Building Code Requirements For Masonry Structures
411Building Code Requirements for Masonry Structures(TMS 402-xx/ACI 530-xx/ ASCE 5-xx)5SYNOPSIS AND KEYWORDSC-iiiPart 1: General10C-1Chapter 1 – General RequirementsC-1Chapter 2 – Notations & DefinitionsC-7Chapter 3 – Quality & ConstructionC-25Part 2: Design Requirements1520Chapter 4: General Analysis & Design ConsiderationsC-35Chapter 5: Structural ElementsC-47Chapter 6: Reinforcement, Metal Accessories & Anchor BoltsC-61Chapter 7: Seismic Design RequirementsC-73Part 3: Engineered Design MethodsC-91C-123Chapter 10: Prestressed MasonryC-155Chapter 11: Strength Design of Autoclaved Aerated Concrete (AAC) MasonryC-1656065C-185Chapter 12: VeneerC-185Chapter 13: Glass Unit MasonryC-199Chapter 14: Masonry Partition WallsC-205Part 5: Appendices, Conversions & References3555C-91Chapter 9: Strength Design of MasonryPart 4: Prescriptive Design Methods3050C-35Chapter 8: Allowable Stress Design of Masonry2545TABLE OF CONTENTS70C-211Appendix A: Empirical Design of MasonryC-211Appendix B: Design of Masonry InfillC-229Appendix C: Limit Design of MasonryC-237ConversionsC-239References for the Code CommentaryC-253758040iPublic Comment Review Version of Proposed Changes to MSJC – November 28, 2012
411Specification for Masonry Structures(TMS 602-xx/ACI 530.1-xx/ ASCE 6-xx)5101545TABLE OF CONTENTSPrefaceS-1Part 1: GeneralS-3Part 2: ProductsS-33Part 3: ExecutionS-55Forward to Specification ChecklistsS-79Mandatory Requirements ChecklistS-80Optional Requirements ChecklistS-82References for the Specification CommentaryS-83505520602565307035754080iiPublic Comment Review Version of Proposed Changes to MSJC – November 28, 2012
415451050155520602565307035754080Public Comment Review Version of Proposed Changes to MSJC – November 28, 2012Code andCommentary, C-i1
Code andCommentary, C-iiC-iiTMS 402-xx/ACI 530-xx/ASCE 5-xx1415451050155520602565307035754080Public Comment Review Version of Proposed Changes to MSJC – November 28, 2012
BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURESC-iiiBuilding Code Requirements for Masonry Structures(TMS 402-xx/ACI 530-xx/ASCE 5-xx)5SYNOPSIS45This Code covers the design and construction of masonry structures. It is written insuch form that it may be adopted by reference in a legally adopted building code.101520Among the subjects covered are: definitions; contract documents; quality assurance;materials; placement of embedded items; analysis and design; strength andserviceability; flexural and axial loads; shear; details and development ofreinforcement; walls; columns; pilasters; beams and lintels; seismic designrequirements; glass unit masonry; and veneers. An empirical design method applicableto buildings meeting specific location and construction criteria is also included.The quality, inspection, testing, and placement of materials used in construction arecovered by reference to TMS 602-xx/ACI 530.1-xx/ASCE 6-xx Specification forMasonry Structures and other standards.Keywords: AAC masonry; allowable stress design; anchors (fasteners); anchorage(structural); autoclaved aerated concrete masonry; beams; building codes; cements; claybrick; clay tile; columns; compressive strength; concrete block; concrete brick;construction; detailing; empirical design; flexural strength; glass units; grout; grouting;infills; joints; loads (forces); limit design; masonry; masonry cements; masonry loadbearing walls; masonry mortars; masonry walls; modulus of elasticity; mortars;pilasters; prestressed masonry; quality assurance; reinforced masonry; reinforcing steel;seismic requirements; shear strength; specifications; splicing; stresses; strength design;structural analysis; structural design; ties; unreinforced masonry; veneers; walls.5055602565307035754080Public Comment Review Version of Proposed Changes to MSJC – November 28, 2012Code andCommentary, C-iii411
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BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND COMMENTARYCHAPTER 1GENERAL REQUIREMENTS51.1 — Scope1.1 — ScopeMasonry structures may be required to haveenhanced structural integrity as part of a comprehensivedesign against progressive collapse due to accident,misuse, sabotage or other causes. General design guidanceaddressing this issue is available in Commentary Section1.4 of ASCE 7. Suggestions from that Commentary, ofspecific application to many masonry structures, includebut are not limited to: consideration of plan layout toincorporate returns on walls, both interior and exterior;use of load-bearing interior walls; adequate continuity ofwalls, ties, and joint rigidity; providing walls capable ofbeam action; ductile detailing and the use ofcompartmentalized construction.10151.1.1Minimum requirementsThis Code provides minimum requirements for the20structural design and construction of masonry elementsconsisting of masonry units bedded in mortar.301.1.1 Minimum requirementsThis code governs structural design of both structuraland non-structural masonry elements. Examples of nonstructural elements are masonry veneer, glass unitmasonry, and masonry partitions. Structural designaspects of non-structural masonry elements include, butare not limited to, gravity and lateral support, and loadtransfer to supporting elements.1.1.2Governing building codeThis Code supplements the legally adopted buildingcode and shall govern in matters pertaining to structuraldesign and construction of masonry elements, exceptwhere this Code is in conflict with requirements in thelegally adopted building code. In areas without a legallyadopted building code, this Code defines the minimumacceptable standards of design and construction practice.50556065701.1.3SI informationSI values shown in parentheses are not part of thisCode. The equations in this document are for use with thespecified inch-pound units only.1.2 — Contract documents and calculations1.1.3SI informationThe equivalent equations for use with SI units areprovided in the Equation Conversions table in Part 5.1.2.1Project drawings and project specifications35 for masonry structures shall identify the individualresponsible for their preparation.1.2.1 The provisions for preparation of projectdrawings, project specifications, and issuance of permits are, ingeneral, consistent with those of most legally adopted buildingcodes and are intended as supplements to those codes.4045COMMENTARYCODE2541PART 1: GENERAL1.2 — Contract documents and calculationsThis Code is not intended to be made a part of thecontract documents. The contractor should not be requiredthrough contract documents to assume responsibility fordesign (Code) requirements, unless the construction entityis acting in a design-build capacity. A Commentary onPublic Comment Review Version of Proposed Changes to MSJC – November 28, 20127580Code andCommentary, C-11C-1
C-2Code andCommentary, C-21TMS 402-13/ACI 530-13/ASCE 5-13CODECOMMENTARY41TMS 602/ACI 530.1/ASCE 6 follows the Specification.1.2.2Show all Code-required drawing items on5 the project drawings, including:(a) Name and date of issue of Code and supplement towhich the design conforms.(b) Loads used for the design of masonry structures.(c) Specified compressive strength of masonry at statedages or stages of construction for which masonry isdesigned, for each part of the structure, except for10masonry designed in accordance with Part 4 orAppendix A.(d) Size and location of structural elements.15(e) Details of anchorage of masonry to structuralmembers, frames, and other construction, includingthe type, size, and location of connectors.(f) Details of reinforcement, including the size, grade,type, lap splice length, and location of reinforcement.(g) Reinforcing bars to be welded and welding requirements.20(h) Provision for dimensional changes resulting fromelastic deformation, creep, shrinkage, temperature,and moisture.1.2.2 This Code lists some of the more importantitems of information that must be included in the projectdrawings or project specifications. This is not an allinclusive list, and additional items may be required by thebuilding official.Masonry does not always behave in the same manneras its structural supports or adjacent construction. Thedesigner should consider differential movements and theforces resulting from their restraint. The type ofconnection chosen should transfer only the loads planned.While some connections transfer loads perpendicular tothe wall, other devices transfer loads within the plane ofthe wall. Figure CC-1.2-1 shows representative wallanchorage details that allow movement within the plane ofthe wall. While load transfer usually involves masonryattached to structural elements, such as beams or columns,the connection of nonstructural elements, such as doorand window frames, should also be addressed.251.2.4The contract documents shall be consistentwith design assumptions.301.2.5Contract documents shall specify theminimum level of quality assurance as defined in Section3.1, or shall include an itemized quality assurance programthat equals or exceeds the requirements of Section 3.1.5055Connectors are of a variety of sizes, shapes, and uses.In order to perform properly they should be identified onthe project drawings.60(i) Size and permitted location of conduits, pipes, andsleeves.1.2.3Each portion of the structure shall bedesigned based on the specified compressive strength ofmasonry for that part of the structure, except for portionsdesigned in accordance with Part 4 or Appendix A.451.2.3 Masonry design performed in accordance withengineered methods is based on the specified compressivestrength of the masonry. For engineered masonry,structural adequacy of masonry construction requires thatthe compressive strength of masonry equals or exceeds thespecified strength. Masonry design by prescriptiveapproaches relies on rules and masonry compressivestrength need not be verified.1.2.4 The contract documents must accuratelyreflect design requirements. For example, joint andopening locations assumed in the design should becoordinated with locations shown on the drawings.65701.2.5 Verification that masonry constructionconforms to the contract documents is required by thisCode. A program of quality assurance must be included inthe contract documents to satisfy this Code requirement.35754080Public Comment Review Version of Proposed Changes to MSJC – November 28, 2012
BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND COMMENTARY41COMMENTARYDovetail Slot545Flexible DovetailAnchorPlanSection(a) Wall Anchorage to Concrete BeamsDovetail Slot1050Flexible DovetailAnchorPlanSection(b ) Wall Anchorage to Concrete Columns5515Anchor Rod Weldedto ColumnFlexible Anchor20PlanSection(c) Wall Anchorage to Steel Column60Anchor Rod Weldedto Beam WebFlexible Anchor6525PlanSection(d) Wall Anchorage to Steel BeamFigure CC-1.2-1 — Wall anchorage details307035754080Public Comment Review Version of Proposed Changes to MSJC – November 28, 2012Code andCommentary, C-31C-3
C-4Code andCommentary, C-41TMS 402-13/ACI 530-13/ASCE 5-13CODECOMMENTARY1.3 — Approval of special systems of design orconstruction1.3 — Approval of special systems of design orconstructionSponsors of any system of design or constructionwithin the scope of this Code, the adequacy of which hasbeen shown by successful use or by analysis or test, butthat does not conform to or is not addressed by this Code,shall have the right to present the data on which theirdesign is based to a board of examiners appointed by thebuilding official. The board shall be composed of licenseddesign professionals and shall have authority to10 investigate the submitted data, require tests, and formulaterules governing design and construction of such systemsto meet the intent of this Code. The rules, when approvedand promulgated by the building official, shall be of thesame force and effect as the provisions of this Code.New methods of design, new materials, and new usesof materials must undergo a period of development beforebeing specifically addressed by a code. Hence, validsystems or components might be excluded from use byimplication if means were not available to obtainacceptance. This section permits proponents to submitdata substantiating the adequacy of their system orcomponent to a board of examiners.51.4 — Standards cited in this CodeStandards of the American Concrete Institute, the15 American Society of Civil Engineers, ASTMInternational, the American Welding Society, and TheMasonry Society cited in this Code are listed below withtheir serial designations, including year of adoption orrevision, and are declared to be part of this Code as if fullyset forth in this document.20TMS 602-13/ACI 530.1-13/ASCE 6-13 — Specification forMasonry Structures4145501.4 — Standards cited in this CodeThese standards are referenced in this Code. Specificdates are listed here because changes to the standard mayresult in changes of properties or procedures.55Contact information for these organizations is givenbelow:American Concrete Institute (ACI)38800 Country Club DriveFarmington Hills, MI 48331www.aci-int.org60ASCE 7-10 — Minimum Design Loads for Buildings andOther StructuresASTM A416/A416M-10 — Standard Specification forSteel Strand, Uncoated Seven-Wire for PrestressedConcrete25 ASTM A421/A421M-10 — Standard Specification forUncoated Stress-Relieved Steel Wire for PrestressedConcreteASTM A706/A706M-09b Standard Specification for LowAlloy Steel Deformed and Plain Bars for ConcreteReinforcement.30 ASTM A722/A722M-07 — Standard Specification forUncoated High-Strength Steel Bars for PrestressingConcreteASTM C34-10 — Standard Specification for StructuralClay Load-Bearing Wall TileASTM C140-12 – Standard Test Methods for Sampling andTesting Concrete Masonry Units and Related Units35American Society of Civil Engineers (ASCE)1801 Alexander Bell DriveReston, VA 20191www.asce.org65ASTM International100 Barr Harbor DriveWest Conshohocken, PA 19428-2959www.astm.orgAmerican Welding Society (AWS)550 N.W. LeJeune RoadMiami, Florida 33126www.aws.orgThe Masonry Society (TMS)105 South Sunset Street, Suite QLongmont, Colorado 80501www.masonrysociety.orgASTM C426-10 — Standard Test Method for LinearDrying Shrinkage of Concrete Masonry Units70758040Public Comment Review Version of Proposed Changes to MSJC – November 28, 2012
1CODECOMMENTARYC-541ASTM C476-10 — Standard Specification for Grout forMasonry5 ASTM C482-02 (2009) — Standard Test Method forBond Strength of Ceramic Tile to Portland CementPaste45ASTM C1006-07 — Standard Test Method for SplittingTensile Strength of Masonry Units10ASTM C1611/C1611M-09be1 — Standard Test Methodfor Slump Flow of Self-Consolidating ConcreteASTM C 1693-11 — Standard Specification forAutoclaved Aerated Concrete (AAC)50ASTM E111-04 (2010) — Standard Test Method forYoung's Modulus, Tangent Modulus, and ChordModulus15ASTM E488-96 (2003) — Standard Test Methods forStrength of Anchors in Concrete and MasonryElements55AWS D 1.4/D1.4M: 2011 — Structural Welding Code —Reinforcing Steel20602565307035754080Public Comment Review Version of Proposed Changes to MSJC – November 28, 2012Code andCommentary, C-5BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND COMMENTARY
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1CHAPTER 2NOTATION AND DEFINITIONSCODE452.1 — Notation2.1 — Notation2Ab cross-sectional area of an anchor bolt, in.(mm2)Abr bearing area, in.2 (mm2)Ag gross cross-sectional area of a member, in.2 (mm2)An net cross-sectional area of a member, in.2 (mm2)Anv net shear area, in.2 (mm2)Aps area of prestressing steel, in.2 (mm2)Apt projected tension area on masonry surface of aright circular cone, in.2 (mm2)15 Apv projected shear area on masonry surface of onehalf of a right circular cone, in.2 (mm2)As area of nonprestressed longitudinal tensionreinforcement, in.2 (mm2)Asc area of reinforcement placed within the lap, neareach end of the lapped reinforcing bars andtransverse to them, in.2 (mm2)20Ast total area of laterally tied longitudinal reinforcingsteel, in.2 (mm2)Av cross-sectional area of shear reinforcement, in.2(mm2)A1 loaded area, in.2 (mm2)25 A2Notations used in this Code are summarized here. supporting bearing area, in.2 (mm2)a depth of an equivalent compression stress blockat nominal strength, in. (mm)Ba allowable axial load on an anchor bolt, lb (N)Bab allowable axial tensile load on an anchor boltwhen governed by masonry breakout, lb (N)Ban nominal axial strength of an anchor bolt, lb (N)Banb nominal axial tensile strength of an anchor boltwhen governed by masonry breakout, lb (N)Banp nominal axial tensile strength of an anchor boltwhen governed by anchor pullout, lb (N)35 Bans nominal axial tensile strength of an anchor boltwhen governed by steel yielding, lb (N)3041COMMENTARY510C-7Bap allowable axial tensile load on an anchor boltwhen governed by anchor pullout, lb (N)Bas allowable axial tensile load on an anchor boltwhen governed by steel yielding, lb (N)5055606570758040Public Comment Review Version of Proposed Changes to MSJC – November 28, 2012Code andCommentary, C-7BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND COMMENTARY
C-8Code andCommentary, C-81CODEBv allowable shear load on an anchor bolt, lb (N)Bvb allowable shear load on an anchor bolt whengoverned by masonry breakout, lb (N)510TMS 402-13/ACI 530-13/ASCE 5-13Bvc allowable shear load on an anchor bolt whengoverned by masonry crushing, lb (N)Bvn nominal shear strength of an anchor bolt, lb (N)Bvnb nominal shear strength of an anchor bolt whengoverned by masonry breakout, lb (N)Bvnc nominal shear strength of an anchor bolt whengoverned by masonry crushing, lb (N)COMMENTARY414550Bvnpry nominal shear strength of an anchor bolt whengoverned by anchor pryout, lb (N)Bvns1520Bvpry allowable shear load on an anchor bolt whengoverned by anchor pryout, lb (N)Bvs allowable shear load on an anchor bolt whengoverned by steel yielding, lb (N)b width of section, in. (mm)ba total applied design axial force on an anchorbolt, lb (N)baf factored axial force in an anchor bolt, lb (N)bv total applied design shear force on an anchorbolt, lb (N)bvf factored shear force in an anchor bolt, lb (N)25 bw3035 nominal shear strength of an anchor bolt whengoverned by steel yielding, lb (N) width of wall beam, in. (mm)Cd deflection amplification factorc distance from the fiber of maximumcompressive strain to the neutral axis, in. (mm)D dead load or related internal moments and forcesd distance from extreme compression fiber tocentroid of tension reinforcement, in. (mm)db nominal diameter of reinforcement or anchorbolt, in. (mm)dv actual depth of a member in direction of shearconsidered, in. (mm)E load effects of earthquake or related internalmoments and forces5560657075EAAC modulus of elasticity of AAC masonry incompression, psi (MPa)40Ebb modulus of elasticity of bounding beams, psi(MPa)Ebc modulus of elasticity of bounding columns, psi(MPa)Public Comment Review Version of Proposed Changes to MSJC – November 28, 201280
1CODEEm5 EpsCOMMENTARY modulus of elasticitycompression, psi (MPa)ofmasonry modulus of elasticity of prestressing steel, psi (MPa) modulus of elasticity of steel, psi (MPa)Ev modulus of rigidity (shear modulus) of masonry,psi (MPa)e eccentricity of axial load, in. (mm)eb projected leg extension of bent-bar anchor,measured from inside edge of anchor at bend tofarthest point of anchor in the plane of the hook,in. (mm)eu eccentricity of Puf, in. (mm)Fb allowable compressive stress available to resistaxial load only, psi (MPa)15 Fb allowable compressive stress available to resistflexure only, psi (MPa)Fs allowable tensile or compressive stress inreinforcement, psi (MPa)Fv allowable shear stress, psi (MPa)Fvm allowable shear stress resisted by the masonry,psi (MPa)Fvs allowable shear stress resisted by the shearreinforcement, psi (MPa)fa calculated compressive stress in masonry due toaxial load only, psi (MPa)fb calculated compressive stress in masonry due toflexure only, psi (MPa)2025f ′AAC specified compressivemasonry, psi (MPa)3035strengthof41inEs10C-94550556065AACf 'g specified compressive strength of grout, psi (MPa)f 'm specified compressive strength of clay masonry orconcrete masonry, psi (MPa)f 'mi specified compressive strength of clay masonryor concrete masonry at the time of prestresstransfer, psi (MPa)fps stress in prestressing tendon at nominal strength,psi (MPa)fpu specified tensile strength of prestressing tendon,psi (MPa)fpy specified yield strength of prestressing tendon,psi (MPa)fr modulus of rupture, psi (MPa)70758040Public Comment Review Version of Proposed Changes to MSJC – November 28, 2012Code andCommentary, C-9BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND COMMENTARY
C-10Code andCommentary, C-101TMS 402-13/ACI 530-13/ASCE 5-13CODECOMMENTARY41frAAC modulus of rupture of AAC, psi (MPa)fs5fse calculated tensile or compressive stress inreinforcement, psi (MPa)45 effective stress in prestressing tendon after allprestress losses have occurred, psi (MPa)ft AAC splitting tensile strength of AAC as determinedin accordance with ASTM C1006, psi (MPa)fv10 fy1520 specified yield strength of steelreinforcement and anchors, psi (MPa)forh effective height of column, wall, or pilaster, in. (mm)hinf vertical dimension of infill, in. (mm)hw height of entire wall or of the segment of wallconsidered, in. (mm)Ibb moment of inertia of bounding beam forbending in the plane of the infill, in.4 (mm4)Ibc moment of inertia of bounding column forbending in the plane of the infill, in.4 (mm4)Icr moment of inertia of cracked cross-sectionalarea of a member, in.4 (mm4)Ieff effective moment of inertia, in.4 (mm4)Ig moment of inertia of gross cross-sectional areaof a member, in.4 (mm4)In moment of inertia of net cross-sectional area of amember, in.4 (mm4)25 jK30 calculated shear stress in masonry, psi (MPa) ratio of distance between centroid of flexuralcompressive forces and centroid of tensileforces to depth, d556065 dimension used to calculate reinforcementdevelopment, in. (mm)KAAC dimension used to calculate reinforcementdevelopment for AAC masonry, in. (mm)kc coefficient of creep of masonry, per psi (perMPa)ke coefficient of irreversible moisture expansion ofclay masonrykm coefficient of shrinkage of concrete masonry35 kt50 coefficient of thermal expansion of masonry perdegree Fahrenheit (degree Celsius)L live load or related internal moments and forcesl clear span between supports, in. (mm)lb effective embedment length of headed or bentanchor bolts, in. (mm)70758040Public Comment Review Version of Proposed Changes to MSJC – November 28, 2012
1CODECOMMENTARYlbe anchor bolt edge distance, in. (mm)ld development length or lap length of straightreinforcement, in. (mm)5le equivalent embedment length provided bystandard hooks measured from the start of thehook (point of tangency), in. (mm)leff effective span length for a deep beam, in. (mm)linf10 lp4145 plan length of infill, in. (mm) clear span of the prestressed member in thedirection of the prestressing tendon, in. (mm)lw length of entire wall or of the segment of wallconsidered in direction of shear force, in. (mm)M maximum moment at theconsideration, in.-lb (N-mm)section50under15 Ma maximum moment in member due to theapplied unfactored loading for whichdeflection is computed, in.-lb (N-mm)Mcr nominal cracking moment strength, in.-lb (N-mm)Mn nominal moment strength, in.-lb (N-mm)Mser service moment at midheight of a member,including P-delta effects, in.-lb (N-mm)Mu factored moment, magnified by second-ordereffects where required by the code, in.-lb (Nmm)20C-115560Mu, 0 factored moment from first-order analysis, in.-lb(N-mm)25 n65 modular ratio, Es/EmNu factored compressive force acting normal to shearsurface that is associated with the Vu loadingcombination case under consideration, lb (N)Nv compressive force acting normal to shearsurface, lb (N)30 PPa allowable axial compressivereinforced member, lb (N)Pe Euler buckling load, lb (N)Pn nominal axial strength, lb (N)35 Pps70 axial load, lb (N)forceina prestressing tendon force at time and locationrelevant for design, lb (N)Pu factored axial load, lb (N)Puf factored load from tributary floor or roof areas,lb (N)758040Public Comment Review Version of Proposed Changes to MSJC – November 28, 2012Code andCommentary, C-11BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND COMMENTARY
C-12Code andCommentary, C-121CODEPuw5 Q10TMS 402-13/ACI 530-13/ASCE 5-13 first moment about the neutral axis of an areabetween the extreme fiber and the plane at whichthe shear stress is being calculated, in.3 (mm3) the effect of horizontal seismic (earthquakeinduced) forcesqn inf nominal out-of-plane flexural capacity of infillper unit area, psf (Pa)qz velocity pressure determined in accordance withASCE 7, psf (kPa)R response modification coefficientr radius of gyration, in. (mm)S snow load or related internal moments andforcesSn section modulus of the net cross-sectional areaof a member, in.3 (mm3)s spacing of reinforcement, in. (mm)sl total linear drying shrinkage of concrete masonryunits determined in accordance with ASTM C42620 ttinf41 factored weight of wall area tributary to wallsection under consideration, lb (N)QE15COMMENTARY nominal thickness of member, in. (mm)45505560 specified thickness of infill, in. (mm)tnet inf net thickness of infill, in. (mm)t spv25 VVlim specified thickness of member, in. (mm) shear stress, psi (MPa) shear force, lb (N)65 limiting base-shear strength, lb (N)VnAAC nominal shear strength provided by AAC masonry,lb (N)Vn nominal shear strength, lb (N)30 Vn inf nominal horizontal in-plane shear strength ofinfill, lb (N)Vnm nominal shear strength provided by masonry, lb (N)Vns nominal shear strength provided by shearreinforcement, lb (N)Vu factored shear force, lb (N)35 Vub base-shear demand, lb (N)W wind load or related internal moments and forcesWS dimension of the structural wall strip defined inSections 14.3.2 and A.5.1 and shown in Figures14.3.1-1 and A.5.1-1.70758040Public Comment Review Version of Proposed Changes to MSJC – November 28, 2012
15CODEWT dimension of the tributary length of wall,defined in Sections 14.3.2 and A.5.1 and shownin Figures 14.3.1-1 and A.5.1-1.w inf width of equivalent strut, in. (mm)COMMENTARYC-134145wstrut horizontal projection of the width of thediagonal strut, in. (mm)wu10 z out-of-plane factored uniformly distributed load,lb/in. (N/mm) internal lever arm between compressive andtensile forces in a deep beam, in. (mm)50 arch horizontal arching parameter for infill, lb0.25 (N0.25) arch vertical arching parameter for infill, lb0.25 (N0.25)152025 b ratio of area of reinforcement cut off to totalarea of tension reinforcement at a section reinforcement size factor g grouted shear wall factor calculated story drift, in. (mm) a allowable story drift, in. (mm) moment magnification factorδne displacements computed using code-prescribedseismic forces and assuming elastic behavior,in. (mm) s horizontal deflection at midheight under allowablestress design load combinations, in. (mm) u deflection due to factored loads, in. (mm) cs drying shrinkage of AAC mu maximum usable compressive strain of masonryξ 556065lap splice confinement reinforcement factor strut angle of infill diagonal with respect to thehorizontal, degrees30 strut characteristic stiffness parameter for infill, in.-170(mm-1) AAC coefficient of friction of AAC reinforcement ratioρmax maximum flexural tension reinforcement ratio35 ψ strength-reduction factor75 magnification factor for second-order effects8040Public Comment Review Version of Proposed Changes to MSJC – November 28, 2012Code andCommentary, C-13BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND COMMENTARY
C-14TMS 402-13/ACI 530-13/ASCE 5-13Code andCommentary, C-141CODE2.2 — DefinitionsAnchor — Metal rod, wire, or strap that secures masonry5 to its structural support.Anchor pullout — Anchor failure defined by the anchorsliding out of the material in which it is embedded withoutbreaking out a substantial portion of the surroundingmaterial.Area, gross cross-sectional — The area delineatedby the out-to-out dimensions of masonry in the plane10 under consideration.Area, net cross-sectional — The area of masonry units,grout, and mortar crossed by the plane under considerationbased on out-to-out dimensions.COMMENTARY412.2 — DefinitionsFor consistent application of this Code, terms aredefined that have particular meanings in this Code. Thedefinitions given are for use in application of this Codeonly and do not always correspond to ordinary usage.Other terms are defined in referenced documents andthose definitions are applicable. If any term is defined inboth this Code and in a referenced document, thedefinition in this Code applies. Referenced documents arelisted in Section 1.4 and include ASTM standards.Terminology standards include ASTM C1232 StandardTerminology of Masonry and ASTM C1180 StandardTerminology of Mortar and Grout for Unit Masonry.Glossaries of masonry terminology are available fromseveral sources within the industry (BIA TN 2, 1999;NCMA TEK 1-4, 2004; and IMI, 1981).45505515Area, net shear — The net area of the web of a shearelement.Area, net shear — The net shear area for a partiallygrouted flanged shear wall is shown in Figure CC-2.2-1.Direction of AppliedShear Force6020Net Shear Area6525Figure CC-2.2-1 — Net shear area3070Autoclaved aerated concrete — Low-densitycementitious product of calcium silicate hydrates, whosematerial
Nov 28, 2012 · BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES C-iii Code and Commentary, C-iii Building Code Requirements for Masonry Structures (TMS 402-xx/ACI 530-xx/ASCE 5-xx) SYNOPSIS This Code covers the design and construction of masonry structures. It is written in such form t
Bruksanvisning för bilstereo . Bruksanvisning for bilstereo . Instrukcja obsługi samochodowego odtwarzacza stereo . Operating Instructions for Car Stereo . 610-104 . SV . Bruksanvisning i original
Masonry lintel design is a critical part of an efficient structural masonry solution. The design of masonry . Figure 2: Steel lintel at bearing Figure 3: Masonry lintel intersection masonry jamb. 2020. Lintel design criteria for all tables below: - Masonry design is based on f'm 2500 psi, strength design, and is designed using NCMA .
Home Walls Masonry Walls Roof-to-Masonry-Wall Connections Roof-to-Masonry-Wall Connections In older houses with masonry walls it is common to find a 2x8 lumber plate that is bolted or strapped flat like a plate to the top of the masonry wall. The trusses or rafters are then connected to this plate. In older homes the connection may be
masonry school, it would have been a major issue for tilt-up construction. Masonry adapts well to almost any terrain while tilt-up requires a flat surface and sometimes considerable in-fill. Still, there was probably additional site work that would have increased the masonry school cost. (2) The masonry school had a greater window area.
retrofitting an existing masonry wall for increased loads. Masonry Properties: Shear and flexural masonry strength is dependent on the specified compressive strength (f'm) of the existing masonry assembly. The value of f'm, in turn, is dependent on the combination of the net compressive strength of the masonry units and the mortar type.
10 tips och tricks för att lyckas med ert sap-projekt 20 SAPSANYTT 2/2015 De flesta projektledare känner säkert till Cobb’s paradox. Martin Cobb verkade som CIO för sekretariatet för Treasury Board of Canada 1995 då han ställde frågan
service i Norge och Finland drivs inom ramen för ett enskilt företag (NRK. 1 och Yleisradio), fin ns det i Sverige tre: Ett för tv (Sveriges Television , SVT ), ett för radio (Sveriges Radio , SR ) och ett för utbildnings program (Sveriges Utbildningsradio, UR, vilket till följd av sin begränsade storlek inte återfinns bland de 25 största
ANSI A300 (Part 7), approved by industry consensus in 2006, contains many elements needed for an effective TVMP as required by this Standard. One key element is the “wire zone – border zone” concept. Supported by over 50 years of continuous research, wire zone – border zone is a proven method to manage vegetation on transmission rights-of-ways and is an industry accepted best practice .
