Anti-Terrorism Blast Design For Building Engineers Seminar/BreakfastSeminarJan17.pdfAnti-Terrorism...
Transcript of Anti-Terrorism Blast Design For Building Engineers Seminar/BreakfastSeminarJan17.pdfAnti-Terrorism...
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Anti-Terrorism Blast Design For Building Engineers
January 2017
Doug Heinze, PE, LEED AP
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• Introduction to Blast (Resistant) Engineering• Blast Resistant Facades• Blast Resistant Structures• Strategies for Incorporating Blast Requirements into
Building Design
Agenda
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Introduction to Blast (Resistant) Engineering
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High Energy (HE) Explosives• Blast shockwave expands
spherically from charge location
• Strength of shockwave decreases with distance
• Standoff distance is the most effective form of protection
Blast loads are immense
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Shockwave load-time history
td
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Simplified load-time history
tdtd
POSITIVE IMPULSE, iS
tdtd
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• Blast Pressure Magnitude >> Environmental LoadsBlast Pressures typically measured in psi: 1 psi = 144 psf
• Blast Pressure Duration << Environmental LoadsBlast Load Duration typically measured in milliseconds:1 msec = 0.001 second
• Upper Bound Static Approach:Required strength = 2 x peak dynamic blast pressure
• Dynamic Analysis Required𝑚 ሷ𝒚 𝑡 + 𝑐 ሶ𝒚 𝑡 + 𝑘𝒚 𝑡 = 𝑭 𝑡
• Inelastic Behavior Encouraged
Just how extreme are they?
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• Government ProjectsGeneral Services Administration (GSA): Federal buildingsDepartment of Defense: Military basesDepartment of State: Embassies
• Private DevelopmentsAttractive targets: Iconic, High profile tenant, etcMission criticalCollateral damage
When is blast mitigation required?
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• Government projectsThreat defined by standard (often sensitive) criteriaRisk assessment may be required to assign required security level
• Private developmentsSecurity consultant performs Threat and Risk Analysis (TARA)Reverse engineering
Who defines the threats?
Impact of Event
Likelihood of OccurrenceHigh Moderate Low Very Low
DevastatingSevereNoticeableMinor
Very Low
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Looking back in history
U.S. Embassy
Beirut, Lebanon
March 1983
Khobar Towers
Dhahran, Saudi Arabia
November 1996
Murrah Fed. Bldg.
Oklahoma City, OK
February 1995
U.S. Embassies
Kenya & Tanzania
July 1998
World Trade Center
New York, NY
February 1993
WTC Attacks
September 2001
Pentagon Attack
September 2001
Corporate Housing
Riyadh, Saudi Arabia
May 2003
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• Vehicle Borne Improvised Explosive Devices (IEDs)Unscreened VBIEDS are difficult to quantifyPotential for screening to limit threat sizeMoving or stationary vehicle – Anti-ram barriers required?
• Man Portable IEDsUp to 100 lbs TNT equivalentPotential for screening to limit threat sizeCritical at short standoff distances (near contact)
Threat definition is subjective
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Façade failure can occur at standoff distances well beyond the range of fatal blast pressures.
Providing increased standoff distance is the first step, but can only help so much.
Conventional buildings are vulnerable…
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Blast shockwaves from exterior explosions load multiple building components:• Façade (direct and indirect)• Roof• Building lateral system• Infill loading
…to large exterior vehicle threats…
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Smaller explosions can result in localized direct damage but can lead to disproportionate progressive collapse
…and small satchel threats
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Simplified methods are industry standard for building design:• Calculate loads via empirical software• Calculate component response on a case-by-
case basis via Single Degree of Freedom (SDOF) systems
• Idealized elastic, perfectly plastic resistance function
• Utilize strength increase factors• Established inelastic response criteria for
Level of Protection or Level of Damage• Allows for adherence to project schedule
(and typical budgets)
How do we assess the building response?
Ru
Dy
F
D Forc
e-D
ispl
acem
ent
Resi
stan
ce F
unct
ion
SDOF
M
odel
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Structural Performance
Component Damage Levels Building LOPDamage
Level
Description of Component
Response
SuperficialUnlikely to exhibit any permanent
deflection or visible damage.
Moderate
Unlikely to fail. Some permanent
deflection. Likely repairable but
replacement may be preferable
for economic or aesthetic
reasons.
Heavy
Unlikely to fail. Significant
permanent deflections. Unlikely
to be repairable.
HazardousThe element is likely to fail and
produce debris.
LOPPrimary
Structure
Secondary
Structure
Non-structural
Elements
Very
LowHeavy Hazardous Hazardous
Low Moderate Heavy Heavy
Medium Superficial Moderate Moderate
High Superficial Superficial Superficial
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Multi-Degree-of-Freedom (MDOF) analysis: Captures phasing of multiple components
FE Analysis: Captures phasing, local response and higher order effects
Computational Fluid Dynamic (CFD) analysis: More accurate calculation of blast load
Sometimes more detailed study is warranted
Arena Test
Analytical Model
Arena Test
Analytical Model
Column – Far Field Beam – Near Contact
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• The probability of a blast event is extremely low and cannot be precisely defined.
• It is generally accepted that damage can and will occur.• Potential goals:
Improve life safety during / following a blast eventEmergency evacuation?Protection of assets?Mission continuity?
Keep blast design goals in context
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• Establish a secure perimeter• Mitigate debris hazard (typically from the damaged façade)• Prevent progressive collapse• Isolate internal threats from occupied spaces• Protect emergency services
Basic strategies for implementation
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Blast Resistant Facades
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Glass debris hazard is the #1 vulnerability
https://www.youtube.com/watch?v=owqXsJOWMnY
Conventional glass is both very brittle and forms extremely hazardous debris
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Glass hazard is defined differently than other components – typically based on flight distance instead of ductility or end rotation.
The Goal: Reduce hazard
High Hazard
Hazard Rating Scheme
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Hazard Mapping
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• Laminated glass consists of multiple layers of glass bonded together by a plastic interlayer (typically PVB)
PVB holds glass shards together post-breakPVB develops membrane resistance to provide ductilityThickness of laminated glass may not be governed by blast requirements
• Alternate #1: Anti-shatter filmPrimarily for retrofitsDaylight application: Holds shards together onlyAttached application: Increases window capacity
• Alternative #2: Fully tempered glass
The Solution: Laminated glass
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The Result: Hazard mitigated
Laminated / Film Only Blast Resistant
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Well designed blast resistant window systems will break but not fail.
A goal is to dissipate as much energy as possible in plastic deformation of components to reduce forces transferred back to building.
Acceptable failure
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Equally important to glass is design of framing
Bite Capture• Exterior glazed systems typically
preferred• Large membrane deformation =
cinching at supports• Structurally glazed systems
preferred
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• Mullion Types• Aluminum / Steel• Cables• Glass Fin
• Plastic behavior• Design for blast load or glass
capacity (balanced design)?• Magnitude of load imparted on
structure
Window framing systems
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Façade blast reactions often an order of magnitude (or more) larger than wind load reactions
Reactions vary with applied blast load AND mullion properties
Equivalent static reactions only an estimate until façade systems are finalized by Contractor
Consider load path back to structure
F1
F2
FF
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Support reactions are heavily dependent on component resistance
Elastic range: Reaction varies with applied load
Plastic range: Reaction limited by component maximum resistance
Blast load vs component resistance
FF
Ru
DyD
ELASTIC PLASTIC
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Blast reaction may change simply by changing member resistance
Example: Increasing mullion span may yield larger or smaller reaction depending on elastic or plastic response
Blast demands can be counter intuitive
For a simply supported beam:Ru = 8*Mn / LV = peq*L < 0.5* RuL
Example: Simple Span Beam (or mullion)peq
Consider a Longer Beam:For beam length increased to 2L, Ru = 8*Mn / 2L
Consider Fixed Supports:For fixed end boundary conditions, Ru = 16*Mn / L
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Energy absorbing systems
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• Reinforced concrete/masonry systems:Heavy = significant inertial resistanceDuctile detailing vs post-installed connectionsPrestressed / Post-tensioned systems are less ductile and not preferred
• CFMF systemsLow mass + strict response limits = less efficient designCladding must provide local resistance
• Metal panelsTypically insulated: Difficult to quantify resistanceConnections are problematic
Other types of blast resistant façade systems
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Blast Resistant Structures
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Far range exterior threats• Façade pushes on building structure / lateral
system• Exposed structure loaded directly• Infill blast pressures load interior structure
(in event of façade failure)• Blast overpressure applies downward force
on roof
Near contact threats• Extreme loads result in breach and other
local effects to primary structure
How is the structure affected?
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Equivalent static blast base shears consider flexibility of lateral system, inertial resistance and acceptable global ductility
Sum of reactions considered at façade connections to structure >> blast-induced story shears
Local vs Global effects
x
m
c,k
F(t)
LocalEffects
F1
Global Effects
F1
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Exposed or perimeter columns, walls and unbraced spandrel beams may be subject to lateral blast loads.
Consider column lateral reaction at beam-column connection, particularly in rebound.
Consider shear and bending forces at column splices.
Exposed/perimeter structure
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Façade is often not designed for large local threats
Infill blast loads may load interior floor systems in net uplift
Consider lateral bracing requirements for columns vs allowable floor failure
Infill blast pressures
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Interior walls are often hardened to protect life safety systems or separate screened from unscreened occupancies.
Hardened walls may be heavy and will generate large lateral reactions.
Protection of critical MEP systems
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Satchel threats
• Public areas, loading docks, mailrooms and below grade parking are all potential locations for satchel threats
• Interior satchel threats result in multiple shockwave reflections and build-up in gas pressures, which increase total impulse on surrounding structure
• May lead to disproportionate collapseHow best to mitigate collapse?Threat Dependent vs Threat Independent Approach
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Progressive / disproportionate collapse example
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Failure scenario: satchel threat fails ground floor column
Failure typically assumed to propagate vertically
Consider a progressive collapse scenario
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Progressive collapse mitigation strategies
Threat Dependent:Specific Local Hardening
Threat Independent:Alternate Path Method
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Which building materials are preferred?
• Both concrete and steel structural systems are able to efficiently withstand blast loading
• Masonry and precast structures require more attention to detailing to achieve necessary load paths and ability to withstand load reversals
• Wood and CFMF structures are less common due to lower resistance but can be used
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Concrete systems have significant inertia but are susceptible to shear failures.
Steel systems have inherent ductility but are locally vulnerable open sections and connections.
Combination of steel and concrete is ideal.
Different materials have different pros/cons
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Anti-ram barriers
Barriers tend to have deep continuous foundations• Shallow foundation systems popular in urban
areas to avoid utilities• Barriers may be mounted directly to
structure…performance criteria?
Operable Bollards
Stationary Anti-Ram Barriers
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Strategies for Incorporating Blast Requirements into
Building Design
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Blast loads are typically combined with gravity loads and load factors are set equal to 1.0.
Use a more realistic guess at day-to-day live load.
While blast loads are dynamic, in some circumstances it makes sense to use equivalent static blast loads for design.
Blast as a separate load case
From ASCE 7:
Add two more (per ASCE 59-11):1.0B + 1.0D + 0.5L
1.0B + 1.0D + 0.2W
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Dynamic Load Factor (DLF) may be applied to peak blast pressure to determine equivalent static load.
However, this varies with ratio of td/T
When are equivalent static loads practical?
P
td
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Even greater variability is added in when allowing for inelastic response.
Conclusion: Equivalent static loads are not generally applicable for flexural design of systems with ductile, flexible components
Exception: Equivalent static blast-induced base shears are useful given complexity and limited cases.
When are equivalent static loads practical?
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Look at connections
• Components in connections are typically stiff (relative to the supported elements) and respond at a high frequency.
• Many connection components are brittle and cannot achieve a plastic response.
• However, connections do not see the blast pulse directly –they experience a different load pulse.
0.1Ttd
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Elastic response of supported member
Look at connections
Plastic response of supported member (upper bound)
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• Flexible and/or ductile membersDesign dynamically utilizing inelastic response criteria
• Connection componentsDesign using equivalent static blast reactions
B = DLF x Rb
where DLF = 1.0Rb = peak dynamic blast reaction
Blast engineer provides “B” to structural / façade engineer for
comparison to other static load cases
Blast reactions higher than expected for plastic response due to dynamic strength increase factors
Division of responsibility
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• Blast upgrades to baseline structural or façade systems should be shown in relevant disciplines drawings
• For performance based systems, such as curtainwall or roof joists, blast performance requirements should be incorporated into project specifications
There is variable familiarity with blast design requirements from trade to trade.More Experienced: curtainwall and precast subsLess Experienced: CFMF, masonry and steel joist subs
Implementation of blast requirements
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• Façade design is typically performed to a proof of concept level with performance specifications provided for Contractor use
• How to design and detail supporting structural components for blast reactions that may change when façade is finalized?
Provide “adequate” safety factor on blast reaction forces.
Indicate on drawings what blast reactions have been considered.Does not affect lateral system, which is typically based on assumption of rigid façade.
Hiccups in the process
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• Similar to façade components, blast reactions for structural members may be controlled by member resistance
• Changes to the member sizes may increase the blast reactions even though the blast load doesn’t change
• Changes to member boundary conditions may also increase blast reactions
Ru of pinned end beam = 8*Mn/LRu of fixed end beam = 16*Mn/L
• Can lead to shear issues
Hiccups in the process
Ru
DyD
ELASTIC PLASTIC
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More detailed analysis may yield benefits (at the expense of time).
In some cases, local failure may be acceptable if it doesn’t
compromise blast design intent.
Blast forces are big
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• Ductile = Good / Brittle = Bad• Flexible systems are better for blast• Blast reactions will likely control design• Involve the Blast Engineer early and often to achieve
solutions that account for all requirements and to avoid surprises later on
• Build time into schedule for Blast Engineer to perform review – expect an iterative process
Parting thoughts
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© Thornton Tomasetti Inc. 2017