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

3. Isometric Views

5. Side View

6. 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

7. 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

8. 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 (5)
NBCC (6)
NBCC
Commentary
Figure I-15
NBCC Commentary
Table A-2
Toronto Climatic Data

9. 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
NBCC Table C
NBCC Table
NBCC Table
Geotechnical Report

10. LATERAL LOADS
Wind
Earthquake

11. Shear and Moment
Wind
Earthquake

12. SHEAR WALLS
Direction 1

13. SHEAR WALLS
Direction 2

14. 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 mm

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

16. 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

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

18. 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

19. Columns Plan View

20. SLAB DESIGN 2-Way Slab Direct Design Method East-West Direction
wf = kPa
2-Way action (geometry)
Design strips comply with limitations in Clauses : 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 = kPa
290mm Slab Thickness
40mm Clear Cover; 2Hr Fire Rating

21. 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

22. 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

23. 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

24. 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

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

26. 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
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

27. 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

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

29. 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

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

31. Foundation Plan View

32. 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

33. 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.

34. 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

35. 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
G W
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

36. 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.

37. 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

38. 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

39. 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

40. STEEL PENTHOUSE CONNECTIONS
Coping

41. Steel Penthouse Plan View

42. Transfer Beams
Plan View – Steel Penthouse

43. 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

44. Thank You!