MECHANICS OF PROGRESSIVE COLLAPSE: WHAT DID AND DID NOT DOOM WORLD TRADE CENTER, AND WHAT CAN WE LEARN ? ZDENĚK P. BAŽANT Presented as a Mechanics Seminar at Georgia Tech, Atlanta, on April 4 ,2007, and as a Civil Engineering Seminar at Northwestern University, Evanston, IL, on May 24, 2007
Collaborators: <ul><li>Jialiang Le </li></ul><ul><li>Mathieu Verdure </li></ul><ul><li>Yong Zhou </li></ul><ul><li>Frank R. Greening </li></ul><ul><li>David B. Benson </li></ul>SPONSORS: Specifically none (except, indirectly, Murphy Chair funds, and general support for fracture mechanics and size effects from NSF and ONR)
Momentum of Boeing 767 ≈ 180 tons × 550 km/h Momentum of equivalent mass of the interacting upper half of the tower ≈ 250, 000 tons × v 0 Initial velocity of upper half: v 0 ≈ 0.7 km/h (0.4 mph) Assuming first vibration period T 1 = 10 s: Maximum Deflection = v 0 T / 2 ≈ 40 cm Initial Impact – only local damage, not overall Tower designed for impact of Boeing 707-320 (max. takeoff weight is 15% less, fuel capacity 4% less than Boeing 767-200) (about 40% of max.hurricane effect)
13% of columns were severed on impact, some more deflected
Failure Scenario <ul><li>60% of 60 columns of impacted face (16% of 287 overall) were severed, more damaged. </li></ul><ul><li>Stress redistribution ⇒ higher column loads. </li></ul><ul><li>Insulation stripped ⇒ steel temperatures </li></ul><ul><li>up to 600 o C ->yield strength down -20% at 300 o C,-85% at 300 o C, creep for > 450 o C. </li></ul><ul><li>4. Differential thermal expansion + viscoplasticity ⇒ floor trusses sag, pull perimeter columns inward (bowing of columns = buckling imperfection). </li></ul><ul><li>5. Collapse trigger: Viscoplastic buckling of hot columns (multi-floor) -> upper part of tower falls down by at least one floor height. </li></ul><ul><li>The kinetic energy of upper part can be neither elastically resisted nor plastically absorbed by the lower part of tower ⇒ progressive collapse (buckling + connections </li></ul><ul><li>sheared.) </li></ul>I. Crush-Down Phase II. Crush-Up Phase a) b) c) d) e) f)
(The horizontal reaction at pivot) > 10.3 × (Plastic shear capacity of a floor) Possible ? mg F H 1 m x M P F 1 M P F 1 h 1 Why Didn't the Upper Part Fall Like a Tree, Pivoting About Base ? a) b) c) d) e) f) F P
Plastic Shearing of Floor Caused by Tilting (Mainly South Tower) a b c d e
x Dynamic elastic overload factor calculated for maximum deflection (loss of gravity potential of mass m = strain energy) <ul><li>Overload due to step wave from impact! WRONG! </li></ul>The column response could not be elastic, but plastic-fracturing Elastically Calculated Overload m h
Can Plastic Deformation Dissipate the Kinetic Energy of Vertical Impact of Upper Part? Only <12% of kinetic energy was dissipated by plasticity in 1 st story, less in further stories Collapse could not have taken much longer than a free fall n = 3 to 4 plastic hinges per column line. Combined rotation angle: Dissipated energy: Kinetic energy = released gravitational potential energy: 1 2 3
Plastic Buckling F c ≥ F s … can propagate dynamically F c < F s … cannot h L=2L ef P 1 P 1 u L L/2 P 1 M P M P P 1 Plastic buckling W f F c F s Service load Load F Axial Shortening u 0 0 0.5 h h Yield limit h F 0 0 0 0.04 h F 0 Elastic Yielding Plastic buckling Expanded scale Case of single floor buckling F Shanley bifurcation inevitable!
2 Gravity-Driven Propagation of Crushing Front in Progressive Collapse
Two Possible Approaches to Global Continuum Analysis <ul><li>Stiffness Approach homogenized elasto-plastic strain-softening continuum — must be NONLOCAL , with characteristic length = story height … COMPLEX ! </li></ul><ul><li>Energy Approach – non-softening continuum equivalent to snap-through* </li></ul><ul><li>— avoids irrelevant noise …SIMPLER ! </li></ul>________________________ * analogous to crack band theory, or to van der Waals theory of gas dynamics, with Maxwell line
mg F 0 F c 0 Crushing Resistance F(u) W c u λ h Δ F d Δ F a h Crushing of Columns of One Story Floor displacement, u Crushing force, F u c u 0 u f ü = g – F ( u ) / m ( z ) K < W c Internal energy : φ (u) = F ( u' )d u' u 0 ∫ W b Maxwell Line Dynamic Snapthrough Collapse arrest criterion: Kin. energy One-story equation of motion: : Rehardening Initial condition: v velocity of impacting block Lumped Mass Lower F c for multi-floor buckling! 1 2 3
t z c t z c v 1 v 2 > v 1 v g-F c /m 1 h a) Front accelerates h 0 F 0 F c mg F(z) h F 0 mg F c v 1 Crushing force, F b) Front decelerates c) Collapse arrested v v 2 < v 1 time Floor velocity, v u h for F c v 1 v u u g-F c /m 1 v u v 2 >v 1 v h v 1 for F c 0 0 0 0 0 0 h u v 0 v 1 v 1 W 1 = K mg F 0 z c F c 0 Real Crushing Resistance F(z) W 1 = W 2 u λ h Δ F d Δ F a W 1 = W 2 Δ F d Δ F a λ h Δ F d Deceleration Acceleration Deceleration Acceleration Deceleration λ h λ h λ h λ h Displacement t t Time t
F c a) Single-story plastic buckling L = h F c F c Floor n n-1 n-2 n-3 n-4 W c W c F peak F c F peak F c F s Service load F c F peak b) Two-story plastic buckling L = 2h c) Two-story fracture buckling L = 2h F peak = min ( F yielding , F buckling ) Internal energy (adiabatic) potential : W = ∫ F ( z )d z Compaction Ratio, λ , at Front of Progressive Collapse λ h 2 λ h Crushing Force, F Distance from tower top, z Total potential = Π gravity - W Mean Energy Dissipation by Column Crushing, F c , and energy- equivalent snapthrough = mean crushing force h h
Mass shedding Phase II Collapse front Crush-Down (Phase I of WTC) Crush-Up (Phase II of WTC or Demolition) Collapse front 2 Phases of Crushing Front Propagation
1D Continuum Model for Crushing Front Propagation C A z 0 s 0 z H B B y 0 = z 0 C y B C B’ y η ζ r 0 B’ B z 0 C Phase 1. Crush-Down Phase 2. Crush-Up F c F c ’< F c if slower than free fall Phase 1 downward Δ t m (z)g F c F c F c F c m ( y ) g a) b) c) d) e) g) Crush-Down Crush-Up h) i) Can 2 fronts propagate up and down simultaneously ? – NO ! s = λ s 0 λ ( H-z 0 ) A r = λ r 0 λ z 0 λ H λ = compaction ratio = Rubble volume within perimeter Tower volume z Δ t . m ( z ) v . m ( y ) y . y Δ t . μ y 2 . z . ζ
Diff. Eqs. of Crushing Front Propagation I. Crush-Down Phase: II. Crush-Up Phase: fraction of mass ejected outside perimeter Inverse: If functions z ( t ), m ( z ), ( z ) are known, the specific energy dissipation in collapse, F c ( y ), can be determined z ( t ) y ( t ) Intact Compacted Compaction ratio: z 0 z 0 Criterion of Arrest (deceleration): F c ( z ) > gm ( z ) Buckling Comminution Jetting air Resisting force force Front decelerates if F c ( z ) > gm ( z )
Variation of resisting force due to column buckling, F b, (MN) Variation of mass density, m(z), (10 6 kg/m) Resistance and Mass Variation along Height
Energy Potential at Variable Mass Crush-Down Crush-Up Note: Solution by quadratures is possible for constant average properties, no comminution, no air ejection
Collapse for Different Constant Energy Dissipations (for no comminution, no air) Time (s) Tower Top Coordinate (m) W f = 2.4 GNm 2 1.5 1 0.5 0 free phase 1 phase 2 fall λ = 0.18 , μ = 7.7E5 kg/m , z 0 = 80 m , h = 3.7 m fall arrested
Collapse for Different Compaction Ratios (for no comminution, no air) Tower Top Coordinate (m) Time (s) λ = 0.4 0.3 0.18 0 transition between phases 1 and 2 W f = 0.5 GNm , μ = 7.7E5 kg/m , z 0 = 80 m , h = 3.7 m free fall
Collapse for Various Altitudes of Impact (for no comminution, no air) for impact 2 floors below top 5 20 55 Time (s) Tower Top Coordinate (m) (≈ 2.5 E7 GNm) mg < F 0, heated free fall phase 1 phase 2 λ = 0.18 , h = 3.7 m μ = (6.66+2.08Z)E5 kg/m W f = (0.86 + 0.27Z)0.5 GNm
Crush-up or Demolition for Different Constant Energy Dissipations asymptotically (for no comminution, no air) Time (s) Tower Top Coordinate (m) W f = 11 GNm 6 5 4 3 2 0.5 parabolic end free fall λ = 0.18 , μ = 7.7E5 kg/m , z 0 = 416 m , h = 3.7 m fall arrested
Resisting force as a fraction of total Resisting Force /Total F c F b F b F s F a F s F a F b F s F a F b F s F a 96 81 48 5 F 110 81 64 25 F 101 Time (s) Time (s) Impacted Floor Number Impacted Floor Number North Tower South Tower Crush-down ends Crush-down ends 110
F c / m(z)g Resisting force / Falling mass weight 96 81 48 5 F 110 81 64 25 F 101 110 Time (s) Time (s) Impacted Floor Number Impacted Floor Number North Tower South Tower Crush-down ends Crush-down ends
External resisting force and resisting force due to mass accretion Resisting force F c and F m (MN) Impacted Floor Number Impacted Floor Number Time (s) F m F c North Tower 96 81 48 5 F Time (s) F m F c South Tower 81 64 25 F
3 Critics Outside Structural Engineering Community: Why Are They Wrong?
Lay Criticism of Struct. Engrg. Consensus 1) Primitive Thoughts: <ul><li>Euler's P cr too high </li></ul><ul><li>Buckling possibility denied </li></ul><ul><li>Plastic squash load too high, etc. </li></ul><ul><li>Initial tilt indicates toppling like a tree? </li></ul><ul><li>— So explosives must been used ! </li></ul>Shanley bifurcation No ! — horizontal reaction is unsustainable ~4º tilt due to asymmetry of damage ~25º (South Tower) non-accelerated rotation about vertically moving mass centroid No ! No ! Like a Tree? Mass Centroid F t
South Tower North Tower Video Record of Collapse of WTC Towers 2) Collapse was a free fall ! ? Therefore the steel columns must have been destroyed beforehand — by planted explosives?
Tilting Profile of WTC South Tower East North 1 2 e m t s Video -recorded (South Tower) Initial tilt H 1 t c
Comparison to Video Recorded Motion (comminution and air ejection are irrelevant for first 2 or 3 seconds) Not fitted but predicted! Video analyzed by Greening Tower Top Coordinate (m) First 30m of fall North Tower Free fall From crush-down differential eq. Time (s) Note uncertainty range South Tower (Top part large falling mass) First 20m of fall From crush-down differential eq. Time (s) Free fall
Collapse motions and durations compared 417 m H T 8.08s 12.29s 12.62s 12.81s Free fall impeded by single-story buckling only with pulverization with expelling air Most likely time from seismic record From seismic data: crush-down T ≈ 12.59 s ± 0.5s -20 m 0 m Seismic rumble Impact of compacted rubble layer on rock base of bathtub Seismic and video records rule out the free fall! North Tower
Calculated crush-down duration vs. seismic record Tower Top Coordinate (m) Seismic error a b c 0 4 8 12 Time (s) Free fall with air ejection & comminution Crush-down ends with buckling only South Tower Calculation error 0 4 8 12 16 a b c Seismic error Time (s) Calculation error North Tower with air ejection & comminution Free fall Crush-down ends with buckling only Ground Velocity ( m/s) Free fall Free fall
How much explosive would be needed to pulverize 73,000 tons of lightweight concrete of one tower to particles of sizes 0.01— 0.1mm ? <ul><li>237 tons of TNT per tower, put into small drilled holes ( the energy required is 95,000 MJ; 30 J per m 2 of particle surface, </li></ul><ul><li>and 4 MJ per kg of TNT, assuming 10% efficiency at best). </li></ul>(similar to previous estimate by Frank Greening, 2007) 3) Pulverizing as much as 50% of concrete to 0.01 to 0.13 mm required explosives! NO. — only 10% of kinetic energy sufficed.
Comminution (Fragmentation and Pulverization) of Concrete Slabs Schuhmann's law: D total particle size mass of particles < D Energy dissipated = kinetic energy loss Δ K density of particle size Cumulative Mass of Particles ( M / M t ) 1 k 0.16mm = D min Impact slab story intermediate story Impact on ground 0.012 mm = D min 0.01 0.1 1 10 1 0.12 mm Particle Size (mm) 16 mm
Kinetic Energy Loss Δ K due to Slab Impact Momentum balance: Fragments Kinetic energy loss: (energy conservation) Total: Concrete fragments Buckling Gravitational energy loss m v 1 v 2 Compacted layer Comminuted slabs Kinetic energy to pulverize concrete slabs & core walls = m s concrete Air K K K K K
Fragment size of concrete at crush front Maximum and Minimum Fragment Size at Crush Front (mm) Time (s) Time (s) North Tower D min D max 96 81 48 5 F 110 Impacted Floor Number 81 64 25 F 101 110 Impacted Floor Number D min D max South Tower Crush-down ends Crush-down ends
W f / К Comminution energy / Kinetic energy of falling mass Impacted Floor Number Impacted Floor Number Crush-down ends Time (s) North Tower 96 81 48 5 F 110 Crush-down ends Time (s) South Tower 81 64 25 F 110 101
Dust mass (< 0.1 mm) / Slab mass M d / M s Time (s) Time (s) 96 81 48 5 F 110 81 64 25 F 101 110 Impacted Floor Number Impacted Floor Number Crush-down ends Crush-down ends North Tower South Tower
Loss of gravitational potential vs. comminution energy Energy Variation (GJ) Comminution energy Ground impact Ground impact Comminution energy Loss of gravitational potential Loss of gravitational potential North Tower South Tower Time (s) Time (s)
4) Booms During Collapse! — hence, planted explosives? If air escapes story-by-story, its mean velocity at base is v a = 461 mph (0.6 Mach) , but locally can reach speed of sound 5) Dust cloud expanded too rapidly? Expected. ( v a < 49.2 m/s, F a < 0.24 F c , p a < 0.3 atm) 1 story: 3.69 x 64 x 64 m air volume 200 m of concrete dust or fragments Air Jets Air squeezed out of 1 story in 0.07 s a h
North Tower Collapse in Sequence Can we see the motion through the dust ? Except that below dust cloud the tower was NOT breaking, nothing can be learned ! <ul><li>Note: </li></ul><ul><li>Dust-laden air jetting out </li></ul><ul><li>Moment of impact cannot be detected visually </li></ul>
Moment of ground impact cannot be seen, but from seismic record: Collapse duration = 12.59 s (± 0.5 s of rumble) Note jets of dust- laden air
9) Red hot molten steel seen on video (steel cutting) — perhaps just red flames? 7) Lower dust cloud margin = crush front? — air would have to escape through a rocket nozzle! 6) Pulverized concrete dust (0.01 to 0.12 mm) deposited as far as 200 m away ? — Logical.
8) Temperature of steel not high enough to lower yield strength f y of structural steel, to cause creep buckling? <ul><li>f y reduced by 20% at 300 ºC, by 85% at 600 ºC (NIST). </li></ul><ul><li>Creep begins above 450ºC. </li></ul><ul><li>Steel temperature up to 600ºC confirmed by annealing </li></ul><ul><li>studies at NIST. </li></ul>
10) “Fracture wave” allegedly propagated in a material <ul><li>A uniform state on the verge of material failure cannot exist </li></ul><ul><li>in a stable manner, because of localization instability . </li></ul><ul><li>Wave propagation analysis would have to be nonlocal , but wasn't </li></ul><ul><li>“ Fracture wave” cannot deliver energy sufficient for comminution . </li></ul>pre-damaged, e.g., by explosives, led to free-fall collapse — unrealistic hypothesis , because: 9) Thermite cutter charges planted? — evidenced by residues of S, Cu, Zi found in dust? But these must have come from gypsum wallboard, electrical wiring, galvanized sheet steel, etc.
4 How the findings can be exploited by tracking demolitions - from WTC — little - from demolitions — much
Proposal: In demolitions, measure and compare energy dissipation per kg of structure. Use: 1) High-Speed Camera 2) Real-time radio-monitored accelerometers: Note: Top part of WTC dissipated 33 kJ/m 3
Collapse of 2000 Commonwealth Avenue in Boston under construction, 1971 (4 people killed) The collapse was initiated by slab punching)
Murrah Federal Building in Oklahoma City, 1995 (168 killed)
Ronan Point Collapse U.K. 1968 Reinforcing Bar Floor slab Weak Joints, Precast Members
Generalization of Progressive Collapse 1) 1D Translational-Rotational --- "Ronan Point" type Angular momentum and shear not negligible 2) 3D Compaction Front Propagation Gas exploded on 18 th floor — will require finite strain simulation 25th floor
Gravity - Driven Progressive Collapse Triggered by Earthquake
References <ul><li>Bažant, Z.P. (2001). “Why did the World Trade Center collapse?” SIAM News (Society for Industrial and Applied Mathematics) Vol. 34, No. 8 (October), pp. 1 and 3 (submitted Sept. 13, 2001) (download 404.pdf). </li></ul><ul><li>Bažant, Z.P., and Verdure, M. (2007). “Mechanics of Progressive Collapse: Learning from World Trade Center and Building Demolitions.” J. of Engrg. Mechanics ASCE 133, pp. 308—319 (download 466.pdf) . </li></ul><ul><li>Bažant, Z.P., and Zhou, Y. (2002). “Why did the World Trade Center collapse?—Simple analysis.” J. of Engrg. Mechanics ASCE 128 (No. 1), 2--6; with Addendum, March (No. 3), 369—370 (submitted Sept. 13, 2001, revised Oct. 5, 2001) (download 405.pdf) . </li></ul><ul><li>Kausel, E. (2001). “Inferno at the World Trade Center”, Tech Talk (Sept. 23), M.I.T., Cambridge. </li></ul><ul><li>NIST (2005). Final Report on the Collapse of the World Trade Center Towers. S. Shyam Sunder, Lead Investigator. NIST (National Institute of Standards and Technology), Gaithersburg, MD (248 pgs.) </li></ul>Download 466.pdf & 405.pdf from Ba ž ant’s website : www.civil.northwestern.edu/people/bazant.html
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