土木工程外文翻译-原文

.外文原文response of a reinforced concrete infilled-frame structure to removal of twoadjacent columnsmehrdad sasan_inortheastern university, 400 snell engineering center, boston, ma 02115, united statesreceived 27 june 2007; received in revised form 26 december 2007; accepted 24january 2008available online 19 march 2008abstractthe response ofhotelsan diego,a six-storyreinforced concrete infilled-frame structure, is evaluated followingthe simultaneous removal of two adjacent exterior columns. analytical models of the structure using the finite element method as well as the applied element method are used to calculate global and local deformations. the analytical results show good agreement withexperimental data. the structure resisted progressive collapse with a measured maximum vertical displacement of only one quarter of an inch (6.4 mm). deformationpropagation over the height of the structure and the dynamicload redistribution followingthe columnremoval are experimentally and analytically evaluated and described. the difference between axial and flexural wave propagations is discussed. three-dimensional vierendeel (frame) action of the transverse and longitudinal frames with the participation of infill walls is identified as the major mechanism for redistribution of loads in the structure. the effects of two potential brittle modes of failure (fracture of beam sections without tensile reinforcement and reinforcing bar pull out) are described. the response of the structure due toadditionalgravityloads and inthe absence ofinfillwallsis analytically evaluated.c 2008 elsevier ltd. all rights reserved.keywords:progressive collapse; loadredistribution;loadresistance; dynamic response; nonlinear analysis; brittle failure1. introductionthe principal scope of specifications is to provide general principles and computation al methods in order to verify safety of structures. the“ safety factor ” , which accor ding to modern trends is independent of the nature and combination of the materials u sed, can usually be defined as the ratio between the conditions. this ratio is also proportional to the inverse of the probability ( risk ) of failure of the structure.failure has to be considered not only as overall collapse of the structure but also as un serviceability or, according to a more precise. common definition. as the reaching ofa “ limit state ” which causes the construction not to accomplish the task it was designed for. there are two categories of limit state :(1) ultimate limit sate, which corresponds to the highest value of the load-bearing cap acity. examples include local buckling or global instability of the structure; failure of some sections and subsequent transformation of the structure into a mechanism; failur;.e by fatigue; elastic or plastic deformation or creep that cause a substantial change of t he geometry of the structure; and sensitivity of the structure to alternating loads, to fire and to explosions.(2) service limit states, which are functions of the use and durability of the structure. e xamples include excessive deformations and displacements without instability; early o r excessive cracks; large vibrations; and corrosion.computational methods used to verify structures with respect to the different safety co nditions can be separated into:(1) deterministic methods, in which the main parameters are considered as nonrandom parameters.(2) probabilistic methods, in which the main parameters are considered as random parameters.alternatively, with respect to the different use of factors of safety, computational meth ods can be separated into:(1) allowable stress method, in which the stresses computed under maximum loads ar e compared with the strength of the material reduced by given safety factors.(2) limit states method, in which the structure may be proportioned on the basis of its maximum strength. this strength, as determined by rational analysis, shall not be less than that required to support a factored load equal to the sum of the factored live load and dead load ( ultimate state ).the stresses corresponding to working ( service ) conditions with unfactored live and dead loads are compared with prescribed values ( service limit state ) . from the four possible combinations of the first two and second two methods, we can obtain some u seful computational methods. generally, two combinations prevail:(1)deterministic methods, which make use of allowable stresses. (2)probabilistic meth ods, which make use of limit states.the main advantage of probabilistic approaches is that, at least in theory, it is possible to scientifically take into account all random factors of safety, which are then combin ed to define the safety factor. probabilistic approaches depend upon :(1) random distribution of strength of materials with respect to the conditions of fabri cation and erection ( scatter of the values of mechanical properties through out the str ucture ); (2) uncertainty of the geometry of the cross-section sand of the structure ( fa ults and imperfections due to fabrication and erection of the structure );(3) uncertainty of the predicted live loads and dead loads acting on the structure; (4)u ncertainty related to the approximation of the computational method used ( deviationof the actual stresses from computed stresses ). furthermore, probabilistic theories me an that the allowable risk can be based on several factors, such as :(1) importance of the construction and gravity of the damage by its failure; (2)number of human lives which can be threatened by this failure; (3)possibility and/or likelihood of repairing the structure; (4) predicted life of the structure. all these factors are rel ated to economic and social considerations such ：as(1) initial cost of the construction;(2) amortization funds for the duration of the construction;(3) cost of physical and material damage due to the failure of the construction;.(4) adverse impact on society;(5) moral and psychological views.the definition of all these parameters, for a given safety factor, allows constructio n at the optimum cost. however, the difficulty of carrying out a complete probabilistic analysis has to be taken into account. for such an analysis the laws of the distribution of the live load and its induced stresses, of the scatter of mechanical properties of mat erials, and of the geometry of the cross-sections and the structure have to be known. f urthermore, it is difficult to interpret the interaction between the law of distribution of strength and that of stresses because both depend upon the nature of the material, on t he cross-sections and upon the load acting on the structure. these practical difficulties can be overcome in two ways. the first is to apply different safety factors to the mate rial and to the loads, without necessarily adopting the probabilistic criterion. the seco nd is an approximate probabilistic method which introduces some simplifying assump tions ( semi-probabilistic methods ) . as part ofmitigationprograms to reduce the likelihoodofmass casualties followinglocaldamage instructures, thegeneral services administration 1 and the department of defense 2 developed regulationsto evaluate progressive collapse resistance ofstructures. asce/sei 7 3defines progressive collapse as the spread of an initial local failure from element to element eventually resulting in collapse of an entire structure or a disproportionately large part ofit.followingtheapproaches proposed byellinwoodand leyendecker 4, asce/sei 7 3 defines two general methods for structural design of buildings to mitigate damage due to progressive collapse: indirectand directdesign methods. general building codes and standards 3,5 use indirect design by increasing overall integrity of structures. indirect design is also used in dod 2. although the indirect design method can reduce the riskofprogressive collapse 6,7estimationof post-failure performance of structures designed based on such a method is not readily possible. one approach based on directdesign methods toevaluate progressive collapse of structures is to study the effects of instantaneous removal of load-bearing elements, such as columns. gsa 1 and dod 2 regulations require removal of one load bearing element. these regulations are meant to evaluate general integrityof structures and their capacity of redistributing the loads followingsevere damage to only one element. while such an approach provides insight as to the extent to which the structures are susceptible to progressive collapse, in reality, the initial damage can affect more than justone column. in this study, using analytical results that are verified against experimental data, the progressive collapse resistance of the hotel san diego is evaluated, followingthe simultaneous explosion (sudden removal) of two adjacent columns, one of which was a corner column. in order to explode the columns, explosives were inserted into predrilled holes in the columns. the columns were then well wrapped with a few layers of protective materials. therefore, neitherair blast nor flying fragments affected the structure.;.2. building characteristicshotel san diego was constructed in 1914 with a south annex added in 1924. the annex included two separate buildings. fig. 1 shows a south view of the hotel. note that in the picture, the first and third stories of the hotel are covered with black fabric. the six story hotel had a non-ductile reinforced concrete (rc) frame structure with hollow clay tile exterior infill walls. the infills in the annex consisted of two withes(layers) of clay tiles with a total thickness of about 8 in (203 mm). the height of the first floor was about 190 800 (6.00 m). the height of other floors and that of the top floor were 100 600 (3.20 m) and 1601000 (5.13 m), respectively. fig. 2 shows the second floor of one of the annex buildings.fig. 3 shows a typical plan of this building,whose response following the simultaneous removal (explosion) of columns a2 and a3 in the first (ground) floor is evaluated in this paper. the floor system consisted of one-way joists running in the longitudinal direction (north south), as shown infig. 3. based oncompression testsoftwoconcretesamples, theaverage concrete compressive strength was estimated at about 4500 psi(31 mpa)fora standard concrete cylinder. the modulus of elasticity of concrete was estimated at 3820 ksi (26 300 mpa) 5. also, based on tension tests of two steel samples having 1/2 in (12.7 mm) square sections, the yield and ultimate tensile strengths were found to be 62 ksi (427 mpa) and 87 ksi (600 mpa), respectively. the steel ultimate tensile strain was measured at 0.17. the modulus of elasticity of steel was set equal to 29 000 ksi (200;.000 mpa). the building was scheduled to be demolished by implosion. as part of the demolition process, the infill walls were removed from the first and third floors. there was no liveload in the building.allnonstructural elements includingpartitions, plumbing, and furniture were removed prior to implosion. only beams, columns, joist floor and infill walls on the peripheralbeams were present.3. sensorsconcrete and steel strain gages were used to measure changes in strains of beams andcolumns.linearpotentiometerswereusedtomeasure globalandlocal deformations. the concrete strain gages were 3.5 in (90 mm) long having a maximumstrain limit of0.02.the steel strain gages could measure up to a strain of0.20. thestrain gages could operate up to a several hundred khz sampling rate. the sampling rate used inthe experiment was 1000 hz.potentiometers were used tocapture rotation (integral of curvature over a length) of the beam end regions and global displacement in the building, as described later. the potentiometers had a resolution of about 0.0004 in (0.01 mm) and a maximum operational speed of about 40 in/s (1.0 m/s), while the maximum recorded speed in the experiment was about 14 in/s (0.35;.m/s).;.4. finite element modelusing the finite element method (fem), a model of the building was developed in the sap2000 8computer program. the beams and columns are modeled with bernoulli beam elements. beams have t or l sections with effective flange width on each side of the web equal to four times the slab thickness 5. plastic hinges are assigned to all possible locations where steel bar yielding can occur, including the ends ofelements as wellas the reinforcingbar cut-offand bend locations. the characteristics of the plastic hinges are obtained using section analyses of the beams and columns and assuming a plastic hinge length equal to half of the section depth.the current version of sap2000 8 is not able to track formation of cracks in the elements. inorder tofindthe proper flexuralstiffness ofsections, an iterative procedure is used as follows. first, the building is analyzed assuming all elements are uncracked. then, moment demands in the elements are compared with their cracking bending moments, mcr. the moment ofinertiaof beam and slab segments are reduced by a coefficient of 0.35 5, where the demand exceeds the mcr. the exteriorbeam cracking bending moments under negative and positive moments, are 516 k in (58.2 kn m) and 336 k in (37.9 kn m), respectively. note that no cracks were formed in the columns. then the building is reanalyzed and moment diagrams are re-evaluated. this procedure is repeated until all of the cracked regions are properly identified and modeled.the beams in the buildingdid not have top reinforcing bars except at the end regions (seefig. 4). for instance, no top reinforcement was provided beyond the bend in beam a1 a2, 12 inches away from the face of column a1 (see figs. 4 and 5). to model the potential loss of flexural strength in those sections, localized crack hingeswere assigned at the critical locations where no top rebar was present. flexural strengths of the hinges were set equal to mcr. such sections were assumed to lose their flexural strength when the imposed bending moments reached mcr.the floor system consisted of joists inthe longitudinal direction (north south). fig. 6 shows the cross section of a typical floor.in order to account for potential nonlinear response of slabs and joists, floors are molded by beam elements. joists are modeled with t-sections, having effective flange width on each side of the web equal to four times the slab thickness 5 . given the large joist spacing between axes 2 and 3, two rectangular beam elements with 20-inch wide sections are used between the joist and the longitudinalbeams of axes 2 and 3 to model the slab in the longitudinal direction. to model the behavior of the slab in the transverse direction, equally spaced parallel beams with 20-inch wide rectangular sections are used. there is a difference between the shear flowin the slab and that in the beam elements withrectangular sections modeling the slab. because of this, the torsional stiffness is setequal to one-half of that of the gross sections9.the building had infill walls on 2nd, 4th, 5th and 6th floors on the spandrel beams.with some openings (i.e. windows and doors). as mentioned before and as part of the demolition procedure, the infill walls in the 1st and 3rd floors were removed before the test. the infill walls were made of hollow clay tiles, which were in good condition. the net area of the clay tiles was about 1/2 of the gross area. the in-plane action of the infillwallscontributes to the buildingstiffness and strength and affects the building response. ignoring the effects of the infill walls and excluding them in the model would result in underestimating the building stiffness and strength.using the sap2000 computer program 8, two types of modeling for the infills are considered in this study: one uses two dimensional shell elements (model a) and theother uses compressive struts (modelb)as suggested infema35610 guidelines.4.1. model a (infills modeled by shell elements)infillwalls are modeled withshell elements. however, the current version of the sap2000 computer program includes only linear shell elements and cannot account for cracking. the tensile strength of the infillwalls is set equal to 26 psi, witha modulus of elasticity of 644 ksi 10. because the formation ofcracks has a significant effect on the stiffness of the infill walls, the following iterative procedure is used to account for crack formation:(1) assuming the infillwalls are linear and uncracked, a nonlinear time history analysis is run. note that plastic hinges exist in the beam elements and the segments of the beam elements where moment demand exceedsthe cracking moment have a reduced moment of inertia.(2) the cracking pattern in the infill wall is determined by comparing stresses in the shells developed during the analysis with the tensile strength of infills.(3) nodes are separated at the locations where tensile stress exceeds tensile strength. these steps are continued until the crack regions are properly modeled.4.2. model b (infills modeled by struts)infill walls are replaced with compressive struts as described in fema 356 1 0 guidelines. orientations of the struts are determined from the deformed shape of the structure after column removal and