be built on top of the existing hospital than originally thought possible.”

Vladislav pavliuc Vice President of HDR Architecture Associates, Inc., Halsall’s partner in the Mount Sinai Hospital expansion.

© Halsall Associates September 2012

Invitations

When Wednesday, June 13, 2012Where Ivor Wynne Stadium, Tent #4Time Gates open: 5:30pm. Kick Off: 7:00pm.RSVP Ida Molkenthin t. 905.681.8481 x21 e. imolkenthin@halsall.com≤

Please RSVP by Wednesday, May 23, 2012

Teamwork. Passion.

Commitment.

Be part of the action!Please join us for an evening of food, fun, and casual conversation as the Ticats kick-off preseason against the Argos.

Directions Take the Q.E.W. Niagara and exit at Burlington Street. Proceed west on Burlington Street. Turn left onto Gage Avenue. Turn right onto Barton Street. Turn left onto Melrose Avenue. Enter the Stadium at Melrose Gate (west endzone) and proceed to Tent #4.

LEED® collateral

PARK PLACEGOES GOLDDowntown Vancouver’s first LEED® Canada EB O&M 2009 Gold Certified Building

GOLD GOLD

GWL Realty Advisors is proud to announce on behalf of bcIMC that Park Place has achieved the first Gold Certification in downtown Vancouver under LEED Canada EB:O&M 2009. Only 16 other buildings in Canada have achieved this level of certification.

WHAT IS LEED CANADA EB:O&M?The LEED for Existing Buildings Operations & Maintenance (LEED EB:O&M) rating system is a global standard for leadership in green building operations. The rigorous LEED EB:O&M standard measures and evaluates the effectiveness of the green practices, policies and operations implemented at a property in seven main categories:

• Sustainable Sites, • Energy & Atmosphere, • Materials & Resources• Indoor Environmental Quality, • Innovation in Operations and • Regional Priority. HOW DO TENANTS BENEFIT?As a tenant at Park Place, you work in a certified green office building that has an environmental impact that has been measured and benchmarked against other buildings of its kind, and found to be a leading performer. You are thus able to enjoy and contribute to:

Best-in-Class Indoor Environmental Quality • Working in a healthier, more comfortable work environment.

Lower Carbon Footprint• Park Place is more energy efficient than 80% of commercial office buildings,

as benchmarked by the US EPA’s Energy Star Portfolio Manager.

Lower Water Footprint• Park Place’s water fixtures are 30% more efficient compared to the typical

commercial office building as benchmarked by LEED.

Reduced Waste Production• Thanks to your help in utilizing Park Place’s comprehensive recycling

program, 66% of waste is diverted from the landfill.

PARK PLACE GOES GOLD

GOLD GOLD

Building Owner Green Building ConsultantProperty Manager