Investigation Of The August 3, 2005, Collapse Of Roof .
Investigation of the August 3, 2005, Collapse of rooftrusses at Natatorio de, San Juan, PRU.S. Department of LaborOccupational Safety and Health AdministrationFebruary 2006Natatorion de
REPORTInvestigation of the August 3, 2005,Collapse of roof trusses at Natatorio de,San Juan, PRReport prepared byMohammad Ayub, PENatatorion de
Background:An incident occurred on August 3, 2005 at about 11:30 AM at the construction site of “Natatoriode San Juan” (swimming and diving pool) at San Juan central park, San Juan, PR. The projectwas owned by the San Juan Municipality. The incident involved the collapse of three long spansteel roof trusses and several steel bar joists that fell some fifty feet to the ground, killing twoworkers and injuring two others. San Juan PR OSHA Area Office’s compliance officer arrivedat the scene of the incident within an hour and took photographs, and discussed the structuralintegrity of the remaining structure with the construction personnel. Local police and firedepartments immediately responded and engaged in rescue and retrieval of bodies. Bodies wereretrieved that same afternoon and the injured were sent to hospitals. The Compliance and SafetyHealth Officer (CSHO) obtained necessary construction documents to initiate the investigationof the incident to determine whether any OSHA or nationally recognized standards wereviolated.The Puerto Rico OSHA, thru Region II, requested the Directorate of Construction to provideengineering assistance for causal determination and to identify potential OSHA standardviolations. A structural engineer from the Office of Engineering, Directorate of Construction,visited the incident site on November 8, 2005. At the time of his visit, all failed structuralmembers were already removed from the site as per the demolition plan. Construction in thefailed area was not renewed.The following is the basic information of the project:1. Owner:San Juan Municipality, PR2. Name of Project:Natatorio de San Juan3. Site Address:San Juan Central Park, PR4. Consulting Engineer:Orlando E. Sanchez Rivoleda & Associates, Hato Rey, PR5. Architect:Jorge Oliver Architects, AIA, Isabella, PR6. Structural Consultants:Jose A. Quinones, Jr. Associates, San Juan, PR (SER)7. General Contractor and Concrete contractor: F & R Contractors Corporation, PR (FR)8. Steel Fabricator and Erector: Santiago Metal Manufacturing Corp., Carolina, PR (SM)9. Electrical and Mechanical contractor:Belmac10. Re-bar installation contractor:Max Steel Corporation11. Masonry and plastering contractor:Luis Vazque12. Excavation and earth work contractor:JJJ Heavy Equipment13. Independent inspection agency retained by the owner:May Engineers, PSC14. Welding inspectors retained by Santiago Metals:GMTS15. Structural consultant retained by Santiago Metals:Arturo Beale, PE16. Consultant retained by Santiago Metals:Dr. Jose Guevara, PhDProject:The project consisted of construction of a large, one-story concrete and steel structure for anindoor swimming and diving pool with bleachers. The roof consisted of steel trusses spanning inan east-west direction, truss girders spanning in a north-south direction, rolled shapes, bar joistsNatatorion de1
spanning in a north-south direction, and steel deck (figures 1 to 8). The area of interest for theinvestigation was limited to the area where the failure occurred, i.e., from column lines B to Kand 4 to 10. Roof trusses marked “A” (approximate weight 80,000 pounds) spannedapproximately 190 feet between column lines B & K at 31’-0” on center, supported on concretecolumns on B line and on truss girder on K line. The roof trusses and the truss girders comprisedof WT shapes for top and bottom chord members, and angles for vertical and diagonal members.The truss girder (approximate weight 70,000 pounds) was 15 feet deep and spanned 153 feet.The truss girder bottom chord was approximately 40 feet above the ground. The roof trusseswere curved and spanned approximately 190 feet. Over the top chords of the roof trusses,28”deep joists were placed at intervals of 8 feet with a 22 gauge metal deck over them. Planscalled for three rows of bridging for the joists.Construction:Construction of the project began approximately two years prior to the incident. Steel erectionstarted early in 2005. SM erected the low roof on the west side first because FR had alreadycompleted the concrete framing on the west side. SM installed the roof trusses and bar joists onthe low roof without any reported incident. SM then proceeded to erect the high roof. SMerected the truss girders on column line K beginning from the south to north, i.e., from columnline 20 to column line 1. In this row, there were two long girder trusses, one was marked T-93spanning 93 feet between column line 17 & 14, and the other was marked T-153 spanning 153feet between column lines 10 & 4. After all truss girders were erected on column line K, SMproceeded to erect roof trusses “A” between column lines B & K. A crane with a capacity of 650tons was used.The first roof truss was installed on column line 20. The crane did not release the load of thefirst truss until another crane erected the adjoining truss on column line 17, and all bracingsbetween the two trusses were completed. SM then proceeded to erect other trusses movingtowards the north on column lines 16, 15, 14, 10, 9 and 7. The truss on column line 7 was thelast truss to be erected about a week before the incident, see figure 9. The following are thedates of erection of truss girders and roof trusses:Girder trusses:T-91T-153June 17, 2005June 17, 2005Roof trusses:Column line 20171615141097June 27, 2005June 28June 29June 30UnknownJuly 11One week before the incidentOne week before the incidentWhen SM erected the truss girder T-153 on column line K, they installed two guy wire ropesintended to brace the top chord of the truss girder approximately at one-third points. The wireNatatorion de2
rope was wrapped around the top chord of the truss and sloped approximately 45 degrees to theground and was fastened to concrete blocks on both sides. There were four guy wires, two onthe east side and two on the west side. SM reported that the location and size of bracings weredetermined by Mr. Arturo Beale, PE. SM further said that Mr. Beale advised against bracing theother long truss girder T-91. In interview with OSHA, Mr. Beale, however, denied havingadvised SM. SM claimed that the four guy wires were tensioned by a ratchet near the top chordof the girder truss and the truss was aligned vertically. SM later admitted, however, that they didnot monitor the vertical alignment of the truss except on the very first day. SM’s foreman ininterview with OSHA, however, said that there were no turnbuckles to tighten the wire ropes.After the roof trusses on column lines 10, 9 and 7 were erected, SM removed the two guy wireson the south side approximately one week before the incident, thus leaving the girder truss withonly one set of guy wires on the north side. A few minutes before the incident, an SM foremannoticed that the truss girder T-153 was bowing out (deflecting laterally) towards the east andwanted to tension the wire rope but the failure occurred before he could correct the trussalignment. In fact, a construction aerial photo taken by FR (figure 9) showed that the bow of thegirder truss existed since at least June 30, 2005 when the photograph was taken.Progress of construction up to the time of the incident:At the time of the incident, roof trusses for the high roof were erected up to the column line 7,beginning from south towards north. The low roof was practically completed. All girder trusseswere erected on column line K. Bar joists were placed between all roof trusses except for alength of about 30 feet on the east side between column lines 10 & 9; and between column line 9& 7. Roof deck was placed on approximately 50% of the bar joists.The incident:On August 3, 2005, workers went out for lunch at about 10:30 AM. On return from lunch at11:30 AM, two SM employees prepared to go up in a boom basket to resume placing bar joistsover the roof trusses between column lines 10 & 9, and between column lines 9 & 7. As theemployees were halfway up to the roof, the truss girder on column line K and the roof trusses oncolumn line 9 and 7 collapsed to the ground, injuring the two employees seriously. A third SMemployee was on the ground and was fatally injured. An employee of the earthwork subcontractor was also nearby and was fatally struck. The roof trusses and the girder truss each fellin one piece, though they were bent and crooked in shape. The truss girder slid away from bothsupports at the concrete columns on column lines 4 and 10, leaving the bottom and top supportsat the concrete columns intact. The truss girder was wavy both in the longitudinal and transversedirections. The roof trusses also fell in a curved position but remained connected to the concretecolumns on the west side and to the girder trusses on the east side. The roof joists were scatteredover a large area. The guy wires did not break during the collapse, but the concrete block wherethe bottom ends of the guy wire was fastened moved longitudinally parallel to column line K.For the collapsed roof trusses, see figures 10 to 20.Natatorion de3
Post-incident:SM’s structural consultant, Mr. Arturo, prepared a demolition plan to cut the failed steel piecesinto sections to haul them away from the site. FR approved the plan and SM accomplished thetask of removing all collapsed steel. Neither any survey was done to identify where the steel fellon the ground nor was any steel saved for later examination by interested parties for forensicevaluation.SM retained Dr. Jose Guevara of the University of Puerto Rico to advise if any changes in theerection procedure should be made in the future. Dr. Guevara prepared a report. The followingis the summary of his recommendations. Dr. Guevara did not opine on the cause of the collapse. The truss T-153 will deflect horizontally 1.0” and vertically 1.6” under its ownweight during construction. This deflection can be reduced by providing fourcables, two on each side at one third span lengthTo reduce further lateral deflection, 8 cables shall be provided, four on each sideat one fifth span length.Once the entire structure is complete, the horizontal deflection will be less than0.125”.Dr. Guevara used SAP 2000 for gravity load evaluation. He did not review forlateral seismic or wind loads.Engineering Evaluation:Bowing of the girder truss:Bowing of the girder truss T 153 was evident since at least June 30, 2005. It should not haveescaped the attention of the project personnel in the field as it was in the clear sight of everyone.Neither any corrective measures were taken by SM nor the structural engineer of record or SM’sexpert consulted to determine the cause of the bowing of the girder truss. If such actions weretaken on a timely basis, the incident could have been avoided. Such bowing occurs when thecompression flanges are not properly braced against lateral torsional buckling at regularintervals. The braces, to be effective, must be able to prevent lateral translation and rotation ofthe top chord.Wire ropes used to brace the girder truss top flange:There were two sets of ½” wire ropes used by SM intended to brace the top chord atapproximately 1/3rd points, i.e., 51 feet on centers. SM initially claimed that the size and spacingof the wire ropes were recommended by their consultant, Mr. Arturo Beale, PE. Mr. Beale,however, denied having advised SM about either the size or spacing of the wire ropes. Mr. Bealesaid that his advice was limited to the proper lifting of the trusses, and did not include bracingthe trusses.SM stated that the wire ropes were wrapped around the top chord of the girder truss and then,sloping at approximately 45 degrees, they were each tied to a concrete dead man on either side ofNatatorion de4
the truss. Initially, SM claimed that there were turnbuckles on the wire ropes near the top. Theforeman, Mr. Rivera, however, said that there were no turnbuckles to tension the wire ropes. Mr.Rivera further said that neither he nor anyone else ever retightened the wire ropes. Mr. Riveraattempted to tension the wire ropes on the day of the incident but he could not do so because thetrusses collapsed before he could reach them.It is evident that the wire ropes were not tightened to the required tension because this was doneonly by human strength. Wire ropes do not lend themselves to be tightened around an 18-inchdeep structural section without proper equipment. Wire ropes in such conditions would neitherprevent the top chord’s lateral translation nor its rotation. The wire ropes were thereforeineffective to act as braces. The following reasons support rejection of the use of wire ropes asviable braces to prevent lateral torsional buckling:1. The wire ropes were loosely wrapped around the top chord. SM had no mechanismavailable to tighten the wire rope around the top chord or around the concrete dead man.2. There were no turnbuckles to tighten the ropes3. There was no monitoring of the condition and sag of the wire ropes after they wereerected.4. The wire ropes are flexible members, and under the conditions described above, couldnot have offered any restraint against translation and rotation of the top chord of thegirder truss.OSHA analyzed T-153 for the loads imposed at the time of the erection, and prior to its collapse.The maximum axial compressive force in the top chord was estimated to be approximately 87kips at the time of erection and 227 kips at the time of the collapse. The compressive forcesignificantly increased due to the placement of two trusses marked A. The buckling strength ofthe top chord was computed to be 15k, 43k, 139k and 215k for unbraced lengths of 153 ft., 92 ft.,51 ft. and 41 ft. respectively, as per LRFD provisions with a phi factor of 1.0.For the sake of discussion, if it is assumed that the wire ropes were in fact tightened to thedesired level and indeed acted as effective braces, it appears that the 1/3rd location of the braceswould have been adequate. On this assumption, the critical buckling load of the top chord wouldbe 139 kips against an axial load of only 87 kips arising out of the girder truss dead load.However, if the wire ropes loosened and remained untightened, as was the case in this instance,the unbraced length of the top chord would suddenly increase to153 feet with a buckling strengthof only 15 kips. After the two trusses marked A were placed, the axial load of the top chordincreased to 215 kips due to the dead loads of these two trusses. The unbraced length of the topchord would then be reduced to 92 feet because the trusses marked A would provide lateralsupport. The maximum buckling strength of the top chord would then be increased to 43 kipsfrom 15 kips, but would remain well below the desired strength of 215 kips.Natatorion de5
Structural design by the engineer of record:OSHA reviewed the computations provided by the structural engineer of record and hasdiscovered a number of deficiencies that must be addressed. These deficiencies did notcontribute to the collapse.Based upon the above, OSHA concludes that:Construction deficiencies:1. The steel erector did not follow the generally accepted standard practice to providestability to the girder truss T-153 during erection against lateral-torsional buckling.There was no approved erection procedure for the roof trusses.2. The steel erector failed to obtain engineering assistance when the truss laterally bowedout of alignment days before the incident. If engineering assistance was sought, thisincident could have been avoided.3. Wind was not a causal factor.Design deficiencies:1. San Juan, PR falls in seismic zone 3 as per Uniform Building Code 1997, the governingbuilding code for the design of the building. SER did not perform seismic computationsto determine the magnitude of seismic forces and the manner they would be resisted bythe lateral load resisting system.2. SER has called for a 22-gage roof deck to act as a flexible roof diaphragm to transmitlateral wind and seismic forces to the shear wall/moment frames. The capacity of theroof deck to perform as a viable diaphragm has not been verified.3. The design of the lateral load resisting system, particularly in the north-south direction, toresist seismic forces is critical because of the lack of positive connections of the longergirder trusses to the supporting columns which could be a part of lateral load resistingsystems.4. The long girder trusses were not evaluated for horizontal deflections under wind andseismic loads.5. None of the design deficiencies contributed to the collapse.Natatorion de6
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On an exceptional basis, Member States may request UNESCO to provide thé candidates with access to thé platform so they can complète thé form by themselves. Thèse requests must be addressed to esd rize unesco. or by 15 A ril 2021 UNESCO will provide thé nomineewith accessto thé platform via their émail address.
̶The leading indicator of employee engagement is based on the quality of the relationship between employee and supervisor Empower your managers! ̶Help them understand the impact on the organization ̶Share important changes, plan options, tasks, and deadlines ̶Provide key messages and talking points ̶Prepare them to answer employee questions
Dr. Sunita Bharatwal** Dr. Pawan Garga*** Abstract Customer satisfaction is derived from thè functionalities and values, a product or Service can provide. The current study aims to segregate thè dimensions of ordine Service quality and gather insights on its impact on web shopping. The trends of purchases have
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Le genou de Lucy. Odile Jacob. 1999. Coppens Y. Pré-textes. L’homme préhistorique en morceaux. Eds Odile Jacob. 2011. Costentin J., Delaveau P. Café, thé, chocolat, les bons effets sur le cerveau et pour le corps. Editions Odile Jacob. 2010. Crawford M., Marsh D. The driving force : food in human evolution and the future.
