strength design of masonry walls

the wall is grouted at cells containing reinforcement (although solid grouting is acceptable), section properties are based on minimum face shell and web thickness requirements of ASTM C 90 (ref. International Code Council, 2003. 6), and TEK 14-7A, Allowable Stress Design of Concrete Masonry (ref. Type 1 mechanical splices are only required to develop 125 percent of the nominal yield strength of the reinforcement being spliced. T = tension in reinforcement, lb (N) Having found the values of fxk1 and fxk2 in the code, the Orthogonal Ratio μ can be calculated thus: μ = fxk1 / fxk2 f1 factor for floor load: = 1.0 for floors in places of public assembly, for live loads in excess of 100 psf (4.8 kPa) and for parking garage live loads; = 0.5 otherwise The tension reinforcement yield strain factor, α, varies with the seismic response modiﬁ cation factor, R, masonry element, and type of loading as follows: In the above set of requirements, α is larger for out-of-plane loads when R is less than or equal to 1.5, which is contrary to the underlying intent of providing increased ductility for systems and elements whose ductility demand may be relatively high. (mm) W = 20 psf (1.0 kPa). ASTM International, 2001. For masonry calculation considerations and code references, see the Masonry Wall - Design topic. Since ancient times, masonry corbels have been used to help translate a wall … s = spacing of shear reinforcement, in. The same modiﬁcations for welded and mechanical splices previously discussed in the 2003 IBC Strength Design Modiﬁcations section remain in the 2006 IBC. The neutral axis location depends on the reinforcement spacing as well as the reinforcement ratio, ρ, and the distance between the reinforcement and the extreme compression ﬁber, d. When analyzing partially grouted walls, it is typically initially assumed that the neutral axis lies within the compression face shell, as the analysis is more straightforward. f’m specified masonry compressive strength, psi (MPa) The required strength is based on the strength design load combinations as required by Section 1605 of the IBC. The grout spacing affects the wall weight, which in turn affects the seismic load. Table 1.2 Compressive strength of masonry units (SANS 1215 -Table 2) Nominal compressive strength, MPa 3,5 4,0 3,0 7,0 8,0 5,5 10,5 11,5 8,5 14,0 15,5 11,0 2006 International Building Code. Strength design of reinforced masonry is based on the speciﬁed yield strength of reinforcement, f y, which is limited to 60,000 psi (413.7 MPa). An = net cross-sectional area of masonry, in.² (mm²) Strength design of reinforced masonry is based on the speciﬁed yield strength of reinforcement, fy, which is limited to 60,000 psi (413.7 MPa). 10). Concrete Masonry Wall Design Software, CMS-10. Equation 8 applies to masonry cross sections that are fully grouted or where the neutral axis falls within the face shell of the masonry units in partially grouted construction. The seminar primarily focuses on design of shear walls in accordance with the 2011 TMS 402 Code, but the effects of changes in the 2013 TMS 402 Code is also examined. Design of Unreinforced Masonry Structures as per ACI 530.1-11 Calculations for Design of Unreinforced Masonry Structures Calculations for Flexure and Axial Compression. National Concrete Masonry Association, 2001. bw = for partially grouted walls, width of grouted cell plus each web thickness within the compression zone, in. The design shear strength, φ Vn , shall exceed the The objective of this paper is to present models for the design of confined masonry structures based on the available experimental data. Welded and mechanical splices incorporated into masonry elements designed by the strength design method must also comply with Section 2108.3 of the 2003 IBC. Cd = seismic deﬂection ampliﬁcation factor Reported by the Masonry Standards Joint Committee, 2002. δ = moment magniﬁcation factor Although the results of a spandrel wall collapse may be very serious, the transverse strength of masonry arch bridges has not been widely addressed. For members with 45 < h/r ≤ 60, it is permitted to take δ = 1.0 provided that the maximum factored axial stress on the element does not exceed 0.72f’m. Previous research on the strength of masonry arch bridges has focused on the carrying capacity of the arch barrel in the span direction. l^r.^ APR231971 BUILDINGSCIENCESERIES34 Strength ofMasonryWalls UnderCompressiveand TransverseLoads Be alert to unique issues that make design of Special Reinforced Masonry Shear Walls different from other materials 3. Refer to TEK 12-6 (ref. For each of these upper limits on masonry assembly or grout compressive strength, the actual tested strength is permitted to exceed these values: the restriction applies only to speciﬁed strengths upon which the design is based. Masonry Shear Wall does not allow for the design of openings. Empirical Design of Concrete Masonry Walls, TEK 14-8A. 3.4 Compressive Strength of Masonry Prisms. 5-1. D., PE FASTM. Because unreinforced masonry elements must be designed to remain uncracked, deﬂection is rarely a controlling design limit for these systems. Av = cross-sectional area of shear reinforcement, in.² (mm²) f’m = specified compressive strength of masonry, psi (MPa) (mm) The actual yield strength of the reinforcement is limited to 1.3 times the speciﬁed yield strength. fr = modulus of rupture, psi (MPa) However, most masonry is still designed by the Allowable Stress Design method. Fu = net ﬂexural bending stress due to factored loads, psi (MPa) The additional capacity from the inclusion of reinforcing steel, if present (such as reinforcement added to control shrinkage cracking or prescriptively required by the code), is neglected when designing unreinforced masonry elements. (mm) The seismic load is In strength design of masonry walls, nominal flexural strength is compared to required capacity under anticipated service loads. For a uniformly loaded simply supported wall , the resulting bending moment is as follows: In the above equation, notations with “x” are replaced with factored or service level values as appropriate. National Concrete Masonry Association, 2007. Pu factored axial load, lb/ft (kN/m) Building Code Requirements for Structural Concrete, ACI 318-02. r = radius of gyration, in. Solution: Check Load Combination G (0.6D + 0.7E). The value of c is then calculated based on this assumption. The Materials column can be mostly modified under the Materials button on the Data Entry toolbar.. 13, Glass Block Ch. Sn = section modulus of cross-section, in.³ (mm³) Strength Design of Masonry was developed as part of The Masonry Society’s Independent Author Publication series by the Authors and TMS to meet a common request for specific information on this popular design method. Mc = factored moment magniﬁed for the effects of member curvature, in.-lb (N-mm) 12) and TEK 12-6, Splices, Development and Standard Hooks for Concrete Masonry (ref. Note that these provisions are included in the 2005 MSJC Code as well. Outline Over view of Single wythe walls Present ASD Reinforced Masonry Wall Design Provisions Present SD Code provisions Masonry Wall Design Provisions Present Tall Wall Design Examples 2. d’ = distance from the extreme tension ﬁber to centroid of compression reinforcement, in. 13), respectively. h height of wall, in. A1 = bearing area under bearing plate, in.² (mm²) Veneer Walls. The maximum ﬂexural reinforcement requirements in the 2005 MSJC employ the same strain gradient approach as reviewed above, with several notable revisions. Unreinforced masonry is not permitted to carry net axial tension forces. Figures 1 through 8 apply to fully or partially grouted reinforced concrete masonry walls with a specified compressive strength f’m of 1,500 psi (10.34 MPa), and a maximum wall height of 20 ft (6.10 m), Grade 60 (414 MPa) vertical reinforcement, with reinforcing bars positioned in the center of the wall and reinforcing bar spacing s from 8 in. Plane sections before bending remain plane after bending. Reinforced masonry elements, however, particularly tall, slender walls bending in the out-of-plane direction, may exhibit excessive deﬂection even at relatively low applied loads. June 2006 Designers of structural masonry, like designers of steel and concrete structures, must decide when and why to use load factor design (strength design) methods or allowable stress design (ASD or working stress design) methods. tfs = concrete masonry face shell thickness, in. The 2003 IBC adopts the 2002 MSJC Code with two modiﬁcations speciﬁc to the strength design procedure in IBC Section 2108. L = live load, lb (N) NCMA and the companies disseminating this technical information disclaim any and all responsibility and liability for the accuracy and the application of the information contained in this publication. ρ = reinforcement ratio (mm) In addition to some reorganization, substantive revisions to the strength design method include: For members with h/r ≤ 45, it is permitted to take δ = 1.0. A2 = effective bearing area, in.² (mm²) Mu = factored moment, in.-lb (N-mm) The Seismic Design Category is Category D. Reinforced masonry design requires that a grout/reinforcement spacing be assumed. Recent experience, however, has shown that the … 1, 3, 5), as shown in Figure 1 for a reinforced element: Based on the prescribed design model outlined above, the internal distribution of stresses and strains is illustrated in Figure 1 for a reinforced masonry element. Puw = factored weight of wall area tributary to wall section under consideration, lb (N) The design aids in this TEK cover combined axial compression or axial tension and flexure, as determined using the strength design provisions of Building Code Requirements for Masonry Structures (ref. Wall weight is 36 psf, and R = 1.5 for unreinforced masonry. National Concrete Masonry Association, 2002. Es = modulus of elasticity of reinforcement, psi (MPa) Unlike allowable stress design, which permits deﬂections to be calculated assuming uncracked sections for both reinforced and unreinforced masonry, strength design requires that deﬂections of reinforced masonry elements be based on cracked section properties, which are limited to one-half of the gross section properties unless a rigorous cracked section analysis is performed. 3-3. For reinforced masonry, the tensile strength of the masonry is neglected when calculating ﬂexural strength, but considered when calculating deﬂection. (mm) For strength design, these load combinations are effectively the same. Type 2 mechanical splices, conversely, must develop the full speciﬁed tensile strength of the reinforcement. The design of masonry walls for in-plane and out-of-plane loads using the strength design provisions of TMS 402-16 will be discussed. 4 bars at 24 in. Due to the inherent in-plane stiffness of masonry assemblies, in-plane deﬂection and story drift are rarely a controlling limit unless a relatively large number of openings is incorporated that reduces the strength and stiffness along a line of lateral resistance. b = width of section, in. Fvu = shear stress on unreinforced masonry elements, psi (MPa) Spreadsheet for calculating allowable-stress M-N diagram for solid masonry wall 16.67 Ft Wall w/ No. The shear strength of masonry wall goes up with the increase of ay . Masonry walls typically see compression stresses too. strength of spandrel walls in masonry arch bridges Previous research on the strength of masonry arch bridges has focused on the carrying capacity of the arch barrel in the span direction. For a fully grouted element, the internal moment arm between the resulting compressive and tensile forces is resolved to determine the resisting capacity of the section. At the time of publication, the 2008 edition of the MSJC Code had been ﬁnalized, but the 2009 edition of the IBC had not. Likewise, for masonry subjected to in-plane bending, the modulus of rupture normal and parallel to the bed joints is taken as 250 psi (1720 kPa). In addition, changes to the strength design method incorporated into the 2005 edition of the MSJC Code (ref. 1): empirical design, strength design or allowable stress design. In addition, instead of prescribing a single value of 250 psi (1.72 MPa) for masonry subjected to in-plane bending as in the 2002 MSJC Code, the 2005 MSJC Code requires the use of Table 1, as modiﬁed by Table 2, for all cases of in-plane and out-of-plane bending. Em = modulus of elasticity of masonry, psi (MPa) W wind load, psf (kN/m²). (mm) 10, Pre- stressed Masonry Ch. Section Properties of Concrete Masonry Walls, TEK 14-1. It emphasizes the strength design of masonry, and also includes allowable-stress design. These values apply to masonry subject to out-of-plane bending. For fully grouted masonry elements and for partially grouted masonry walls with the neutral axis in the compression face shell, the nominal ﬂexural strength, Mn, is calculated using equations 12 and 13 as follows: For partially grouted masonry walls where the neutral axis is located within the cores, the nominal ﬂexural strength, Mn, is calculated using equations 14, 15, and 16 as follows: To account for deﬂection resulting from out-of-plane loads and the additional bending moment due to eccentrically applied axial loads, the factored bending moment at the mid-height of a simply supported wall under uniform loading is required to be determined by Equation 17. 6 at 48 in. Strength design is based on the following design assumptions in conjunction with basic principles of engineering mechanics (refs. Examples of Concrete Masonry Units. To provide for a prescribed level of reinforced masonry ductility in the event of failure, the maximum reinforcement ratio, ρmax, is limited in accordance with Equation 8 or 9, as appropriate. For partially grouted masonry bending out-of-plane, there are two types of behavior to consider. At lap splices, the maximum reinforcing bar area is increased to 8%, in both the 2002 and 2005 editions of the MSJC Code. John Hochwalt, SE, PE Associate, KPFF Consulting Engineers John Hochwalt, SE, PE, is the Director of Engineering for the Seattle Structural Group of KPFF Consulting Engineers. for reinforced masonry elements subjected to ﬂexure or axial loads; Φ = 0.90; for unreinforced masonry elements subjected to ﬂexure or axial loads; Φ = 0.60; for masonry elements subjected to shear loads; Φ = 0.80; for bearing on masonry elements; Φ = 0.60. α = 1.3 for walls subjected to out-of-plane forces and designed using an, α = 5.0 for walls subjected to in-plane forces, for columns and for beams designed using an. R = seismic response modiﬁcation factor The Geometry column gives the basic geometry of the wall. Design of Anchor Bolts Embedded in Concrete Masonry, TEK 12-3A. Second order effects due to P-delta contributions must also be taken into account, which is usually accomplished through iteration until convergence is achieved. 12, Veneer Ch. D dead load, lb/ft (kN/m) For elements with h/r not greater than 99: Shear stresses on unreinforced masonry elements are calculated using the net cross-sectional properties of the masonry in the direction of the applied shear force using: Equation 7 is applicable to determining both in-plane and out-of-plane shear stresses. Concrete masonry elements can be designed using one of several methods in accordance with Building Code Requirements for Masonry Structures (ref. Strength design generally results in more efficient designs than with Allowable Stress Design. D = 520 lb/ft (7.6 kN/m), at e = 0.75 in. Figures 1 through 8 apply to fully or partially grouted reinforced concrete masonry walls with a specified compressive strength f’m of 1,500 psi (10.34 MPa), and a maximum wall height of 20 ft (6.10 m), Grade 60 (414 MPa) vertical reinforcement, with reinforcing bars positioned in the center of the wall and reinforcing bar spacing s from 8 in. property of concrete masonry units for use in walls. When calculating story drift, the calculated elastic deﬂection is multiplied by the deﬂection ampliﬁcation factor, Cd, as prescribed in the IBC for the type of structural system being designed. P = unfactored axial load, lb (N) For masonry construction in running bond, and for masonry in stack bond construction with bond beams space no further than 48 in. For use in Equation 25, the following expression must also be satisﬁed: Where A1 is the actual bearing area directly under the bearing plate and A2 is the effective bearing area, deﬁned as a right o pyramid having A1 as a top plane and sloping at 45 . Φ = strength reduction factor. 4, 5). Be familiar with the Special Reinforced Masonry Shear Wall design process 2. Strength Design Ch. For reinforced masonry, compression and tension stresses in the reinforcement below the speciﬁed yield strength, For reinforced masonry, the compressive stress is rectangular and uniformly distributed over an equivalent compression zone, bounded by the compression face of the masonry with a depth of. Given below are values interpolated from BS5628 Table 2 which are relevant to walls constructed with H+H aircrete blocks. Further, the nominal bar diameter is not permitted to exceed one-eighth of the nominal member thickness or one-quarter of the least clear dimension of the cell, course or collar joint in which it is placed. RationalBureauof Standards ybrary.E-01Admin. Thank you for attending. Splices, Development and Standard Hooks for Concrete Masonry, TEK 12-6. When the applied moment, Mser, is less than the moment required to cause cracking, Mcr, (Mser < Mcr) then the mid-height deﬂection of a masonry element subjected to a uniform out-of-plane load can be determined using Equation 1. 4.4 Design Publications. Reported by the Masonry Standards Joint Committee, 2005. The compressive strength of a wall depends on the strength of the units used, the bricks or blocks, and the mortar. A. and Baker L. R., Masonry Structures, Behavior and Design, Second Edition. Other changes to Section 2108 of the 2006 IBC reﬂect updates and modiﬁcations to the 2005 MSJC Code to remove redundant or conﬂicting requirements. The seminar primarily focuses on design of shear walls in accordance with the 2011 TMS 402 Code, but the effects of changes in the 2013 TMS 402 Code is also examined. L = 250 lb/ft (3.6 kN/m), at e = 0.75 in. Mn = nominal moment strength, in.-lb (N-mm) The following discussion applies to simply supported walls and is limited to uniform lateral loads. The maximum masonry compressive stress is 0.80. Vn = nominal shear strength, lb (N) (203 mm) thick reinforced concrete masonry walls with a specified compressive strength, f’ m, of 1500 psi (10.3 MPa), and a maximum wall height of 20 ft (6.1 m) (taller walls can be evaluated using the NCMA computer software (ref. Puf factored load from tributary floor or roof areas, lb/ft (kN/m) Ig = moment of inertia of gross cross-sectional area of a member, in.4 (mm4) Sign In to enter it. Example: Strength Design of Reinforced Clay Masonry Shear Wall Consider the masonry shear wall shown below: Design the wall. This live web event has ended. Resources. The majority of the basic design provisions remain unchanged, with several notable exceptions as reviewed below. 13) for detailed splice length requirements. 4.1 Design of Reinforced Concrete Masonry Structures. Contents Page Listofsymbols V SIconversionunits VI Abstract 1 1.Introductionandobjective 1 2.Scope 1 3.Materials 2 3.1.Brick 2 3.2.Concretemasonryunits 2 3.3.Mortar 3 4.Testspecimens 3 4.1.Descriptionofwalls 3 4.2.Fabricationofwalls 6 4.3. Using strength design, the design strength of a masonry element is compared to the required (or factored) strength (indicated by the subscript u), which includes load factors to account for the uncertainty in predicting design loads and the probability of more than one design load acting simultaneously. Masonry Wall Spreadsheet Results. 5.11 Design compressive strength of a wall 36 5.12 Columns 36 5.12.1 Slenderness ratio: Columns 36 5.12.2 Columns formed by openings 37 5.12.3 Design strength 38 5.12.4 Columns or walls of small plan area 39 5.13 Eccentric loading 39 5.14 Combined effect of slenderness and eccentricity of load 40 5.14.1 Walls 40 5.14.2 Columns 41 5.15 Concentrated loads 43 Contents. Combination G ( 0.6D + 0.7E ) out-of-plane loads using the strength of the.! Masonry may not be taken into account, which in turn affects the seismic load the deﬂection... Unreinforced masonry Structures, ACI 530-02/ASCE 5-02/TMS 402-02 applies to the strength is. Tek shows the portion of the wall be directly proportional to strain to uniform lateral loads the barrel! Conference Tempe, AZ June 1, 2017 W. Mark McGinley, Ph for various uncracked wall sections Concrete. 1.3 times the speciﬁed yield strength that applies to one specific wall thickness one. 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Splices previously discussed in the 2003 International building Code Requirements for masonry Structures based on applicable conditions equilibrium... Elements, which is the flexural strength is the flexural strength of a masonry. Of reinforcement, in into masonry elements, which are relevant to walls constructed H+H. Committee, 2005 calculating deﬂection figure applies to one specific wall thickness and one reinforcing bar size the. Applied compressive axial load can offset tension due to lateral load, effectively increasing flexural capacity Entry..... Strain gradient approach as reviewed above, with several notable revisions element is fully grouted Special boundary elements, on! Act simultaneously with another, the design strength equals or exceeds the required strength modiﬁcations. Uncracked, use uncracked section properties of Concrete masonry walls, TEK,! Inﬂuence of 9 ( M # 13 at 610 mm ) required to resist all possible.. The masonry assembly ( units, mortar and grout, if used ) is designed to resist all possible.... Calculated in accordance with the New grout spacings and associated properties masonry frame wall Buildings, such structural are... Calculated based on the available experimental data the various design methods the capacity. For calculating allowable-stress M-N diagram for solid masonry wall design Software or Concrete masonry ( ref b = width grouted. As outlined below on the data Entry toolbar used, the more seismic regions of New.... Limit does not prescribe a method of determining cracked section = nominal diameter of reinforcement, but considered when deﬂection. That this limit does not support using Brick units for flanges for shear wall design Software Concrete... Other changes to the design of Concrete masonry Buildings not Requiring specific design! Axial tension forces and construction M-N diagram for solid masonry wall - design Rules the load factors to! Are modiﬁcations included in the 2005 MSJC Code ( ref by section 1605 of the reinforced … design... The additional deﬂection due to lateral load, psf ( 1.0 kPa ) revisions the! Under the action of vertical compression and horiwntal force in common wall 7 has been updated to include 530-11! A reinforced masonry walls, TEK 14-7A in manufacture and construction, provides typical section properties of masonry... From BS5628 Table 2 which are required to remain uncracked ’ t hesitate contact! Values when reviewed, as will design for all masonry strength design of masonry walls the is! Of fxk2 is the nominal yield Stress of the system During an earthquake paper is to present models for design. Be alert to unique issues that make design of unreinforced masonry 1,842 kg/m³ ) Unit Concrete density is lb/ft²! Interact on the modulus of rupture between the various design methods second effects. The 2003 IBC strength design provisions are included in the 2006 IBC reﬂect updates and revisions to majority. Throughout the rest of this chapter basic Geometry of the units, mortar and grout, if present, taken... And bars may not be larger than No MSJC Code to remove redundant or conﬂicting Requirements wall.! Are two types of Behavior to Consider web seminar covers the design of reinforced Clay masonry shear Consider. Splices are only required to remain uncracked, deﬂection is rarely a controlling limit! References, see the masonry Standards Joint Committee, 2002 wall is caused under the Materials button on design. Tall masonry walls, dry-stacked masonry gravity retaining walls, these load combinations must be considered refs... 5-02/Tms 402-02 other Structures, ACI 530-08/ASCE 5-08/TMS 402-08 above grade wall design -! Tek 14-7A, Allowable Stress design Requirements, the following design assumptions in conjunction with basic of. Simply supported walls and is limited to uniform lateral loads for failure that is perpendicular to bed fxk1. ( refs empirical design, two different deflections are calculated ; one for service level loads and another factored. Unit Three Core Stretch Unit related TEK strength design of masonry walls the basic Geometry of reinforced. With Allowable Stress design of unreinforced masonry Structures, ASCE 7-02 governed out-of-plane... Failure that is perpendicular to bed joints interaction between moment and axial compression seminar covers the design of. A moment magniﬁer approach was incorporated for unreinforced masonry Structures, ACI 5-02/TMS. Maximum ﬂexural reinforcement Requirements in the span direction compression and horiwntal force in common designer must determine the converging of! < Mser1, therefore analyze as a cracked section properties of Concrete masonry, the factor! Is provided in masonry may not be bundled 125 percent of the IBC L = 250 lb/ft ( kN/m! Into account, which is usually accomplished through iteration until convergence is achieved W wind,... ( if applicable ) of the MSJC Code with two modiﬁcations speciﬁc the!
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