Transcript Final Presentation Posted

2011 AE Senior Thesis
ASHA National Office
Building
Ryan Dalrymple
Photo Courtesy of Boggs & Partners Architects
5th year Structural Option
BAE/MAE
Advisor: Dr. Thomas Boothby
Photo Courtesy of Boggs & Partners Architects
Presentation Outline
Introduction
Thesis Objectives/Goals
Structural Depth
Floor System Comparison
Gravity System Design
ETABS Model
Recalculation of Seismic Loads
Lateral Design
Foundation Check
Construction Management Breadth
Cost Analysis
Schedule Analysis
Final Summary/Conclusions
Introduction
Building Name:
ASHA National Office
Location:
2200 Research Blvd
Rockville, MD 20850
Occupant:
American-Speech-Language-Hearing
Association
Occupancy Type:
Office Building
Size:
133,870 sq. ft.
Number of Stories:
5 stories above grade/2 levels of
underground parking
Dates of Construction:
April 2006 – December 2007
Project Cost:
$48,000,000
www.bing.com
Introduction
Structural System
Gravity System of Office Tower
• Composite steel beam floor system
• 3 ½” NW conc. on 2” 18 gauge composite metal deck
• 3/4” diameter shear studs
• Typical beam sizes: W21x44, W14x22, W18x35
• Columns are W12 and W14 members
Gravity System of Subgrade Parking Structure
• Two-way flat slab system with drop panels
• 9” thick slab with 5 ½” thick drop panels
• Drop panels typically 7’-0”x9’-0” and 10’-0x10’-0”
• 5000 psi concrete
• Typical concrete column sizes: 18”x30” and 24”x21”
Lateral System
• 4 shear walls/braced frames
• Shear walls in subgrade parking structure
• Braced frames in office tower
Foundation
• Primarily spread footings
• Range from 4’-0”x4’-0” to 11’-0”x11’-0”
• 12” to 36” deep
Typical Framing Plan
Introduction
Structural System
Gravity System of Office Tower
• Composite steel beam floor system
• 3 ½” NW conc. on 2” 18 Ga. composite metal deck
• 3/4” diameter shear studs
• Typical beam sizes: W21x44, W14x22, W18x35
• Columns are W12 and W14 members
Gravity System of Subgrade Parking Structure
• Two-way flat slab system with drop panels
• 9” thick slab with 5 ½” thick drop panels
• Drop panels typically 7’-0”x9’-0” and 10’-0x10’-0”
• 5000 psi concrete
• Typical concrete column sizes: 18”x30” and 24”x21”
Lateral System
• 4 shear walls/braced frames
• Shear walls in subgrade parking structure
• Braced frames in office tower
Foundation
• Primarily spread footings
• Range from 4’-0”x4’-0” to 11’-0”x11’-0”
• 12” to 36” deep
Parking Level Framing Plan
Introduction
Structural System
Gravity System of Office Tower
• Composite steel beam floor system
• 3 ½” NW conc. on 2” 18 Ga. composite metal deck
• 3/4” diameter shear studs
• Typical beam sizes: W21x44, W14x22, W18x35
• Columns are W12 and W14 members
Gravity System of Subgrade Parking Structure
• Two-way flat slab system with drop panels
• 9” thick slab with 5 ½” thick drop panels
• Drop panels typically 7’-0”x9’-0” and 10’-0x10’-0”
• 5000 psi concrete
• Typical concrete column sizes: 18”x30” and 24”x21”
Lateral System
• 4 shear walls/braced frames
• Shear walls in subgrade parking structure
• Braced frames in office tower
Foundation
• Primarily spread footings
• Range from 4’-0”x4’-0” to 11’-0”x11’-0”
• 12” to 36” deep
Typical Framing Plan
Introduction
Structural System
Gravity System of Office Tower
• Composite steel beam floor system
• 3 ½” NW conc. on 2” 18 Ga. composite metal deck
• 3/4” diameter shear studs
• Typical beam sizes: W21x44, W14x22, W18x35
• Columns are W12 and W14 members
Gravity System of Subgrade Parking Structure
• Two-way flat slab system with drop panels
• 9” thick slab with 5 ½” thick drop panels
• Drop panels typically 7’-0”x9’-0” and 10’-0x10’-0”
• 5000 psi concrete
• Typical concrete column sizes: 18”x30” and 24”x21”
Lateral System
• 4 shear walls/braced frames
• Shear walls in subgrade parking structure
• Braced frames in office tower
Foundation
• Primarily spread footings
• Range from 4’-0”x4’-0” to 11’-0”x11’-0”
• 12” to 36” deep
Partial Foundation Plan
Introduction
Architecture
•
Building façade of office tower consists of a window wall system
and precast concrete spandrels
•
Plaza
•
•
•
•
•
•
2nd – 5th Floor spaces:
• Offices
• Cubicles
•
One of the main architectural themes is curves to mimic the sound
waves in the ASHA logo
level spaces:
Lobby
Conference Rooms
Pre-function Space
Café and Kitchen
Gym
www.asha.org
Pre-function Space
Curved Glass Curtain Wall
Presentation Outline
Introduction
Thesis Objectives/Goals
Structural Depth
Floor System Comparison
Gravity System Design
ETABS Model
Recalculation of Seismic Loads
Lateral Design
Foundation Check
Construction Management Breadth
Cost Analysis
Schedule Analysis
Final Summary/Conclusions
Thesis Objectives/Goals
Investigate the feasibility of changing the structural system of
the office tower to reinforced concrete
•
•
Creates continuity with the concrete parking
structure below
May eliminate the need for shear walls/braced frames
Structural Depth
• Explore two different floor systems
• Two-way flat slab w/ drop panels
• One-way slab and beam
• Design gravity system
• Design floor system
• Design columns
• Design lateral system
• Determine if gravity members are
adequate to resist gravity loads
• Design shear walls if needed
• Explore impact on foundations
Architectural Breadth (Not Presented)
• Explore impact of additional columns needed for twoway flat slab floor system
• Create layout for Plaza level floor plan
Construction Management Breadth (Presented)
•Cost Analysis
•Schedule Analysis
Presentation Outline
Introduction
Thesis Objectives/Goals
Structural Depth
Floor System Comparison
Gravity System Design
ETABS Model
Recalculation of Seismic Loads
Lateral Design
Foundation Check
Floor System Comparison
Two-way Flat Slab System w/ Drop Panels
•
•
•
•
•
9” slab w/ 4 ½” drop panels
Drop panels generally 9’-0”x7’-0”
Concrete compressive strength of 5000 psi
Reinforcing designed to be #5 bars
Column strip and middle strip reinforcing designed in
spSlab
Construction Management Breadth
Cost Analysis
Schedule Analysis
Final Summary/Conclusions
spSlab Model Col. Line C
spSlab Reinforcement Diagram Col. Line C
Floor System Comparison
Two-way Flat Slab System w/ Drop Panels
•
•
•
•
•
9” slab w/ 4 ½” drop panels
Drop panels generally 9’-0”x7’-0”
Concrete compressive strength of 5000 psi
Reinforcing designed to be #5 bars
Column strip and middle strip reinforcing designed in
spSlab
Typical Framing Plan – Two-way Flat Slab
spSlab Model Col. Line C
Floor System Comparison
One-Way Slab and Beam System
•
•
•
•
9” slab w/ #5 bars at 6” o.c.
Concrete compressive strength of 5000 psi
Flexural and shear reinforcing for one-way beams
designed using spBeam
Beams are typically 18” wide and range from 12” to
26” deep
spBeam Reinforcement Diagram Col. Line C
spBeam Model Col. Line C
Floor System Comparison
One-Way Slab and Beam System
•
•
•
•
9” slab w/ #5 bars at 6” o.c.
Concrete compressive strength of 5000 psi
Flexural and shear reinforcing for one-way beams
designed using spBeam
Beams are typically 18” wide and range from 12” to
26” deep
Typical Framing Plan – One-way Slab and Beams
spBeam Model Col. Line C
Floor System Comparison
One-Way Slab and Beam System
•
•
•
•
9” slab w/ #5 bars at 6” o.c.
Concrete compressive strength of 5000 psi
Flexural and shear reinforcing for one-way beams
designed using spBeam
Beams are typically 18” wide and range from 12” to
26” deep
Typical Framing Plan – One-way Slab and Beams
spBeam Model Col. Line C
Floor System Comparison
Cost Comparison
Two-way flat slab system
~$20.05/sq. ft.
One-way slab and beam system
~$20.29/sq. ft.
Floor Plan Impacts
Two-way flat slab system
25 additional columns
One-way slab and beam system
No additional columns
One-way slab and beam system ultimately
chosen for thesis redesign!
Plaza Level Floor Plan
Presentation Outline
Introduction
Gravity System Design
•
Beam layout created
Thesis Objectives/Goals
•
Beam and column widths generally kept the same for
constructability
Structural Depth
•
Four transfer girders required, which were designed using
spBeam
Floor System Comparison
Gravity System Design
ETABS Model
Recalculation of Seismic Loads
Lateral Design
Foundation Check
Construction Management Breadth
Cost Analysis
Schedule Analysis
Final Summary/Conclusions
Typical Framing Plan
Gravity System Design
Column Design
•
•
Columns designed using spColumn
Columns spliced once at level 4
Typical column sizes below splice:
Interior: 18x24 in
Exterior: 18x21 in
Typical column sizes above splice:
Interior: 18x20 in
Exterior: 18x18 in
Column Location
B-1
D-1
E-1
F-1
G-1
H-1
J-1
K-1
L-1
M-1
B-3
D-3
E-3
F-3
G-3
H-3
J-3
K.5-3
M.2-3
M-3
J-4
K.5-4
M.2-4
M-4
B.1-7
C.1-7
D.1-7
E.1-7
F.1-7
G.1-7
H.1-7
J.1-7
K.1-7
L.1-7
M.1-7
B.1-9
C.1-9
D.1-9
E.1-9
F.1-9
G.1-9
H.1-9
J.1-9
K.1-9
L.1-9
M.1-8
ft^2
AT
300
500
400
400
400
400
400
400
400
200
525
750
640
700
740
800
600
750
750
300
440
625
750
300
225
505
640
700
740
800
600
640
700
740
350
200
400
400
400
400
400
400
400
400
400
180
Type
Corner
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Corner
Exterior
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Exterior
Interior
Interior
Interior
Exterior
Corner
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Exterior
Corner
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Corner
kip
Self wt.
21.3
21.3
21.3
21.3
21.3
21.3
21.3
21.3
21.3
21.3
21.3
24.3
24.3
24.3
24.3
24.3
24.3
24.3
24.3
21.3
24.3
24.3
24.3
21.3
21.3
24.3
24.3
24.3
24.3
24.3
24.3
24.3
24.3
24.3
21.3
21.3
21.3
21.3
21.3
21.3
21.3
21.3
21.3
21.3
21.3
21.3
Column Design Table
kips
kips
kips
Pdead+self
Pdead
Plive
304.0
282.8
129.0
432.5
411.3
215.0
350.3
329.0
172.0
350.3
329.0
172.0
350.3
329.0
172.0
350.3
329.0
172.0
350.3
329.0
172.0
350.3
329.0
172.0
350.3
329.0
172.0
221.8
200.5
86.0
452.6
431.4
225.8
573.7
549.4
322.5
493.1
468.8
275.2
537.1
512.8
301.0
566.4
542.1
318.2
610.3
586.0
344.0
463.8
439.5
258.0
573.7
549.4
322.5
573.7
549.4
322.5
295.0
273.8
129.0
346.6
322.3
189.2
482.1
457.8
268.8
573.7
549.4
322.5
295.0
273.8
129.0
240.1
218.8
96.8
394.2
369.9
217.2
493.1
468.8
275.2
537.1
512.8
301.0
566.4
542.1
318.2
610.3
586.0
344.0
463.8
439.5
258.0
493.1
468.8
275.2
537.1
512.8
301.0
566.4
542.1
318.2
340.6
319.4
150.5
221.8
200.5
86.0
350.3
329.0
172.0
350.3
329.0
172.0
350.3
329.0
172.0
350.3
329.0
172.0
350.3
329.0
172.0
350.3
329.0
172.0
350.3
329.0
172.0
350.3
329.0
172.0
350.3
329.0
172.0
198.1
176.9
77.4
kips
Pu
571
863
696
696
696
696
696
696
696
404
904
1204
1032
1126
1189
1283
969
1204
1204
560
719
1009
1204
560
443
820
1032
1126
1189
1283
969
1032
1126
1189
650
404
696
696
696
696
696
696
696
696
696
362
ft-kips
Mu
185
340
339
336
333
331
340
340
340
239
161
325
273
213
115
35
323
409
400
228
56
409
400
208
283
339
302
249
381
96
15
246
183
114
162
283
399
398
396
393
389
386
395
392
448
114
Size
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x24in
18x24in
18x24in
18x24in
18x24in
18x24in
18x26in
18x24in
18x21in
18x24in
18x24in
18x26in
18x21in
18x21in
18x24in
18x24in
18x24in
18x26in
18x24in
18x24in
18x24in
18x24in
18x24in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
Reinf
4-#9
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
4-#9
12-#10
4-#9
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
4-#9
12-#10
12-#10
12-#10
4-#9
4-#9
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
4-#9
4-#9
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
4-#9
Column Location
B-1
D-1
E-1
F-1
G-1
H-1
J-1
K-1
L-1
M-1
B-3
D-3
E-3
F-3
G-3
H-3
J-3
K.5-3
M.2-3
M-3
J-4
K.5-4
M.2-4
M-4
B.1-7
C.1-7
D.1-7
E.1-7
F.1-7
G.1-7
H.1-7
J.1-7
K.1-7
L.1-7
M.1-7
B.1-9
C.1-9
D.1-9
E.1-9
F.1-9
G.1-9
H.1-9
J.1-9
K.1-9
L.1-9
M.1-8
ft^2
AT
300
500
400
400
400
400
400
400
400
200
525
750
640
700
740
800
600
750
750
300
440
625
750
300
225
505
640
700
740
800
600
640
700
740
350
200
400
400
400
400
400
400
400
400
400
180
Type
Corner
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Corner
Exterior
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Exterior
Interior
Interior
Interior
Exterior
Corner
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Exterior
Corner
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Corner
Column Design Table - Above Splice at Level 4
kips
kips
kips
kips
kip
Pu
Pdead+self
Pdead
Plive
Self wt.
323
177.5
166.9
69.0
10.6
490
255.4
244.8
115.0
10.6
395
206.4
195.8
92.0
10.6
395
206.4
195.8
92.0
10.6
395
206.4
195.8
92.0
10.6
395
206.4
195.8
92.0
10.6
395
206.4
195.8
92.0
10.6
395
206.4
195.8
92.0
10.6
395
206.4
195.8
92.0
10.6
228
128.5
117.9
46.0
10.6
514
267.4
256.7
120.8
10.6
686
341.8
329.6
172.5
12.2
588
293.4
281.3
147.2
12.2
641
319.8
307.7
161.0
12.2
677
337.4
325.2
170.2
12.2
731
363.8
351.6
184.0
12.2
552
275.9
263.7
138.0
12.2
686
341.8
329.6
172.5
12.2
686
341.8
329.6
172.5
12.2
317
172.5
161.9
69.0
10.6
409
205.5
193.4
101.2
12.2
574
286.8
274.7
143.8
12.2
686
341.8
329.6
172.5
12.2
317
172.5
161.9
69.0
10.6
250
139.5
128.9
51.8
10.6
644
382.1
369.9
116.2
12.2
588
293.4
281.3
147.2
12.2
641
319.8
307.7
161.0
12.2
677
337.4
325.2
170.2
12.2
731
363.8
351.6
184.0
12.2
552
275.9
263.7
138.0
12.2
588
293.4
281.3
147.2
12.2
641
319.8
307.7
161.0
12.2
677
337.4
325.2
170.2
12.2
368
199.5
188.8
80.5
10.6
228
128.5
117.9
46.0
10.6
395
206.4
195.8
92.0
10.6
395
206.4
195.8
92.0
10.6
395
206.4
195.8
92.0
10.6
395
206.4
195.8
92.0
10.6
395
206.4
195.8
92.0
10.6
395
206.4
195.8
92.0
10.6
395
206.4
195.8
92.0
10.6
395
206.4
195.8
92.0
10.6
395
206.4
195.8
92.0
10.6
204
114.7
104.1
41.4
10.6
ft-kips
Mu
185
340
339
336
333
331
340
340
340
239
161
325
273
213
115
35
323
409
400
228
56
409
400
208
283
339
302
249
381
96
15
246
183
114
162
283
399
398
396
393
389
386
395
392
448
114
Size
18x18in
18x18in
18x18in
18x18in
18x18in
18x18in
18x18in
18x18in
18x18in
18x18in
18x18in
18x20in
18x20in
18x20in
18x20in
18x20in
18x20in
18x21in
18x21in
18x18in
18x20in
18x21in
18x20in
18x18in
18x18in
18x20in
18x20in
18x20in
18x21in
18x20in
18x20in
18x20in
18x20in
18x20in
18x18in
18x18in
18x18in
18x18in
18x18in
18x18in
18x18in
18x18in
18x18in
18x18in
18x18in
18x18in
Reinf
4-#9
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
4-#9
10-#10
10-#10
10-#10
10-#10
10-#10
10-#10
12-#10
12-#10
4-#9
10-#10
12-#10
10-#10
4-#9
12-#10
10-#10
10-#10
10-#10
12-#10
10-#10
10-#10
10-#10
10-#10
10-#10
4-#9
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
4-#9
Gravity System Design
Column Design
•
•
Columns designed using spColumn
Columns spliced once at level 4
Typical column sizes below splice:
Interior: 18x24 in
Exterior: 18x21 in
Typical column sizes above splice:
Interior: 18x20 in
Exterior: 18x18 in
Column Location
B-1
D-1
E-1
F-1
G-1
H-1
J-1
K-1
L-1
M-1
B-3
D-3
E-3
F-3
G-3
H-3
J-3
K.5-3
M.2-3
M-3
J-4
K.5-4
M.2-4
M-4
B.1-7
C.1-7
D.1-7
E.1-7
F.1-7
G.1-7
H.1-7
J.1-7
K.1-7
L.1-7
M.1-7
B.1-9
C.1-9
D.1-9
ft^2
AT
300
500
400
400
400
400
400
400
400
200
525
750
640
700
740
800
600
750
750
300
440
625
750
300
225
505
640
700
740
800
600
640
700
740
350
200
400
400
Type
Corner
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Exterior
Corner
Exterior
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Exterior
Interior
Interior
Interior
Exterior
Corner
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Interior
Exterior
Corner
Exterior
Exterior
kip
Self wt.
21.3
21.3
21.3
21.3
21.3
21.3
21.3
21.3
21.3
21.3
21.3
24.3
24.3
24.3
24.3
24.3
24.3
24.3
24.3
21.3
24.3
24.3
24.3
21.3
21.3
24.3
24.3
24.3
24.3
24.3
24.3
24.3
24.3
24.3
21.3
21.3
21.3
21.3
Column Design Table
kips
kips
kips
Plive
Pdead
Pdead+self
129.0
282.8
304.0
215.0
411.3
432.5
172.0
329.0
350.3
172.0
329.0
350.3
172.0
329.0
350.3
172.0
329.0
350.3
172.0
329.0
350.3
172.0
329.0
350.3
172.0
329.0
350.3
86.0
200.5
221.8
225.8
431.4
452.6
322.5
549.4
573.7
275.2
468.8
493.1
301.0
512.8
537.1
318.2
542.1
566.4
344.0
586.0
610.3
258.0
439.5
463.8
322.5
549.4
573.7
322.5
549.4
573.7
129.0
273.8
295.0
189.2
322.3
346.6
268.8
457.8
482.1
322.5
549.4
573.7
129.0
273.8
295.0
96.8
218.8
240.1
217.2
369.9
394.2
275.2
468.8
493.1
301.0
512.8
537.1
318.2
542.1
566.4
344.0
586.0
610.3
258.0
439.5
463.8
275.2
468.8
493.1
301.0
512.8
537.1
318.2
542.1
566.4
150.5
319.4
340.6
86.0
200.5
221.8
172.0
329.0
350.3
172.0
329.0
350.3
kips
Pu
571
863
696
696
696
696
696
696
696
404
904
1204
1032
1126
1189
1283
969
1204
1204
560
719
1009
1204
560
443
820
1032
1126
1189
1283
969
1032
1126
1189
650
404
696
696
ft-kips
Mu
185
340
339
336
333
331
340
340
340
239
161
325
273
213
115
35
323
409
400
228
56
409
400
208
283
339
302
249
381
96
15
246
183
114
162
283
399
398
Size
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x21in
18x24in
18x24in
18x24in
18x24in
18x24in
18x24in
18x26in
18x24in
18x21in
18x24in
18x24in
18x26in
18x21in
18x21in
18x24in
18x24in
18x24in
18x26in
18x24in
18x24in
18x24in
18x24in
18x24in
18x21in
18x21in
18x21in
18x21in
Reinf
4-#9
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
4-#9
12-#10
4-#9
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
4-#9
12-#10
12-#10
12-#10
4-#9
4-#9
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
12-#10
4-#9
4-#9
12-#10
12-#10
Presentation Outline
Introduction
Thesis Objectives/Goals
Structural Depth
Floor System Comparison
Gravity System Design
ETABS Model
Recalculation of Seismic Loads
Lateral Design
Foundation Check
Construction Management Breadth
Cost Analysis
Schedule Analysis
Final Summary/Conclusions
ETABS Model
•The self-weight of the columns and beams is accounted for in the
model
•Rigid end zones are applied to all beams with a reduction of 50%
•The slabs are considered to act as rigid diaphragms
•The self-weight of the slab is applied as an additional area mass on
the rigid diaphragm
•P-∆ effects are considered
•The moment of inertia for columns = 0.7Ig
•The moment of inertia for beams = 0.35Ig
•The compressive strength of all concrete is 5000 psi
Recalculation of Seismic Loads
Presentation Outline
Introduction
Thesis Objectives/Goals
•
•
•
Structural Depth
•
Floor System Comparison
Gravity System Design
ETABS Model
Recalculation of Seismic Loads
Lateral Design
Foundation Check
Construction Management Breadth
Cost Analysis
Schedule Analysis
Final Summary/Conclusions
Building weight and seismic loads calculated by hand
R = 3.0 for ordinary concrete moment frame
Fundamental periods obtained from ETABS along principle axes
exceeded CuTa
CuTa was used as the design period to calculate seismic loads
Floor
Parking
Plaza
2nd
3rd
4th
5th
Roof
Veritical Distribution of Seismic Forces
wx
hx (ft)
wxhx^k
Cvx
3007.7
10.0
65801.0 0.015
2960.0
20.0 163935.9 0.037
3354.5
35.0 393265.0 0.090
3339.9
48.5 606217.7 0.138
3294.0
62.0 830852.9 0.190
3191.7
75.5 1048252.4 0.239
3105.9
89.0 1271638.1 0.290
Sum 4379963.0 1.000
Fx
5.3 k
13.3 k
32.0 k
49.3 k
67.5 k
85.2 k
103.4 k
356.1 k
Lateral Design
Presentation Outline
Introduction
Thesis Objectives/Goals
Structural Depth
Floor System Comparison
Gravity System Design
ETABS Model
Recalculation of Seismic Loads
Lateral Design
Foundation Check
Construction Management Breadth
Cost Analysis
Schedule Analysis
Final Summary/Conclusions
Drift and Displacement Check
•
•
Allowable seismic story drift for a building in occupancy
category II is 0.02hsx
Accepted standard for total building displacement for wind
loads is L/400
Lateral Design
Seismic Story Drift N-S Direction
Floor Displacement (in) Story Drift (in) Allowable Story Drift (in)
PH Roof
1.596
0.079
3.84
Roof
1.517
0.158
3.24
Fifth
1.359
0.249
3.24
Fourth
1.110
0.304
3.24
Third
0.806
0.350
3.24
Second
0.456
0.366
3.6
Plaza
0.090
0.090
2.4
Parking
0.000
0.000
2.4
Seismic Story Drift E-W Direction
Floor Displacement (in) Story Drift (in) Allowable Story Drift (in)
PH Roof
3.879
0.354
3.84
Roof
3.525
0.383
3.24
Fifth
3.142
0.561
3.24
Fourth
2.581
0.710
3.24
Third
1.871
0.811
3.24
Second
1.060
0.836
3.6
Plaza
0.224
0.224
2.4
Parking
0.000
0.000
2.4
Okay?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Okay?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Drift and Displacement Check
•
•
Allowable seismic story drift for a building in occupancy
category II is 0.02hsx
Accepted standard for total building displacement for wind
loads is L/400
Floor
PH Roof
Roof
Fifth
Fourth
Third
Second
Plaza
Parking
Wind Story Displacement N-S Direction
Displacement (in) Allowable Displacment (in)
1.491
3.150
1.443
2.670
1.343
2.265
1.146
1.860
0.866
1.455
0.510
1.050
0.101
0.600
0.000
0.300
Okay?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Floor
PH Roof
Roof
Fifth
Fourth
Third
Second
Plaza
Parking
Wind Story Displacement E-W Direction
Displacement (in) Allowable Displacment (in)
1.564
3.150
1.560
2.670
1.342
2.265
1.141
1.860
0.853
1.455
0.496
1.050
0.106
0.600
0.000
0.300
Okay?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Lateral Design
Lateral Design of Beams and Columns
•
•
•
Beams and columns checked to determine if they are
sufficient to resist wind and seismic loads
Moments on beams due to wind and seismic loads obtained
from ETABS and input into spBeam models
Axial loads and moments on columns due to wind and
seismic loads input into spColumn
Conclusions
•
•
•
•
Shear reinforcing had to be increased in half of the beams
Top reinforcing had to be increased for a few beams
Bottom reinforcing sufficient for all beams
Some edge beams in E-W direction had to be increased in size
•
•
Columns did not have to be upsized
Reinforcing had to be increased in some columns
•
Inherent moment resistance of concrete structure is
sufficient to resist lateral loads
Shear walls are not needed!
•
Typical Framing Plan
Foundation Check
Presentation Outline
Introduction
•
Thesis Objectives/Goals
Structural Depth
Floor System Comparison
Gravity System Design
ETABS Model
Recalculation of Seismic Loads
Lateral Design
Foundation Check
•
•
•
The spread footing at G-3 was redesigned for additional dead
load from concrete structure
Existing 11’-0”x11’-0” footing had to be increased to 12’-0”x12’-0”
Reinforcing was designed by hand
Punching shear was checked for the 36” deep footing and was
found to be adequate
Construction Management Breadth
Cost Analysis
Schedule Analysis
Final Summary/Conclusions
Partial Foundation Plan
Presentation Outline
Introduction
Thesis Objectives/Goals
Structural Depth
Floor System Comparison
Gravity System Design
ETABS Model
Recalculation of Seismic Loads
Lateral Design
Foundation Check
Construction Management Breadth
Cost Analysis
Schedule Analysis
Final Summary/Conclusions
Construction Management Breadth
Cost Analysis
• Cost information for existing structure obtained from
Davis Construction
• Costs obtained from Davis Construction were adjusted
using historical cost indices found in RS Means
• Detailed concrete, formwork, and reinforcement
takeoffs were done by hand
• RS Means used to obtain unit prices for concrete
structure
Construction Management Breadth
Cost Comparison
Existing Steel Structure Cost
Description
Mobilization & Cranes
B2 Level
B1 Level
Plaza Level
2nd Floor
3rd Floor
4th Floor
5th Floor
Roof
Total Steel
Fireproofing
Total
Cost
Adjusted 2011 Cost
$299,498.00
$326,963
$1,596,426.00
$1,742,823
$1,096,252.00
$1,196,782
$341,649.00
$372,979
$62,086.00
$67,779
$51,969.00
$56,735
$51,969.00
$56,735
$51,199.00
$55,894
$9,852.00
$10,755
$1,372,852.00
$1,498,747
$82,000.00
$89,520
$5,015,752.00
$5,475,712
Concrete Structure Cost
Description
Cost
Mobilization & Cranes
B2 Level
B1 Level
Plaza Level
Beams
Columns
Slabs
Total
326,963
1,887,782
1,239,164
372,979
462,985
410,621
1,299,518
6,000,013
Existing Steel Structure Cost:
$5,475,712
Concrete Redesign Cost:
$6,000,013
Presentation Outline
Introduction
Construction Management Breadth
Construction Schedule – Concrete Redesign
Schedule Comparison
Thesis Objectives/Goals
Construction Schedule – Existing Steel Structure
Structural Depth
Floor System Comparison
Gravity System Design
ETABS Model
Recalculation of Seismic Loads
Lateral Design
Foundation Check
Construction Management Breadth
Cost Analysis
Schedule Analysis
Final Summary/Conclusions
Total Duration = 61 days
Total Duration = 108 days
Presentation Outline
Introduction
Thesis Objectives/Goals
Structural Depth
Floor System Comparison
Gravity System Design
ETABS Model
Recalculation of Seismic Loads
Lateral Design
Foundation Check
Final Summary/Conclusions
• One-way slab and beam system was chosen as the
floor system for the office tower
• The inherent moment resistance of the concrete
structure is sufficient to resist the lateral loads
• Shear walls are not needed, which increases the
flexibility of the floor plan
• The concrete redesign is approximately $500,000
more than the existing steel structure
Construction Management Breadth
• The construction duration for the concrete redesign
is significantly longer than for steel
Final Summary/Conclusions
• The concrete redesign is a viable alternative,
although composite steel is most likely the best
structural system
Cost Analysis
Schedule Analysis
Acknowledgements
American Speech-Language-Hearing Association
Cagley & Associates
Frank Malits
Susan Burmeister
Boggs & Partners Architects
Mike Patton
Vanderweil Engineers
Davis Construction
T.J. Sterba
Penn State AE Faculty
Dr. Thomas Boothby
Dr. Linda Hanagan
Dr. Andres Lepage
Dr. Louis Geschwinder
Professor Parfitt
Professor Holland
Thank you for listening!