Research Article Estimation of the Impact of the Forces...

Research ArticleEstimation of the Impact of the Forces froman External Explosion to Building Faces on the Responses ofa 3D Frame Structure

Farzad Sadeghi1 Seyyed Reza Sarafrazi2 and Ali Ghods1

1 Department of Civil Engineering Islamic Azad University Zahedan Branch Zahedan 98138-987 Iran2Department of Civil Engineering Birjand University Birjand 97175-615 Iran

Correspondence should be addressed to Farzad Sadeghi farzad ictyahoocom

Received 21 January 2014 Accepted 4 March 2014 Published 31 March 2014

Academic Editors X Li and J Wang

Copyright copy 2014 Farzad Sadeghi et alThis is an open access article distributed under the Creative Commons Attribution Licensewhich permits unrestricted use distribution and reproduction in any medium provided the original work is properly cited

Surface explosions resulting from terrorist attacks will produce a hemispherical shockwave in the air which upon release can affectfive faces of the building which is in front of it Given the fact that conventional buildings are usually exposed to such explosionsthis study examined the effect of pressure to each face of a building on the responses of the structure and has compared differentrelevant scenarios This study which includes the following two steps was conducted as a case study on earthquake resistant RCbuildings with the help of UFC guideline and using the software SAP2000 In the first step responses of loading on each facewere separately calculated so that they were compared with the responses from overall loading on all faces The sensitivity of theresponses and their ratio to the variables considered were evaluated in the second step Accordingly an outline was formed on theexplosion hazards considered for these types of buildings

1 Introduction

Following the increased terrorist attacks in the past decadeand consequently many human and financial losses to theinternational community extensive studies are underway onthe phenomenon Structural engineering is a field that hasentered into this arena to reduce losses and examine thenature of the phenomenon and its effects on buildings wherepeople gather and are the target of such attacks In addition tothese studies some researches have been conducted on issuesrelated to nonterrorist and accidental explosions as well asside phenomena of explosion

In studies close to the subject of our research which wereconducted in recent years to evaluate the vulnerability anddamage to an RC frame building affected by the explosionit was found that a combination of global and local analysesare needed to evaluate the effect of explosions on structuresthe former to determine the critical and more damagedmembers and the latter to evaluate the extent of damageand the behavior of members [1] In addition a study aboutthe effect of seismic design on the behavior of an RC frame

building against internal and external explosions showedthat although seismic criteria do not provide sufficientstructural robustness against blast scenarios they cause morestrength and less displacement in the building [2] Theresults of a study focused on the residual strength of RCbuilding columns which show that the use of seismic designcan significantly reduce the extent of direct damage fromthe explosion and subsequent collapse [3] Another studyon concrete buildings also indicates that a more realisticassessment about the impact of explosion on structures canbe achieved when the analytical model of a building isupdated on the basis of Operational Modal Analysis (OMA)results and when the dynamic analysis is carried out for theblast record [4] Other recent studies examine the impact ofground motions caused by the shock of the explosion and itscomparison with the effects of earthquakes on rigid buildingblocks the effect of shear wall on RC buildings retainingturbines in the nuclear industry and the exact simplificationof the time history of blast pressure and other study havedeveloped a method to calculate the annual collapse risk instrategic buildings [5ndash8]

Hindawi Publishing CorporationISRN Civil EngineeringVolume 2014 Article ID 842194 5 pageshttpdxdoiorg1011552014842194

2 ISRN Civil Engineering

Most of these studies which have been conducted onthe explosion-targeted buildings have mainly focused on thepositive phase of the direct explosion force applied to thefront face of the building so that the effects of pressures onother faces and the negative phase (ie the suction force ofthe explosion) are ignored But in the vicinity of the targetbuildings there are other buildings farther from the explo-sion which cannot be locally affected by an explosion thathas an integrated effect on the building The authors of thispaper have determined the amount of the effect of pressureto each face of a building has on the structure responses byexamining the far blast modes that have nonlocal effects onthe building as follows Responses to pressure on each faceof the building have been separately calculated by taking intoaccount the positive and negative phase of blast which werecompared with the responses caused by the simultaneouseffect of explosion on all the faces Then sensitivities of thesingle and overall responses and their ratio to the variablesconsidered were evaluated To this end the UFC guidelinewas used to calculate the pressure-time diagrams of theexplosion on each side of the building [9] and the softwareSAP2000 was used for modeling Furthermore the intendedexplosions are of the external surface blast type with solidexplosives

2 Modeling

This research was conducted as a case study on three RCmoment frame buildings The buildings were designed asearthquake resistant based on the current codes Further-more the buildings are regular in plan and elevation and havethree spans of 5 meters in each direction with the height of4 6 or 8 floors Dead and live floor loads (DL and LL) aswell as specified concrete compressive strength (1198911015840

119888) are equal

to 600Kgm2 200Kgm2 and 280Kgcm2 respectively andthe height of each story is considered equal to 3 meters

A linear modal analysis was taken into account for thedynamic analysis of this study To this end the explosivecharge weight and distance were determined to create anintegrated and nonlocal effect on the structure and not enterthe structure in a nonlinear phase Accordingly four blastmodes were determined according to Table 1 wherein thescaled distance factor 119885 will be approximately equal for theexplosions 1 and 2 and the explosions 3 and 4 given that theexplosions are in far blast areas [9]

Consider

119885 =1198773radic119882 (1)

where 119877 and 119882 are the distance from the blast site and theexplosive charge weight respectively

The pressure-time diagrams for all faces of the buildingswere calculated using the UFC 3-340-02 (2008) guideline [9]An example of these diagrams is given in Figures 1 2 3and 4 for the explosion 1 Then the buildings were modeledin the software SAP2000 and the pressure-time diagramswere applied as time history functions to the building facesAccordingly three buildings were subjected to four explosive

Table 1 Charge weight and distance for the intended explosions

Number Charge weight (kg) Distance (m) Scaled distanceExplosion 1 2000 50 397Explosion 2 6750 75 397Explosion 3 600 50 595Explosion 4 2000 75 595

0

5

10

15

20

0 005 01 015 02 025 03Time (s)

Pres

sure

(Tm

2)

minus5

Figure 1 Pressure-time diagram for front face

0

05

1

15

2

25

0 005 01 015 02 025 03 035 04Time (s)

Pres

sure

(Tm

2)

minus5

minus1

minus15

Figure 2 Pressure-time diagram for back face

modes which included a total of 12 samples Given the studyis focused on a comparison between the responses of loadingof each face and overall loading blast forces in the modelingwere applied to the junctions of beams and columns in eachface Consequently the effect of the construction materialtype for infills as well as the air entry into the building andits secondary effects were ignored The forces on the roof ofcourse were applied to the beams due to the rigid diaphragm

3 Evaluation of Results

In this study the parameters of displacement shear momentand axial force of the floors were selected as criteria toevaluate Furthermore the explosive charge weight explosivedistance scaled distance and building height were consid-ered as variable parameters Accordingly in the first phaseof the study blast loading was performed for all faces ofthe building and the generated responses were recorded asoverall responses After loading was done separately for each

ISRN Civil Engineering 3

005

115

225

3

0 005 01 015 02 025 03 035Time (s)Pr

essu

re(T

m2)

minus5

minus1

minus15

minus2

Figure 3 Pressure-time diagram for roof face

005

115

225

335

0 005 01 015 02 025 03 035Time (s)

Pres

sure

(Tm

2)

minus5

minus1

minus15

minus2

Figure 4 Pressure-time diagram for side faces

face the resulting responses were compared with the overallresponses In the second phase the sensitivity of responsesand their ratio to the variables were evaluated

31 First Phase The results of the first phase showed thatthe shear resulting from the front load (119881

119909) in the direction

of the blast was between 90 and 115 percent of shear in theoverall case The moment resulting from the front load (119872

119910)

was between 85 and 135 percent of the overall moment androof displacement from the front load (119880

119909) was between

120 and 140 percent in the overall case For back loads theratios were estimated at 20ndash70 percent 30ndash80 percent and20ndash90 percent respectively Accordingly the back force hasa decreasing role in the displacement of floors and for the12 samples under study the mean displacement from frontforce was 25 higher than the displacement caused by thecombination of the overall load on the upper level of thebuilding However in all 8 samples (6 and 8 story buildings)the base shear due to pressure of front face was equal tothe base shear created in the overall loading and the abovevariations in the ratios were seen in the four-story buildingsThe story displacement and shear in the direction of the blastfor one of the samples can be seen in Figures 5 and 6

The values and the ratio between the responses of individ-ual and overall loads are shown in Table 2 which is related tothe six-story building under the explosion 1

In this table the ratio of each response has beenmeasuredto the overall response of the same column or its left column(the bold values are the base responses tomeasure the ratios)

Displacement (cm)

Front loadingBack loadingAll

Story 4

Story 3

Story 2

Story 1

0 1 2 3 4 5 6

Explosion 2 (W = 6750 Z = 397)

Figure 5 Displacement of four-story building

Shear force (ton)100 150 200 250 300 350 400 450


Story 4

Story 3

Story 2

Story 1

Explosion 2 (W = 6750 Z = 397)

Figure 6 Shear of four-story building

In this table the resultant of axial force (119865119911) is equal to zero

for horizontal loads but the force of half of the columns underpressure or tension is included for better understanding

In the direction perpendicular to the blast direction ofthe force of lateral faces the effects offset each other dueto the symmetry of the building and generally create noresponse in structure Hence the ratio of responses of a singleloading to those of overall loading in the direction of theblast was evaluated in this paper in order to compare themAccordingly the shear resulting from the lateral force (119881

119910)

was determined to be 40ndash80 percent of shear in the overallcase the moment resulting from the lateral force (119872

119909) to be

45ndash95 percent of overall moment and the roof displacementresulting from the lateral force (119880

119910) to be 30ndash135 percent of

the overall displacement


Table 2 The ratio between the responses of individual and overall loads

Base reaction (ton) Base moment (tonsdotm) Roof displacement (cm)119881119909

119881119910

119865119911

119872119910

119872119909

119880119909

119880119910

119880119911

Front Amount 28799 0 105 58206 0 397 0 005Ratio () 100 0 3646 100 0 12962 0 2593

Back Amount 11989 0 4694 32015 0 188 0 002Ratio () 4163 0 163 55 0 6127 0 108

Right Amount 0 1686 703 0 44614 0 281 003Ratio () 0 5854 2441 0 7665 0 9193 16

Left Amount 0 1686 703 0 44614 0 281 003Ratio () 0 5854 2441 0 7665 0 9193 16

Roof Amount 046 046 105394 094 094 0 0 019Ratio () 016 016 36596 016 016 0 0 9964

Overall Amount 28799 046 105782 58206 094 306 0 019Ratio () 100 016 36731 100 016 100 0 100

Axial force (ton)600 700 800 900 1000

Story 4

Story 3

Story 2

Story 1

Explosion 2 (W = 6750 Z = 397)

Figure 7 Axial force of 4-storey building

However the most significant result was related to thevertical force (119865

119911) caused by pressure on the roof This force

is particularly a function of the roof load and is 25ndash45 timesthe overall shear in size in the direction of the blast (119881

119909)

In all cases the ratio of the above force to the force due tothe weight of the building was found to be much greater inthe upper floors For example given that the weight of eachfloor is approximately 220 kg the vertical force on the upperfloor is nearly four times the weight of the floor in size inthe samples visible in (Figure 7) and is slightly more than thebuilding weight at the base of the building

32 Second Phase In the second phase of the study thesensitivity of responses obtained and their ratios to theconsidered variables were evaluated Accordingly the mainobservations are as follows

321The Same Scaled Distance Although the peak reflectivepressure generated is equal in twomodeswith the same scaleddistance the duration of the effect is higher in more awayblasts which is expected to generate a greater response in thestructure The results of the study showed that in the overallloading if the scaled distance is kept constant and the chargeweight and distance can rise by half and more than 3 timesrespectively then the base shear andmoment in the directionof the blast (119881

119909and 119872

119910) on average can increase by 40

percent (with some fluctuation in the models) for the overallloadingHowever the vertical force (119865

119911) indicated an increase

of 3ndash15 percent in the overall case and its ratio to basic shearwas reduced In single loads the ratio of shear moment anddisplacement resulting from the rear and lateral loads to baseresponses increased with distance

322The SameDistance In the bursts under study pressuresfrom the explosion on building surfaces increased more thantwice the weight of the explosive charge assuming a constantdistance In this case all overall responses almost increased bythe same proportion However the responses of the rear andlateral loads had more growth so that they showed a growthof 25 to 45 times in the different samples and the ratio ofshear moment and displacement resulting from them to thebase responses increased with the charge weight

323The SameChargeWeight In the casewhere the distancefrom a 2000 kg explosive decreased by 30 percent fromthe explosion 1 through the explosion 4 the pressure onthe building faces increased more than twice In this casemaximum reaction was observed in the overall verticalforce (119865

119911) that increased by two times Its corresponding

displacement (119880119911) also showed an increase of less than 2

times Different samples increased by 50ndash70 in the overallshear (119881

119909) 40ndash60 in the overall moment (119872

119910) and 20ndash35

in its corresponding displacement (119880119909)


Axial force (ton)500 600 700 800 900 1000 1100 1200 1300

Story 1

Story 2

Story 3

Story 4

Story 5

Story 6

Story 7

Story 8

4 story6 story8 story

Explosion 1 (W = 2000 Z = 397)

Figure 8 Axial forces from roof load

324 The Same Explosion Considering that the explosionsunder study are not in the near blast areas no significantchanges are found in the pressure-time diagrams assum-ing a constant explosion and a change in building heightEvaluation of the responses indicated that maximum effectwas observed in the overall vertical displacement of theroof (119880

119911) which on average increased by two times while

the corresponding force (119865119911) in the general case showed an

increase of 35ndash60 percent in different models (Figure 8)

4 Conclusions

This study was aimed at examining the effect of an externalexplosion on conventional earthquake-resistant buildings toexplain the degree of building response to each of the forceson its facesThe study results could help to provide engineerswith an overview to identify the type and extent of thevulnerability of buildings in seismic areas against explosionwhich can also contribute to the discussion on strengtheningthe buildings Based on the results the major findings of thisstudy can be summarized as follows

(i) Despite the lower peak pressures the forces on theside back and roof surfaces of the building alonecreate significant structural responses

(ii) The axial force on the structure in particular is afunction of the roof load and is a large quantitycompared with other forces As a result its effect onthe roof and the 119875 minus Δ effect in columns should beconsidered

(iii) The ratio of the axial force due to the pressure ofbuilding roof to the axial force due to the weight ofthe building is significantly higher in the upper floorsIn all the floors the ratio decreases with the height ofthe building

(iv) In most cases the contribution of rear load eitherleads to a decreased response in the direction of theblast or has no effect on them except in rare caseswhere it leads to a low increase of some responses

Conflict of Interests

The authors declare that there is no conflict of interestsregarding the publication of this paper

References

[1] R Jayasooriya D P Thambiratnam N J Perera and V KosseldquoBlast and residual capacity analysis of reinforced concreteframed buildingsrdquo Engineering Structures vol 33 no 12 pp3483ndash3495 2011

[2] F Parisi and N Augenti ldquoInfluence of seismic design criteriaon blast resistance of RC framed buildings A Case StudyrdquoEngineering Structures vol 44 pp 78ndash93 2012

[3] X Bao and B Li ldquoResidual strength of blast damaged reinforcedconcrete columnsrdquo International Journal of Impact Engineeringvol 37 no 3 pp 295ndash308 2010

[4] A Bayraktar T Turker A C Altunisik and B SevimldquoEvaluation of blast effects on reinforced concrete buildingsconsideringOperationalModal Analysis resultsrdquo Soil Dynamicsand Earthquake Engineering vol 30 no 5 pp 310ndash319 2010

[5] H Hao and Y Zhou ldquoRigid structure response analysis to seis-mic and blast induced ground motionsrdquo Procedia Engineeringvol 14 pp 946ndash955 2011

[6] D Asprone F Jalayer A Prota and G Manfredi ldquoProposalof a probabilistic model for multi-hazard risk assessment ofstructures in seismic zones subjected to blast for the limit stateof collapserdquo Structural Safety vol 32 no 1 pp 25ndash34 2010

[7] B Li T-C Pan and A Nair ldquoA case study of the effect ofcladding panels on the response of reinforced concrete framessubjected to distant blast loadingsrdquo Nuclear Engineering andDesign vol 239 no 3 pp 455ndash469 2009

[8] J Dragos C Wu and D J Oehlers ldquoSimplification of fullyconfined blasts for structural response analysisrdquo EngineeringStructures vol 56 pp 312ndash326 2013

[9] Unified Facilities Criteria UFC3-340-2 Structures to Resist theEffects of Accidental Explosions USA Department of DefensWashington DC USA 2008

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Propagation




Navigation and Observation



DistributedSensor Networks



Most of these studies which have been conducted onthe explosion-targeted buildings have mainly focused on thepositive phase of the direct explosion force applied to thefront face of the building so that the effects of pressures onother faces and the negative phase (ie the suction force ofthe explosion) are ignored But in the vicinity of the targetbuildings there are other buildings farther from the explo-sion which cannot be locally affected by an explosion thathas an integrated effect on the building The authors of thispaper have determined the amount of the effect of pressureto each face of a building has on the structure responses byexamining the far blast modes that have nonlocal effects onthe building as follows Responses to pressure on each faceof the building have been separately calculated by taking intoaccount the positive and negative phase of blast which werecompared with the responses caused by the simultaneouseffect of explosion on all the faces Then sensitivities of thesingle and overall responses and their ratio to the variablesconsidered were evaluated To this end the UFC guidelinewas used to calculate the pressure-time diagrams of theexplosion on each side of the building [9] and the softwareSAP2000 was used for modeling Furthermore the intendedexplosions are of the external surface blast type with solidexplosives

2 Modeling

This research was conducted as a case study on three RCmoment frame buildings The buildings were designed asearthquake resistant based on the current codes Further-more the buildings are regular in plan and elevation and havethree spans of 5 meters in each direction with the height of4 6 or 8 floors Dead and live floor loads (DL and LL) aswell as specified concrete compressive strength (1198911015840

119888) are equal

to 600Kgm2 200Kgm2 and 280Kgcm2 respectively andthe height of each story is considered equal to 3 meters

A linear modal analysis was taken into account for thedynamic analysis of this study To this end the explosivecharge weight and distance were determined to create anintegrated and nonlocal effect on the structure and not enterthe structure in a nonlinear phase Accordingly four blastmodes were determined according to Table 1 wherein thescaled distance factor 119885 will be approximately equal for theexplosions 1 and 2 and the explosions 3 and 4 given that theexplosions are in far blast areas [9]

Consider

119885 =1198773radic119882 (1)

where 119877 and 119882 are the distance from the blast site and theexplosive charge weight respectively

The pressure-time diagrams for all faces of the buildingswere calculated using the UFC 3-340-02 (2008) guideline [9]An example of these diagrams is given in Figures 1 2 3and 4 for the explosion 1 Then the buildings were modeledin the software SAP2000 and the pressure-time diagramswere applied as time history functions to the building facesAccordingly three buildings were subjected to four explosive

Table 1 Charge weight and distance for the intended explosions

Number Charge weight (kg) Distance (m) Scaled distanceExplosion 1 2000 50 397Explosion 2 6750 75 397Explosion 3 600 50 595Explosion 4 2000 75 595

0

5

10

15

20

0 005 01 015 02 025 03Time (s)

Pres

sure

(Tm

2)

minus5

Figure 1 Pressure-time diagram for front face

0

05

1

15

2

25

0 005 01 015 02 025 03 035 04Time (s)

Pres

sure

(Tm

2)

minus5

minus1

minus15

Figure 2 Pressure-time diagram for back face

modes which included a total of 12 samples Given the studyis focused on a comparison between the responses of loadingof each face and overall loading blast forces in the modelingwere applied to the junctions of beams and columns in eachface Consequently the effect of the construction materialtype for infills as well as the air entry into the building andits secondary effects were ignored The forces on the roof ofcourse were applied to the beams due to the rigid diaphragm

3 Evaluation of Results

In this study the parameters of displacement shear momentand axial force of the floors were selected as criteria toevaluate Furthermore the explosive charge weight explosivedistance scaled distance and building height were consid-ered as variable parameters Accordingly in the first phaseof the study blast loading was performed for all faces ofthe building and the generated responses were recorded asoverall responses After loading was done separately for each


005

115

225

3

0 005 01 015 02 025 03 035Time (s)Pr

essu

re(T

m2)

minus5

minus1

minus15

minus2


005

115

225

335

0 005 01 015 02 025 03 035Time (s)

Pres

sure

(Tm

2)

minus5

minus1

minus15

minus2






119910)


119909) was between




Displacement (cm)


Story 4

Story 3

Story 2

Story 1

0 1 2 3 4 5 6

Explosion 2 (W = 6750 Z = 397)


Shear force (ton)100 150 200 250 300 350 400 450


Story 4

Story 3

Story 2

Story 1

Explosion 2 (W = 6750 Z = 397)





119910)


119909) to be







119881119910

119865119911

119872119910

119872119909

119880119909

119880119910

119880119911







Axial force (ton)600 700 800 900 1000

Story 4

Story 3

Story 2

Story 1

Explosion 2 (W = 6750 Z = 397)





119909)




119909and 119872











119910) and 20ndash35



Axial force (ton)500 600 700 800 900 1000 1100 1200 1300

Story 1

Story 2

Story 3

Story 4

Story 5

Story 6

Story 7

Story 8


Explosion 1 (W = 2000 Z = 397)






4 Conclusions








References












RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










005

115

225

3

0 005 01 015 02 025 03 035Time (s)Pr

essu

re(T

m2)

minus5

minus1

minus15

minus2


005

115

225

335

0 005 01 015 02 025 03 035Time (s)

Pres

sure

(Tm

2)

minus5

minus1

minus15

minus2






119910)


119909) was between




Displacement (cm)


Story 4

Story 3

Story 2

Story 1

0 1 2 3 4 5 6

Explosion 2 (W = 6750 Z = 397)


Shear force (ton)100 150 200 250 300 350 400 450


Story 4

Story 3

Story 2

Story 1

Explosion 2 (W = 6750 Z = 397)





119910)


119909) to be







119881119910

119865119911

119872119910

119872119909

119880119909

119880119910

119880119911







Axial force (ton)600 700 800 900 1000

Story 4

Story 3

Story 2

Story 1

Explosion 2 (W = 6750 Z = 397)





119909)




119909and 119872











119910) and 20ndash35



Axial force (ton)500 600 700 800 900 1000 1100 1200 1300

Story 1

Story 2

Story 3

Story 4

Story 5

Story 6

Story 7

Story 8


Explosion 1 (W = 2000 Z = 397)






4 Conclusions








References












RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation












119881119910

119865119911

119872119910

119872119909

119880119909

119880119910

119880119911







Axial force (ton)600 700 800 900 1000

Story 4

Story 3

Story 2

Story 1

Explosion 2 (W = 6750 Z = 397)





119909)




119909and 119872











119910) and 20ndash35



Axial force (ton)500 600 700 800 900 1000 1100 1200 1300

Story 1

Story 2

Story 3

Story 4

Story 5

Story 6

Story 7

Story 8


Explosion 1 (W = 2000 Z = 397)






4 Conclusions








References












RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










Axial force (ton)500 600 700 800 900 1000 1100 1200 1300

Story 1

Story 2

Story 3

Story 4

Story 5

Story 6

Story 7

Story 8


Explosion 1 (W = 2000 Z = 397)






4 Conclusions








References












RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation











RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation









Research Article Estimation of the Impact of the Forces...

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Transcript of Research Article Estimation of the Impact of the Forces...