Skip to content


Worcester FF Brian Carroll recalls the Arlington Street Fire of December 8, 2011

No comments

Firefighter Brian Carroll reflects on the 2011 Arlington Street Fire and Cold Storage Fire of 1999.

Firefighter Brian Carroll was trapped in the basement of 49 Arlington St. after the second-floor of the three-decker collapsed underneath him and his partner on Rescue 1. He thought his close friend was OK. Firefighter Carroll lay trapped and didn’t learn until after he was freed that Firefighter Davies had died.

“What happened to my brother, the three-decker collapsed in a way no one could predict,” Robert Davies said. “Certainly I think it serves as a lesson going forward, and even if it saves one life going forward, then at least something good came out of it.”

Firefighter Davies, who was 43 when he died, has a son, Jon D. Davies Jr., in the department now as a firefighter.

  • From the Worcester Telegram & Gazette;  A cruel month for Worcester firefighters HERE
  • NIOSH REPORT Career Fire Fighter Dies and Another is Injured Following Structure Collapse at a Triple Decker Residential Fire – Massachusetts: HERE

Structural Collapse Insights and Aides from NIST

No comments

 

In case you missed these  or are first to see these now, informative information on Structural Collapse previously issued by NIST. This supplements the continuing research and effort by UL, NIST and numerous other academic and research institutions. From Fire.gov. http://www.nist.gov/fire/collapse.cfm

 

Structural Collapse Fire Tests: Single Story, Wood Frame Structures

A series of fire tests was conducted in Phoenix, Arizona to collect data for a project examining the feasibility of predicting structural collapse. The fire test scenario was selected as part of a training video being prepared by the Phoenix, Arizona Fire Department. Multiple fires were started in each structure to facilitate collapse; the fires were not intended to test the fire endurance of the structures. Four structures with different roof constructions were used for the fire tests. Temperatures were measured as a function of time in four locations within each structure. Furniture items were placed in the front and back of each structure to simulate living room and bedroom areas. The living room and bedroom areas of each structure were ignited simultaneously using electric matches. Peak temperatures obtained during the tests ranged from approximately 800 °C (1500 °F) to 1000 °C (1800 °F). The roof of each structure collapsed approximately 17 minutes after ignition. In addition to the full scale tests, the plywood and oriented strand board (OSB) roofing materials were tested using a cone calorimeter to characterize the fire properties of the materials.

REPORT

Structural Collapse Fire Tests: Single Story, Wood Frame Structures.

VIDEOS

Windows:
Wood Frame Structure Test 1, Shingles over Plywood
Wood Frame Structure Test 2, Singles over OSB
Wood Frame Structure Test 3, Tile over Plywood
Wood Frame Structure Test 4, Tile over OSB

Quicktime:
Wood Frame Structure Test 1, Shingles over Plywood
Wood Frame Structure Test 2, Singles over OSB
Wood Frame Structure Test 3, Tile over Plywood
Wood Frame Structure Test 4, Tile over OSB


Structural Collapse Fire Tests: Single Story, Ordinary Construction Warehouse

Two fire tests were conducted in a warehouse located in Phoenix, Arizona to develop data for evaluation of a methodology for predicting structural collapse. A firewall was constructed to divide the warehouse into two fire compartments. Temperatures were measured as a function of time in three locations during the first test and in two locations during the second test. In addition, the volume fraction of carbon monoxide was measured at selected locations during each test. Stacks of wood pallets were used as the primary fuel source and were ignited using paper and an electric match. Some combustible debris and the building structural elements provided the remainder of the fuel load. Peak temperatures obtained at different elevations ranged from approximately 300 °C (570 °F) to 800 °C (1470 °F). Peak carbon monoxide volume fraction reached 4 % in the first test and 5 % during the second test. The roof of the front half of the structure burned through approximately 18 min after ignition of the fire for the first test. The roof of the back half of the structure burned through about 15 min after the start of the second test.

REPORT

Structural Collapse Fire Tests: Single Story, Ordinary Construction Warehouse

VIDEOS

Windows:
Warehouse, Back Half
Warehouse, Front Half

Quicktime:
Warehouse, Back Half
Warehouse, Front Half


Trends in Firefighter Fatalities Due to Structural Collapse, 1979-2002

Between the years 1979 and 2002 there were over 180 firefighter fatalities due to structural collapse, not including those firefighters lost in 2001 in the collapse of the World Trade Center Towers. Structural collapse is an insidious problem within the fire fighting community. It often occurs without warning and can easily cause multiple fatalities.  

As part of a larger research program to help reduce firefighter injuries and fatalities the U.S. Fire Administration (USFA) funded the National Institute of Standards and Technology (NIST) to examine records and determine if there were any trends and/or patterns that could be detected in firefighter fatalities due to structural collapse. If so, these trends could be brought immediately to the attention of training officers and incident commanders and investigated further to determine probable causes.

REPORT

Trends in Firefighter Fatalities Due to Structural Collapse 1979-2002


Collapse Prediction Technology

A field-based monitoring technique that utilizes measurements of fire-induced vibration was developed and first demonstrated under a previously funded research effort. This report details the findings of the ensuing 3-year endeavor in which significant improvements were made to both field-test and analysis procedures. A real-time monitoring tool has been developed and numerous full-scale burn tests on a variety of structures have been completed. A significant contribution of the research stems from the use of system stability theory to aid in the interpretation of the field measurements. The techniques described in this report can be used to monitor burning structures and to provide visual indicators that track changes in structural stability.

REPORT

Early Warning Capabilities for Firefighters:Testing of Collapse Prediction Technologies

VIDEO

Windows:
Strip Mall Collapse Experiment

Quicktime:
Strip Mall Collapse Experiment

NIOSH LODD Report Released on Fire and Collapse Which Killed Two Chicago Firefighters

No comments

NIOSH LODD Report Released on Fire and Collapse Which Killed Two Chicago Firefighters
F2010-38  Two Career Fire Fighters Die and 19 Injured in Roof Collapse during Rubbish Fire at an Abandoned Commercial Structure – Illinois

NIOSH Executive Summary
On December 22, 2010, a 47-year-old male (Victim # 1) and a 34-year old male (Victim # 2), both career fire fighters, died when the roof collapsed during suppression operations at a rubbish fire in an abandoned and unsecured commercial structure. The bowstring truss roof collapsed at the rear of the 84-year old structure approximately 16 minutes after the initial companies arrived on-scene and within minutes after the Incident Commander reported that the fire was under control. The structure, the former site of a commercial laundry, had been abandoned for over 5 years and city officials had previously cited the building owners for the deteriorated condition of the structure and ordered the owner to either repair or demolish the structure. The victims were members of the first alarm assignment and were working inside the structure. A total of 19 other fire fighters were hurt during the collapse.

Contributing Factors

 

  • Lack of a vacant / hazardous building marking program within the city
  • Vacant / hazardous building information not part of automatic dispatch system
  • Dilapidated condition of the structure
  • Dispatch occurred during shift change resulting in fragmented crews
  • Weather conditions including snow accumulation on roof and frozen water hydrants
  • Not all fire fighters equipped with radios.

Key Recommendations

  • Identify and mark buildings that present hazards to fire fighters and the public
  • Use risk management principles at all structure fires and especially abandoned or vacant unsecured structures
  • Train fire fighters to communicate interior conditions to the Incident Commander as soon as possible and to provide regular updates
  • Provide battalion chiefs with a staff assistant or chief's aide to help manage information and communication
  • Provide all fire fighters with radios and train them on their proper use
  • Develop, train on, and enforce the use of standard operating procedures that specifically address operations in abandoned and vacant structures

NIOSH Recommendations

  • Recommendation #1: Fire departments and city building departments should work together to identify and mark buildings that present hazards to fire fighters and the public.
  • Recommendation #2: Fire departments should use risk management principles at all structure fires and especially abandoned or vacant unsecured structures.
  • Recommendation # 3: Fire departments should train fire fighters to communicate interior conditions to the Incident Commander as soon as possible and to provide regular updates.
  • Recommendation # 4: Fire departments should consider providing battalion chiefs with a staff assistant or chief's aide to help manage information and communication.
  • Recommendation # 5: Fire departments should provide all fire fighters with radios and train them on their proper use.
  • Recommendation # 6: Fire departments should develop, train on and enforce the use of standard operating procedures that specifically address operations in abandoned and vacant structures.
  • Recommendation # 7: Fire departments should develop, implement and enforce a detailed Mayday Doctrine to ensure that fire fighters can effectively declare a Mayday.
  • Recommendation # 8: Fire departments should ensure that the Incident Commander maintains close accountability for all personnel operating on the fireground
  • Recommendation # 9: Fire departments should ensure that fire fighters are trained in fireground survival procedures.
  • Recommendation #10: Fire departments should ensure that all fire fighters are trained in and understand the hazards associated with bowstring truss construction.

FULL NIOSH LODD REPORT and RECOMMENDATIONS, HERE

 

The tragic events in the City of Chicago on Wednesday December 22, 2010, when Chicago Firefighter Edward J. Stringer – Engine Co.63 and Firefighter/EMT Corey D. Ankum, Truck Co.34 were killed in the line of duty while operating at a structure fire in an abandoned one-story brick building in the 1700 block of East 75th Street on the City’s South side, exemplifies the demands, challenges and sacrifice that come with responsibilities, duty and sworn obligation  that distinguishes the honorable profession of being a firefighter.     

The fire was first reported at about 06:48 hours during the night and day tour shift change, with companies arriving at 06:52 hours reporting moderate fire in the  buildings northeast corner. The single story commercial structure was vacant, however it was readily known that squatters were known to seek shelter in the abandoned structure especially give the harsh weather being experienced in the city. The fire was quickly contained at approximately 07:00 hours according to published reports, and radio communications, with coordinated suppression, search and rescue and ventilation operations being conduction by companied both within the interior and on the roof. 

Other Operational Safety Insights and Considerations from CommandSafety.com and Buildingsonfire.com

  • During all operations involving actual or suspected Bowstring Truss Roofing Support Systems Command and Company Officers should be sensitive to risk assessment indicators related to both fire induced conditions as well as environmental and age induced factors.
  • Pre-plan your buildings look at the construction, components, features and condition of the building; there is a tremendous amount of information out there. Understand and comprehend what to look for, what it is that you’re looking at and more importantly make sure the information is retrievable for on-scene application and that the information is utilized when formulating IAP and in the dynamic risk assessment process
  • During Dynamic Risk Assessment, special attention should be focused on Predicated Building Performance common to identified building systems, features and structural systems that are based upon Occupancy Performance and NOT Occupancy Type.
  • The Federal Emergency Management Agency’s (FEMA) United States Fire Administration (USFA) issued a special report examining the characteristics of fires in vacant residential buildings. The report, Vacant Residential Building Fires, was developed by USFA’s National Fire Data Center and provides useful insights and recommendations. Link HERE
  • When developing incident action plans and operational assignments at incidents involving possible Vacant, Unoccupied or Abandoned structures, command and company officers shall implement a formulative risk -benefit assessment consistent with departmental procedures, policies and expectations.
  • Be knowledgable of operational factors and considerations related to operations at Vacant, Unoccupied or Abandoned structures; HERE and HERE
  • Read the Newest NIOSH Alert: Preventing Deaths and Injuries of Fire Fighters at Structure Fires, HERE
  • Start considering building; age, deterioration, environmental impacts and influences in your IAP and tactical considerations, we at times forget to consider these performance indicators effectively during initial or sustained operations.
  • Learn more about Building Construction, Occupancy Profiling, Reading a Building, Occupancy Risk versus Occupancy Type and always consider Tactical Patience.
  • Increase your knowledge on Structural Collapse indicators especially for buildings of masonry construction in both Type III and Type IV construction.
  • There is a Predictability of Performance in all Buildings and Occupancies with Heavy Timber or Built-up Bowstring Truss Structural Systems; Know what they are.
  • Understand what to look for in Heavy Timber or Built-up Bowstring Truss Structural System integrity related to; Age and Deterioration, Gravity, Cross Grain Shrinkage, Wood Defects that are self-evident in chords and web members, Upper Chord Buckling, Lower Chord splitting or failure points, web splitting or pull-outs, multiple roofing systems or membranes, multiple void spaces, compromised bearing walls or pilasters, compromised or degraded bearing points or truss ends.
  • Learn to identify masonry wall features and what they mean towards tactical operations
  • In smaller single story occupancies; any loss of structural integrity of a single truss component would likely cause the compromise or collapse of adjacent truss components and connective decking planks due to the interdependence and connectivity of the roofing support (trusses), purlins, rafters and roofing planks and outer membrane system. 
  • Typically the failure of one bowstring truss span will compromise or cause the collapse of each adjacent truss to either side of the original affected truss causing the failure of a sizeable roof area.
  • Companies operating on such affected roof area areas are subject to high risk and vulnerability should the roof area fail. Refer to the incident conditions and structural collapse from the Waldbaum’s Collapse, FDNY August 2, 1978. Go to the incident overview at Commandsafety.com HERE.
  • In smaller square foot commercial occupancies that have shallow depth bowstring truss components and both limited spans (less than 100 linear feet clear span) and number of trusses (six or less) the likelihood of a catastrophic roof collapse should be considered highly predicable in all incident action plans and during incident status monitoring.
  • The loss of load bearing and load transfer capabilities at these wall connections can contribute towards failure and collapse conditions. The end connections points (end cap or end shoe) of a bowstring truss are critical towards maintain truss performance and structural integrity.
  • The loss of truss axial orientation, resultant excessive deflection, loss of integrity of chord/ web geometry and connection points can lead to failure mechanisms and a cascading effect due to transferring of loads and possible overstressing and directly lead to subsequent failures.
  • It should be noted that fire service personnel should have a high degree of respect for the danger and susceptible risk imposed by compromised or failing bearing and non-load bearing walls.
  • Collapse zones must be established and access controlled based upon physical incident scene layout, access and proximal exposure structures.
  • All fire service personnel should have awareness level training and an understanding of recognizing collapse indicators for buildings of masonry construction and tactical safety considerations
  • Company and Command Officers must have a higher level of knowledge and training to be able to recognize subtle or obvious construction, conditions or indicators that will affect IAP, strategic, tactical or task assignments and be able to act upon those indicators with immediacy and urgency as conditions and risk dictate.
  • The Collapse Zone should be at a minimum be equal to the full height of the exterior masonry wall face and also take into consideration additional distance due building material momentum, bounce and toss due to individual bricks, steel lintels and other components and materials acting as projectiles and traveling distances greater than the defined “collapse zone”.

From CommandSafety.com' s 2010 postings: Chicago: Anatomy of a Building and its Collapse and Chicago: Anatomy of a Building and its Collapse-PDF Download

Some additional Insight Materials for discussion from CommandSafety.com and Buildingsonfire.com   

Ordinary and Heavy Timber Constructed Occupancies Training Download 

Note: CommandSafety.com and Buildingsonfire.com is in the process of revising and expanding this Training Download.

We hope to have the update published in early September 2011. Watch for posting announcements

Take at Look at this: Occupancy Risks versus Occupancy Types

Resources:

  • National Firefighter Near-Miss Reporting System Operational Safety Considerations at Ordinary and Heavy Timber Constructed Occupancies PowerPoint Program developed by Christopher Naum, HERE  
  •  Informational Support  Narrative download, HERE


Do you know what to look for upon arrival?
What Building features and factors will affect your operations?
 

Program Screenshot

 

The IAFF Fire Ground Survival Program (FGS) is the most comprehensive survival-skills and mayday-prevention program currently available and is open to all members of the fire service. Incorporating federal regulations, proven incident-management best practices and survival techniques from leaders in the field, and real case studies from experienced fire fighters, FGS aims to educate all fire fighters to be prepared if the unfortunate happens. 

 

 

 

 

 

For links to the IAFF Fire Ground Survival Program, HERE and HERE

The program will provide participating fire departments with the skills they need to improve situational awareness and prevent a mayday. Topics covered include:

  • Preventing the Mayday: situational awareness, planning, size up, air management, fitness for survival, defensive operations.
  • Being Ready for the Mayday: personal safety equipment, communications, accountability systems.
  • Self-Survival Procedures: avoiding panic, mnemonic learning aid “GRAB LIVES”— actions a fire fighter must take to improve survivability, emergency breathing.
  • Self-Survival Skills: SCBA familiarization, emergency procedures, disentanglement, upper floor escape techniques.
  • Fire Fighter Expectations of Command: command-level mayday training, pre-mayday, mayday and rescue, post-rescue, expanding the incident-command system, communications.

 
 
Take some time to look at the Photos from Tom Olk at http://olkee.smugmug.com/

 

Chicago Fire Department Funeral Service For Fire Fighter Ed Stringer

CHICAGO FIRE DEPARTMENT FUNERAL SERVICES FOR FALLEN FIRE FIGHTER EDWARD STRINGER Engine Co # 63 & Truck Co # 16 :

CHICAGO FIRE DEPARTMENT FUNERAL SERVICES FOR FALLEN FIRE FIGHTER EDWARD STRINGER Engine Co # 63 & Truck Co # 16

CHICAGO FIRE DEPARTMENT FUNERAL SERVICE FOR FIREFIGHTER COREY ANKUM FROM ENGINE CO#72 AND TOWER LADDER # 34 :

CHICAGO FIRE DEPARTMENT FUNERAL SERVICE FOR FIREFIGHTER COREY ANKUM FROM ENGINE CO#72 AND TOWER LADDER # 34

Chicago Fire Department 3-11 Alarm Fire W/a EMS Plan 2 And a Mayday For the Roof collapse At The Working Fire :

Chicago Fire Department 3-11 Alarm Fire W/a EMS Plan 2 And a Mayday For the Roof collapse At The Working Fire

 

The Hyatt Regency Skywalk Collapse 1981; The Begining of Urban Heavy Rescue

No comments

The Hyatt Regency Walkway Collapse July 1981

On July 17, 1981 a suspended walkway collapsed in The Hyatt Regency Hotel  in Kansas City, Missouri, killing 114 people and injuring 216 others during a tea dance. At the time, it was the deadliest structural collapse in U.S. history. This event and a subsequent series of other major incidents in the early and mid 1980′s began the formulative efforts towards defining the emerging field of Urban Heavy Rescue (UHR) that would transition into Urban Search  and Rescue (USAR) in the late 1980′s and early 1990′s. 

Another significant incident occurring in 1981 included the Harbor Cay Condominium Collapse (Cocoa Beach, Florida, 1981). This building was under construction at the time of collapse. Heavy floor and wall construction consisted of precast reinforced concrete slabs and cast-in-place concrete components. All five floors and the roof of the condominium collapsed in a pancake configuration, trapping a large number of construction workers. Eleven were killed and 23 injured. The incident involved more than 60 hours of continuous rescue operations and resources from 5 county fire districts; 16 municipal fire departments; and a response of Civil Defense, military, and private sector technical specialists.

Today marks the thirty year anniverary of the Kansas City event and the lessons learned that continue to be applied towards collapse rescue, urban search and rescue and techncial rescue operations, protocals, techniques, methodologies and preparedness.

On July 17, 1981, approximately 1,600 people gathered in the atrium to participate in and watch a dance competition. Dozens stood on the walkways. At 7:05 PM, the second-level walkway held approximately 40 people with more on the third and an additional 16 to 20 on the fourth level who watched the activities of crowd in the lobby below. The fourth floor bridge was suspended directly over the second floor bridge, with the third floor walkway offset several feet from the others.

Construction difficulties resulted in a subtle but flawed design change that doubled the load on the connection between the fourth floor walkway support beams and the tie rods carrying the weight of both walkways. This new design was barely adequate to support the dead load weight of the structure itself, much less the added weight of the spectators.

The connection failed and the fourth floor walkway collapsed onto the second floor and both walkways then fell to the lobby floor below, resulting in 111 immediate deaths and 216 injuries. Three additional victims died after being evacuated to hospitals making the total number of deaths 114 people.

Direct Link to the 1982 NIST Report, HERE

The hotel had only been in operation for approximately one year at the time of the walkways collapse, and the ensuing investigation of the accident revealed some unsettling facts:

  • During January and February, 1979, the design of the hanger rod connections was changed in a series of events and disputed communications between the fabricator (Havens Steel Company) and the engineering design team (G.C.E. International, Inc., a professional engineering firm). The fabricator changed the design from a one-rod to a two-rod system to simplify the assembly task, doubling the load on the connector, which ultimately resulted in the walkways collapse.
  • The fabricator, in sworn testimony before the administrative judicial hearings after the accident, claimed that his company (Havens) telephoned the engineering firm (G.C.E.) for change approval. G.C.E. denied ever receiving such a call from Havens.
  • On October 14, 1979 (more than one year before the walkways collapsed), while the hotel was still under construction, more than 2700 square feet of the atrium roof collapsed because one of the roof connections at the north end of the atrium failed.
  • In testimony, G.C.E. stated that on three separate occasions they requested on-site project representation during the construction phase; however, these requests were not acted on by the owner (Crown Center Redevelopment Corporation), due to additional costs of providing on-site inspection.
  • Even as originally designed, the walkways were barely capable of holding up the expected load, and would have failed to meet the requirements of the Kansas City Building Code.

 The Kansas City Star has a dedicated memorial website established with images, video and information; HERE 

A look back at the Hyatt Regency Skywalk Disaster, HERE

Kansas City (MO) Fire Department, HERE

Photos from Hyatt Regency Skywalk collapse aftermath, HERE

The high number of dead and injured, the location of the collapse, the size of the collapsed material, and the ineffectiveness of the typical emergency service tools created severe rescue limitations.

The incident required a large number of medical personnel working alongside the rescuers.

Twenty-nine live victims were removed from under the debris during the rescue operations. Heavy rigging and construction specialists and heavy equipment were needed to remove the debris during the rescue operations. large scale rescue operation soon unfolded. Heroes of the evening ranged from a husband who pulled his wife’s trapped foot from the wreckage, to a surgeon who performed an emergency amputation to save a trapped and bleeding victim, to construction crew workers who toiled throughout the night clearing the debris.

A local crane company arrived at the scene to remove sections of collapsed walkway. Dispatchers called in emergency vehicles from throughout the city. Outlying cities such as Belton and Lee’s Summit offered help within minutes of the dispatch calls. Victims were rushed to four nearby hospitals. Donors poured into the Greater Kansas City Community Blood Center. Local talk-show host Walt Bodine broadcast throughout the night. As late as midnight, excavators were trying to reach over a dozen people still trapped under the debris. At 5 a.m., workers uncovered the final 31 bodies from the last slab of concrete to be removed.

The rescue operation lasted well into the next morning and was carried out by a veritable army of emergency personnel, including 34 fire trucks, and paramedics and doctors from five area hospitals. Dr. Joseph Waeckerle directed the rescue effort setting up a makeshift morgue in the ruined lobby and turning the hotel’s taxi ring into a triage center, helping to organize the wounded by highest need for medical care. Those who could walk were instructed to leave the hotel to simplify the rescue effort, the fatally injured were told they were going to die and given morphine.

Workmen from a local construction company were also hired by the city fire department, bringing with them cranes, bulldozers, jackhammers and concrete-cutting power saws.

The biggest challenge to the rescue operation came when falling debris severed the hotel’s water pipes, flooding the lobby and putting trapped survivors at great risk of drowning. As the pipes were connected to water tanks, as opposed to a public source, the flow could not be shut off.

Eventually, Kansas City’s fire chief realized that the hotel’s front doors were trapping the water in the lobby. On his orders, a bulldozer was sent in to rip out the doors, which allowed the water to pour out of the lobby and thus eliminated the danger to survivors.

 

Diagram of the Atrium before the Collapse from the Kansascitystar.com

 

After the Collapse. Diagram from the Kansascitystar.com

Investigators photograph the hanger rods while standing in an aluminum platform designed to change burned out lights in the 5th floor ceiling. Note that the channel beam sections have completely slipped around the supporting nuts leaving the rods, washers, and nuts completely undamaged. The large white material above the rod is fireproofing material. It was later found that the rods were also defective, in that the material used was of a lower strength material than specified. However, this deficiency played no part in the collapse.

Photo of one of the walkway cross-beams, lying on the floor of the lobby. This is one of the 4th floor beams, as evidenced by having two bolt holes drilled through the beam. The 2nd floor beams had a single rod hole.

The Hyatt Regency Hotel walkway collapse did not occur as a result of innovative design, construction or material use, but rather as a product of numerous management errors. It was these fatal management errors that resulted in the flawed construction detail to be used in the support system of the walkways of the Hotel Atrium (Moncarz, Fellow, and Taylor 2000). Various events and disputed communications between G.C.E. engineers and Havens Steel Company resulted in the design change from a single to a double hanger rod box beam connection on the fourth floor walkways (Texas A&M University 2009).
The original design detail of continuous threading of the nut through two stories of the building appeared to be impractical to the contractor and as such he changed the design drawings (Shop Drawing 30 and Erection Drawing E-3) and replaced the original single hanger rod design with a two rod system. In the two rod system, one rod goes from the lower to the upper bridge and the other goes from the upper bridge to the roof truss (Moncarz, Fellow, and Taylor 2000).
This change in the hanger rod more or less doubled the load to be transferred on the 4th floor box beam-hanger rod connection (Marshall 1982). The design load for the fourth floor walkway was 20.3 kips (90 kN) when under the new design system the connection should have had a design load of double that, 40.7 kips (181 kN) (Texas A&M University 2009). The original hanger rod design would have been able to hold the load at the time of the collapse (Marshall 1982).
Within a year, the box beams resting on the supporting rod nuts and washers were deformed, so that the box beam resting on the nuts and washers on the rods could no longer hold up the load, thus the box beams detached from the ceiling rods and the fourth and second floor walkways of the Hotel. Had this change in the hanger rod design not been made, the maximum capacity of the design connection would have been far short of Kansas City building code requirements which require a minimum value of 33.9 kips (151 kN).
The value for the original connection would have been approximately 20.5 kips (91 kN) meaning that the original connection capacity would have been only 60% of what was expected by building codes (Texas A&M University 2009). Apart from the design change, poor management and decisions on the part of the construction firm and engineering firm, and the failure of the connection to meet building codes, other factors resulted in the collapse of the hotel. Quality of workmanship, improper welding and connections, inadequate building material, failure on the part of the hotel to hire building inspectors as well as failure of the building inspectors to allow the building to be occupied despite its hazards were also factors in the collapse (Kieckhafer, Moses, and Warta 2010).
One year into construction on the Hyatt skywalks, G.C.E. Engineers submitted a series of drawings detailing the connections points suspending the walkways to the fabricator, Havens Steel Company.
Originally proposing that a single hanger rod should support the walkways, G.C.E. approved of the fabricator’s suggestion to redesign this connection using two smaller rods. However, a miscommunication occurred between the two groups when neither G.C.E. nor the fabricator made calculations on the strength of the beam, each claiming that they themselves were not responsible. A second opportunity to test the connection points presented itself during the construction phase when the atrium ceiling collapsed: calculations were then made at these crucial points, but not on the skywalk connections. G.C.E. was later held responsible for allowing the design to pass inspection although it was far below Kansas City building codes. Had these points been tested, G.C.E. would have discovered that the critical connections points at these box beams supported only one third of the load capacity required (Nelson 2006).

Close-up of third floor hanger rod and cross-beam, showing yielding of the material. The flanges have been bent significantly, and the webs are bowed out against the fireproofing sheet rock. It should be remembered that the 3rd floor walkway cross beams were subjected to only half the loading of that induced in the 4th floor beams. The distortion shown below was caused by only very light loading, mostly due to the dead load of the structure.

Original Design versus As-Built

LINKS

Check out the following books about the Hyatt Regency disaster held by the Kansas City Public Library:

Continue researching the Hyatt Regency disaster using material held by the Missouri Valley Special Collections:

Additional references:

 

pdf icon Investigation of the Kansas City Hyatt Regency Walkways Collapse. Building Science Series (Final). (57803 K)
Marshall, R. D.; Pfrang, E. O.; Leyendecker, E. V.; Woodward, K. A.; Reed, R. P.; Kasen, M. B.; Shives, T. R.

NBS BSS 143; May 1982. An investigation into the collapse of two suspended walkways within the atrium area of the Hyatt Regency Hotel in Kansas City, Mo., is presented in this report. The investigation included on-site inspections, laboratory tests and analytical studies. Three suspended walkways spanned the atrium at the second, third, and fourth floor levels. The second floor walkway was suspended from the forth floor walkway which was directly above it. In turn, this fourth floor walkway was suspended from the atrium roof framing by a set of six hanger rods. The third floor walkway was offset from the other two and was independently suspended from the roof framing by another set of hanger rods. In the collapse, the second and fourth floor walkways fell to the atrium floor with the fourth floor walkway coming to rest on top of the lower walkway.

  

Chronology Of The Hyatt Regency Walkways Collapse

  • Early 1976: Crown Center Redevelopment Corporation (owner) commences project to design and build a Hyatt Regency Hotel in Kansas City, Missouri.
  • July 1976: Gillum-Colaco, Inc. (G.C.E. International, Inc., 1983), a Texas corporation, selected as the consulting structural engineer for the Hyatt project.
  • July 1976- Hyatt project in schematic design development.
  • Summer 1977: G.C.E. assisted owner and architect (PBNDML Architects, Planners, Inc.) with developing various plans for hotel project, and decided on basic design.
  • Late 1977- Bid set of structural drawings and specifications
  • Early 1978: Project prepared, using standard Kansas City, Missouri, Building Codes.
  • April 4, 1978: Actual contract entered into by G.C.E. and the architect, PBNDML Architects, Planners, Inc. G.C.E. agreed to provide “all structural engineering services for a 750-room hotel project located at 2345 McGee Street, Kansas City, Missouri.”
  • Spring 1978: Construction on hotel begins.
  • August 28, 1978: Specifications on project issued for construction, based on the American Institute of Steel Construction (AISC) standards used by fabricators.
  • December 1978: Eldridge Construction Company, general contractor on the Hyatt project, enters into subcontract with Havens Steel Company. Havens agrees to fabricate and erect the atrium steel for the Hyatt project.
  • January 1979: Events and communications between G.C.E. and Havens.
  • February 1979: Havens makes design change from a single to a double hanger rod box beam connection for use at the fourth floor walkways. Telephone calls disputed; however, because of alleged communications between engineer and fabricator, Shop Drawing 30 and Erection Drawing E3 are changed.
  • February 1979: G.C.E. receives 42 shop drawings (including Shop Drawing 30 and Erection Drawing E-3) on February 16, and returns them to Havens stamped with engineering review stamp approval on February 26.
  • October 14, 1979: Part of the atrium roof collapses while the hotel is under construction. Inspection team called in, whose contract dealt primarily with the investigation of the cause of the roof collapse and created no obligation to check any engineering or design work beyond the scope of their investigation and contract.
  • October 16, 1979: Owner retains an independent engineering firm, Seiden-Page, to investigate the cause of the atrium roof collapse.
  • October 20, 1979: Gillum writes owner, stating he is undertaking both an atrium collapse investigation as well as a thorough design check of all the members comprising the atrium roof.
  • October- Reports and meetings from engineer to clients
  • November 1979: owner/architect assures clients of overall safety of the entire atrium.
  • July 1980: Construction of hotel complete, and the Kansas City Hyatt Regency Hotel opens for business.
  • July 17, 1981: Connections supporting the rods from the ceiling that held up the 2nd and 4th floor walkways across the atrium of the Hyatt Regency Hotel collapse, killing 114 and injuring in excess of 200 others.
  • February 3, 1984: Missouri Board of Architects, Professional Engineers and Land Surveyors files complaint against Daniel M. Duncan, Jack D. Gillum and G.C.E. International Inc., charging gross negligence, incompetence, misconduct and unprofessional conduct in the practice of engineering in connection with their performance of engineering services in the design and construction of the Hyatt Regency Hotel in Kansas City, Missouri.
  • November, 1984: Duncan, Gillum, and G.C.E. International, Inc. found guilty of gross negligence, misconduct and unprofessional conduct in the practice of engineering. Subsequently, Duncan and Gillum lost their licenses to practice engineering in the State of Missouri, and G.C.E. had its certificate of authority as an engineering firm revoked. American Society of Civil Engineering (ASCE) adopts report that states structural engineers have full responsibility for design projects. Duncan and Gillum now practicing engineers in states other than Missouri.
  • Investigators, including David Tonneman (a respected engineering critic), concluded that the basic problem was a lack of proper communication between Jack D. Gillum and Associates, Christopher Willoughby (a University of Michigan engineering student at the time), and Havens Steel.
  • In particular, the drawings prepared by Jack D. Gillum and Associates were only preliminary sketches but were interpreted by Havens as finalized drawings.
  • Jack D. Gillum and Associates failed to review the initial design thoroughly, and accepted Havens’ proposed plan without performing basic calculations that would have revealed its serious intrinsic flaws — in particular, the doubling of the load on the fourth-floor beams.
  • The engineers employed by Jack D. Gillum and Associates who had approved the final drawings were convicted by the Missouri Board of Architects, Professional Engineers, and Land Surveyors of gross negligence, misconduct and unprofessional conduct in the practice of engineering; they all lost their engineering licenses in the states of Missouri and Texas and their membership with ASCE.
  • While Jack D. Gillum and Associates itself was discharged of criminal negligence, it lost its license to be an engineering firm
  •   

The Following is a direct reference to ENGINEERING ETHICS The Kansas City Hyatt Regency Walkways Collapse  pubished by theDepartment of Philosophy and Department of Mechanical Engineering  Texas A&M University  through NSF Grant Number DIR-9012252 Direct Link: http://ethics.tamu.edu/ethics/hyatt/hyatt1.htm

Structural Failure During the Atrium Tea Dance

In 1976, Crown Center Redevelopment Corporation initiated a project for designing and building a Hyatt Regency Hotel in Kansas City Missouri. In July of 1976, Gillum-Colaco, Inc., a Texas corporation, was selected as the consulting structural engineer for the project. A schematic design development phase for the project was undertaken from July 1976 through the summer of 1977. During that time, Jack D. Gillum (the supervisor of the professional engineering activities of Gillum-Colaco, Inc.) and Daniel M. Duncan (working under the direct supervision of Gillum, the engineer responsible for the actual structural engineering work on the Hyatt project) assisted Crown Center Redevelopment Corporation (the owner) and PBNDML Architects, Planners, Inc. (the architect on the project) in developing plans for the hotel project and deciding on its basic design. A bid set of structural drawings and specifications for the project were prepared in late 1977 and early 1978, and construction began on the hotel in the spring of 1978. The specifications on the project were issued for construction on August 28, 1978.

On April 4, 1978, the actual written contract was entered into by Gillum-Colaco, Inc. and PBNDML Architects, Planners, Inc. The contract was standard in nature, and Gillum-Colaco, Inc. agreed to provide all the structural engineering services for the Hyatt Regency project. The firm Gillum-Colaco, Inc. did not actually perform the structural engineering services on the project; instead, they subcontracted the responsibility for performing all of the structural engineering services for the Hyatt Regency Hotel project to their subsidiary firm, Jack D. Gillum & Associates, Ltd. (hereinafter referenced as G.C.E.).7 According to the specifications for the project, no work could start until the shop drawings for the work had been approved by the structural engineer.

Three teams, with particular roles to play in the construction system employed in building the Hyatt Regency Hotel, were contracted for the project: PBNDML and G.C.E. made up the “design team,” and were authorized to control the entire project on behalf of the owner; Eldridge Construction Co., as the “construction team,” was responsible for general contracting; and the “inspection team,” made up of two inspecting agencies (H&R Inspection and General Testing), a quality control official, a construction manager, and an investigating engineer (Seiden and Page).

On December 19, 1978, Eldridge Construction Company, as general contractor, entered into a subcontract with Havens Steel Company, who agreed to fabricate and erect the atrium steel for the Hyatt project.

G.C.E. was responsible for preparing structural engineering drawings for the Hyatt project: three walkways spanning the atrium area of the hotel. Wide flange beams with 16-inch depths (W16x26) were used along either side of the walkway and hung from a box beam (made from two MC8x8.5 rectangular channels, welded toe-to-toe). A clip angle welded to the top of the box beam connected these beams by bolts to the W section. This joint carried virtually no moment, and therefore was modeled as a hinge. One end of the walkway was welded to a fixed plate and would be a fixed support, but for simplicity, it could be modeled as a hinge. This only makes a difference on the hanger rod nearest this support (it would carry less load than the others and would not govern design). The other end of the walkway support was a sliding bearing modeled by a roller. The original design for the hanger rod connection to the fourth floor walkway was a continuous rod through both walkway box beams (Figure 1 below).

Events and disputed communications between G.C.E. engineers and Havens resulted in a design change from a single to a double hanger rod box beam connection for use at the fourth floor walkways. The fabricator requested this change to avoid threading the entire rod. They made the change, and the contract’s Shop Drawing 30 and Erection Drawing E-3 were changed (Figure 2 shows the hanger rod as built).

On February 16, 1979, G.C.E. received 42 shop drawings (including the revised Shop Drawing 30 and Erection Drawing E-3). On February 26, 1979, G.C.E. returned the drawings to Havens, stamped with Gillum’s engineering review seal, authorizing construction. The fabricator (Havens) built the walkways in compliance with the directions contained in the structural drawings, as interpreted by the shop drawings, with regard to these hangers. In addition, Havens followed the American Institute of Steel Construction (AISC) guidelines and standards for the actual design of steel-to-steel connections by steel fabricators.

As a precedent for the Hyatt case, the Guide to Investigation of Structural Failure‘s Section 4.5, “Failure Causes Classified by Connection Type,” states that:

Overall collapses resulting from connection failures have occurred only in structures with few or no redundancies. Where low strength connections have been repeated, the failure of one has lead to failure of neighboring connections and a progressive collapse has occurred. The primary causes of connection failures are:

  1. Improper design due to lack of consideration of all forces acting on a connection, especially those associated with volume changes.
  2. Improper design utilizing abrupt section changes resulting in stress concentrations.
  3. Insufficient provisions for rotation and movement.
  4. Improper preparation of mating surfaces and installation of connections.
  5. Degradation of materials in a connection.
  6. Lack of consideration of large residual stresses resulting from manufacture or fabrication.

On October 14, 1979, part of the atrium roof collapsed while the hotel was under construction. As a result, the owner called in the inspection team. The inspection team’s contract dealt primarily with the investigation of the cause of the roof collapse and created no obligation to check any engineering or design work beyond the scope of their investigation and contract. In addition to the inspection team, the owner retained, on October 16, 1979, an independent engineering firm, Seiden-Page, to investigate the cause of the atrium roof collapse. On October 20, 1979, G.C.E.’s Gillum wrote the owner, stating that he was undertaking both an atrium collapse investigation as well as a thorough design check of all the members comprising the atrium roof. G.C.E. promised to check all steel connections in the structures, not just those found in the roof.

From October-November, 1979, various reports were sent from G.C.E. to the owner and architect, assuring the overall safety of the entire atrium. In addition to the reports, meetings were held between the owner, architect and G.C.E.

In July of 1980, the construction was complete, and the Kansas City Hyatt Regency Hotel was opened for business.

Just one year later, on July 17, 1981, the box beams resting on the supporting rod nuts and washers were deformed, so that the box beam resting on the nuts and washers on the rods could no longer hold up the load. The box beams (and walkways) separated from the ceiling rods and the fourth and second floor walkways across the atrium of the Hyatt Regency Hotel collapsed, killing 114 and injuring in excess of 200 others.

One investigation report gave the following summary:

The Hyatt Regency consists of three main sections: a 40-story tower section, a function block, and a connecting atrium. The atrium is a large open area, approximately 117 ft (36 m) by 145 ft (44 m) in plan and 50 ft (15 m) high. Three suspended walkways spanned the atrium at the second, third and fourth floor levels [see Figure 3 on following page]. These walkways connected the tower section and the function block. The third floor walkway was independently suspended from the atrium roof trusses while the second floor walkway was suspended from the fourth floor walkway, which in turn was suspended from the roof framing.

In the collapse, the second and fourth floor walkways fell to the atrium first floor with the fourth floor walkway coming to rest on top of the second. Most of those killed or injured were either on the atrium first floor level or on the second floor walkway. The third floor walkway was not involved in the collapse.

Following the accident investigations, on February 3, 1984, the Missouri Board of Architects, Professional Engineers and Land Surveyors filed a complaint against Daniel M. Duncan, Jack D. Gillum, and G.C.E. International, Inc., charging gross negligence, incompetence, misconduct and unprofessional conduct in the practice of engineering in connection with their performance of engineering services in the design and construction of the Hyatt Regency Hotel. The NBS report noted that:

The hanger rod detail actually used in the construction of the second and fourth floor walkways is a departure from the detail shown on the contract drawings. In the original arrangement each hanger rod was to be continuous from the second floor walkway to the hanger rod bracket attached to the atrium roof framing. The design load to be transferred to each hanger rod at the second floor walkway would have been 20.3 kips (90 kN). An essentially identical load would have been transferred to each hanger rod at the fourth floor walkway. Thus the design load acting on the upper portion of a continuous hanger rod would have been twice that acting on the lower portion, but the required design load for the box beam hanger rod connections would have been the same for both walkways (20.3 kips (90 kN)).11

The hanger rod configuration actually used consisted of two hanger rods: the fourth floor to ceiling hanger rod segment as originally detailed on the second to fourth floor segment which was offset 4 in. (102 mm) inward along the axis of the box beam. With this modification the design load to be transferred by each second floor box beam-hanger rod connection was unchanged, as were the loads in the upper and lower hanger rod segments. However, the load to be transferred from the fourth floor box beam to the upper hanger rod under this arrangement was essentially doubled, thus compounding an already critical condition. The design load for a fourth floor box beam-hanger rod connection would be 40.7 kips (181 kN) for this configuration. …

Had this change in hanger rod detail not been made, the ultimate capacity of the box beam-hanger rod connection still would have been far short of that expected of a connection designed in accordance with the Kansas City Building Code, which is based on the AISC Specification. In terms of ultimate load capacity of the connection, the minimum value should have been 1.67 times 20.3, or 33.9 kips (151 kN). Based on test results the mean ultimate capacity of a single-rod connection is approximately 20.5 kips (91 kN), depending on the weld area. Thus the ultimate capacity actually available using the original connection detail would have been approximately 60% of that expected of a connection designed in accordance with AISC Specifications.12

During the 26-week administrative law trial that ensued, G.C.E. representatives denied ever receiving the call about the design change. Yet, Gillum affixed his seal of approval to the revised engineering design drawings.

Results of the hearing concluded that G.C.E., in preparation of their structural detail drawings, “depicting the box beam hanger rod connection for the Hyatt atrium walkways, failed to conform to acceptable engineering practice. [This is based] upon evidence of a number of mistakes, errors, omissions and inadequacies contained on this section detail itself and of [G.C.E.'s] alleged failure to conform to the accepted custom and practice of engineering for proper communication of the engineer’s design intent.”13 Evidence showed that neither due care during the design phase, nor appropriate investigations following the atrium roof collapse were undertaken by G.C.E. In addition, G.C.E. was found responsible for the change from a one-rod to a two-rod system. Further, it was found that even if Havens failed to review the shop drawings or to specifically note the box beam hanger rod connections, the engineers were still responsible for the final check. Evidence showed that G.C.E. engineers did not “spot check” the connection or the atrium roof collapse, and that they placed too much reliance on Havens.

Due to evidence supplied at the Hearings, a number of principals involved lost their engineering licenses, a number of firms went bankrupt, and many expensive legal suits were settled out of court. In November, 1984, Duncan, Gillum, and G.C.E. International, Inc. were found guilty of gross negligence, misconduct and unprofessional conduct in the practice of engineering. Subsequently, Duncan and Gillum lost their licenses to practice engineering in the State of Missouri (and later, Texas), and G.C.E. had its certificate of authority as an engineering firm revoked.

As a result of the Hyatt Regency Walkways Collapse, the American Society of Civil Engineering (ASCE) adopted a report that states structural engineers have full responsibility for design projects.

Both Duncan and Gillum are now practicing engineers in states other than Missouri and Texas.

The responsibility for and obligation to design steel-to-steel connections in construction lies at the heart of the Hyatt Regency Hotel project controversy. To understand the issues of negligence and the engineer’s design responsibility, we must examine some key elements associated with professional obligations to protect the public. This will be discussed in class from three perspectives: the implicit social contract between engineers and society; the issue of public risk and informed consent; and negligence and codes of ethics of professional societies.

Annotated Bibliography

Davis, Michael, “Thinking Like An Engineer: The Place of a Code of Ethics in the Practice of a Profession,” Philosophy & Public Affairs, Vol. 20, No. 2, Spring 1991, pp. 150-167. (see also, “Explaining Wrongdoing,” Journal of Social Philosophy, Vol. 20, Numbers 1&2, Spring/Fall 1989, pp. 74-90.

In these lucid essays, Davis argues that “a code of professional ethics is central to advising individual engineers how to conduct themselves, to judging their conduct, and ultimately to understanding engineering as a profession.” Using the now infamous Challenger disaster as his model, Davis discusses both the evolution of engineering ethics as well as why engineers should obey their professional codes of ethics, from both a pragmatic and ethically-responsible point of view. Essential reading for any graduating engineering student.

Engineering News Report.

Throughout the hearings, Engineering News Report, published by the National Society of Professional Engineers (NSPE), kept vigilant watch over the case. Of particular interest are their following articles:

  • “Hyatt Walkway Design Switched,” July 30, 1981.
  • “Hyatt Hearing Traces Design Change,” July 26, 1984.
  • “Difference of Opinion: Hyatt Structural Engineer Gillum Disputes NBS Collapse Report,” September 6, 1984.
  • “Weld Aided Collapse, Witness Says,” September 13, 1984.
  • “Judge Bars Hyatt Tests,” September 20, 1984.
  • “Hyatt Engineers Found Guilty of Negligence,” November 21, 1985.
  • “Hyatt Ruling Rocks Engineers,” November 28, 1985.
  • “Construction Rescuers Sue,” August 7, 1986.

Glickman, Theodore S., and Michael Gough (eds.), Readings in Risk, Washington, D.C.: Resources for the Future, 1990.

This is an excellent collection of essays on managing technology-induced risk. As a starting-off point, of particular worth to the engineers are the essays: “Probing the Question of Technology-Induced Risk” and “Choosing and Managing Technology-Induced Risk,” by M. Granger Morgan; “Defining Risk,” by Baruch Fischhoff, Stephen R. Watson, and Chris Hope; “Risk Analysis: Understanding ‘How Safe is Safe Enough?’,” by Stephen L. Derby and Ralph L. Keeney; “Social Benefit Versus Technological Risk,” by Chauncey Starr; and “The Application of Probabilistic Risk Assessment Techniques to Energy Technologies,” by Norman C. Rasmussen.

Gibble, Kenneth (ed.), Management Lessons from Engineering Failures, Proceedings of a symposium sponsored by the Engineering Management Division of the American Society of Civil Engineers in conjunction with the ASCE Convention in Boston, October 28, 1986, New York: American Society of Civil Engineers, 1986.

This short work examines a variety of engineering failures, including those involving individual planning, and project failures. In particular see Irvin M. Fogel’s essay, “Avoiding ‘Failures’ Caused by Lack of Management,” and Gerald W. Farquhar’s “Lessons to be Learned in the Management of Change Orders in Shop Drawings,” both excellent illustrations for use with the Hyatt case.

Hall, John C., “Acts and Omissions,” The Philosophical Quarterly, Vol. 39, No. 157, October 1989, pp. 399-408.

This article is a discussion of the legal and ethical ramifications of professional choices and activities, both active and passive.

“Hyatt Notebook: Parts I and II,” Kansas City, October 1984 and November 1984.

These are two articles written by a Kansas City television reporter for the local magazine, Kansas City, detailing highlights from the 26-week Hyatt Regency Walkways Collapse hearings.

Janney, Jack R. (ed.), Guide to Investigation of Structural Failures, prepared for the American Society of Civil Engineers’ Research Council on Performance of Structures, sponsored by the Federal Highway Administration, U.S. Department of Transportation, Contract No. DOTFH118843, 1979.

This short volume gives an excellent overview of structural failure investigation procedures, and discusses failure causes by project type, structural type, and material, connection and foundation type. In addition, discussions on field operations, project management, and data analysis and reports are offered. Of particular interest to those studying the Hyatt case are sections 4.5-4.7, “Failure Causes Classified by Connection Type,” and “Steel to Steel Connections.”

Martin, Mike W. and Roland Schinzinger, Ethics in Engineering (2nd ed.), New York: McGraw-Hill Book Company, 1989.

An excellent text-book treatment of ethical issues in engineering. Of particular interest to this case is Part Two, “The Experimental Nature of Engineering,” and Part Three, “Engineers, Management and Organizations.”

McK Norrie, Kenneth, “Reasonable: The Keystone of Negligence,” Journal of Medical Ethics, Vol. 13, No. 2, June 1987, pp. 92-94.

This article is a brief discussion of legal liability for professional actions. “The more knowledge, skill and experience a person has, the higher standard the law subjects that person to” (p. 92).

PDF version: Missouri Board for Architects, Professional Engineers and Land Surveyors vs. Daniel M. Duncan, Jack D. Gillum and G.C.E. International, Inc., before the Administrative Hearing Commission, State of Missouri, Case No. AR840239, Statement of the Case, Findings of Fact, Conclusions of Law and Decision rendered by Judge James B. Deutsch, November 14, 1985, 442 pp. Note this is a BIG file – 20 Mb!

Word version: Missouri Board for Architects, Professional Engineers and Land Surveyors vs. Daniel M. Duncan, Jack D. Gillum and G.C.E. International, Inc., before the Administrative Hearing Commission, State of Missouri, Case No. AR840239, Statement of the Case, Findings of Fact, Conclusions of Law and Decision rendered by Judge James B. Deutsch, November 14, 1985, 442 pp. This has been changed to Word format, without any checking. Many errors are found when the scanner attempted to transcribe the pdf file to Word, but no one has found the time to correct the conversion

This volume contains the findings, conclusions of law and the final decision of the Hyatt Regency Walkways Collapse case, as rendered by Judge James B. Deutsch. The volume contains both the findings of the case and an excellent general discussion of responsibilities of the professional engineer.

Pfrang, Edward O. and Richard Marshall, “Collapse of the Kansas City Hyatt Regency Walkways,” Civil Engineering-ASCE, July 1982, pp. 65-68.

Official findings of the failure investigation conducted by the National Bureau of Standards, U.S. Department of Commerce. Among its conclusions was this: “Even if the now-notorious design shift in the hanger rod details had not been made, the entire design of all three walkways, including the one which did not collapse, was a significant violation of the Kansas City Building Code.”

 

Lobby Area

 

June 1981

 

Post Collapse

 

MCI Triage Operations

 

Cross Section Architectural Diagram of Walkways

Schematic View of the Walkways

Cross Section Construction Detail of the Walkway

Remembering Hackensack and Gloucester

1 comment

Hackensack (NJ) Ford Fire July 1, 1988

As we approach the July 4th holiday period, two significant LODD incidents previously occurred during this time frame that hold a number of lessons learned related to command management, operations, building construction principles and building performance, fire behavior and the ever present dangers of the job.

Take the opportunity to learn more about these events, and expand your insights and knowledge base.

Take a moment to reflect upon the supreme sacrifice made by these heroic firefighters and the messages that lay within the pages of the incident case studies, reports and summaries.

There’s a lot of practical safety and operational information on these events along with a tremendous volume of information in the various text books on strategy and tactics, incident command and building construction.

Learn from the past so we don’t repeat it. Remember- NO MORE HISTORY REPEATING EVENTS!

The Hackensack Ford Fire & Collapse occurred nearly ten years AFTER another tragic LODD event involving a bowstring truss roof collapse; the August 2nd, 1978 FDNY Waldbaum’s Fire, Brooklyn, New York that took the lives of six FDNY firefighters.

Street Smarts for Safety and Survival…………Stay safe.
Additional Relevant Safety considerations, HERE and HERE

Twenty-Three Year Anniversary Hackensack Ford Fire and Truss roof collapse, Hackensack Fire Department. July 1st, 1988

Pause to remember our brothers who made the ultimate sacrifice twenty-three years ago, on July 1st, 1988 and the lessons learned from this event.

On July 1, 1988 Hackensack’s Captain RICHARD L. WILLIAMS, Lieutenant RICHARD REINHAGEN, Firefighter WILLIAM KREJSA, firefighter LEONARD RADUMSKI, and Firefighter STEPHEN ENNIS lost their lives at Hackensack Ford when a bowstring arch truss collapsed entrapping them in the area below. The five firefighters were in the structure, a bowstring truss building, when the roof suddenly collapsed a 60-foot square section of the building’s wood bowstring truss roof collapsed, and an intense fire immediately engulfed the area. Williams, Kresja and Radumski were killed instantly, and four other firefighters escaped. Reinhagen and Ennis survived the initial collapse and found refuge in a tool room where they spent the next 13 minutes calling for help.. . despite heroic rescue attempts, succumbed to carbon monoxide poisoning. Approximately 90 minutes after the collapse, firefighters located the bodies of their fallen comrades.

Three (3) building factors contributed to the collapse of this bowstring trussed roof:

• Alterations that consisted of a heavy ceiling of cementitious material on wire lathe;
• Auto parts storage in the attic; and
• The Fire burned for a significant length of time and was well advanced prior to detection.
• This roof collapsed 35 Minutes after the initial units arrived.

Remember:
• CAPT. RICHARD L. WILLIAMS, Engine Co. No. 304
• LIEUT. RICHARD REINHAGEN, Engine Co. No. 302
• F/F WILLIAM KREJSA, Engine Co. No. 301
• F/F LEONARD RADUMSKI, Engine Co. No. 302
• F/F STEPHEN ENNIS, Rescue Co. No. 308

NFPA SUMMARY
Hackensack, New Jersey Fire Fighter Fatalities July 1, 1988

Five fire fighters from the Hackensack, New Jersey Fire Department were killed while they were engaged in interior fire suppression efforts at an automobile dealership when portions of the building’s wood bowstring truss roof suddenly collapsed. The incident occurred on Friday, July 1, 1988, at approximately 3:00 p.m., when the fire department began to receive the first of a series of telephone calls reporting “flames and smoke” coming from the roof of the Hackensack Ford Dealership.

Two engines, a ladder company, and a battalion chief responded to the first alarm assignment. The first arriving fire fighters observed a “heavy smoke condition” at the roof area of the building. Engine company crews investigated the source of the smoke inside the building while the truck company crew assessed conditions on the roof. For the next 20 minutes, the focus of the suppression effort was concentrated on these initial tactics.

During this time, however, little headway appeared to have been made by the initial suppression efforts, and the magnitude of the fire continued to grow. The overall fire ground tactics were shifted to a more “defensive” posture (exterior operation) and the battalion chief gave the order to “back your lines out.” However, before suppression crews could exit form the interior, a sudden partial collapse of the truss roof occurred, trapping six fire fighters. An intense fire immediately engulfed the area of the collapse. One trapped fire fighter was able to escape through an opening in the debris. The other five died as a result of the collapse. This incident and several others before and since, provide important lessons to the fire service regarding the fire ground hazards of wood truss roof assemblies.

This NFPA Summary may be reproduced in whole or in part for fire safety educational purposes as long as the meaning of the summary is not altered, credit is given to NFPA and the copyright of the NFPA is protected.

Following is an excerpt from the New York Times article:
Demers contended that Chief Williams, primarily because of the volume of fire on the rooftop, should have ordered nine firefighters out of the garage within 7 minutes of his arrival. The order to pull out was given at 3:34 p.m., about 30 minutes after his arrival, the report said.

  • “This radio message was not acknowledged by any companies,” the report said.

The roof collapsed at 3:36 p.m. Three firefighters were hit by burning debris and killed, four escaped, and two, Lieut. Richard R. Reinhagen and Stephen Ennis, took refuge in the tool room.

  • At 3:39 p.m., Lieutenant Reinhagen began to radio his location and appeal for help, the report said.

In one of the major communications flaws cited by Mr. Demers at the fire scene, all departmental communications were transmitted on a single channel, or frequency. Consequently, Lieutenant Reinhagen’s appeals for help were intermingled with orders for deploying men and hoses and instructions to arriving companies.

  • “You have to hurry, we’re running out of air,” Lieutenant Reinhagen said at 3:42 p.m.

Headquarters then radioed to Chief Williams: “Expedite on that, they’re running out of air.” The transcript did not show any response from Chief Williams.Over the next 6 minutes, through 3:48 p.m., Lieutenant Reinhagen made 10 more calls. None was answered. For three of the minutes, bells indicating depletion of his air tanks’ supply were ringing repeatedly. At one point, a civilian who overheard the ringing on a radio scanner called fire headquarters to tell officials of the noise.

At 3:49 p.m., the Lieutenant radioed: “Chief, this is Lieutenant Reinhagen. I’m still stuck back in the right rear of the building in the closet. We are out of air in a closet. We’re out of air.”
“What’s your location?” Chief Williams said. The response was inaudible and the Chief began ordering water from a truck.

At 3:50 p.m., the Lieutenant got the Chief directly and repeated that they were “stuck in a closet” and “out of air.”

  • “Stuck in a closet?” Chief Williams asked.

Twelve seconds later, the Chief Williams asked: “Where you at?”

  • “Right there in the closet,” came the response.
  • Fourteen seconds later, Lieutenant Reinhagen radioed again: “Help. The right rear. Out of air. Anybody out there? Stuck in the closet, right rear. No air. Help.”

The Lieutenant was asked if he was on the first or second floor. “First floor, underneath the collapsed ceiling,” the Lieutenant said at 3:52 p.m. It was his last transmission. Firemen eventually punched a hole through an exterior wall about 10 feet from the tool room, but saw only a mass of flame, Mr. Demers said. The burning timbers were leaning against the tool room, he said, but neither fireman was burned.

Learn from the past so we don’t repeat it. Remember- NO MORE HISTORY REPEATING EVENTS!

Some Open Questions;

  • What impact did the Hackensack Ford Fire & Collapse have upon you in your career?
  • Were you aware of this event and its lessons learned prior to this posting?
  • What do you feel you need to learn related to Building Construction, Fire Behavior or Strategy and Tactics related to various occupancies and construction types?
  • What is you knowledge base on Truss Construction related to Timber Bow String or Engineered Structural Systems?

Additional References:
NFPA REPORT, HERE

Dave STATter’s 2008 Coverage, HERE

Fire Rescue Magazine Article, A Failure in Command; HERE

Lessons Learned from Tim Sendelbach, Editor-in-Chief, FireRescue magazine, HERE

Other Resource Links:
http://www.wusa9.com/news/columnist/blogs/2008/06/hackensack-ford-20-years-later.html
http://query.nytimes.com/gst/fullpage.html?res=940DE3D6143FF931A357
http://www3.gendisasters.com/new-jersey/6534/hackensack-nj-fire-aut
http://www.nfpa.org/itemDetail.asp?categoryID=442&itemID=18676&;…;…

Memorial Park, Hackensack, NJ (http://www.cyberonic.net/~mikef6/p0000120.htm)

Three Firefighters and Three Sisters Killed in Gloucester City, New Jersey Building Collapse during Fire Attack, Rescue Operation, July 4th, 2002

Gloucester City (NJ) Collapse 2002

On July 4th, 2002 at 0136 hrs.,The Gloucester City Fire Department was dispatched to 200 North Broadway for a reported house fire. Responding units were advised that occupants may be trapped. First arriving units were on location in less than three minutes.

They found heavy fire on all exposures of a three-story multi-family dwelling and initiated a search for entrapped occupants. (Various reports from bystanders were at times conflicting regarding the number and location of victims). While providing an aggressive interior attack and rescue operation, an occupant was rescued from the dwelling. Due to the severity of their injuries they were unable to give direction regarding the whereabouts of any other occupants.

While all hands were operating by continuing an aggressive interior attack and rescue, a partial collapse of the structure occurred. An emergency evacuation signal was sounded and while that was commencing a further and much more substantial collapse occurred trapping eight firefighters inside the burning debris.

Additional specialized collapse rescue resources were requested, firefighter accountability was initiated and rescue efforts were intensified. Five of the eight trapped firefighters were rescued. Three of the eight gave the ultimate sacrifice in service to their fellow man. Unfortunately these three children did not survive. A total of nine victims were transported to area hospitals, one civilian and eight firefighters.

Remember:
• James Sylvester
Fire Chief, Mount Ephraim Fire Department
Sylvester, 31, a 17 year veteran, was survived by his wife, who was pregnant with the couple’s first child
• John West
Deputy Chief, Mount Ephraim Fire Department
West, 40, a 23-year veteran, was survived by his wife and three children
• Thomas G. Stewart III
Paid Firefighter, Gloucester City Fire Department
Stewart, 30, a 13 year veteran, was survived by his fiancée and their son. Stewart publicly proposed to his girlfriend, hours before the fire while they watched the city’s fireworks from high atop a fire truck ladder at Gloucester City High School.

NIOSH REPORT: Structural Collapse at Residential Fire Claims Lives of Two Volunteer Fire Chiefs and One Career Fire Fighter – New Jersey, HERE

Philadelphia Inquirer Posting, HERE

Everyone Goes Home Newsletter Article by Chris Collier, HERE

New Jersey Division of Fire Safety LODD Report, HERE

SUMMARY
On July 4, 2002, a 30-year-old male volunteer fire chief, a 40-year-old male volunteer deputy fire chief, and a 30-year-old male career fire fighter died when a residential structure collapsed, trapping them, along with four fire fighters and an officer who survived. At 0136 hours, a combination fire department and a mutual-aid volunteer fire department were dispatched to a structure fire. Local law enforcement radioed Central Dispatch reporting a fully involved structure with three children trapped on the second floor. The first officer on the scene assumed incident command and reported to Central Dispatch that the incident site was a three-story structure with fire showing and that people could be seen at the windows. Note: The female resident (survivor) was the person seen in the window.

The three children that were reported as being trapped did not survive and were later found in the debris. Additional units were requested, including a mutual-aid ladder company from a career department. Crews were on the scene searching for occupants and fighting the fire for approximately 27 minutes when the building collapsed.

NIOSH investigators concluded that, to minimize the risk of similar incidents, fire departments should;
• Ensure that the department’s structural fire fighting standard operating guidelines (SOGs) are followed and refresher training is provided
• Ensure that the Incident Commander (IC) formulates and establishes a strategic plan for offensive and defensive operations
• Ensure that the incident commander (IC) continuously evaluates the risk versus gain during operations at an incident
• Ensure that a separate Incident Safety Officer, independent from the Incident Commander, is appointed
• Ensure that fire fighters conducting interior operations (e.g., search and rescue, initial attack, etc.) provide progress reports to the IC
• Ensure that accountability for all personnel at the fire scene is maintained
• Ensure that a Rapid Intervention Team (RIT) is established and in position
• Ensure that the officer in charge of an incident recognize factors (e.g., structural defects, large body of fire in an old structure, etc.) when analyzing potential building collapse
• Ensure, when feasible, that fire fighters should respond together, in one emergency vehicle, as a crew
Additionally, municipalities should consider
• Establishing and maintaining regional mutual-aid radio channels to coordinate and communicate activities involving units from multiple jurisdictions

In order to minimize the risk of similar incidents, the New Jersey Division of Fire Safety identified key issues that must be addressed and remedies that should be implemented within all departments.

1. FACTOR: There appears to be a disconnect between career and volunteer personnel in the Gloucester City Fire Department (GCFD). Many personnel expressed the concern that the GCFD operated as separate fire departments rather than as one.

REMEDY: It is essential that all firefighters put individual differences aside in order to work together successfully as a team to achieve their common goal of saving lives and property.

2. FACTOR: The GCFD, faces a common dilemma associated with combination fire departments: staffing levels may be unpredictable depending on how many volunteers are available to respond to any one incident. This unpredictability can result in insufficient staff to perform required tasks until additional staff arrives.

REMEDY: Elected or appointed municipal officials need to make a commitment to the adequate staffing of the fire department and staffing levels must allow for compliance with the two-in / two-out provisions of the Public Employees Occupational Safety and Health (PEOSH) Standard 29CFR1910.134. The New Jersey Division of Fire Safety can provide assistance to the municipalities and provide examples of how this can be accomplished

3. FACTOR: Due to the limited number of firefighting personnel who arrived at this incident, all initial efforts were focused on the rescue of occupants. This postponed fire suppression operations until additional resources arrived. Because rescue and fire suppression operations were performed sequentially rather than simultaneously, the fire may have spread more quickly resulting in the early failure of the structure.

REMEDY: Sufficient personnel are critical to ensure that all necessary operations can be performed at the appropriate time. Furthermore, a continual size-up assessment must be maintained so that the Incident Commander (IC) can be kept aware of the conditions as the incident progresses. This continual size-up will allow the IC to modify the strategy and / or tactics as deemed necessary.

4. FACTOR: Although the GCFD was equipped with a thermal imaging camera (TIC), firefighters failed to utilize it for the initial search for victims. The TIC was also not used properly to analyze the scope of the incident and determine what tactics to employ.

REMEDY: Fire departments that possess TIC units should use them regularly during routine operations such as training, scene size up, search and rescue and structural fire fighting.

5. FACTOR: From the onset of operations, the Incident Management System (IMS) was not properly expanded as the incident progressed. Given the scale of this incident, the span of control quickly became too large for the IC to effectively manage and additional functions were not delegated to subordinates. Critical tasks such as safety and accountability were not effectively implemented.

REMEDY: N.J.A.C. 5:75 mandates that all fire departments utilize an IMS. It is a modular system, which allows the IC to apply only those elements that are necessary at a particular incident, and allows elements to be activated or deactivated as incidents escalate or decline. Fire departments are required to adopt written plans, or Standard Operating Guidelines (SOG’s) based on the IMS, to address different types of incidents. The NJ Division of Fire Safety distributed suggested SOGs upon adoption of this regulation and they continue to be available to all fire departments.

6. FACTOR: The GCFD did not assign a dedicated safety officer (SO) to observe operations and terminate potentially unsafe actions.

REMEDY: IMS regulations under N.J.A.C. 5:75 mandate the use of safety officers (SO’s) at all incidents. An SO is required to observe operations on the fire scene, identify next steps and order the correction of safety hazards to personnel. Given the scope of this incident, the IC should have assigned at least one SO.

7. FACTOR: The GCFD did not designate accountability officers to monitor each area of entry into the structure. Nor was a Personal Accountability Report (PAR) or roll sheet utilized to track personnel and monitor their functions. Therefore, the concept of accountability of personnel location, function, and time failed.

REMEDY: Although not enforceable at the time of this incident, the regulations for the NJ Personal Accountability System (NJPAS) under N.J.A.C 5:75 now require that fire departments utilize an accountability system. This system includes the designation of accountability officers and the use of PAR’s / roll calls, all within the framework of the IMS that is required to be utilized at all incidents. The NJ Division of Fire Safety is in the process of finalizing suggested SOGs and will distribute them to all fire departments when complete.

8. FACTOR: Although firefighters Sylvester and Stewart were equipped with Personal Alert Safety System (PASS) devices, they did not activate them prior to entering the structure. It should be further noted that their PASS devices were not automated; they had to be manually activated by the user. Firefighter West was not equipped with a PASS device.

REMEDY: PASS devices must be provided, used, and maintained in accordance with PEOSH regulations under N.J.A.C. 12:100-10 et seq. Although many departments still rely on PASS devices that must be activated manually, – devices that are acceptable by PEOSH regulations – they are not ideal because the firefighter must remember to activate the PASS device. For this reason, fire departments should strongly consider upgrading their SCBA to those employing automatic activating PASS devices.

9. FACTOR: The GCFD did not specifically designate the required personnel for the rescue of distressed firefighters through the establishment of Rapid Intervention Teams (RIT) or Firefighter Assist and Search Teams (FAST). Consequently, when the building collapsed, there was not a properly equipped team in place for immediate rescue operations.

REMEDY: IMS regulations under N.J.A.C. 5:75 require that fire departments utilize RIT or FAST to rescue distressed firefighters when operating in a hazardous atmosphere. The IC should request a RIT or FAST as soon as possible after dispatch to allow the team to arrive quickly.

10. FACTOR: Not all fire departments operating on the fire ground were communicating on the same radio frequency, which resulted in communication failures. Although, the Camden Fire Department (CFD) did have the capability to communicate on the GCFD “Fire 5” frequency they chose not to.

REMEDY: IMS regulations under N.J.A.C. 5:75 require that a communication system allow for inter-agency communication during mutual aid responses by providing a direct communication link between companies. Fire departments should work with other departments that are used routinely for mutual aid to ensure radio interoperability.

11. FACTOR: An emergency evacuation signal was sounded upon reports of a firefighter missing inside the structure before the impending collapse, however, the signal was never sounded at any other time prior to the collapse, nor was it sounded immediately after the collapse.

REMEDY: In the event an emergency evacuation becomes necessary and an emergency signal is required, N.J.A.C. 5:75 requires that fire departments utilize an emergency evacuation signal that is easily recognizable and distinguishable from all other fireground noises. The signal must be utilized when conditions on the fireground indicate an imminent and extreme risk to firefighters. At this time NJ DFS is finalizing a proposal that would establish a statewide emergency evacuation signal.

12. FACTOR: During this incident, fireground conditions were not properly analyzed, which led to the failure to recognize an impending building collapse.

REMEDY: Firefighters and officers need to learn the warning signs and causes of building collapses. Often following a collapse, as was the case with this incident, personnel on the scene report that the structure collapsed “without warning”. However, this is usually not the case; the reality is that the IC and firefighters simply failed to identify the indicators that were present prior to the collapse.

13. FACTOR: After removal of all victims, the remaining structure was demolished and the incident scene was cleared of all debris within 48 hours of law enforcement concluding their origin and cause investigation. This prevented a thorough assessment of the remaining structure in order to identify the cause and contributing factors of the collapse.

REMEDY: A protocol should be adopted to ensure that fire scenes are secured in a manner that not only allows for public safety, but also prevents immediate demolition. This will provide agencies with an opportunity to conduct any investigations that may be necessary.

14. FACTOR It was difficult to gauge the amount of training for all GCFD personnel due to insufficient record keeping. Although it was determined that the GCFD firefighters and officers met the minimum regulatory training requirements, many members did not possess a great deal of supplemental training with regard to structural firefighting. Additionally, the volunteer firefighters and officers often did not attend the scheduled departmental drills and rarely trained with the career personnel despite having frequent opportunities to participate.

REMEDY: Standards such as NFPA 1500 recommend that fire departments establish a regular training and education program that is commensurate with the duties and functions that firefighters are expected to perform. Additionally, proper record keeping is essential to certify that all personnel have received both required and supplemental training or education.

15. FACTOR: Qualifications of volunteer officers were difficult to judge and there were serious concerns voiced by the career members of the department regarding the suitability of some of the volunteer officers. This resulted in a lack of confidence by several career personnel in the volunteer officers and reluctance to take direction from them.

REMEDY: In addition to the NJ DFS requirement that all fire service supervisors obtain incident management certification; municipal officials need to establish uniform minimum qualifications for fire officers in order to ensure the effective provision of fire suppression services to the public. The NJ DFS recently adopted voluntary fire officer standards and will be developing a training curriculum to meet those standards.

16. FACTOR: It was not possible to determine if a smoke detector inspection was conducted in the building after a change in occupancy in October of 2001 as required by the NJ Uniform Fire Code. The city’s housing department, who has the responsibility for these inspections, was unable to provide documentation of such an inspection to either the Division of Fire Safety or to the Camden County Prosecutor’s Office. It was not clear whether smoke detectors were activated during this fire incident.

REMEDY: It is recommended that the responsibility for smoke detector inspections be transferred to the fire department to ensure complete and documented inspections.


Discovery Channel Special on the Gloucester City Incident. A must see for all Company and Command Officers…

Addtional Link on Bowstring Truss Safety Considerations;

Chicago: Anatomy of a Building and its Collapse-PDF Download

8 comments
Chicago: Anatomy of a Building and its Collapse PDF Training Aid

The recent post titled: Chicago: Anatomy of a Building and its Collapse has been receiving a considerable amount of attention as the post makes its way throughout the fire service eMedia sites, links, likes, shares and commentary circles, with over 6,000 views in the past 24 hours on various sites.

It furthers the premise that I have advocated my entire career and that is the fire service continues to recognize the need for increased knowledge, training, insights and skill sets related to building construction and its diametric relationship to firefighter, command risk management and operational safety.  

And that we need to learn from each and every incident response,operation and run….Let’s continue to gain learnings and insights from not only this event,  but from the vast resources of published LODD investigations, after-action reports, case studies, near-miss events and close-calls; for each has a lesson that we can use on our next call.

In order to provide support for continuing training and insight opportunities, I’ve developed a PDF download of the Chicago: Anatomy of a Building and its Collapse article in its entirety.
A power point program will be forthcoming to accompany both media items.

Remember: Building Knowledge = Firefighter Safety

Chicago: Anatomy of a Building and its Collapse

12 comments
 
FF Edward J. Stringer FF/EMT Corey D. Ankum

The tragic events in the City of Chicago on Wednesday December 22, 2010, when Chicago Firefighter Edward J. Stringer – Engine Co.63 and Firefighter/EMT Corey D. Ankum, Truck Co.34 were killed in the line of duty while operating at a structure fire in an abandoned one-story brick building in the 1700 block of East 75th Street on the City’s South side, exemplifies the demands, challenges and sacrifice that come with responsibilities, duty and sworn obligation  that distinguishes the honorable profession of being a firefighter.     

The fire was first reported at about 06:48 hours during the night and day tour shift change, with companies arriving at 06:52 hours reporting moderate fire in the  buildings northeast corner. The single story commercial structure was vacant, however it was readily known that squatters were known to seek shelter in the abandoned structure especially give the harsh weather being experienced in the city. The fire was quickly contained at approximately 07:00 hours according to published reports, and radio communications, with coordinated suppression, search and rescue and ventilation operations being conduction by companied both within the interior and on the roof. 

Timeline of Events
It was during this phase of operations that a mayday was rapidly communicated at 07:07 hours after a portion of the roof and rear masonry wall unexpectedly collapsed sending personnel operating on the roof riding down with the collapse and trapping four firefighters within the confines of the interior voids. RIT was immediately deployed at the scene for the trapped personnel with reports of numerous firefighters injured by the collapsing wall into the alley way on the Charlie and Delta sides.

Non-Bearing Sidewall lateral "push-out" collapse resulting from the inward failure of the roof system into the interior

The incident escalated quickly to a 3-11 alarm with subsequent manpower and resources dispatched to provide immediate collapse search, rescue, extrication, medical treatment and incident scene management and support. The resulting structural collapse killed firefighters Stringer and Ankum and injured seventeen other firefighters.

Previous Incident coverage HERE, HERE, HERE and HERE. 

Operations in the Charlie Side Alleyway

In this incident the Rules of Structural Fire Engagement were clear and resonated with the commitment and resolve that define the American Fire Service. Companies committed to tactical deployment operations consistent with departmental operating procedures and policy that required interior fire suppression, in conjunction with a coordinated interior search and rescue task assigned  and supported by roof ventilation. Although the one-story brick building was clearly abandoned and vacant; it was not known if it was unoccupied, thus the tactical search and rescue assignment. According to Chicago Fire Commissioner Robert Hoff, firefighters entered the burning structure because of reports there may have been squatters inside the old laundry and cleaning facility. 

By all indications this alarm was a conventional fireground operation being conducted in a fashion consistent with the operating procedures and protocols of the Chicago Fire Department (CFD), executed in a formulative manner that was predicated upon similar past building performance and operations successes.  Various news reports and audio recordings of fireground communications identified that first arriving companies recognized the building and occupancy type and were aware that the building had a characteristic bowstring truss roof system in the rear (Charlie side) of the occupancy. CFD procedures dictate identification of the degree of fire involvement or impingement within the truss loft area (concealed or open area located within the open void space of the truss chords between the underdeck of the roof and the bottom chord of the truss) to determine risk and impact on further tactical operational deployment and task assignments. 

The CFD is adeptly aware of the historical characteristics, hazards and safety concerns associated with firefighting operations in buildings of bowstring truss construction. The Chicagoland area has an abundance of vintage building types with an array of occupancies that have characteristic small and large span structural bowstring truss systems. 

CFD Firefighters know bowstring truss roofs only too well because of the risk of collapse. Twelve years ago, two firefighters died when the bowstring truss roof collapsed on them while fighting a fire in a tire and auto repair shop in Beverly. The roof in the Beverly fire was already ablaze. In the case of 1744 East 75th Street, companies did not identify any fire extension or impingement within the truss loft area during initial phases of deployment and initiated tactical operation assignments accordingly based upon the fire location and strategic incident action plan. 

FF Ankum and FF Stringer were killed by the crushing weight of the collapsed roof. With a structural support system comprised of wood timbers configured in a bowstring style truss system, this structural support system and construction style was common in the late 1920s when the building at 75th and Stony Island in South Shore was built. The truss is arched like a bowstring and provides a clear span within a room or large compartment floor area without intermediate vertical support columns. The structural truss component is typically anchored along the exterior walls where the roof load is transferred to the vertical walls and transmitted down to the foundation. 

The building and occupancy at 1744 East 75th Street however did have a risk profile not related to its occupancy type and one that was not readily known to operating company or command officers during the initial stages of fireground operations; that this building was in state of disrepair and had received numerous citations and notices of action. The unstable nature of the building, the apparent poor condition of the roof and inherent deficiencies in the structural support system and construction created an operational risk profile that could not be identified readily through conventional size-up by arriving and deploying command or company officers. 

It was reported that the city had previously cited the building owner for numerous building code violations; including failing to maintain the roof- which, according to the violation, had holes and was rotted and leaking. The violation also indicated the roof trusses were vented and rotted. It is not known if pre-fire plan information was readily available to responding companies or if recent first-due company level inspections or walk-thru had been initiated or completed. 

 

2 Chicago Firefighters Killed: City Had Sued Owners of Building Over Roof Violations: MyFoxCHICAGO.com 

In an effort to provide timely learning’s from this incident and in advance of the more thorough and detailed subsequent investigative reports and information that will be forthcoming in the months ahead, I’d like to provide some insights and basic information to increase firefighter, company and command officer awareness and knowledge related to the operational concerns for similar buildings with bowstring truss structural roof systems and share some observations related to presumptions  deduced from incident scene photos.  The representative insights derived from this incident are in no way meant to analyze or offer criticism towards any element of the operations conducted at 1744 East 75th Street; but are provided to increase your knowledge of building features to support operations at similar structures and occupancies so as to reduce the likelihood of other history repeating events (HRE) in your jurisdiction or response district.

These insights are based upon an analysis of incident scene photographs, internet based images and maps from Google, Bing along with video and audio media clips. Interpretations and assumptions made (especially related to dimensions, size and configurations) are representative to provide content to scale and similarities with other typical construction features in an effort to advance firefighter knowledge. 

Aerial view of the 1700 Block of East 75th Street and Collapse Area

Aerial Photo of the Collapse Zone looking from the Delta Side. The Rear alleyway on the Charlie Side runs parallel to East 75th Street.

Anatomy of the Building and Collapse 

The structure at 1744 East 75th Street appears to have been part of a larger series of collective occupancies and structures that previously spanned the entire city block, sharing construction features and commonalities consistent with construction methodologies and practices in the 1920’s through the 1940’s. An aerial view of the 1700 block of East 75th Street clearly shows the series of one-story brick buildings sharing both common party walls and possibly independent bearing walls between separate occupancies, with their distinctive roof profiles and varying square footage of floor area. 

The Alpha [A] side is East 75th Street with a common parallel alleyway located on the Charlie [C] side. The collapse area appears to have been approximately a 60 feet (depth) x 50 feet (width) for an area of ~ 3000 square feet. The outward failure of the Delta [D] side load bearing also occured as the roof failed inward into the building. Published reports indicated the roof system present in the immediate collapse zone was comprised of bowstring truss components. This is evident in a series of fireground photos that clearly depict the remnants of a shallow depth built-up chord bowstring truss comprised of timber wood components. 

Built-up Bowstring Timber Truss Component

Truss resting along a interior support pilaster Bearning End of Bowstring Truss Component

Bearing End of a built-up Bowstring Chord Truss

It appears the bowstring wood truss components rested on top a series of four (4) brick wall pilasters and pocketed within the east and west brick bearing walls. The north non-bearing brick wall appears to be a three wythe solid brick wall, with the bearing walls running east-west. The non-bearing brick wall running parallel to the alley way was the main portion of wall that collapsed outward as a result of the inward collapse of the truss roof support system, wood rafters and plank roof deck. The inward momentum created by the downward forces of the failing roof area, pushed outward the entire north wall face, which based upon the modular charactoristics of the brick and mortar, most likely caused the wall to collapse in sizeable sections (outward collapse as well as disintegrate into smaller projectiles with a classical curtain failure. Photos suggest the wall failure resulted in a collapse zone that spanned the entire narrow alley way from wall to wall (estimated at 18 +/- feet) leaving no room to escape the lateral failing wall collapse without running in an east and west direction only. 

The single story size of this common Type (Class) III Ordinary Construction building which is estimated at 18 feet in height appears to have had a parapet wall raising above the roof line, consistent with design features found in buildings of this vintage. 

The single story height coupled with the square foot floor/roof area, any loss of structural integrity of a single truss component would likely cause the compromise or collapse of adjacent truss components and connective decking planks due to the interdependence and connectivity of the roofing support (trusses), purlins, rafters and roofing planks and outer membrane system. 

  • Typically the failure of one bowstring truss span will compromise or cause the collapse of each adjacent truss to either side of the original affected truss causing the failure of a sizeable roof area.
  • Companies operating on such affected roof area areas are subject to high risk and vulnerability should the roof area fail. Refer to the incident conditions and structural collapse from the Waldbaum’s Collapse, FDNY August 2, 1978. Go to the incident overview at Commandsafety.com HERE.
  • In smaller square foot commercial occupancies that have shallow depth bowstring truss components and both limited spans (less than 100 linear feet clear span) and number of trusses (six or less) the likelihood of a catastrophic roof collapse should be considered highly predicable in all incident action plans and during incident status monitoring.
  • The loss of load bearing and load transfer capabilities at these wall connections can contribute towards failure and collapse conditions. The end connections points (end cap or end shoe) of a bowstring truss are critical towards maintain truss performance and structural integrity.
  • The loss of truss axial orientation, resultant excessive deflection, loss of integrity of chord/ web geometry and connection points can lead to failure mechanisms and a cascading effect due to transferring of loads and possible overstressing and directly lead to subsequent failures.

Photo examination further identifies the presence of concrete masonry units (CMU) evident in a number of incident scene images that suggests renovations and alterations at some point in the building’s recent history that may have had an impact on the building’s integrity or performance profile ( postulated, actual or forecasted). 

  • It should be noted that fire service personnel should have a high degree of respect for the danger and susceptible risk imposed by compromised or failing bearing and non-load bearing walls.
  • Collapse zones must be established and access controlled based upon physical incident scene layout, access and proximal exposure structures.
  • All fire service personnel should have awareness level training and an understanding of recognizing collapse indicators for buildings of masonry construction and tactical safety considerations
  • Company and Command Officers must have a higher level of knowledge and training to be able to recognize subtle or obvious construction, conditions or indicators that will affect IAP, strategic, tactical or task assignments and be able to act upon those indicators with immediacy and urgency as conditions and risk dictate.
  • The Collapse Zone should be at a minimum be equal to the full height of the exterior masonry wall face and also take into consideration additional distance due building material momentum, bounce and toss due to individual bricks, steel lintels and other components and materials acting as projectiles and traveling distances greater than the defined “collapse zone”.

Collapse Rescue Void Search Operations

  • The sheer weight and mass present in a brick wall presents significant probability of debilitating injuries and death if caught in the collapse zone by falling wall sections or brick projectiles.
  • A standard common brick may weight 4.5 – 6 lbs. each. An 8 inch wide brick wall may weigh upwards of 83 pounds per square foot (PSF).
  • For illustration purposes; A 50 foot long wall x 18 feet in height constructed with a solid 8 inch wide brick non-load bearing wall (assuming 15% openings for doors/windows) would have an estimated dead load weight of 63,500 lbs. (31.75 ton)
  • Fire Service personnel must be aware of the three common exterior masonry wall mechanisms of collapse  that include; outward monolithic wall collapse,  inward/outward wall collapse and curtain fall collapse. Building height, width (wyth) of the wall, bearing or non-bearing wall types, weather conditions, fire impingement or exposure and age, reinforcement, deterioration/integrity of mortar joints etc., all have influencing effects on the actual manner in which an exterior masonry wall will collapse.
  • In smaller single story commerical structures of Ordinary Type III construction, the 90-degree monolithic and/or curtain-fall wall collapse can be expected.
  • The probability of void spaces being present due to a catastrophic collapse of a bowstring truss roof system are predicated upon the presence of interior space features such as shelving, equipment, products/materials and any small height area partitions or physical barriers (that may even extend upwards to the understructure of the truss chord) and the manner in which the structural bowstring truss component and integrated roofing system fail or compromise from the outer wall bearing points. (pancake, lean-to)
  • The collapse of the roofing deck system resulting from a compromise or collapse of the bowstring truss system may cause under some circumstances a longitudinal failure or cracking of the upper masonry wall either along the line of the roof/parapet interface or in an area immediately beneath this point.
  • The resulting impact due to dynamic load transfers may cause the upper masonry wall and/or parapet to collapse inward while simultaneously causing the lower masonry wall section to collapse in an outward manner into the exterior collapse zone.
  • The manner in which the exertion of force applied to the outer masonry wall during the mechanism of the collapsing of the roofing system will determine the extent of force, failure and degree of brick material that will be deposited at the base of the wall and beyond within the collapse zone.

 

Wood Roofing Planks and outer membrane with visible Wood Roof Rafters as part of the Roofing System

 

 
 
 
 
 

 

Typical Pilaster Support

Built-up bowstring trusses such as the ones that appear to have been present at 1744 East 75th Street came in varies sizes related to the dimension of the structural wood components utilized (heavy timber or built-up), the depth of truss related to its span and its load bearing design/capacity (and the subsequent truss loft void created by the truss top and bottom chord as well as the manner in which the truss  web members were held together, the connection methods utilized and the manner in which the truss component was designed to be seated in its load bearing position (pocketed or surface load bearing). 

The following photographs provides a representative example of a heavy timber truss showing the steel U-shaped end shoe (bolted to the bottom chord) seated on the bearing plate of the pilaster. This is a common connection point and is a critical area for maintaining the structural integrity and stability of the roof system. These load bearing points are susceptible to age related deterioration of the bearing surface, shoe connection/chord connection, loss or degradation of the bearing wall conditions, decay or deterioration of the end connections that adversely affect the structural stability of the top truss cord to transfer the thrust loads imposed upon this connection into the bottom chord. 

Typical Truss End w Bottom Chord, Steel End Shoe and Load Bearing Plate on a Pilaster

Note: the crack in the bottom wood chord running from the steel shoe and bolt connections, indicating an area of concern 

A bowing or outward thrust of brickwork on a visible exterior bearing wall is a clear indication that deterioration has occurred and that the structural stability of the wall roof system is in question as well as the stability to conduct safe tactical interior or roof operations by fire service personnel. 

  • Other age related conditions affecting bowstring truss stability include creep deformation, stressed, loosened or damaged connection points due to imposed loads over many decades, the effects on longer deflection under load, the effects or wood shrinkage and drying affecting the geometry and thus strength and stability of the truss, along with a higher potential for structural failure and collapse.

These conditions can all be exasperated by fire, heat impingement or contact as well as long term imposing dead loads of the roofing system(s) and more importantly live loads such as rain or snow accumulation (as well as concentrated live loads) or the placement of fire personnel to conduct tactical roof assignments. Published research and test results  have shown that in many instances heritage vintage truss systems such as the bowstring truss (circa 1880-1950) were designed in a manner that did not take into account conservative bottom cord tensile strength design. Most trusses from this time frame were not designed under the same criteria implemented in today’s building codes and specifications and thus are prone to compromise and failure under a variety of both fire and non-fire induced incident scenarios. 

Representative Construction Cut Away of a Heavy Timber Gable Truss Roof and Pilaster

Typical Bowstring Roof Truss Configuration and span

Bowstring Truss Profile

Another key observation point during operational assessment and size-up includes the observation of any excessive truss chord sag along the span, rot, deterioration, cracked or split chords, splices, web members of visible end connections. The identification of  such conditions during any phases of operations such be promptly evaluated as a pronounced high risk to personnel safety and further operational integrity. In other words; it’s time to immediately reconsider risk, strategic and tactical operational objectives and the likelihood for isolated structural compromise or catastrophic structural collapse. 

Various Wall Construction Features

The following video clips provide good examples of the extent, physical force and collective momentum of mass that a collapsing section of brick wall can inflict as it fails. These video clips represent multi-floor collapse and variabley larger collapse zones on grade and within the immediate operating areas. 

YouTube Preview Image

YouTube Preview Image 

Other Insights and Considerations 

  • During all operations involving actual or suspected Bowstring Truss Roofing Support Systems Command and Company Officers should be sensitive to risk assessment indicators related to both fire induced conditions as well as environmental and age induced factors.
  • Pre-plan your buildings look at the construction, components, features and condition of the building; there is a tremendous amount of information out there. Understand and comprehend what to look for, what it is that you’re looking at and more importantly make sure the information is retrievable for on-scene application and that the information is utilized when formulating IAP and in the dynamic risk assessment process
  • During Dynamic Risk Assessment, special attention should be focused on Predicated Building Performance common to identified building systems, features and structural systems that are based upon Occupancy Performance and NOT Occupancy Type.
  • The Federal Emergency Management Agency’s (FEMA) United States Fire Administration (USFA) issued a special report examining the characteristics of fires in vacant residential buildings. The report, Vacant Residential Building Fires, was developed by USFA’s National Fire Data Center and provides useful insights and recommendations. Link HERE
  • When developing incident action plans and operational assignments at incidents involving possible Vacant, Unoccupied or Abandoned structures, command and company officers shall implement a formulative risk -benefit assessment consistent with departmental procedures, policies and expectations.
  • Be knowledgable of operational factors and considerations related to operations at Vacant, Unoccupied or Abandoned structures; HERE and HERE
  • Read the Newest NIOSH Alert: Preventing Deaths and Injuries of Fire Fighters at Structure Fires, HERE
  • Start considering building; age, deterioration, environmental impacts and influences in your IAP and tactical considerations, we at times forget to consider these performance indicators effectively during initial or sustained operations.
  • Learn more about Building Construction, Occupancy Profiling, Reading a Building, Occupancy Risk versus Occupancy Type and always consider Tactical Patience.
  • Increase your knowledge on Structural Collapse indicators especially for buildings of masonry construction in both Type III and Type IV construction.
  • There is a Predictability of Performance in all Buildings and Occupancies with Heavy Timber or Built-up Bowstring Truss Structural Systems; Know what they are.
  • Understand what to look for in Heavy Timber or Built-up Bowstring Truss Structural System integrity related to; Age and Deterioration, Gravity, Cross Grain Shrinkage, Wood Defects that are self-evident in chords and web members, Upper Chord Buckling, Lower Chord splitting or failure points, web splitting or pull-outs, multiple roofing systems or membranes, multiple void spaces, compromised bearing walls or pilasters, compromised or degraded bearing points or truss ends.
  • Learn to identify masonry wall features and what they mean towards tactical operations

These are some immediate considerations for increasing operational integrity while maintaining firefighter safety and and does not reflect the full extent of safety or operational considerations that must be imposed and implemented at operations involving buildings of Type III or IV construction or those with bowstring truss components; but it is a stepping stone and for many, the first exposure to this type of information. 

Remember; Building Knowledge = Firefighter Safety 

Other Links 

  • Roof of building in deadly fire called ‘defective’ in 2007, Link HERE
  • A fire commissioner’s words on tragedy, tempered by his family history, HERE
  • Chicago Tribune Editorial: ”Every fireman knows”, a must read….HERE

 

Urban Search and Rescue Insights

2 comments

1-14-2010 9-46-14 PMUrban search-and-rescue (US&R) involves the location, rescue (extrication), and initial medical stabilization of victims trapped in confined spaces. Structural collapse is most often the cause of victims being trapped, but victims may also be trapped in transportation accidents, mines and collapsed trenches. Urban search-and-rescue is considered a “multi-hazard” discipline, as it may be needed for a variety of emergencies or disasters, including earthquakes, hurricanes, typhoons, storms and tornadoes, floods, dam failures, technological accidents, terrorist activities, and hazardous materials releases. The events may be slow in developing, as in the case of hurricanes, or sudden, as in the case of earthquakes.

In the event of a National disater of event, FEMA deploys the three closest task forces within six hours of notification, and additional teams as necessary. The role of these task forces is to support state and local emergency responders’ efforts to locate victims and manage recovery operations. Each task force consists of two 31-person teams, four canines, and a comprehensive equipment cache. US&R task force members work in four areas of specialization: search, to find victims trapped after a disaster; rescue, which includes safely digging victims out of tons of collapsed concrete and metal; technical, made up of structural specialists who make rescues safe for the rescuers; and medical, which cares for the victims before and after a rescue.

In addition to search-and-rescue support, FEMA provides hands-on training in search-and-rescue techniques and equipment, technical assistance to local communities, and in some cases federal grants to help communities better prepare for urban search-and-rescue operations. The bottom line in urban search-and-rescue – someday lives may be saved because of the skills these rescuers gain. These first responders consistently go to the front lines when America needs them most. We should be proud to have them as a part of our community. Not only are these first responders a national resource that can be deployed to a major disaster or structural collapse anywhere in the country. They are also the local firefighters and paramedics who answer when you call 911 at home in your local community.

National Response Plan: Under the National Response Plan, US&R teams will provide urban search and rescue and life-saving assistance following major domestic incidents.

US&R History

In the early 1980s, the Fairfax County Fire & Rescue and Metro-Dade County Fire Department created elite search-and-rescue (US&R) teams trained for rescue operations in collapsed buildings. Working with the United States State Department and Office of Foreign Disaster Aid, these teams provided vital search-and-rescue support for catastrophic earthquakes in Mexico City, the Philippines and Armenia. The Federal Emergency Management Agency (FEMA) established the National Urban Search and Rescue (US&R) Response System in 1989 as a framework for structuring local emergency services personnel into integrated disaster response task forces. In 1991, the Federal Emergency Management Agency (FEMA) incorporated this concept into the Federal Response Plan (now the National Response Plan), sponsoring 25 national urban search-and-rescue task forces. Events such as the 1995 bombing of the Alfred P. Murrah building in Oklahoma City, the Northridge earthquake, the Kansas grain elevator explosion in 1998 and earthquakes in Turkey and Greece in 1999 underscore the need for highly skilled teams to rescue trapped victims.

The terrorist attacks on the World Trade Center and the Pentagon on September 11, 2001 thrust FEMA’s Urban Search and Rescue (US&R) teams into the spotlight. Their important work transfixed a world and brought a surge of gratitude and support. Today there are 28 national task forces staffed and equipped to conduct round-the-clock search-and-rescue operations following earthquakes, tornadoes, floods, hurricanes, aircraft accidents, hazardous materials spills and catastrophic structure collapses. These task forces, complete with necessary tools and equipment, and required skills and techniques, can be deployed by FEMA for the rescue of victims of structural collapse.

Refer to the FEMA Web Site for expanded information from which this preceding excerpt was posted from.

FEMA USAR Task Force System Team Web sites, HERE

Google Earth Before and After Aerial Images of Haiti Extent of Damage, HERE

1-14-2010 9-39-15 PM

FEMA USAR Task Force Teams

  RESCUE OPERATIONS STRATEGY AND TACTICS

Search and rescue operations in the urban disaster environment require the close interaction of all task force elements (search, rescue, medical and technical personnel) for safe and successful victim extrications. Once one or more entrapped live victims have been located, rescue extrication, coupled with appropriate medical treatment and victim removal operations, must be conducted in an organized and safe manner. This outlines current tactical considerations and general strategies that constitute a foundation for productive rescue operations.  Task force supervisory personnel must tailor the strategy and tactics to fit the general situation and specific problems encountered.

It is incumbent on the Task Force Leader (TFL) and task force supervisory personnel to implement coordinated search tactics and strategy, collect and collate related information, and develop an effective overall rescue plan of action.

 

Standardized rescue strategy and tactics will promote the following:

  • Effective management and coordination of rescue operations.
  • Better task force resource utilization and coordination.
  • Proper integration of all task force disciplines (i.e., medical, hazardous materials, and structures specialists, etc.) in the rescue operations.
  • The incorporation of assistance from entities outside the task force.
  • Simultaneous, multiple-site rescue operations.
  • Standardize training and increase efficiency within the task force prior to deployment and during mission operation.
  • Increase safety for all task force members involved in rescue operations.
  • Provide around-the-clock (24-hour) operations.
  • Organized and rapid victim extrication.

The Office of U.S. Foreign Disaster Assistance (OFDA) is the office within USAID responsible for facilitating and coordinating U.S. Government emergency assistance overseas. As part of USAID’s Bureau for Democracy, Conflict, and Humanitarian Assistance (DCHA), OFDA provides humanitarian assistance to save lives, alleviate human suffering, and reduce the social and economic impact of humanitarian emergencies worldwide. USAID Fact Sheet on the Haiti Earthquake, HERE

As reported on January 13th, the USAID reported the following:

USAID/OFDA has deployed a Disaster Assistance Response Team (USAID/DART) to Haiti—comprising up to 17 members—and activated a Washington D.C.-based Response Management Team to support the USAID/DART. The USAID/DART will assess humanitarian needs and coordinate assistance with the U.S. Embassy in Port-au- Prince, the international community, and the Government of Haiti (GoH). Urban Search and Rescue (USAR) team, and four support staff had arrived in Port-au-Prince. As of 1615 hours local time on January 13, seven members of the USAID/DART, the 72-member Fairfax County composed of approximately 72 personnel, 6 search and rescue canines, and up to 48 tons of rescue equipment, are also deploying to Haiti. USAID/OFDA expects to support up to two additional heavy USAR teams from Florida. USAID/OFDA has also authorized the deployment of a three-person Americas Support Team (AST) to Haiti. The AST, staffed by additional Fairfax County USAR members and funded by USAID/OFDA, will supplement the U.N. Disaster Assessment Country (UNDAC) team in Haiti. In addition, both the Fairfax County and Los Angeles County Fire Departments are seconding staff members to directly support the UNDAC team. Two USAID/OFDA-supported heavy USAR teams from Fairfax County, VA, and Los Angeles County, CA.

Check out the Firegeezer’s latest Updates on Virginia Task Force 1 from Fairfax County Team Deployment,  Here and Dave STATter’s911 coverage update on USAR Team rescue ops in Haiti, HERE

STRATEGIC CONSIDERATIONS

Excerpts taken from the USAR Response Systems Operations Manual
street-vertical_1559212i

Haiti Collapse Magnitude

The most effective rescue strategy should blend all viable tactical capabilities into a logical plan of operation. The general strategic considerations are outlined as follows:

Rescue Team Composition: A task force rescue team is comprised of four, 6-person rescue squads. Two Rescue Team Managers are assigned to provide continuous supervision for the rescue team. A squad is composed of a Rescue Squad Officer and five Rescue Specialists.

Personnel Deployment: One of the most important strategic considerations for the task force supervisory personnel (the Rescue Team Manager in particular) is the deployment of task force personnel at the start of mission operations. When the task force arrives at the assigned location, it may be best to commit all task force personnel to the initial objectives that must be addressed. This would include Base of Operations (BoO) set-up, search and reconnaissance activities, equipment cache set-up, rescue operations, etc. Depending upon the general conditions present, it may be most appropriate to attempt the following deployment guideline:

 1-14-2010 9-23-06 PM

 

 

 

As the task force moves into alternating 12-hour operational periods, there should be an overlap of the shifts to allow for briefings and information exchange to promote the continuity of operations. As the operations near the end of the initial 8 to 12-hour time frame, it may be necessary to scale back to handling only one or two simultaneous operations. This reduction in rescue operations is the trade off for allowing sleep rotations for each half of the task force. Deviations from the suggested guideline might be required, depending upon the conditions that are present. There is the possibility that the ongoing size-up and planning information could indicate there being a specific number of viable rescue opportunities that could be accomplished. In that case it may be most appropriate to deploy all task force personnel for a full-scale “blitz” of the planned 24 to 30-hour duration. This would necessitate the full stand down of the task force at the conclusion of this blitz.

Task Force Equipment Cache Management: The overall effectiveness of the task force depends upon the prompt availability of the tools, equipment, and supplies in the task force cache. The organization and management of the cache is important. The equipment cache requires immediate attention once the BoO has been identified.  The cache set-up must be addressed before significant rescue operations can be supported. Rescue personnel must be effectively trained in, and adhere to, all procedures related to equipment issue, tracking, and retrieval, as outlined in the Property Accountability and Resource Tracking System. The limited number of specialized tools may require them to be shared between one or more rescue sites during simultaneous operations. It is incumbent upon the task force Logistics Specialists, in conjunction with the Rescue Team Managers and Squad Officers, to coordinate the sharing and movement of these tools between the rescue sites.

Assistance with Search Activities: It may be necessary to assign additional task force personnel to search operations to identify, assess, and prioritize rescue opportunities.

Rescue Site Management and Coordination: Each rescue work site must have one person in charge to maintain unity of command. The Rescue Squad Officer of each rescue squad is responsible for all activities of the assigned rescue site including safety when a single squad operates alone. At large or complex rescue operations that require the commitment of two or more rescue squads to a single operation, the Rescue Team Manager may assume command or assign one of the Rescue Squad Officers to be in charge of the site. A Safety Officer should be identified at each rescue site.

Rescue Site Communications: Communication is fundamental to effective operation of the task force.  The task force should be provided with radio channels for command and control, logistics, and tactical operations as needed.

Rescue Site Engagement/Disengagement: A standardized method of engaging and disengaging a rescue site should be followed.

TACTICAL CONSIDERATIONS

Rescue Integration in Search Activities: Task force rescue personnel may be required to assist the canine and technical search personnel with search and reconnaissance activities. This may include safety assessments at collapse sites, gaining access to voids and other difficult areas, deploying equipment, and conducting physical search operations. Individual void inspections, or combined listening operations may require shoring and stabilization prior to entry. Rescue personnel may be used to staff search and reconnaissance teams. There are specific protocols for Search Strategy and Tactics and Structure Triage, Assessment, and Marking System. These combined operations would be coordinated between the Search Team and Rescue Team Managers, the Rescue Squad Officers, or other appropriate task force personnel.

Rescue Site Management and Coordination: Size-up and site control activities should be completed before rescue operations begin.Once the size-up is completed and the plan of action developed, a short team briefing should be conducted to include safety considerations, structural concerns, hazard identification, and emergency signaling and evacuation procedures. As rescue opportunities are identified, it is important that rescue personnel adhere to a consistent, formalized site management procedure to ensure the safe, effective operation of the rescue squads. The following considerations should be addressed:

  • Hazard assessment and mitigation. This could include removing trip hazards, boards with exposed nails, shutting off utilities, etc.
  • A collapse hazard zone (hot zone) should be established and clearly defined along with the operational work area.
  • All bystanders should be excluded from the operational work area.
  • An equipment assembly area and cutting workstation should be organized at an advantageous location.

Rescue Site Set-Up: In order to ensure safe and effective rescue operations, the area immediately surrounding the selected work site should be secured. A collapse hazard zone is established for the purpose of controlling all access to the immediate area of the collapse that could be impacted by further building collapse, falling debris, or other dangers. The only individuals allowed within this area are authorized personnel involved in search or extrication of victims. The collapse hazard zone will be identified by an X-type cordon of flagging or rope (criss-crossed) as outlined in protocols for Structural Triage, Assessment, and Marking. When establishing the perimeter of the operational work area, the needs of the following activities must be provided for and properly identified:

  • Medical treatment area 
    • Personnel staging area
    • Rescue equipment staging area
    • Cribbing/shoring working area
    • Access/entry routes
    • Security and environmental protection.

Inter-discipline Coordination: As the Rescue Team Managers and Squad Officers focus on the appropriate tactics and procedures related to victim extrication, they may also utilize other task force disciplines in the ongoing operations.

Site/Personnel Safety: Safety of the task force personnel is the single most important consideration during mission operations.  As a minimum, the following considerations should be addressed for rescue operations:

  • The safety of personnel operating around collapsed/compromised structures.
  • Emergency signaling and evacuation procedures. 
  •  Hailing devices shall be used to sound the appropriate signals as follows:
  • Cease Operation/All Quiet 1 long blast (3 seconds)
  •  Evacuate the Area               3 short blasts (1 second each)
  •  Resume Operations             1 long and 1 short blast.
  • Personnel Rest and Rehabilitation (R&R).
  • Critical incident stress debriefing or defusing may be required.
  • Personnel hygiene. Considerations would be the exposure and/or contact with victim body fluids, inhalation or ingestion of dusts and contaminated atmospheres, water, etc., and minor injuries.1-14-2010 9-23-56 PM