performance based design plenary moehle jack
DESCRIPTION
Jack MoehleTRANSCRIPT
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(ATC 58)
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TBI Partners Applied Technology Council California Geological Survey California Emergency Management Agency California Seismic Safety Commission FEMA Los Angeles Dept. of Buildings & Safety Los Angeles Tall Buildings Council National Science Foundation Pankow Foundation PEER San Francisco Building Department SCEC SEAOC USGS
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TBI thanks Sponsors TBI Project Advisory Committee (TPAC)
N. Abrahamson, Y. Bozorgnia, R. Hamburger, H. Krawinkler, J. Moehle, and F. Naeim P. Somerville (SCEC), M. Lew (LATBSDC), M. Moore, N. Rodriguez (SEAOC), R. Lui
(SFDBI)
Task 2 – Performance Objectives W. Holmes (Chair), C. Kircher, L. Kornfield, W. Petak, N. Youssef, K. Telleen
Various Technical Studies N. Abrahamson, Y. Bozorgnia, B. Chiou, C.B. Crouse, G. Deierlein, D. Dreger, M. Gemmill,
R. Hamburger, J. Heintz, J. Hooper, S. Freeman, C. Kircher, H. Krawinkler, M. Lew, N. Luco, J. Maffei, S. Mahin, J. Malley, N. Mathias, C. McQuoid, A. Mikami, J. Moehle, M. Moore, Y. Moriwaki, F. Naeim, F. Ostadan, M. Pourzanjani, P. Somerville, J. Stewart, E. Taciroglu, J. Taner, T. Visnjic, J. Wallace, T. Yang, Y. Zeng
TBI Guidelines Development Team R. Hamburger, J. Moehle, Y. Bozorgnia, C.B. Crouse, R. Klemencic, H. Krawinkler, J.
Malley, F. Naeim, J. Stewart
Case Studies Designers
MKA – A. Fry, B. Morgen, J. Hooper, R. Klemencic REI – T. Ghodsi, J.S. Flores Ruiz, R. Englekirk, C. Massie, Y. Chen, E. Hoda, M.
Bravo, K. Lee SGH – A. Dutta, R. Hamburger
Analysts URS/SCEC – P. Somerville UCB/UBC – T. Yang, J. Moehle, Y. Bozorgnia UCLA – J. Wallace, Z. Tuna UCI – F. Zareian, P. Zhong, P. Jones
Loss Studies ATC 58 – R. Hamburger, J. Hooper, P. Morris, T. Yang, J. Moehle RMS – N. Shome, M. Rahnama, P. Seneviratna; H. Aslani
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TBI Guidelines Chapters 1. Introduction 2. Performance objectives 3. Design process 4. Design criteria documentation 5. Seismic input 6. Preliminary design 7. Service level evaluation 8. MCE level evaluation 9. Presentation of results 10. Project review
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2. Seismic performance objectives after SEAOC Vision 2000
Stability check
Serviceability check
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5. Ground motion selection and scaling
0
1
2
3
0 1 2 3 4 5 T (sec)
• 7 motions • Scaling or matching • Dispersion • Conditional mean spectra
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Service Level Analysis
Performance Goal: Minor structural damage
Model All components that provide strength and
stiffness
Analysis Linear response spectrum analysis 43-yr return period, 2.5% damping
Acceptance criterion Effectively linear response
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Load Combinations & Acceptance
LLEELDQEELDQ
YX
YX
25.00.13.03.00.1
exp
exp
exp
=
+++=
+++=
nCQ φ5.1<
Cn = nominal capacity (per code) φ = resistance factor per ACI or AISC
X
Y
Story Drift < 0.005h
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Maximum Considered Level Analysis Performance goals:
Minor implicit risk of collapse Modest residual drift Limited potential for failure of cladding
Model All components that provide strength and stiffness
Analysis Nonlinear dynamic analysis MCE level
Acceptance criteria Force and deformation demands within limits Transient and residual drifts within limits
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Transient and residual drift
Transient story drift Mean of 7 runs < 0.03 Maximum of any run < 0.045
Residual story drift Mean of 7 runs < 0.01 Maximum of any run < 0.015
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Non-ductile actions
φ = 1 for inconsequential failures φ = per code otherwise
,
1.51.3 1.2
u n e
u
u
F F
F FF F F
φ
σ
≤
=
= + ≥
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TBI Guidelines Chapters 1. Introduction 2. Performance objectives 3. Design process 4. Design criteria documentation 5. Seismic input 6. Preliminary design 7. Service level evaluation 8. MCE level evaluation 9. Presentation of results 10. Project review
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1.5Km, Puente Hills
7.3Km, Hollywood
8.8Km, Raymond
11.5Km, Santa Monica
24.5Km, Elsinore
40.0Km, Sierra Madre
56Km, San Andreas
Sierra Madre (Cucamonga)
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Building Design and Modeling
42-story reinforced
concrete core wall
42-story reinforced
concrete dual system
40-story steel buckling-restrained braced frame
Three Building Systems
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Building 1 – Core only
Design B
Design C
Design A
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Building 2 – Dual system
Design A Design B/C
36” x 36”
36” x 36”
42” x 42”
30th
10th
46” x 46”
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Bldg. 3A Bldg. 3B Bldg. 3C
Building 3 - Buckling Restrained Braced Frame
T1NS = 5.3sec T1NS = 6.5 sec T1NS= 5.7 sec
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Collapse Definition
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Disaggregation of Seismic Hazard
T=5.0 Sec. RP = 2475 Years (R,M,ε) = 5.1, 6.6,1.6 (R,M,ε) = 60., 8.0,2.0
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Response Spectra
0.0
0.5
1.0
1.5
2.0
2.5
0 2 4 6 8 10
Return Period (years): 4975 OVE 2475 MCE 475 DBE 43 SLE-43 25 SLE-25
Period
Sa/
g
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MAXIMUM IDR
N-S E-W
E-W N-S
median
%16th and %84th
Individual earthquake
Building 3A 4975 (years)
Return Period
OVE
MCE
DBE
SLE43
SLE25
GM set
2475 (years)
475 (years)
43 (years)
25 (years)
Example results
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Base Building Costs
Core Wall 683,000 sq ft
Dual System 683,000 sq ft
BRB 959,000 sq ft
Code Design $140 M $326/ sq ft
$149 M $350/ sq ft
$341 M $370/ sq ft
PBE-1 $140 M $174 M $329 M
PBE-2 $143 M $174 M $333 M
Structural system selection has significant impact on construction cost (13%)
Design basis has relatively little impact on construction cost
Davis Langdon
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Conceptual damage calculation
EDP
Performance Group i
0.0
0.5
1.0
0 1 2 3 4 5 6
EDP = story drift
Probab
ility
y0
y1 y2
y3
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Conceptual repair quantities calculation
Performance Group i
Quantities y0 y1 y2 y3
Damage State
concrete 0 0 0 0
wallboard 0 0 100 10,000
paint 100 1000 0 10,000
steel 0 0 0 0
electrical 0 0 0 0
…
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Conceptual repair cost calculation
Total Cost
Hazard level
50/50
10/50
5/50
Annual frequency of exceedance
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Summary repair costs
0 0.5 1 1.5 2 2.5 3 3.5 4 x 10 6
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
$C (dollar)
P(To
tal R
epai
r Cos
t ≤
$C)
Return period = 36 yrs Return period = 72 yrs Return period = 475 yrs Return period = 975 yrs
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Building Performance Model
0
1
2
3
4
5
0 0.1
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Building Performance Models
Structural Shear walls
Shear cracking Flexural damage
Link beams Gravity columns Moment joints Buckling restrained
braces
Nonstructural Curtain walls Interior partitions Ceilings Elevators Contents
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Loss Results
0 5 10 15 20 25 30 350
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1P
roba
bilit
y of
repa
ir co
st n
ot e
xcee
ding
indi
cate
d va
lue
Repair cost (% of initial building cost)
Building 1AM (initial building cost = 140 million US dollars)
SLE25SLE43DBEMCEOVE
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Loss Results
0 200 400 600 800 1000 1200 1400 16000
5
10
15x 10
5
SW
SW
BE
LB GC
CW
IP Ele
vato
rC
onte
nt
Performance group number
Med
ian
repa
ir co
st [d
olla
rs]
Building 1CM OVE
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Summary Results
Probable Maximum Loss – 500 year
Core Wall Dual System BRB
Code Design 14% 13% 3%
PBE-1 15% 9% 3%
PBE-2 12% 9% 3%
Note – BRBs does not include effect of residual drift
0 5 10 15 20 25 30 350
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
Pro
babi
lity
of re
pair
cost
not
exc
eedi
ng in
dica
ted
valu
e
Repair cost (% of initial building cost)
Building 2AM (initial building cost = 149 million US dollars)
SLE25SLE43DBEMCEOVE
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Summary Results
Average Annual Loss Annual Insurance Premium
Core Wall Dual System BRBF
Code $326,000 $323,000 $206,000
PBE-1 $336,000 $269.000 $157,000
PBE-2 $282,000 $269,000 $141,000
( ) ( )( )∑i
iiGM GMPLoss
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Summary Results
Cost-Benefit Analysis Initial Construction Cost Net Present Value of Insurance Premium
(50 years) Time value of money – 5% Normalized to code-based building cost
Core Wall Dual System BRB
Code 1.0 1.0 1.0
PBE-1 1.0 1.1 1.0
PBE-2 1.0 1.1 1.0
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PEER Tall Buildings Initiative