Desarrollo Del Sistema de Calificacion de Condicion Corporal en Bufalas Murrah
Alfred P. Murrah Federal Building - NIST
Transcript of Alfred P. Murrah Federal Building - NIST
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CASE STUDY
Alfred P. Murrah Federal BuildingOklahoma City
H. S. LEWNational Institute of Standards and
Technology
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RESOURCE DOCUMENTS
FEMA 227The Oklahoma City Bombing: Improving building performance through multihazardmitigation, 1966
FEMA 439ABlast-Resistance Benefits of Seismic Design, 2005
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Designed in the early 1970s based on ACI 318-71
Constructed:1974-1976
Main office building: 9-story R/C frame + shear walls
3 sides of main building surrounded by 1-story office buildings and parking structure
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20” x 36” ground story columns at G12, G16, G20, & G24
First Floor Plan
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16” x 24” columns at G10 – G26
Third Floor Plan
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North Face Elevation
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Location of Truck Relative to Column G20
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Location of Bomb
4000 lb TNT
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Damage Boundary
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Extent of Collapse
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Blast and Progressive Collapse Damage
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Schematic Diagrams of Blast Damage
North Face Elevation North-South Section
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Damaged and Destroyed Structural Members
Destroyed due to blast Columns G16, G20 and G24
Subsequent collapse due to failed columns Third floor transfer girders between G16 and G26All floors and roof panels bounded by column lines 12, 28, F and G.
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Damage Statistics
Total Building Floor Area: ~ 137,800 ft 2
4% (~ 5,850 ft 2) destroyed by blast
42% ( ~ 58,100 ft 2) destroyed by blast + progressive collapse
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FEMA 277 Conclusion
FEMA 277, The Oklahoma City Bombing: Improving Building Performance Through Multihazard Mitigation
“Many of the techniques used to upgrade the seismic resistance of buildings also improve a building’s ability to resist the extreme loads of a blast and reduce the likelihood of progressive collapse following an explosion …”
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Post–Murrah Building Damage Study
Implement ACI 318 provisions7.13 for R/C structures
Reinforcing details for Special Moment Frame
Mechanical splices for continuous load path
Damage reduced by 80%+
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FEMA 439 Study
“Does seismic strengthening improve blast/progressive collapse resistance?”This is not the same question as “Is seismic design the same as blast design?”Evaluate Murrah Building for High Seismicity location.Strengthen building for improved earthquake performance, with no specific consideration for blast resistance.Re-detail original frame as Special Moment Frame per ACI 318-02 (no new lateral force analysis).Perform blast and progressive collapse response analyses of “new” systems in same manner used for FEMA 277.
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FEMA 439 Study
Strengthening Schemes for Improved Earthquake Resistance
Transverse:12” lightly reinforced concrete shear walls between ventilation shafts at east and west ends of buildingLongitudinal:Pier-Spandrel System on North FaceSpecial Moment Frame on North FaceInterior Shear WallsRe-detailed frame system per ACI 318-02 (no lateral force analysis)
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Pier-Spandrel System
2 – 24” thick R/C Pier-Spandrel walls on north face
10’ wide piers
8’ deep spandrels
Dowel into existing north face frame
Founded on existing column caissons
Preserve much of original window openings
Estimated cost: $2.37M
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Typical Floor Plan for Pier-Spandrel System
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Elevation for Pier-Spandrel System
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Special Moment Frame System
24” x 48” columns on north face
24” x 36” beams on north face (9 Fl, Roof)
24” x 48” beams on north face (8 Fl, below)
Dowel into existing frame
Founded on existing column caissons
Estimated cost: $3.64M
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Typical Floor Plan for Special Moment Frame System
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Elevation for Special Moment Frame System
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Interior Shear Wall System
2 full-height walls on Line F2 bays each18” thick, lightly reinforcedBoundary elementsDowel into existing columnsFounded on existing column caissonsEstimated cost: $1.95MAlternate location: Line “F.5”
Estimated cost: $2.30M
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Typical Floor Plan for Interior Shear Wall System(“F.5”Location Shown in Red)
Shear Wall “A”Shear Wall “B”
F.5F.5
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Re-detailed SMF System
Increased transverse & longitudinal reinforcement
More continuity in longitudinal reinforcement
Increased column sizes for strong column –weak beam behavior (e.g. 45” x 36” at ground story)
No lateral load analysis
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Blast Response Analyses
ConWep: Blast load generation
Actual reflected pressure & impulse
Idealized uniform reflected pressure & impulse
Breaching analysis
Span32 and WAC: SDOF response
Based on uniform pressure loading
Based on yield line analysis
Provides mid-span deflections
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Progressive Collapse Analyses
Floor slabs not strengthened in any scheme
Blast-damaged members removed before analysis
Gravity + 25% Live Load
Elastic analysis followed by plastic mechanism analysis
Based on assumption that impact loads are twice static loads, examine Capacity/Demand (C/D):
If C/D > 2, then no collapse
If 1 < C/D < 2, then examine more closely and assess
If C/D < 1, then assess as failed
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Damage to 3rd Floor Level (Original Building)
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Estimated Damage for Pier-Spandrel System
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Estimated Damage to 3rd Floor Level (Pier-Spandrel System)
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Estimated Damage for SMF System
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Estimated Damage to 3rd Floor Level (SMF System)
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Estimated Damage for Interior Shear Wall System - Line F
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Estimated Damage to 3rd Floor LevelInterior Shear Wall System – Line F
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Estimated Damage to 3rd Floor LevelInterior Shear Wall System - Line F.5
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Estimated Damage Based on Floor Area
Progressive Collapse Damage
Floor Level
Floor Area (SF)
Blast Damage
(SF)
Original Building
(SF)
Pier-Spandrel
Scheme (SF)
SMF Scheme
(SF)
Shear Wall Scheme –
Line F.5 (SF)
Shear Wall
Scheme – Line F
(SF) Roof 15,200 0 6,300 0 0 4,650 5,250
9th 15,200 0 6,300 0 0 4,650 5,250
8th 15,200 0 6,300 0 0 4,650 5,250
7th 15,200 0 6,300 0 0 4,650 5,250
6th 15,200 0 6,300 0 0 4,650 5,250
5th 15,200 300 6,300 300 300 4,650 5,250
4th 15,200 1,050 6,300 1,050 1,050 4,650 5,250
3rd 15,200 2,100 7,000 2,100 2,100 4,650 5,250
2nd 15,200 2,400 7,000 2,400 2,400 6,150 5,250
Total 137,800 5,850 58,100 5,850 5,850 43,350 47,250
% of Total Floor Area Damaged 4% 42% 4% 4% 31% 34%
% of Damaged Area Due to Blast - 10% 100% 100% 12% 12%
% of Damaged Area Due to Progressive
Collapse - 90% 0% 0% 88% 88%
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Conclusions
Pier-Spandrel, Special Moment Frame, and Re-detailed Systems significantly improved blast and progressive collapse resistance.
Interior Shear Walls modestly improved blast and progressive collapse resistance.
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Conclusions
Strengthening an existing R/C building to meet high seismic demand will improve its blast and progressive collapse resistance.
Providing high seismic zone detailing for a building will improve its blast and progressive collapse resistance.
It is more efficient for external blast and impact resistance to place elements proportioned and detailed for seismic forces on the building perimeter.
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Reflected Pressure Distribution on Pier G20Pier-Spandrel System
Reflected Pressure Distribution 1st
Story Column G22Special Moment Frame System
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Reflected Pressure Distribution on 1st Story Shear Wall A
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Time, ms
Pre
ssur
e, p
siS P An W S D O F A n a l y s i s
SMF at G22Pressure Load
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.90
400
800
1200
1600
2000
2400
2800
Displacement, inches
Res
ista
nce,
psi
S P An W S D O F A n a l y s i sSMF at G22
Static Resistance Function
-0.3 -0.24 -0.18 -0.12 -0.06 0 0.06 0.12 0.18 0.24 0.3-60
-45
-30
-15
0
15
30
45
60
Time, ms
Disp
lace
men
t, in
ches
S P An W S D O F A n a l y s i sSMF at G22
Member Displacement History
0 15 30 45 60 75 90 105 120 135 1500
0.4
0.8
1.2
1.6
2
2.4
2.8
3.2
Idealized Uniform Reflected Pressure
Element Resistance FunctionPredicted Mid-Span Response