300 North La Salle
Liam McNamara
BAE / MAE
Senior Thesis
th
April 13 , 2010
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
300 North La Salle
Chicago, Illinois
Owner: Hines
Structural Engr: Magnusson Klemencic Assc.
Architect: Pickard Chilton Architects, Inc.
Construction Dates: June 2006-Feb. 2009
Height : 775 ft
# of Stories: 57
Occupancy: Office / Retail
Size: 1.3 Million Square Feet
25,000 ft 2 per floor
Cost: $230 Million - $177 / ft 2
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Existing Structure
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Foundation
Foundation:
• 3-sub grade parking levels
• 18” cast-in-place walls
• 12” cast-in-place slab
• Drilled Concrete Piers
• Driven steel H-Piles
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Gravity System
Gravity System:
• Typical 28’-6” x 43’-6” bays
supported by W18x35 beams
and W18x50 girders
• Typical 3” slab on 3” composite
steel deck
• Concrete Bearing Wall Core
• Steel W-shape Columns
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Lateral System
Lateral System:
• Concrete Core – f’c 6-10 ksi
• Typical Bays 28’-6” x 42’-9”
• 4 bays : Lower Level 4- Level 42
• 2 bays : Level 43 - 58
• 6 Outrigger Trusses - Level 41-43
• 2 Belt Trusses – Level 41-43
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Goals
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Goals
 Reduce foot print of core
 Redesign structural core
 Eliminate belt trusses
 Increase rentable floor space
 Comply with original
architecture
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Lateral Redesign
Things to Consider:
 Minimize inherent torsion
 Control wind drift
 Control wind acceleration
 Strength and Constructability
 Walls
 Beams
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
st
1
Iteration
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Key Points:
• 3 I shapes
• 4 – 10’ openings
• Walls 4,5,6 : 30” thick
• Walls B & C : 27”, 21”, 18” thick
decreasing at Lvl 9 & 43
• Reposition Outriggers
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Results:
• Periods of Vibration
• Ty = 7.8 sec  10% increase
• Tx = 8.32 sec  47% increase
• Tz = 8.51 sec  53% increase
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
st
1
Iteration
Things to Consider:
 Minimize inherent torsion
 Control wind drift
 Control wind acceleration
 Strength and Constructability
 Walls
 Beams
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
2nd & 3rd
Iterations
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Key Points:
• New Truss Configuration
•No Belt trusses
• 4 Additional Outriggers
spanning East - West
• Increased Flange Length at
Walls 4 & 6
• Increased wall thicknesses
• 2 – 7’ openings
• 2 – 10’ openings
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd
Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
AX (milli-g)
Original Model Flexible
2nd Iteration Flexible
% Increase
Original Model Rigid
2nd Iteration Rigid
% Increase
Average Increase
AY (milli-g) AZ (milli-g) AR -RMS (milli-g) AR -Peak (milli-g)
3.12
3.08
-1.32
2.89
3.09
7.14
2.91
Ty (sec)
Original Model Flexible
2nd Iteration Flexible
% Increase
Original Model Rigid
2nd Iteration Rigid
% Increase
Average % Increase
3.90
5.68
45.70
3.81
5.12
34.33
40.01
4.36
4.53
3.84
4.23
4.61
9.04
6.44
6.63
7.89
19.01
6.38
7.55
18.32
18.67
Tx (sec)
Tz (sec)
SRSS (sec)
7.85
5.96
5.7
8.1
7.4
6.32
3.18
24.16
10.88
7.06
5.78
5.47
7.75
7.11
6.13
9.79
22.96
12.01
6.49
23.56
11.44
24.87
29.60
19.01
23.93
28.31
18.32
18.67
11.39
12.66
11.20
10.64
12.17
14.41
12.81
Results:
• Peak Acceleration
• 29 milli-g’s
• Periods of Vibration
• 12.8% increase
• Target 10%
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
2nd & 3rd
Iterations
Things to Consider:
 Minimize inherent torsion
 Control wind drift
 Control wind acceleration
 Strength and Constructability
 Walls
 Beams
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Final Design
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Key Points:
• Increased flange thicknesses
• 2 – 7’ openings
• 2 – 10’ openings
• 1st Iteration Truss Configuration
• 6 Outriggers
• 2 Belts
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
AX (milli-g)
4th Iteration- Semi Rigid
AY (milli-g) AZ (milli-g) AR -RMS (milli-g) AR -Peak (milli-g)
2.99
Ty (sec)
Original Model Flexible
4th Iteration Flexible
% Increase
Original Model Rigid
4th Iteration Rigid
% Increase
Average Increase
5.22
4.51
7.51
Tx (sec)
Tz (sec)
SRSS (sec)
7.85
5.96
5.70
7.71
7.61
5.99
-1.78
27.68
5.09
7.06
5.78
5.47
7.38
7.12
5.95
4.55
23.13
8.72
1.38
25.41
6.90
28
11.39
12.38
8.72
10.64
11.86
11.43
10.07
Results:
• Peak Acceleration
• 28 milli-g’s
• Periods of Vibration
• 10% increase
• Target 10%
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Wind Drift vs. Recommended Drift for Serviceability
Story
Height (in) Ux (in)
Wind E-W
H/400 (in) % Allowable Uy (in)
Wind N-S
H/400 (in) % Allowable
L60
9702
13.13
24.26
46%
22.26
24.26
8%
L59
9552
12.91
23.88
46%
21.78
23.88
9%
L58(Roof)
9432
12.75
23.58
46%
21.43
23.58
9%
L57
9264
12.51
23.16
46%
20.95
23.16
10%
L56
9090
12.27
22.73
46%
20.45
22.73
10%
L55
8916
12.02
22.29
46%
19.95
22.29
11%
L54
8742
11.76
21.86
46%
19.44
21.86
11%
L53
8586
11.53
21.47
46%
19.00
21.47
12%
L52
8430
11.30
21.08
46%
18.55
21.08
12%
L51
8274
11.06
20.69
47%
18.10
20.69
13%
L50
8118
10.82
20.30
47%
17.65
20.30
13%
L49
7962
10.58
19.91
47%
17.21
19.91
14%
L48
7806
10.34
19.52
47%
16.76
19.52
14%
L47
7650
10.09
19.13
47%
16.32
19.13
15%
L46
7494
9.85
18.74
47%
15.88
18.74
15%
L45
7338
9.61
18.35 Drift Analysis
48%
15.45
18.35
16%
Seismic
L44
7182
9.38
17.96
48%
15.02
17.96
16%
East-West
Drift
L43
7026
9.15
17.57
48%
14.59 North-South
17.57 Drift
17%
Allowable
Allowable
L42
6870
9.11
17.18
47%
14.18
17.18
17%
0.02hsx (in) delta max Actual Drift (in)
0.02hsx (in)
Story
Story Height (in) delta max Actual Drift (in)
L40
6558
8.70
16.40
47%
13.36
16.40
19%
L60
150
13.04
0.2073
3.00
14.25
0.2749
3
L39
6388
8.30
15.97
48%
12.92
15.97
19%
L59
120
12.84
0.1683
2.40
13.97
0.2194
2.4
L38(Roof)
8.08
15.58
48%
12.49
15.580.3076
20%3.36
L58
168 6232
12.67
0.2356
3.36
13.75
L37
7.84
15.19
48%
12.06
15.190.3188
21%3.48
L57
174 6076
12.43
0.2493
3.48
13.45
L56
174 5920
12.18
0.2545
3.48
13.13
L36
7.61
14.80
49%
11.63
14.800.3189
21%3.48
L35
5764
7.36
14.41
49%
11.19
14.41
22%
L34
5608
7.12
14.02
49%
10.76
14.02
23%
L33
5452
6.87
13.63
50%
10.32
13.63
24%
L32
5296
6.62
13.24
50%
9.88
13.24
25%
L31
5140
6.37
12.85
50%
9.44
12.85
27%
L30
4984
6.12
12.46
51%
9.00
12.46
28%
L29
4828
5.86
12.07
51%
8.57
12.07
29%
L28
4672
5.61
11.68
52%
8.13
11.68
30%
L27
4516
5.35
11.29
53%
7.70
11.29
32%
L26
4360
5.09
10.90
53%
7.27
10.90
33%
L25
4204
4.83
10.51
54%
6.85
10.51
35%
L24
4048
4.56
10.12
55%
6.43
10.12
36%
Drift Analysis:
• Wind Loads
•H / 400 Limit
• Max drift @ Roof’ = 21.5”
• Max allowable = 23.58”
• Seismic Loads
• 0.020hsx
• Well under limit
•300 North La Salle
•Existing Structure
•Goals
Pier
PIER 4
PIER 5
•Lateral Redesign
PIER 6
•1st Iteration
•2nd & 3rd Iterations
Shear Reinforcement (in 2)
Vertical Shear Reinforcement Horizontal Shear Reinforcement
As req'd
As req'd
ρ = .0025
As: # 5 @ 12"o.c. ρ = .0025
As: # 5 @ 8"o.c.
14.77
24.18
7.49
11.78
16.62
24.18
8.42
11.78
15.45
24.18
14.99
16.75
14.77
24.18
7.49
11.78
14.77
24.18
7.49
11.78
13.74
24.18
13.32
16.75
14.77
24.18
7.49
11.78
16.62
24.18
8.42
11.78
15.45
24.18
14.99
16.75
Shear Reinforcement (in 2)
Pier
Vertical Shear Reinforcement Horizontal Shear Reinforcement
As req'd
As req'd
ρ = .0025
As: # 7 @ 12"o.c. ρ = .0025
As: # 7 @ 12"o.c.
7.29
9.6
7.49
14.4
PIER B4 & C4
19.5525
22.8
8.42
14.4
21.33
22.8
14.99
21.6
18.8325
27.6
7.49
14.4
PIER B5 & C5
23.0175
27.6
7.49
14.4
25.11
27.6
13.32
21.6
8.87625
12
7.49
14.4
PIER B6 & C6
19.8
22.8
8.42
14.4
21.6
22.8
14.99
21.6
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Typical Shear Reinforcement
Reinforcement Design:
•Shear Reinforcement
• Wind loads calculated from
ASCE 7-05
• Designed using ACI 318-08
Chapter 11
• Reinforcement ratio : 0.25%
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
Initial Area of Steel Requirements : Pier 4
Story
•1st Iteration
•2nd & 3rd Iterations
L36
LL1
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Lower Level 1 of Pier 6
Load
+NS
+EW
+NS
+EW
+PWind (kips) +MWind (kip-in)
0
173
0
25188.05
1169788
32003
11209324
1008627
0.9 PDead (kips)
10002
10002
26271
26271
φTn (kips)
As (in2)
-2633 no add.
-4746 no add.
9551
177
4779
88
Reinforcement Design:
•Flexural Reinforcement
•Design moments from
ETABS output
•As = (MW/jd-PD) / (∅fy)
•Checked with PCAColumn
•Max rho = 2%
•Additional flexural
reinforcement req’d
Lower Level 1 – Level 11
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
Flange at Openings
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Lower Level 1 of Pier 6
Web and Flange Intersection
Reinforcement Design:
•Boundary Elements
•Control buckling of longitudinal
reinforcement
•14” max horizontal spacing
•8” max vertical spacing
•U-stirrups per horizontal shear
reinforcement
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
Typical Beam Elevation
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Group A – Level 43 - Level 55
Group B – Level 9 - Level 39
Reinforcement Design:
•Coupling Beam:
•20% shear reduction from
grouping
•Designed to yield in flexure
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Final Design
Things to Consider:
 Minimize inherent torsion
 Control wind drift
 Control wind acceleration
 Strength and Constructability
 Walls
 Beams
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Architectural Impact
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Key Changes:
• Core length reduced from 120’
to 80’
• Re-allocation of elevator bays
• 900 sq.ft open floor space
gained Level 29 – Level 40
• Shaft walls replaced with 2-hr
fire-rated US Gypsum wall
assemblies
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Acoustic Impact
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
Key Points:
• Meet Noise Criteria rating –
NC-35
• Check Mechanical Equipment
Room
• Check Reception and Lobby
• Wall Assembly UL Des U415,
System C
• STC 51
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Example Source
Mechanical Equipment Room
Reception and Lobby
Sound Pressure Level (dB) for STC 51
63 Hz
125 Hz
250 Hz
500 Hz 1000 Hz 2000 Hz 4000 Hz 8000 Hz
87
51
41
33
29
27
25
23
60
31
28
26
20
13
5
-5
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Evaluation / Conclusion:
Goals:
 Reduce foot print of core
 Redesign structural core
 Eliminate belt trusses
 Increase rentable floor space
 Comply with original
architecture
Things to Consider:
 Minimize inherent torsion
 Control wind drift
 Control wind acceleration
 Strength and Constructability
 Walls
 Beams
Thank You
The AE Faculty
My Advisor : Dr. Andres Lepage
Scott Timcoe – Hines
Dave Eckmann – MKA
My Friends and Family
•300 North La Salle
•Existing Structure
•Goals
•Lateral Redesign
•1st Iteration
•2nd & 3rd Iterations
•Final Design
•Architectural Impact
•Acoustic Impact
•Questions?
Questions?
Bibliography:
• Griffis, Lawrence G. "Serviceability Limit States
Under Wind Load." Engineering Journal - AISC
First Quarter (1993): 1-16. Print.
• Egan, M. David. Architectural Acoustics. Ft.
Lauderdale, FL: J. Ross Pub., 2007. Print.
• Building Code Requirements for Structural
Concrete (ACI 318-08) and Commentary: an ACI
Standard. Farmington Hills, MI.: American
Concrete Institute, 2008. Print.
• Steel Construction Manual 13th edition. Chicago,
Illinois: American Institute of Steel Construction,
2005. Print.