CESL Hotel Unique – Toronto Chris O’Brien Eric Fraser Scotia Mabury Lian Al Bardaweel Scotia CESL Competitive Engineering Solutions Ltd. Hotel Unique – Toronto

Isometric Views

Side View

SCHEDULE Challenges Documents provided are in French Finding Moment (Biaxial vs Uniaxial) Weight of building What governs? Earthquake vs Wind Different Live Load on Slabs Design Order Required Foundation Wall Loading Use of a Transfer Beam Challenges

GRAVITY LOADS Snow Loads Dead Loads Live Loads Slab: 6.8 kN/m2 Partitions: 1.0 kN/m2 Mechanical + Ceiling + Floor Finishing: 0.3 kN/m2 Live Loads Corridors/Hallways: 4.8 kN/m2 Guest Rooms: 1.9 kN/m2 Mech. Penthouse: 3.6 kN/m2 Snow Loads Obtain Ss, and Sr Using CNBC for Toronto Ss = 0.9 kN/m2 Sr = 0.4 kN/m2

Smaller Plan Dimension LATERAL LOADS Wind Loads p=IwqCeCgCp Following the NBCC commentary flow chart, the wind loads were calculated:   Height H (m) Smaller Plan Dimension Ds (m) Ce Cg Cp (Windward, Leeward) Importance Factor Iw Wind Pressure (1/50) q (kPa) 39.426 16 Varies with height 2.0 0.8, -0.5 1.0 0.44 Source Building dimensions NBCC 4.1.7.1(5) NBCC 4.1.7.1(6) NBCC Commentary Figure I-15 NBCC Commentary Table A-2 Toronto Climatic Data

RdRo Conventional Construction LATERAL LOADS Earthquake Loads V=S(Ta)MvIeW/(RdRo) Following NBCC text, the earthquake loads on the building were calculated using the Equivalent Static Force Procedure:   Height H (m) Ta S(Ta) Importance Factor Ie RdRo Conventional Construction Sa(0.2/Sa(2.0)) Mv Site Class 39.426 0.786 0.08 1.0 Rd = 1.5 Ro = 1.3 10.48 > 8.0 ∴ Mv = 1.0 C Source Building dimensions NBCC 4.1.8.11 NBCC Table 4.1.8.4C NBCC Table 4.1.8.5 NBCC Table 4.1.8.11 Geotechnical Report

LATERAL LOADS Wind Earthquake

Shear and Moment Wind Earthquake

SHEAR WALLS Direction 1

SHEAR WALLS Direction 2

SHEAR WALLS Rd = 1.5 (Conventional Construction) Must meet all requirements set out in Ch. 14 of the Concrete Design Handbook: Wall thickness of 425 mm 20M long. bars 30M bars in concentrated corners 10M ties in corners 15M horizontal bars @450 mm

Equivalent Cross-Sections Inputted into Response 2000 SHEAR WALLS Equivalent Cross-Sections Inputted into Response 2000

SHEAR WALL DESIGN Response 2000 Output Requirements Where Mr > Mf Vr > Vf *(Mr/Mf) Where Vr=Vc+Vs Vc= Φc λ βbwdv Vs= (Φs Avfydvcot θ)/s

COLUMN DESIGN Slenderness Check Compression Resistance Reinforcement Detailing Moment Calculation Uniaxial and Biaxial Bending

COLUMN DESIGN Interior Perimeter Corner 730x730 550x550 450x450 8-35M 10M ties, 90 degree hooks, 50mm cover for 3hr fire rating 8784 kN Pr max 4777 kN Pr max 3181 kN Pr max

Columns Plan View

SLAB DESIGN 2-Way Slab Direct Design Method East-West Direction wf = 18.42 kPa 2-Way action (geometry) Design strips comply with limitations in Clauses 13.9.1.1-5: designed following direct design method Analysis first completed using 15M bars. Effective, however design was re-worked using 20M bars to make bar spacing more reasonable and to facilitate concrete placement Slab thickness chosen to ensure crack widths and deflections were satisfactory Factored Loading Hallway L = 4.8, rooms = 1.9. In E-W direction, a weighted average was used (based on proportion of strip (Tw) including the hallway. The Tw of the edge columns did not include the hallway, and thus only included the 1.9 live load Rooms L = 1.9 kPa wf = 17.63 kPa 290mm Slab Thickness 40mm Clear Cover; 2Hr Fire Rating

SLAB DESIGN Preliminary Shear Check Design Moments Preliminary shear check conducted for the interior, edge and corner columns, following section 13 in the code Direct design method followed to determine the design moments

SLAB DESIGN Reinforcement Selection Positive Moment : 20M at 265mm c/c Column Strip Positive Moment : 20M at 265mm c/c Negative Moment: bb = 1600mm 8-20M at 145mm c/c 8-20M at 300mm c/c 8-20M at 175mm c/c E-W Final Shear Check

SLAB DESIGN North – South Direction Shear resistance and slab thickness the same Same procedure followed Factored Loading 17.6 kN/m2 taken on entire strip (corresponding to the 1.9 kPa live load) Additional distributed load taken on column section This additional load was taken into account when calculating the design moments

SLAB DESIGN Reinforcement Selection Structural Integrity Positive Moment : 20M at 500mm c/c Negative Moment: 20M Structural integrity was included in order to hang the slabs from the columns, in the unlikely event of failure. 3-20M bars are to be placed through the columns in each direction, and will be spliced with the bottom rebar. Hang Slab From Columns in Unlikely Event of Failure Spliced to Bottom Rebar N-S

Shear Wall Footing Resulting Bearing Pressure Design Bearing Pressure Size (m) Depth (m) Steel Reinforcement Cover Safety Factor Long Short 6.0x10 1.0 9-45M @ 65mm/1000mm 9-25M @ 80mm/1000mm 75mm Bearing 4.15 Flexure 1.54 Sliding 2.2 Shear 2.14 Resulting Bearing Pressure Design Bearing Pressure

Interior and Combined Footings Interior Footing Size (m) Depth (mm) Steel Reinforcement Cover Bearing Pressure (kPa) One Way Shear Resistance (kN) Moment Resistance (kN*m) Factor of Safety 2.5x2.5 775 8-25M @ 280 75mm 832 773 1422 Bearing-4.2 Shear-1.6 Moment-1.43 Sliding-2.2 Combined Footing Size (m) Depth (mm) Steel Reinforcement Cover Moment Resistance (kN*m) Safety Factor 2.5x3.6 800 8-20M 75mm   Shear Resistance (kN) Safety Factor  

Foundation Wall Soil Properties: 𝛾D = 15.5 kN/m3 𝛾S = 18.5 kN/m3 Active Lateral Earth Pressure, Ka = 0.32 Passive Lateral Earth Pressure, Kp = 3.12 Groundwater 3.5m below surface Coefficient of friction between concrete wall and bedrock = 0.3

Foundation Wall 20.62 kPa/m 36.6 kPa/m 24.79 kPa/m

Foundation Wall 42.5 kN 3.35 kN Shear Force Diagram 17.7 kN 34.5 kN 19.79 kNm 17.64 kNm 0.32 kNm Bending Moment Diagram

Foundation Wall Slenderness Reinforcement Ties Pro = 7184 kN Pr max = 5747 kN Mr = 562 kNm

Foundation Plan View

PENTHOUSE Lateral Force Transfer Torsional Effects Lateral Earthquake Force Taken by Shear Walls; Force Transferred Through Steel Deck Canam Steel Deck Chosen to Withstand Factored Shear Force of 21 kN/m Steel penthouse designed on the roof of the structure in order to house the hotel’s mechanical equipment Approx 10.6X40X5.3m To accommodate the torsional effects due to a maximum accidental eccentricity at 10% of the width from either side of the centroid, 60% of the lateral earthquake force was assumed to be acting on each of the shear walls. To withstand the factored live and snow loads (2.18 kPa) on the steel deck, a beam spacing of 1.6 m was chosen based on the product specification sheet for the P­3615 Canam steel deck

PENTHOUSE Shear Wall Bay Shear Wall Bay Typical Bays Total factored loading on the roof is transferred to the beams, then to the girders and finally to the columns. Full lateral support is provided by the steel deck to the beams, and the beams provide lateral support to the girders every 1.6 m.

PENTHOUSE Beam Design Girder Design Column Design TYPICAL BAYS Full Lateral Support Provided by Steel Deck Estimate Mmax and Vmax Based on Factored Loads (4.4 kN/m) Select Beam From S-16 Steel Handbook Ensure Mr and Vr are adequate with withstand Factored Loads (Including SW) Class Check, Deflection Check Girder Design Lateral Support Provided By Beams (Lu = 1600mm) Select From S-16 Steel Handbook Designed to Withstand Reaction from Beams, and SW Class Check, Deflection Check Column Design Pinned to Base Plate – Pinned to Girders Select Based on Axial Load (Reaction From Girders) From S-16 Steel Handbook Check Class, Slenderness, and Moment Caused By Eccentricity Between Girder and Centroid TYPICAL BAYS The maximum moment and shear on a beam was first estimated based on a live load of 1 kPa, snow load of 1.12 kPa, and a dead load from the steel deck (0.13 kN/m) and ceiling mechanical fixtures (0.3 kPa), with a tributary width of 1.6 m. 4.4 kN/m + SW Beams: maximum allowable deflection was chosen from Table D.1 (S­16 steel handbook) for members of roofs supporting construction and finished susceptible to cracking, under specified snow and live loads *ASK: WHY DO WE CHECK BEAM CLASS AGAIN? Columns: the slenderness and class were checked to ensure the column was at least a Class 3, in order to avoid elastic buckling

PENTHOUSE SHEAR WALL BAYS Shorter Beams and Additional Girder to Reduce Deflection Near Shear Wall (Prevent Cracking in Steel Deck) BEAMS ASTM A572 GRADE 50 S W 200X19 L W200X19 R COLUMNS G40.21 350W 1,2,3 HSS 127X127X4.8 GIRDERS A B W310X24 C D W310X21 An extra girder was added to the shear wall bays in order to use shorter beams and limit deflection around the shear wall. While a maximum deflection is allowed, since the shear wall does not deflect, cracking could occur in the steel deck if significant deflections were experienced close to the wall. To avoid this, shorter beams are used in the shear wall bay. While the axial resistance required from columns C1, C2 and C3 is smaller than for those in the main bay, the same size column was chosen (HSS 127X127) for architectural ease, and the thickness was reduced to reduce cost. T

PENTHOUSE Base Plate – Typical Bay Column *Same Base Plate Design for Shear Wall Bay Columns Due to Deflection Requirement Transfer the loads from the columns to the concrete transfer beams. While the required bearing area is less than the column footprint, the base plate size was chosen in order to accommodate weld connection between column and base plate, and anchor rod placement. To satisfy Clause 25.2 of the steel handbook, a minimum of 4 anchor rods are required in order to locate the column base, to provide a means for leveling the base plate, and to resist nominal end moment and horizontal forces which may occur.

STEEL PENTHOUSE CONNECTIONS Bolted Double Angle Clip Connections Connection Between # Bolts/ Vertical Line Bolt Size Shear Resistance Vr (kN) W310x24 Beam W360x33 Girder 3 ¾” 474 W200X19 Beam W200X19 Girder 2 316 W310X21 Girder W310X24 Girder

STEEL PENTHOUSE CONNECTIONS Welded Double Angle Connections Connection Between DxL (mm) Angle Width (mm) Weld Capacity (kN) W200X19 Girder HSS 127X127X4.8 Column 5x150 89 135 W310X24 Girder W310X21 Girder W360x33 Girder HSS 127X127X6.4 Column 5x230 303

STEEL PENTHOUSE CONNECTIONS Steel Members to Concrete Shear Wall Shear Wall Connected to: Bolt Connection Details Weld Connection Details W200x19 L = 150 mm 2 bolts ¾” bolts Vr= 316 kN D= 5 mm Angle Width W = 89 mm Weld Capacity = 135 kN

STEEL PENTHOUSE CONNECTIONS Coping

Steel Penthouse Plan View

Transfer Beams Plan View – Steel Penthouse

Transfer Beams Beam Interior Exterior Dimensions (mm) 700 x 400 Cover (mm) 40 42.5 # Long. Bars 8 5 Max Forces Mf = 430 kNm Vf = 400 kN Mf = 257 kNm Vf = 246 kN Resistance Mr = 455 kNm Vc = 672 kN Mr = 284 kNm Vc = 528 kN Exterior

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