Seismic Lessons Learned. W. Phillip Yen, Ph.D., P.E. Seismic Research Program Manager Office of Infrastructure R&D, FHWA
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1 Seismic Lessons Learned W. Phillip Yen, Ph.D., P.E. Seismic Research Program Manager Office of Infrastructure R&D, FHWA
2 Outline San Fernando, CA 1971 Loma Prieta, CA 1989 Northridge, CA, 1994 Kobe, Japan, 1995 Kocaeli & Duzce, Turkey, 1999 Chi-Chi, Taiwan, 1999 Nisqually (Olympia), WA, 2001 Niigata, Japan, 2007 Pisco, Peru, 2007 Concluding Remarks
3 SAN FERNANDO, CA 1971
4 SAN FERNANDO
5 SAN FERNANDO
6 LESSONS LEARNED EARTHQUAKE DISASTERS 1971 SAN FERNANDO, CA Increase Seat Width Provide Continuity at Bearings and Joints Design Columns for Shear and Moment Develop Column to Footing/Cap Anchorage
7 LOMA PRIETA, 1989
8 LOMA PRIETA
9 LOMA PRIETA
10 LOMA PRIETA THE GEOTECHNICAL E.Q. Distribution of damage indicated close correlation between local soil condition and severity of resultant damage.
11 LESSONS LEARNED EARTHQUAKE DISASTERS 1989 LOMA PRIETA Simple retrofit helps Evaluate Soil/Foundation Stability Account for Forces/Displacements Evaluate Existing Inventory
12 NORTHRIDGE,1994
13 NORTHRIDGE
14 NORTHRIDGE
15 NORTHRIDGE
16 NORTHRIDGE
17 NORTHRIDGE
18 LESSONS LEARNED EARTHQUAKE DISASTERS S S 1994 NORTHRIDGE Complex Geometry Redistributes Forces - Skew - Varied Column Heights Accommodate Shear & Flexure Post 89 Designs Reduced Damage Retrofit Improves Resistance - Joint Restrainers - Column Jacketing Preparedness Facilitates Recovery
19 KOBE, Japan 1995
20 KOBE
21 KOBE
22 LESSONS LEARNED EARTHQUAKE DISASTERS 1995 HANSHIN AWAJI (KOBE) Consider Structural Filters / Fuses - Isolation - Energy Dissipation - Displacement Control
23 LESSONS LEARNED EARTHQUAKE DISASTERS Accommodate Forces & Displacements Evaluate Ground Motion Amplification/Attenuation Consider Near Field Effects Identify Liquefaction Potential Retrofit Improves Performance Current Designs Improve Resistance Preparedness Facilitates Recovery Nothing is Earthquake Proof
24 The 1999 Turkish Earthquakes: Post-Earthquake Investigation of Structures on TEM Hamid Ghasemi, PH.D. Philip Yen, PH.D., P.E. James D. Cooper, PE P.E. Federal Highway Administration
25 (0.25g ) Nov. 12, 1999 Aug. 17, 1999 Black Sea Duzce EQ Kocaeli EQ M w = 7.4 T = 45 sec Casualties M w = 7.2 T = 30 sec. > 1000 Casualties MARMARA SEA (0.32g) (0.23g) (0.41g) Duzc e (0.5 g) (0.8 g) NAF Epicenters and PGAs TURKEY
26 Right-Lateral Offset = 1.5 m Surface Fault Trace Arifiye Overpass 45 km east of the epicenter Constructed in 1988 AASHTO (1975) coefficient method 25 skew 4 Spans (26 m) 12.5 m wide 5-Simply supported precast, pre-stressed concrete u-beams Continuous deck cast in site Elastomeric laminated bearings Wall type piers & pile foundations Shear keys only at abutments MSE walls
27 Surface Fault Trace
28
29 Shear-key Failure
30 Typical Underpasses
31 Typical Underpasses Observed Damage Settlement
32 General View of the Viaduct #1 Continuous over 10 spans - Total Length = 2.3 km - Number of Spans = 59 - Each Span = 40 m - Width = 17.5 m - Max. Pier Height = 49 m - Superstructure = 7 PS Box Girder - Soil Type = Type II - A = 0.4g - It was 95% completed at the time of earthquake - Pile cap is 3-m thick, resting on 12 D=1.8 m CIDH piles up to 37 m in alluv
33 Surface Fault Rupture at Viaduct #1 KOERI
34 Surface Fault Rupture at Viaduct #1 ~ ~ ~ Pier 45 Pier 46 Pier 47 ~ ~ ~ ~ Pier #45 40 m 40 m 40 m * Resurveyto determine relative pier movement. Check for pile/foundation damage
35 Excessive Movement in Longitudinal Direction
36 EDU Failure
37 Expansion Joint
38 Lessons Learned from Turkey EQ. Fault crossings difficult to identify If possible avoid construction near known faults Provide sufficient displacement capacity for short span bridges constructed near known faults Larger seat width -- very sound investment Proper construction and detailing of critical elements Correctly characterizing sites is very important Proper selection, design, and detailing of EDU Preparedness facilitates recovery Design & construction Q-C imperative Awareness / information dissemination
39 Taiwan Chi-Chi EQ. 1999: First EQ. Report from Central Weather Bureau
40 Chi-Chi Earthquake, Taiwan, 9/21, 2007 Local Magnitude = 7.3
41
42 Reverse Fault
43 1. DIP-SLIP FAULTS a) Normal Fault normal-slip fault, tensional fault or gravity fault b) Reverse Fault thrust fault, reverse-slip fault or compressional fault ] 2. STRIKE-SLIP FAULT transcurrent fault, lateral fault, tear fault or wrench faul] Fault Motion 3. OBLIQUE-SLIP FAULT
44
45
46 Design Codes for Taiwanese Highway Bridges Varies Bridges Prior to Based on Japanese Design Spec Standard Specification for Highway Bridges of Taiwan 2 nd edition Bridge Design Codes Current Bridge Design Codes Bridge Design Codes Based on 1953 AASHTO Standard Specification Based on 1977 AASHTO Specification Based on 1992 AASHTO Specifications
47 Neu-Tso-Pu Creek Bridge: Settlement t in Transverse Directions
48 Substructure Damage - Fault Crossing
49 Bearing Failure
50 Shi-Wei Bridge Constructed Spans, PCI Girders Two spans collapsed Piers Tilted 15 degrees Skewed bridge Fault Rupture
51 Collapse of Shi-wei bridge due to liquefaction, Chi-chi Earthquake, Taiwan, September 1999
52 I-Jiang Bridge Constructed in 1972, Simple Supported 24 11m Fault Rupture uplifted 1.5 to 2m under the North Abutment 12 spans collapsed Overhang Superstructures???
53 I-Jiang Bridge
54
55 Bei-Fung Bridge PCI Girder, Simple Supported Spans Collapsed Fault Ruptured Near by an Abutment t New Water Fall
56 Bei-Fung Bridge -Fault Rupture 5-6M
57
58 Mao-Luo-Shi Bridge Steel Superstructure C-bents Type Connection (Eccentrically) Horizontal Curved Pier Top Concrete Spalling and Shear Cracks Superstructure Settled
59 Mao-Lo-Shi Bridge
60 Mau-Lo-Shi Bridge
61 Mau-Lo-Shi Bridge
62 Vertical/Horizontal Acceleration
63 Tong-Tou Bridge PCI Girder Superstructure Spans Collapse Fault Rupture Abutments moved Liquefaction under abutment foundations and approaches Piers Fractured
64 Failure of shear-critical columns in Tong-tou bridge, Chi-chi Earthquake, Taiwan, September 1999
65 Shear failure in pier of Wu-shi bridge, Chi-chi Earthquake, Taiwan, September 1999
66 Lessons Learned Fault rupture Near-field ground motions Ground failures precipitate structural failure Abutment back-walls and back -fills are essential for continuous bridges Shear failures must be avoided in piers Shear keys are required to prevent spans falling transversely
67 Issues Shear Key Design Near Fault Effects Bearing Design Restoration Retrofitting How to construct (or reconstruct) a bridge across a known fault?
68 Other Infrastructure Components Dam Buildings Harbor Liquefaction Huge Land Slides
69 Shi-Gang Dam- Fault Rupture
70
71 Kung-Fu Elementary School
72 Kung-Fu Elementary School
73 Huge Landslide
74
75 Huge Landslide
76 Challenge H ld t t b id How would you construct a bridge across a known fault?
77 Nisqually (Olympia) Earthquake 10:54 a.m. local time Wednesday, February 28, 2001 Epicenter: 11 miles northeast t of Olympia Hypocenter: 30 miles Magnitude: 6.8
78 Fourth Avenue Bridge, Olympia Shear Cracks in Column
79 Magnolia Bridge, Seattle Damaged Concrete T-Brace
80 Holgate Bridge - Column Failure
81 Fourth Avenue Ramp to I-90, Seattle Damaged Bearing
82 Capitol Blvd. U-Xing - damaged end diaphragm and laterals
83 Alaskan Way Viaduct Temporary Shoring at Damaged Knee Joint
84 Niigata Earthquake, Japan 2007 Date: July 16th, The hypocenter depth is approximately 17 km. The magnitude of this earthquake was 6.8, 11 people were killed and 1300 people injured houses were completely l collapsed or partially collapsed.
85
86
87 Pisco, Peru Earthquake, 2007
88 Embankment and roadway failure at Pan American Highway km 190. The picture was taken facing north. Note the Pacific Ocean in the top left of the photo. The damage was caused by liquefaction of the wet coastal silty soils that led to lateral spreading and subsequent embankment failure. Ground waves moving from west to east appeared to have reflected off the more rigid material on the right.
89 Paved shoulder on the east side of the Pan American Highway was shoved up against the ridge in the background when liquefied coastal soils sloshed laterally.
90 Pavement damage from liquefaction Pan American Highway km 220 near San Clemente, Peru
91 Severe cracking of Pier 2 (from South end) necessitates extensive repair but the horizontal shear blocks managed to retrain lateral movement of the superstructure.
92 Multiple hazard Issue: Huachinga Bridge on Rte 110 at km 39. This steel truss bridge has suffered severe damage to the bottom chord from debris impact. There is a large granite boulder jammed between the two channels of the bottom chord that has fallen from the adjacent mountain from this earthquake.
93 Multiple hazard Issue: Huachinga Bridge on Rte 110 at km 39. This steel truss bridge has suffered severe damage to the bottom chord from debris impact. There is a large granite boulder jammed between the two channels of the bottom chord that has fallen from the adjacent mountain from this earthquake.
94 SUMMARY LESSONS LEARNED EARTHQUAKE DISASTERS Newer Designs Improve Performance Retrofit Helps but.. U.S. Seismicity Not Well Understood
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