Target Seismic Performance Level Based On Asce 41-13.pdf 5j5n1i
This document was ed by and they confirmed that they have the permission to share it. If you are author or own the copyright of this book, please report to us by using this report form. Report 3i3n4
Overview 26281t
& View Target Seismic Performance Level Based On Asce 41-13.pdf as PDF for free.
More details 6y5l6z
- Words: 1,005
- Pages: 43
TARGET SEISMIC PERFORMANCE LEVEL BASED ON ASCE 41 by Carlos M. Villaraza*
* Principal Engineer, GEOSEED
THREE TYPES OF FAULTS
Strike-Slip
Thrust
Normal 2
TBPS Station [N-S]
TBPS Station [E-W]
TBPS Station [Vertical]
BOHOL EARTHQUAKE 10152013 EARTH Epicenter: Fault line:
40km from Tagbilaran 2 km from Tagbilaran
208.1.1 Purpose The purpose of the earthquake provisions herein is primarily to safeguard against major structural failures and loss of life, not to limit damage or maintain function.
208.1.2 Minimum Seismic Design Structures and portions thereof shall, as a minimum, be designed and constructed to resist the effects of seismic ground motions as provided in this section.
DESIGN BASIS GROUND MOTION is that ground motion that has a 10 percent chance of being exceeded in 50 years as determined by a sitespecific hazard analysis or may be determined from a hazard map.
DESIGN RESPONSE SPECTRUM - an elastic response spectrum for 5 percent equivalent viscous damping …. may be either a site-specific spectrum based on geologic, tectonic, seismological and soil characteristics associated with a specific site or may be a spectrum constructed in accordance with the spectral shape in Figure 208-3.
208.4.4 Site Seismic Hazard Characteristics Seismic hazard characteristics for the site shall be established based on the seismic zone and proximity of the site to active seismic sources, site soil profile characteristics and the structure's importance factor.
208.6.6.1 Time History Time-history analysis shall be performed with pairs of appropriate horizontal ground-motion time- history components …from not less than three recorded events. Appropriate time histories shall have magnitudes, fault distances and source mechanisms that are consistent with those that control the design-basis earthquake …. …. If three time-history analyses are performed, then the maximum response of the parameter of interest shall be used for design. If seven or more timehistory analyses are performed, then the average value of the response parameter of interest may be used for design.
Performance Based Earthquake Engineering Design (PBEED) Concept implies the definition of multiple target performance levels which are expected to be achieved, or at least not exceeded, when the structure is subjected to earthquake ground motion of specified intensity.
Global Framework for Performance-Based Earthquake Engineering (Helmut Krawinkler, 2000)
F2(V,PE)
COST
F1(V,C)
Point of Optimum Design
VULNERABILITY
RISK = HAZARD X VULNERABILITY
V O erT 0yVery 1 temp H RaE 0000000 reR Event3.Low Step Reset Cho Ri
HAZARD
DETAIL
CONSEQUENCE
LIKELIHOOD
Landslide
Hospitals, police, fire, ambulance, shelters
Low Medium High
Frequent Occasional Rare Very Rare
Critical Facility Failure
Superstructure, foundation
Low Medium High
Frequent Occasional Rare Very Rare
Dangerous Goods Spill
Chemical, oil, hazardous waste, radiation
Low Medium High
Frequent Occasional Rare Very Rare
HRVA Tool Sample 11
Earthquake Performance Level Earthquake Operational Design Level (Minor or No Damage)
(Controlled Damage)
Life Safety
Collapse Prevention
Frequent (72 years) Occasional (225 years) Rare (475 years) Very Rare (950 years)
PERFORMANCE MATRIX (after SEAOC 1995)
4-LEVELS of Earthquake Hazard in performancebased earthquake hazard criteria (a) “frequent” (50% probability of exceedance in 50 – year exposure, mean return interval of 72 years); (b) “occasional” (20% probability of exceedance in 50year exposure, mean return interval of 224 years); (c) “rare” (10% probability of exceedance in 50-year exposure, mean return interval of 475 years); (d) “very rare” or the maximum considered (2% probability of exceedance in 50-year exposure, mean return interval of 2475 years).
Japan Structural Consultants Association (JSCA) & Building Standard Law (BSL) PERFORMANCE GRADES
Japan Structural Consultants Association (JSCA) & Building Standard Law (BSL) TARGET PERFORMANCE LEVELS
Typical performance curve.
Performance-based Design Criteria [Robert Hanson]
• Overview of Performance Based Design • Current State of the Art • FEMA/SAC Criteria - the next generation
• Funded by FEMA / SAC Steel Project • SAC: Seismology Committee-Structural Engineers Association of California • FEMA: Federal Emergency Management Agency 18
19
20
21
22
23
24
25
26
27
28
29
PBD METHODOLOGY 1. Traditional force-based approach
analysis is conducted and, after the design is completed, deformation and damage estimated and checked against established displacement limits.
2. SEAOC Vision 2000
addresses performance levels for structural and non-structural systems. Possible approaches elastic and inelastic analysis : (a) conventional force and strength methods; (b) displacement based design; (c) energy approaches; and (d) prescriptive design approaches.
3. Applied Technology Council ATC 40
structural criteria expressed in of achieving performance objective. Document limited to concrete buildings and emphasizes the use of the capacity spectrum method.
4. FEMA 273
presents a variety of performance objectives with associated probabilistic ground motions. Analysis and design methods range from linear static to inelastic time history analysis.
Earthquake Performance Level Earthquake Operational Design (Controlled Collapse (Minor or No Life Safety Level Damage) Prevention Damage)
Frequent (72 years) Occasional (225 years) Rare (475 years) Very Rare (950 years)
LEVEL 5E PERFORMANCE MATRIX (CMV 2015)
Fault lines within 150 km radius.
Fault Name
Fault Type
Fault Length (km) 475YRP
1
West Valley
SS
67
100
2
East Valley
SS
136
3
Infanta Segment [PFZ]
SS
4
LagunaBanahaw Fault
SS
FAULT No.
5
Manila Trench Subdctn
Fault Epicntrl Length Fault (km) Distance 950YRP (km)
Mw 450 YRP
Mw 2475 YRP
3
6.8
7.4
150
50
7.5
7.6
125
150
60
7.5
7.6
56
150
70
7.2
7.6
255
350
180
7.8
8.2
POISSON MODEL: Probability of Exceedance P[N≥1] = 1-e-λmt λm = average rate of occurrence of the event. t = time period of interest (EXPOSURE TIME)
Comparison of recurrence laws Gutenberg-Richter and characteristic earthquake models.
P[N≥1] =
1-e-λmt
EXPOSURE TIME
PE
Mo
λm
t
5.6
0.0140
72
0.503414
50
50%
6.0
0.0045
224
0.201484
50
20%
6.8
0.0022
475
0.095163
50
10%
7.4
0.0004
2475
0.024690
50
2%
PIPELINE FRAME
VERTICAL LOAD WITHOUT SEISMIC LOAD
RETURN PERIODS: 475/950/2475 years
VERTICAL LOAD WITH SEISMIC LOAD
PIPELINE FRAME (Weak Beam - Strong Column Concept)
PIPELINE FRAME [Strong Beam – Weak Column]
BASIC PRINCIPLES OF PBD 1. Multiple target performance 2. CAPACITY greater than DEMAND 3. Loads are site specific
MATERIAL
ELASTIC RANGE
LIMIT DESIGN CRACKED SECTION
CONCRETE STEEL
INELASTIC RANGE
ELASTIC DESIGN [S-Modulus]
PLASTIC DESIGN [Z-Modulus]
End
* Principal Engineer, GEOSEED
THREE TYPES OF FAULTS
Strike-Slip
Thrust
Normal 2
TBPS Station [N-S]
TBPS Station [E-W]
TBPS Station [Vertical]
BOHOL EARTHQUAKE 10152013 EARTH Epicenter: Fault line:
40km from Tagbilaran 2 km from Tagbilaran
208.1.1 Purpose The purpose of the earthquake provisions herein is primarily to safeguard against major structural failures and loss of life, not to limit damage or maintain function.
208.1.2 Minimum Seismic Design Structures and portions thereof shall, as a minimum, be designed and constructed to resist the effects of seismic ground motions as provided in this section.
DESIGN BASIS GROUND MOTION is that ground motion that has a 10 percent chance of being exceeded in 50 years as determined by a sitespecific hazard analysis or may be determined from a hazard map.
DESIGN RESPONSE SPECTRUM - an elastic response spectrum for 5 percent equivalent viscous damping …. may be either a site-specific spectrum based on geologic, tectonic, seismological and soil characteristics associated with a specific site or may be a spectrum constructed in accordance with the spectral shape in Figure 208-3.
208.4.4 Site Seismic Hazard Characteristics Seismic hazard characteristics for the site shall be established based on the seismic zone and proximity of the site to active seismic sources, site soil profile characteristics and the structure's importance factor.
208.6.6.1 Time History Time-history analysis shall be performed with pairs of appropriate horizontal ground-motion time- history components …from not less than three recorded events. Appropriate time histories shall have magnitudes, fault distances and source mechanisms that are consistent with those that control the design-basis earthquake …. …. If three time-history analyses are performed, then the maximum response of the parameter of interest shall be used for design. If seven or more timehistory analyses are performed, then the average value of the response parameter of interest may be used for design.
Performance Based Earthquake Engineering Design (PBEED) Concept implies the definition of multiple target performance levels which are expected to be achieved, or at least not exceeded, when the structure is subjected to earthquake ground motion of specified intensity.
Global Framework for Performance-Based Earthquake Engineering (Helmut Krawinkler, 2000)
F2(V,PE)
COST
F1(V,C)
Point of Optimum Design
VULNERABILITY
RISK = HAZARD X VULNERABILITY
V O erT 0yVery 1 temp H RaE 0000000 reR Event3.Low Step Reset Cho Ri
HAZARD
DETAIL
CONSEQUENCE
LIKELIHOOD
Landslide
Hospitals, police, fire, ambulance, shelters
Low Medium High
Frequent Occasional Rare Very Rare
Critical Facility Failure
Superstructure, foundation
Low Medium High
Frequent Occasional Rare Very Rare
Dangerous Goods Spill
Chemical, oil, hazardous waste, radiation
Low Medium High
Frequent Occasional Rare Very Rare
HRVA Tool Sample 11
Earthquake Performance Level Earthquake Operational Design Level (Minor or No Damage)
(Controlled Damage)
Life Safety
Collapse Prevention
Frequent (72 years) Occasional (225 years) Rare (475 years) Very Rare (950 years)
PERFORMANCE MATRIX (after SEAOC 1995)
4-LEVELS of Earthquake Hazard in performancebased earthquake hazard criteria (a) “frequent” (50% probability of exceedance in 50 – year exposure, mean return interval of 72 years); (b) “occasional” (20% probability of exceedance in 50year exposure, mean return interval of 224 years); (c) “rare” (10% probability of exceedance in 50-year exposure, mean return interval of 475 years); (d) “very rare” or the maximum considered (2% probability of exceedance in 50-year exposure, mean return interval of 2475 years).
Japan Structural Consultants Association (JSCA) & Building Standard Law (BSL) PERFORMANCE GRADES
Japan Structural Consultants Association (JSCA) & Building Standard Law (BSL) TARGET PERFORMANCE LEVELS
Typical performance curve.
Performance-based Design Criteria [Robert Hanson]
• Overview of Performance Based Design • Current State of the Art • FEMA/SAC Criteria - the next generation
• Funded by FEMA / SAC Steel Project • SAC: Seismology Committee-Structural Engineers Association of California • FEMA: Federal Emergency Management Agency 18
19
20
21
22
23
24
25
26
27
28
29
PBD METHODOLOGY 1. Traditional force-based approach
analysis is conducted and, after the design is completed, deformation and damage estimated and checked against established displacement limits.
2. SEAOC Vision 2000
addresses performance levels for structural and non-structural systems. Possible approaches elastic and inelastic analysis : (a) conventional force and strength methods; (b) displacement based design; (c) energy approaches; and (d) prescriptive design approaches.
3. Applied Technology Council ATC 40
structural criteria expressed in of achieving performance objective. Document limited to concrete buildings and emphasizes the use of the capacity spectrum method.
4. FEMA 273
presents a variety of performance objectives with associated probabilistic ground motions. Analysis and design methods range from linear static to inelastic time history analysis.
Earthquake Performance Level Earthquake Operational Design (Controlled Collapse (Minor or No Life Safety Level Damage) Prevention Damage)
Frequent (72 years) Occasional (225 years) Rare (475 years) Very Rare (950 years)
LEVEL 5E PERFORMANCE MATRIX (CMV 2015)
Fault lines within 150 km radius.
Fault Name
Fault Type
Fault Length (km) 475YRP
1
West Valley
SS
67
100
2
East Valley
SS
136
3
Infanta Segment [PFZ]
SS
4
LagunaBanahaw Fault
SS
FAULT No.
5
Manila Trench Subdctn
Fault Epicntrl Length Fault (km) Distance 950YRP (km)
Mw 450 YRP
Mw 2475 YRP
3
6.8
7.4
150
50
7.5
7.6
125
150
60
7.5
7.6
56
150
70
7.2
7.6
255
350
180
7.8
8.2
POISSON MODEL: Probability of Exceedance P[N≥1] = 1-e-λmt λm = average rate of occurrence of the event. t = time period of interest (EXPOSURE TIME)
Comparison of recurrence laws Gutenberg-Richter and characteristic earthquake models.
P[N≥1] =
1-e-λmt
EXPOSURE TIME
PE
Mo
λm
t
5.6
0.0140
72
0.503414
50
50%
6.0
0.0045
224
0.201484
50
20%
6.8
0.0022
475
0.095163
50
10%
7.4
0.0004
2475
0.024690
50
2%
PIPELINE FRAME
VERTICAL LOAD WITHOUT SEISMIC LOAD
RETURN PERIODS: 475/950/2475 years
VERTICAL LOAD WITH SEISMIC LOAD
PIPELINE FRAME (Weak Beam - Strong Column Concept)
PIPELINE FRAME [Strong Beam – Weak Column]
BASIC PRINCIPLES OF PBD 1. Multiple target performance 2. CAPACITY greater than DEMAND 3. Loads are site specific
MATERIAL
ELASTIC RANGE
LIMIT DESIGN CRACKED SECTION
CONCRETE STEEL
INELASTIC RANGE
ELASTIC DESIGN [S-Modulus]
PLASTIC DESIGN [Z-Modulus]
End
Related Documents 3h463d
Target Seismic Performance Level Based On Asce 41-13.pdf 5j5n1i
April 2020 10
Performance Based Seismic Design 585r10
August 2020 0
Performance Based Seismic Design 585r10
August 2020 0
Asce 7-05 Seismic Provisions 6z6873
January 2023 0
Asce 7-10 Seismic Loading 4yl33
November 2019 71