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GSA2003 美国联邦总务署 新联邦办公楼和重大现代化项目的连续倒塌分析和设计指南2003

Section 2. Definitions

2.1 General Terms

to cleared employeesorother controlledparkingasdefinedbytheISCSecurity Criteria. In addition,securitycountermeasures(i.e.,an automaticvehicleidentification(AV) system,aprescreening system,etc.)mustbeinplace,if parking is allowed inthis zone to reducethe potential for the delivery of an explosive device into this defended area.In orderfortheperimetertobeconsidered defended, as aminimum,vehiclebarriers capable of stoppingthe MediumLevelProtection vehicle explosive threat (defined inthe ISC Security Criteria)mustbe in place,unless a HigherLevel ofProtection is specified Vehiclebarrierssuch asbollards,planters,retainingwalls,landscaping,etc.,canbe designed to stop a vehicle of the specified weight and speed consistent with the criteria

Figure 2.1.Illustration depicting defended perimeter and defended standoff distances.

GJB 3317A-2008 航空用高温合金热轧板规范A frangible facade system is quantified by having a static flexural capacity that is less than1.Opsi,basedonauniformdistributedloadactinginward.

Theprocedure(i.e.,action,boundaryconditions,etc.)fordeterminingtheflexural capacityof thefacade system shouldcorrespondwiththe construction details of the actual facadesystem.Unfactored,ultimatestrengths shouldbeusedinthedetermination ofthecapacity

ExamplesofthisprocessareshowninAppenc

2.3AlternateAnalysis Techniques

Nonlinear Procedure

Table2.l.Acceptancecriteria for nonlinearanalysis'

Notes provided on following page

Figure2.2.Measurement of afterformation of plastichinges

For static analysis purposes the following vertical load shall be applied downward to the structureunderinvestigation:

For static analysis purposes the following vertical load shall be applied downward tothe structureunderinvestigation:

Dynamic Analysis Loading

Dynamic Analysis Loading

oad=2(DL+0.25LL)

Fordynamic analysis purposesthefollowingvertical load shall beapplieddownward to the structureunderinvestigation:

DL = dead load LL =live load (higher of the design live load or the code live load)

Load=DL + 0.25LL

Dad = DL + 0.25LI

Section 3. Exemption Process

Thefollowingprocedureprovides aprocessforevaluatingthepotentialforprogressive collapseforreinforcedconcrete and steelframedbuildings,resultingfromanabnormal oading situation.If thefacility is at anextremelylowriskforprogressive collapseorif thehumanoccupancyis extremelylow(asdeterminedinthisprocess),thefacilitymay beexemptfromanyfurtherconsiderationofprogressivecollapse

Step 3.This step offers a more detailed consideration of the facility if the requirements setforth in Step2 are not achievable or theconstruction typeis not included in Table 3.1.The user shallbegin withFlowchart 3(Figure 3.3)to determine the potential fortotal exemption.TheuserwillthencontinuetoFlowchart4or5 (Figures3.4or3.5,respectively)forconcretestructures,orFlowchart4or6 (Figures3.4or3.6,respectively)forsteelframestructuresas indicated.

Step4.Theresultsdeterminedintheexemptionprocess shallbedocumentedbythe project engineerand submitted to theGSAProject Managerforreview.This processis documented in allSTANDGARDgeneratedprogressivecollapse assessmentreports.

In newly constructedfacilities,theprojectmanagerisultimatelyresponsibleforverifying that the site and structural characteristics used in this procedure are consistent from conceptualthrough1oo%plans (includingarchitectural,structural and site drawings) Should theproject characteristics change orif the GSAProject Manager disagrees with the assessment of thecharacteristicsused inthe exemptionprocess,furtherprogressive collapseconsiderationmayberequired

Forexistingfacilities,theGSAProjectManagershallreviewtheresultsof this procedure documented bytheproject engineer.If the GSAProjectManager disagrees withthe assessment of characteristics used in the procedure, further progressive collapse considerationmayberequired

Table3.1.Minimumdefended standoff distancesfor various types of construction

These distances are used in the progressive collapse exemption process only and are not directly related to general standoff distances cited in the ISC Security Criteria.

wchart1.TobeusedwithStep1oftheexemp

As defined in the 1997 Uniform Building Code As defined in the 2000 International Building Code

As defined in the 1997 Uniform Building Code As defined in the 2000 International Building Code

As defined in the 1997 Uniform Building Code As defined in the 2000 International Building Code

Figure3.3.Flowchart3.TobeusedwithStep3of theexemptionprocess

Figure3.3.Flowchart3.TobeusedwithStep3oftheexemptionprocess

As defined in the 1997 Uniform Building Code As defined in the 2OO0 International Building Code

As defined in the 1997 Uniform Building Code As defined in the 2OO0 International Building Code

Figure3.5.Flowchart5.TobeusedwithStep3oftheexemptionprocess

Figure3.6.Flowchart6.TobeusedwithStep3oftheexemptionprocess

Section 4. Reinforced Concrete Building Analysis

4.1 New Construction

All newlyconstructedfacilities shallbedesignedwiththeintent of reducingthe potentialforprogressivecollapseas aresultof anabnormalloadingevent,regardless oftherequiredlevel ofprotection.TheprocesspresentedintheseGuidelinesconsists of an analysis/redesign approach.This method is intended to enhance the probability that iflocalizeddamage occurs as theresultof anabnormalloadingevent,the structurewillnotprogressivelycollapseorbedamagedtoanextentdisproportionate to the original cause of the damage.Theflowchart, shown in Figure 4.1, outlines this process for reducing the potential for progressive collapse in newly constructed facilities.

Figure4.1.Process for reducing thepotentialforprogressive collapse innew construction

Structural design guidance,although not a requirement of these Guidelines,is provided for consideration duringthe initial structural designphase and prior to performingtheprogressivecollapseanalysisoutlinedinSection4.1.2tominimizethe mpactonthebuilding's final design.These Guidelines should actas a supplement to he Interagency SecurityCommittee(ISC)SecurityDesignCriteriaforNewFederal Office Buildings and MajorModernization Projects,which states that mitigation of progressive collapsebeaddressed in thedesign ofnew structures.

ConsiderthestructuralconfigurationshowninFigure4.2.Alongthelengthofthe beam,negativereinforcing steel (topsteel)isprovidedinareas where negative momentsareinducedbythedownwardloading.Likewise,positivereinforcingsteel (bottom steel)isprovided in areas wherepositive moments areinducedby the downwardloading.ACI318includesaprovisionforstructuralintegrity reinforcementthatrequiressometopandbottomreinforcementtobecontinuousfor beamssuchasthoseshowninFigure4.2TheamountofreinforcementthatACI318 requirestobecontinuousmaynotbesufficienttopreventprogressivecollapsefor instantaneousremovalofacolumn

Figure4.2.Asketchdepictingthereinforcementschemefor abeamdesignedfor gravityloads only

Figure4.3.Responseof thebeam showninFigure4.2afterthelossofprimal columnsupport,showstheinabilitytoprotectagainstprogressive collapse.

4.1.2Analysis

The following static linear elastic analysis approach may be used to assess the potential for progressive collapse in all newly constructed facilities.Other analysis approachesmayalsobeused,suchasthosediscussed inSection2.3,buttheanalysis considerations (Section 4.1.2.3) and allowable extents of collapse (Section 4.1.2.4), mustbeusedintheassessmentofthepotentialforprogressivecollapse.

The followingprocedure uses a staticlinearelastic,approach coupled withthe following:

Thefollowing procedureuses a staticlinear elastic,approachcoupled with the

Criteriafor assessing the analysis results A suiteof analysis cases Specific loading criteria to be used in the analysis

4.1.2.1Analysis Techniques

4.1.2.2 Procedure

Thepotentialforprogressivecollapsecanbedeterminedbythefollowingprocedure.

Step2.Theresultsfrom the analysesperformedin Step1 shall be evaluated by utilizing the analysis criteria defined in Section 4.1.2.4.

4.1.2.3 Analysis Considerations and Loading Criteria

NY/T 461-2010 天然橡胶初加工机械 推进器Thefollowing analysis considerations shall beused intheassessment forprogressive collapsefor typical structural configurations.Atypical structural configurations are addressed in Section 4.1.2.3.2

4.1.2.3.1Typical Structural Configurations.

Facilitiesthathavearelativelysimplelayoutwith noatypicalstructural configurationsshallusethefollowinganalysisscenarios:

Framed or Flat Plate Structures

GB/T 15218-2021 地下水资源储量分类分级Exterior Considerations

Thefollowing exterior analysis cases shall be considered in the procedure outlined in Section 4.1.2.2.