Code Requirements For Nuclear Safety-Related Concrete .
Code Requirements for Nuclear Safety-Related ConcreteStructures (ACI 349)Session 3 – Special ConsiderationsThis Webinar is sponsored by ACI. The ideas expressed, however, are thoseof the speakers and do not necessarily reflect the views of ACI or itscommittees. The audience is expected to exercise judgment as to theappropriate application of the information.Please adjust your audio level at this time.WEBINAR For continuing education credit, attendees must purchase the ACIwebinar titled “Nuclear Safety-Related Concrete Structures” for 200ACI members/ 250 nonmembers. Attendees that log in with full nameand email address, and attend the entire webinar, will receivecertificates for each part of the four-part webinar series. Totaling 5Professional Development Hours (PDH) of continuing education credit.Visit www.ACIeLearning.org and login to access the ACI eLearningsite. For site license purchasers, if you view the webinar within a group,your name, email address and signature must appear on yourorganization’s group attendance sign-in sheet. Corporate group discounts are available for those attending the livewebinar by contacting Claire Hiltz at Claire.Hiltz@concrete.org. Questions related to specific materials, methods, and services will beaddressed at the conclusion of this presentation.WEBINAR1
American Concrete Institute is a Registered Provider with The AmericanInstitute of Architects Continuing Education Systems (AIA/CES).Credit(s) earned on completion of this eLearning course will be reported toAIA/CES for AIA members.The eLearning course based on this webinar is registered with AIA/CES forcontinuing professional education. As such, it does not include content thatmay be deemed or construed to be an approval or endorsement by the AIAof any material of construction or any method or manner of handling, using,distributing, or dealing in any material or product. The American Institute of Architects has approved this course for1.5 AIA/CES LU/HSW Learning Unit.The American Institute of Architects has approvedthis course for 1.5 AIA/CES LU/HSW learning unit.ACI is an AIA/CES registered provider.WEBINARCode Requirements for Nuclear Safety-Related ConcreteStructures (ACI 349)Session 3 – Special ConsiderationsLearning Objectives: Recognize the scope of structures covered by ACI 349.Identify the difference between ACI 318-08 and ACI 349-13.Identify the material requirements for design in accordance with ACI 349.Understand the basic assumptions and design philosophy behind reinforcedconcrete design according to ACI 349. Identify design and detailing requirements that are specific to nuclearconstruction. Become acquainted with ACI Committee 349 documents: 1) 349.1R-07, Reinforced Concrete Design for Thermal Effects onNuclear Power Plant Structures; 2) 349.2R-07, Guide to the Concrete Capacity Design (CCD)Method—Embedment Design Examples; and 3) 349.3R-02, Evaluation of Existing Nuclear Safety-Related ConcreteStructures.WEBINAR2
Dr. Javeed MunshiJaveed Munshi is Senior Principal Engineer and Fellow at Bechtel PowerCorp. in Frederick MD. He has over 25 years of experience in the design,evaluation, and construction of concrete structures, including heavy industrial(fossil, nuclear and renewable) power structures, bridges, buildings,underground structures (tunnels), and environmental concrete structures. Hehas served on expert panels and peer reviewed many projects. He hascontributed to eight books/design aids for concrete, and published over 70papers. He has conducted concrete design seminars and training for theAmerican Concrete Institute (ACI), the Portland Cement Association (PCA),and the Concrete Reinforcing Steel Institute (CRSI). He is Fellow of theAmerican Concrete Institute (ACI), Fellow of the American Society of CivilEngineers (ASCE), and Fellow of the Structural Engineering Institute (SEI).He is also a licensed professional engineer (PE) in New York, Wisconsin andMaryland and a licensed Structural Engineer (SE) in Illinois. He is a memberof ACI 349 and ASME Section III, Div 2. Committees for concrete nuclearstructures.WEBINARHerman L. GravesHerman L. Graves, III, P.E., FACI is a consulting engineer. He worked as aSenior Structural Engineer at the U.S. Nuclear Regulatory Commission(NRC) from 1980 to 2013, where he formulated and managed researchprograms related to nuclear civil/structural engineering.Mr. Graves has been an ACI member for more than 30 years. He is theimmediate past chairman of ACI Committee 349, “Concrete NuclearStructures,” a member of ACI Committee 355, “Anchorage to Concrete,” anda member of the Committee on Awards for Papers. He was named a Fellowof ACI in 2008, and has contributed to various ACI publications as an authorand technical reviewer.He is a licensed Professional Engineer inWashington, DC and Maryland.WEBINAR3
CODE REQUIREMENTS FOR NUCLEARSAFTEY RELATED CONCRETESTRUCTURESSession 3By Javeed Munshi, PhD., P.E., F. ACI, F. ASCEPartha Ghosal, M.S., P.E.Herman L. Graves, III, M.S.,P.E., F. ACIWEBINAR8Chapter 20Strength Evaluation of ExistingStructuresWEBINAR4
9Chapter 20 contains requirements and commentary on theuse of strength evaluation methods such as load testing tocharacterize the strength of an existing nuclear safety relatedconcrete structure. Because of the massive size and complexdesign requirements for most safety related structures, theuse of in-place strength evaluation methods may have limitedapplication.WEBINAR10349.3R-02: Evaluation ofExisting Nuclear SafetyRelated ConcreteStructures (Reapproved2010)This report recommends guidelines for the evaluationof existing nuclear safety-related concrete structures.Methods of examination, including visual inspectionand testing techniques, and their recommendedapplications are cited.WEBINAR5
11Analytical investigations: GeneralThorough field investigation shall be made of dimensions and details ofmembers, properties of materials, and other pertinent conditionsof the structure as actually built.20.2-Determination of required dimensions and materialpropertiesThis section applies if it is decided to make an analytical evaluation.Load tests: General20.3 Load tests are not confined to the complete concretestructure; tests may be utilized to determine strength characteristicsof specific elements such as anchorages and embedments.WEBINAR12 20.5.2 Measured deflection shall satisfyEq. (20-1) or (20-2) unless alternatedeflection criteria are defined for the test: WEBINAR6
13Provision for lower load rating20.6 If the structure selected for investigation does notsatisfty conditions of 20.1.2, 20.5.2, or 20.5.3, thestructure shal be permitted for use as a lower load ratingbased on the results of load test load of analysis, ifapproved by licensed design professional and authorityhaving jurisdication.WEBINAR14SPECIAL DETAILS FORSEISMIC FORCES14Sec. 21.1WEBINAR7
15Chapter 21 Provisions for Seismic DesignWEBINAR16Chapter 21 Provisions for Seismic DesignSection 21.1Elastic design under SSE (Response modificationfactor 1)Beyond Design Bases Event covered by ductiledetailing similar to ACI 318 structuresPotential inelastic activity under impulsive andimpactive loads – Appendix FWEBINAR8
17Chapter 21 Provisions for Seismic DesignSection 21.1Design Basis Earthquake (DBE) based on up to10,000 year return periodShearwalls and diaphragms – primary lateral loadresisting systemsAll Cat I structures have to be designed for Chapter21WEBINAR18ACI 349 The performance goal for facilities designed to ACI 349 isto achieve “safe shutdown” and maintain the facility in asafe condition. Consistent with the performance goal, design calls for“nearly elastic” behavior under DBE and “protection ofworkers, public and environment” under BDBEWEBINAR9
19ACI 318 Response modification factors generally range from 3to 8 Structures designed to 318 are expected to maintainlife-safety function; some inelastic deformation isexpected Achieving appropriate levels of deformation capacityis emphasized The prescriptive rules are intended to deliver stableresponse during a DBE shakingWEBINAR20ACI 318 vs. ACI 349 StructuresVBDBE 2 SSEACI 349VDBESSEACI 318WEBINAR10
21ACI 318 vs. ACI 349 StructuresPotential PlasticHingesWEBINAR22ACI 349 Nuclear Power Plants: Design for elastic response under DBE (R 1) Standard Review Plan (NUREG 0-800) requires elasticdesign under all design loads, excluding impulse andimpact effects Design ground motions are defined by a MaximumAnnual Probability of Exceedance in the range of 1x10-4to 5x10-5WEBINAR11
23ACI 349 (cont.) DOE Facilities:– Design for elastic response reduced by an “energydissipation factor,” Fμ, which ranges from 1.5 to 2.75– In some cases Fμ cannot be more than 1.0 (e.g., out-ofplane shear)– DBEs are generally based on seismic hazard levels of5x10-4 to1x10-4 For both types of facilities, safety must be maintainedunder the BDBE conditions No explicit evaluations are required for BDBE responses(at the moment)WEBINAR24CHANGES MADE IN ACI 349-13 Only “moment frames” and “shear wall structures” arepermitted Other structural systems are provided if “strength andtoughness” equal to permitted systems are provided Commentary allows use of “energy dissipation factors” ifpermitted by the jurisdictional authority BDBE is introduced but level of shaking is not definedWEBINAR12
25CHANGES MADE IN ACI 349-13 Requirements for structural diaphragms revisedeliminating chord reinforcement Use of higher strength rebar permitted: 80 ksi for main reinforcement 100 ksi for confinement reinforcement Members below the base of the structure must becompatible with the seismic force-resisting system abovethe baseWEBINARChapter 21 provisions for seismic designUpdate2621.1.2All structural components that possess stiffnessand strength in a NPP must be included in themathematical model of the NPP.WEBINAR13
27Detailing Seismic Hook6db 3 in.6db 3 in. Crossties6db 3 in.6db extensionHoopWEBINAR28ReinforcementReference: Sec. 21.1.5, 9.4 Reinforcement resisting earthquake-inducedflexural and axial forces in frame members and inwall boundary elements ASTM 706 ASTM 615 Grade 40, 60 and 80, ifActual Yieldfy Specified fy 18,000Actual Ultimate Tensile Strength ftu Actual fy x1.25 All Reinforcement (ex. prestressing tendons)fyt 100,000 psiWEBINAR14
29Reinforcement Splices Mechanical Splices A full mechanical connection shall develop fulltensile strength of the bar Welded Splices A full welded splice shall develop full tensilestrength of the bar.WEBINAR30Flexural Member of FramesReference: Sec. 21.5.1 Member proportioned primarily to resist flexuralFactored Axial Compression Force Ag fc /10Clear Spanln 4 dWidth to Depthbw /h 0.3Minimum widthbw 10 inchesMaximum width bw b (support) 1.5 (h)columnhdhxbwxbwx 0.75hWEBINAR15
31Flexural Member ReinforcementReference: Sec. 21.5.2, 21.5.3 Longitudinal Reinforcement Splices Transverse Reinforcement Hoops Stirrups or Ties Spacing of transverse reinforcement First hoop at 2 inches from face of support Maximum Spacing s d/4s 8 db (smallest long. bar)s 24 db (hoop)s 12 inchesWEBINAR32Flexural Member ReinforcementReference: Sec. 21.5.2 Longitudinal ReinforcementMin. Top or Bott. RebarAs 200 bw d/fyMaximum Steel Ratio 0.025Minimum Number of Rebar 2 min. cont. top & bott.Min. As at Joint face As 1/2 (- As)Min. As at any section As 1/4 (As)max at Joint face0.025bwd As 200 bw d/fy-Mn1Min. two bars cont.-Mn2-d d Mn1 -½Mn1 Mn2 -½Mn2-Mn or Mn Max ¼ Mn at either supportHoops not shownfor clarityWEBINAR16
33Longitudinal Reinforcement SplicesReference: Sec. 21.5.2 Location of lap Splices shall NOT be usedWithin the JointWithin distance 2h from support faceAt Plastic Hinge Region Spacings d/4 or 4 inches Welded splices and mechanical connections to developfull tensile strengthSplice outsideplastic hinge region 2h-d dhHoopss d/4 or 4 inchesWEBINAR34Flexural Member ReinforcementReference: Sec. 21.5.3 Transverse ReinforcementHoops are requiredOver Length 2h from face of support atboth endsOver Length 2h both sides of plastic hingeregionAt JointRequired for calculated shear strengthStirrups or TiesWhen hoops are not requiredMaximum spacing d/2sStirrup tiess d/4s 8 db (Longt’l bar)s 8 db (Hoop ties)s 12 inchess-dh2”2hHoopss d/22hWEBINAR17
35Shear StrengthReference: Sec. 21.5.4 Design Forces Transverse ReinforcementWEBINAR36Shear StrengthReference: Sec. 21.5.4 Design ForcesVe (Mpr1 Mpr2)/ln wuln/2whereMpr Probable Flexural Moment Strengthat joint face based on 1.25 fy and 1 Transverse ReinforcementVc 0 whenVe one-half or more of total design shear andPu Ag f c /20Beam shearwu 1.2D 1.0L 0.2SMpr1Mpr2lnVe1VeShear diagramVe2WEBINAR18
37Bending and Axial Loaded MemberReference: Sec. 21.6.1 Frame Member subjected to Bending and AxialLoadResist earthquake induced forces, andHaving a factored axial force Pu Ag f c/10Dimension limitationsb or h 12 inchesb/h or h/b 0.4hbWEBINAR38Bending and Axial Loaded MemberReference: Sec. 21.6.2.2 Flexural Strength of Column – When Pu Agf c/10 Me (6/5) Mg(21-1)Where Me Sum of design flexural strengths ofcolumns framing into the joint Mg Sum of design flexural strengths of thegirders framing into the jointMe2Me2Mg1Mg2Me1Mg1Mg2Me1WEBINAR19
Bending and Axial Loaded Member39Reference: Sec. 21.6.3lo Longitudinal ReinforcementTensionlap splice0.01 Ag st 0.06 AgLap Splice of LongitudinalReinforcementloWithin center half of member lengthUse tension lap spliceMechanical and Welded Splices(See 21.2.6)WEBINAR40Bending and Axial Loaded MemberReference: Sec. 21.6.4 Transverse ReinforcementRectangular HoopHoopAsh 0.30(sbc f c/f yt) [(Ag/Ach) – 1] (21-3)or(21-4)Ash 0.09 sbc f c/f ytCross tieWhereAsh Total cross-sectional area of transversereinforcement (including cross-ties) within spacing“s” and perpendicular to dimension bcRectangular HoopSingle or Overlapping HoopsCross Ties of same size as hoop secured to theperipheral hoop at 14 inches maximum on centerAlternate consecutive cross-ties end to endbc2bc1WEBINAR20
41Transverse reinforcement - compression membersReference: Sec. 21.4.46db( )3”6db extensionConsecutive cross ties engaging thesame longitudinal bar shall have their90o hooks on opposite sides of col.xcxc shall notexceed 14”xcxcxcxcVertical spacing of ties must be (smaller col dim.)/4 and 4”WEBINARBending and Axial Loaded Member42Reference: Sec. 21.6.4 Transverse ReinforcementLocationOver a length lo from each joint face not less than Depth of member at the joint face (larger of c1or c2) 1/6 of clear span 18 inchesThroughout length of lap splice of longitudinal barsFull height of member where calculated point ofcontra-flexure is not within middle half of memberlos1s2loSpacing (s1)h/44 inchesSpacing (s2)6 db (Longitudinal Bars)6 inchesc2c1WEBINAR21
Columns supporting Reaction fromDiscontinuous Stiff Member (Wall)43Reference: Sec. 21.6.4.6Structuralwall Transverse Reinforcement over fullheight beneath level wherediscontinuity occurs ifPu Ag f c/10 Extension of TransverseReinforcementTrans. Reinf.ldDevelopment length, ld, of largest longitudinalbarAt least 12 inches into footing or matopendb 12 in.WEBINARShear StrengthReference: Sec. 21.6.5PuMpr3 Design ForcesVe (Mpr3 Mpr4)/ln VuWhereMpr Probable Flexural MomentStrength at face of support based on1.25 fy and of 1 Transverse ReinforcementVc 0WhenVe one-half or more of total designshear andPu Ag f c ntrolsPb , MbInteraction diagramTensioncontrolsMWEBINAR22
45Joints of FramesReference: Sec. 21.7 Joint Considerations Stress in Flexural tensile reinforcement at 1.25fy Strength Reduction Factor 0.85 Extend beam longitudinal reinforcement to farface of confined column core Minimum dimension parallel to beamreinforcementh 20 db for normal weight concreteWEBINAR46Effective Joint AreaReference: Sec. 21.7.3Effective joint area. AjEffective joint depth hEffective joint width b h b 2xNote:1.Consider effective area ofjoint for forces in eachdirection of framingseparately46Sec. 21.1WEBINAR23
47Joint Shear StrengthReference: Sec. 21.7.3 Normal Shear Strength (Normal Wt.Concrete)For joints confined on all four faces20 fc AjFor joints confined on three faces15 fc AjFor joints confined on two opp. faces15 fc AjFor Others12 fc AjcolPu3Mu3Vh3 Design of jointVjt T3 C3 – Vh3C3 T4T3 1.25fyAsAs-Mpr MprT4 1.25fyA'sA'sC4 T3Vh4Mu4Pu4WEBINAR48Joint ConfinementReference: Sec. 21.7.2 Provide Transverse HoopReinforcement Joint face is confined if all facesof joint is confined for at least ¾of the face of the joint iscovered by framing member.Spacing of confinementreinforcement may be 6 inches Transverse Reinforcementrequired through joint to provideconfinement for longitudinalreinforcement outside columncore if confinement is notprovided by beam framing intojointWEBINAR24
49Development Length of Bars in TensionReference: Sec. 21.7.5.1 Development Length for bars with standard90 deg hook for normal weight concrete ldh fy db /(65/ (f c)(21-6) 8 db 6 inchesWEBINAR50Development Length of Bars in TensionReference: Sec. 21.7.5.2 Development Length for Straight bars if thedepth of concrete cast in one lift beneath doesnot exceed 12 inches. ldh 2.5 fy db / (65/ f c) Otherwise the Development Length for Straightbars Ldh 3.25 fy db / (65/ f c)WEBINAR25
51Development Length of Bars in TensionReference: Sec. 21.7.5.3 Straight bars terminated at a joint shallpass through the confined core of columnor boundary member Straight bars terminated at a joint outsidethe confined core of column or boundarymemberldh 1.6 x ldh determined in Sec. 21.7.5.2WEBINAR52Concrete Structural WallsReference: Sec. 21.9.2, 14.3 Distributed web reinforcement ratiosMinimum v 0.0025Spacing, s 18 inches maximum Distributed web reinforcement ratios forVu/ Acv f c For No. 5 or smaller and fy 60,000 psiMinimum ratio of vertical reinforcement areaMinimum ratio of horizontal reinforcement area 0.0012 0.0020 For others deformed barsMinimum ratio of vertical reinforcement area 0.0015Minimum ratio of horizontal reinforcement area 0.0025WEBINAR26
53Structural Wallss 18 s 18 Shear strength requirementsper 21.9.4Design for flexure and axialload per 21.9.5AcvWEBINAR54Concrete Structural WallsReference: Sec. 21.9.2.2, 21.9.2.4, 21.9.4.5, 21.9.5.4 Distributed web reinforcement USE double curtainVu/ 2 Acv fc Reinforcement shall be spliced for fyin tension Reinforcement shall be anchored inboundary element v n when hw/lw 2.0WEBINAR27
55Concrete Structural WallsReference: Sec. 21.9.4(21-9) Shear StrengthVn Acv [ c f c n fy]Acv h ( lw)Where c 3.0 c 2.03.0 cfor hw/lw 1.5for hw/lw 2.02.52.01.51.01.52.02.5hw/lwLinear variation between 3.0 and 2.0 for hw/lw between 1.5and 2.0WEBINAR56Structural Wall Shear StrengthReference: Sec. 21.9.4 Nominal Shear StrengthVn 8 Acv f cWhereAcv Acv (pier) Nominal Shear Strength for individual wallpier within pier groupVn 10 Acw f cWEBINAR28
57Horizontal Wall SegmentReference: Sec. 21.9.4. Nominal Shear StrengthVn 10 Acp f cWhereAcp Cross-sectional area of horizontal wall segmentHoriz. wall segmentNote: openings should beConsidered in the design.WEBINAR58Structural Wall –Design for Flexure and Axial LoadsReference: Sec. 21.9.5 Based on Design Assumptions under Section 10.2 Based on General Principles and Requirements underSection 10.3 Flexural Strength of wall segment - similar to procedurescommonly used for columnsPPoCompressioncontrolsPb , Mb0MoTensioncontrolsMInteraction diagramWEBINAR29
59Reinforcement Details when Special BoundaryElements are Not Required Long. reinf. ratio at wall boundary 430/fy Transverse reinf. mu
Identify the difference between ACI 318-08 and ACI 349-13. . and the Concrete Reinforcing Steel Institute (CRSI). He is Fellow of the American Concrete Institute (ACI), Fellow of the American Society of Civil Engineers (ASCE), and Fellow of the Structural Engineering Institute (SEI).
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