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1、Building Code Requirements for Masonry Structures (AC1 530=05/ASCE 5-05/TMS 402-05) Reported by the Masonry Standards Joint Committee (MSJC) Richard E. Klingner Chair Voting Members of Main Committee: Ronald E. Baslieit Echad M. Bemeit Thomas A. Gangel David c. Gastgeb Fmik Berg Satyendm IC. Ghosk D
2、avd T. Riggs H. R. Wamiltrrn. KI S. Gregg Bnrchelt Craig I-lenderson Dean Brown Ronald J. I3unsicker Russell Ti, Brolrm Keith Iixler Robert N Cliittenden John C:hrq.sler Eric N. Solinson Gerald A. Tlalqmple Voting Members of Subcommittees Onlg: Felipe Babbitt Stei7e Dill JimBryja Edgar F. Gloc Denni
3、s Graber Teny M. C w h John Karintis Rocilelle C, hfTe Rashod R. Johnson Subcommittee Associate Members A) and Main Committee Consulting MembersC): SYNOPSIS This Code covers the design and construction of masonvy structures. It is written in such form that it may be adopted by reference in a legally
4、 adopted building code. Among the subjects covered are: deJnitions; contract documents; quality assurance; materials; placement of embedded items; analysis and design; strength and serviceability; jlexural and axial loads; shear; details and development of reinforcement; walls; columns; pilasters; b
5、eams and lintels; seismic design requirements; glass unit masonvy; and veneers. An empirical design method applicable to buildings meeting speciJc location and construction criteria are also included. The quality, inspection, testing, and placement of materials used in construction are covered by re
6、fevence to AGI 530.1-05/ASCE - 05/n!S 602-05 SpeciJcation for Masonvy Structures and other Jason J. Thompson Secretary Keywords: AAC, masonry, allowable stress design, anchors (fasteners); anchorage (structural); autoclaved aerated concrete masonry, beams; building codes; cements; clay brick; clay t
7、ile; columns; compressive strength, concrete block; concrete brick; construction; detailing; empirical design; flexural strength, glass units; grout; grouting; joints; loads (forces); masonry; masonry cements; masonry load bearing walls; masonry mortars; masonry walls; modulus of elasticity; mortars
8、; 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;. I Main Commiticc Mcmbcrs partici
9、pate in Subcommiticc and Main Commiticc activitics, including corrcspondcncc and voting. - Subcommittcc Mcmbcrs participate in Commiticc activitics, voic on Subcommittcc Ballots, and can commcnt on Main Commiticc ballots. TDcccascd. Adopted as a standard of thc Amcncan Concrctc Institutc (October 27
10、, 2004). thc Structural Enginccnng Institutc of thc Amcncan Socicty of Civil Enginccrs Dcccmbcr 15, 2004, and Thc Masonry Socicty (Dcccmbcr 20, 2004) to supcrscdc thc 2002 edition in accordancc with cach organizations standardization proccdurcs. Thc standard was onginally adopted by thc Amcncan Conc
11、rctc Institutc in Novcmbcr, 1988, thc Amcncan Socicty of Civil Enginccrs in August, 1989, and Thc Masonry Socicty in July, 1992. Associatc and Consulting Mcmbcrs participate in Commiticc activitics. SI equivalents shown in this document are calculated conversions. Equations are based on U.S. Customa
12、ry (inch-pound) Units; SI equivalents for equations are listed at the end of the Code. c-2 AC1 530-05lASCE 5-05rTMS 402-05 . x .t :8 8 2.1 - General . C-23 2.1.1Scope . C-23 2.1.2 Load combinations . C-23 2.1.3 Design strength C-23 2.1.4 Anchor bolts solidly grouted in masonry . C-23 2.1.5 Multiwyth
13、e walls . C-24 2.1.7 Pilasters C-25 2.1.8 Load transfer at horizontal connections . C-25 2.1.9 Concentrated loads C-25 2.1.10 Development of reinforcement embedded in grout . C-26 2.2 - Unreinforced masonry C-27 2.2.1 Scope C-27 2.2.2 Stresses in reinforcement . C-27 2.2.3 Axial compression and flex
14、ure . C-27 2.2.4 Axial tension C-28 2.2.5 Shear C-28 2.3 - Reinforced masonry C-29 2.3.1 Scope C-29 2.3.2 Steel reinforcement - Allowable stresses . C-29 2.3.3 Axial compression and flexure . C-29 2.3.4 Axial tension and flexural tension C-29 2.3.5 Shear C-29 2.1.6 Columns . C-25 C$Q :i$g.$x: . . 4
15、: i c 4.1 - General C-41 4.1.1 Scope C-41 4.2 -Design methods . C-41 4.2.1 C-41 4.2.2 C-41 4.3 - Permissible stresses in prestressing tendons C-41 4.3.1 Jacking force C-41 4.3.2 Immediately after transfer C-41 4.3.3 Post-tensioned masonry members C-41 4.3.4 Effective prestress C-41 4.4 -Axial compre
16、ssion and flexure . C-41 4.4.1 General . C-41 4.4.2 Service load requirements C-41 -,-,- C-4 AC1 530-05lASCE 5-05rTMS 402-05 4.4.3 Strength requirements C-41 4.5 - Axial tension . C-42 4.6 - Shear . C-42 4.7 - Deflection C-42 4.8 - Prestressing tendon anchorages, couplers, and end blocks C-42 4.8.4
17、Bearing stresses C-42 4.9 - Protection of prestressing tendons and accessories . C-43 4.10 - Development of bonded tendons . C-43 c-45 5.1.1 Scope C-45 5.1.2 Limitations . C-45 5.2 - Height . C-45 5.3 - Lateral stability . C-45 5.3.1 Shear walls . C-45 5.4 - Compressive stress requirements C-45 5.4.
18、1 Calculations . C-45 5.4.2 Allowable compressive stresses . C-46 5.5 - Lateral support C-46 5.5.1 Intervals . C-46 5.5.2 Cantilever walls . C-46 5.5.3 Support elements C-46 5.6 - Thickness of masonry . C-46 5.6.1 General . C-46 5.6.2 Minimum thickness C-46 5.6.3 Foundation walls C-46 5.6.4 Parapet
19、walls C-47 5.7 -Bond C-48 5.7.1 General . C-48 5.7.2 Bonding with masonry headers C-48 5.7.3 Bonding with wall ties . C-48 5.7.4 Natural or cast stone . C-49 5.8 - Anchorage . C-49 5.8.1 General . C-49 5.8.2 Intersecting walls . C-49 5.8.3 Floor and roof anchorage . C-49 5.8.4 Walls adjoining struct
20、ural ffaming . C-49 5.9 - Miscellaneous requirements C-49 5.9.1 Chases and recesses . C-49 5.9.2 Lintels C-49 5.9.3 Support on wood C-49 5.3.2 Roofs C-45 C:i$y,.? 6 . . . . . 6.1 - General C-51 6.1.1 Scope C-51 6.1.2 Design of anchored veneer . C-51 6.1.3 Design of adhered veneer . C-51 6.1.4 Dimens
21、ion stone . C-51 6.1.5 General design requirements C-51 6.2 - Anchored Veneer C-51 6.2.1 Alternative design of anchored masonry veneer C-51 6.2.2 Prescriptive requirements for anchored masonry veneer . C-51 6.3 - Adhered Veneer C-54 6.3.1 Alternative design of adhered masonry veneer C-54 6.3.2 Presc
22、riptive requirements for adhered masonry veneer . C-54 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES c-5 $:.:WI.;y$;: in pretensioning, a device used to anchor the prestressing tendon during hardening of masonry mortar, grout, prestressing grout, or concrete. Tendon coupler - A device for connec
23、ting two tendon ends, thereby transferring the prestressing force from end to end. Tendon jacking force - Temporary force exerted by a device that introduces tension into prestressing tendons. in-bed mortar - Mortar for use in construction of AAC unit masonry whose joints are 0.06 in. (1.5 m) or les
24、s. Tie, lateral - Loop of reinforcing bar or wire enclosing longitudinal reinforcement. Tie, wall - Metal connector that connects wythes of masonry walls together. Transfer - Act of applying to the masonry member the force in the prestressing tendons. Transverse reinforcement - Reinforcement placed
25、perpendicular to the axis of the member. Unbonded prestressing tendon - Prestressing tendon that is not bonded to masonry. Unreinforced (plain) mason y - Masonry in which the tensile resistance of masonry is taken into consideration and the resistance of the reinforcing steel, if present, is neglect
26、ed. Veneer, adhered - Masonry veneer secured to and supported by the backing through adhesion. Veneer, anchored - Masonry veneer secured to and supported laterally by the backing through anchors and supported vertically by the foundation or other structural elements. Veneer, mason y - A masonry wyth
27、e that provides the exterior finish of a wall system and transfers out-of- plane load directly to a backing, but is not considered to add load resisting capacity to the wall system. Wall - A vertical element with a horizontal length to thickness ratio greater than 3, used to enclose space. Wall, loa
28、dbearing - Wall carrying vertical loads greater than 200 lb/lineal ft (2919 N/m) in addition to its own weight. Wall, masony bonded hollow - A multiwythe wall built with masonry units arranged to provide an air space between the wythes and with the wythes bonded together with masonry units. Width -
29、The dimension of a member measured in the plane of a cross section parallel to the neutral axis. Wythe - Each continuous vertical section of a wall, one masonry unit in thickness. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES C-I 3 1.7 - Loading 1.7.1 General Masonry shall be designed to resist
30、applicable loads. 1.7.2 Load provisions Service loads shall be in accordance with the legally adopted building code of which this Code forms a part, with such live load reductions as are permitted in the legally adopted building code. In the absence of service loads in the legally adopted building c
31、ode, the load provisions of ASCE 7-93 shall be used, except as noted in this Code. 1.7.3 Lateral load resistance Buildings shall be provided with a structural system designed to resist wind and earthquake loads and to accommodate the effect of the resulting deformations. 1.7.4 Other effects Consider
32、ation shall be given to effects of forces and deformations due to prestressing, vibrations, impact, shrinkage, expansion, temperature changes, creep, unequal settlement of supports, and differential movement. 1.7.5 Lateral load distribution Lateral loads shall be distributed to the structural system
33、 in accordance with member stiffnesses and shall comply with the requirements of this section. 1.7.5.1 Flanges of intersecting walls designed in accordance with Sectim t.9,4,2 shall be included in stiffness determination. 1.7.5.2 Distribution of load shall be consistent with the forces resisted by f
34、oundations. 1.7.5.3 Distribution of load shall include the effect of horizontal torsion of the structure due to eccentricity of wind or seismic loads resulting from the non-uniform distribution of mass. 1.8 - Material properties 1.8.1 General Unless otherwise determined by test, the following moduli
35、 and coefficients shall be used in determining the effects of elasticity, temperature, moisture expansion, shrinkage, and creep. 1.8.2 Elastic moduli 1.8.2.1 Steel reinforcement E, = 29,000,000 psi (200,000 m a ) 1.8.2.2 Clay and concrete mason y 1.8.2.2.1 The design of clay and concrete masonry sha
36、ll be based on the following modulus of elasticity values: E, = 700 f lm for clay masonry; E, = 900 f lm for concrete masonry; or the chord modulus of elasticity taken between 0.05 and 0.33 of the maximum compressive strength of each prism determined by test in accordance with the prism test method,
37、 Article 1.4 B.3 of AC1 530.11ASCE 6ITMS 602, and ASTM E 11 1. 1.8.2.2.2 E, = O.4Em 1.8.2.3 AAC masony 1.8.2.3.1 Modulus of elasticity of AAC masonry shall be taken as: EAC = 6500 Cfhc )o.6 1.8.2.4 Grout - Modulus of elasticity of grout shall be taken as 500 fi. 1.8.3 Coeficients o f thermal expansi
38、on 1.8.3.1 Clay mason y kt = 4 x in./in./OF (7.2 x mm/mm/C) 1.8.3.2 Concrete mason y kt = 4.5 x 1.8.3.3 AAC mason y kt = 4.5 x in.Iin.1 O F in.Iin.1 O F (8.1 x mm/mm/C) (8.1 x mm/mm/C) 1.8.4 mason y Coefficient o f moisture expansion for clay k , = 3 x in./in. (3 x mmlmm) 1.8.5 Coeficient o f shrink
39、age for concrete mason y k , = 0.5 SI 1.8.6 Coeficients o f creep 1.8.6.1 Clay mason y k , = 0.7 x 1.8.6.2 Concrete mason y k , = 2.5 x per psi (0.36 x per m a ) 1.8.6.3 AAC mason y k , = 5.0 x per psi (0.72 x per m a ) 1.8.7 Prestressing steel Modulus of elasticity shall be determined by tests. For
40、 prestressing steels not specifically listed in ASTM A 4 16, A 42 1 , or A 722, tensile strength and relaxation losses shall be determined by tests. per psi (O. 1 x per m a ) -,-,- C-14 AC1 530-05lASCE 5-05rTMS 402-05 1.9 - Section properties 1.9.1 Stress computations 1.9.1.1 Members shall be design
41、ed using section properties based on the minimum net cross- sectional area of the member under consideration. Section properties shall be based on specified dimensions. 1.9.1.2 In members designed for composite action, stresses shall be computed using section properties based on the minimum transfor
42、med net cross-sectional area of the composite member. The transformed area concept for elastic analysis, in which areas of dissimilar materials are transformed in accordance with relative elastic moduli ratios, shall apply. 1.9.2 Stijjjess Determination of stiffness based on uncracked section is per
43、missible. Use of the average net cross- sectional area of the member considered in stiffness computations is permitted. 1.9.3 Radius of gyration Radius of gyration shall be computed using average 1.9.4 Intersecting walls net cross-sectional area of the member considered. 1.9.4.1 Wall intersections s
44、hall meet one of the following requirements: (a) Design shall conform to the provisions of Section (b) Transfer of shear between walls shall be prevented. 1.9.4.2. 1.9.4.2 Design of wall intersection 1.9.4.2.1 Masonry shall be in running bond. 1.9.4.2.2 Flanges shall be considered effective in resis
45、ting applied loads. 1.9.4.2.3 The width of flange considered effective on each side of the web shall be the lesser of 6 times the flange thickness or the actual flange on either side of the web wall. 1.9.4.2.4 Design for shear, including the transfer of shear at interfaces, shall conform to the 1.9.
46、4.2.5 The connection of intersecting walls shall conform to one of the following requirements: (a) At least fifty percent of the masonry units at the interface shall interlock. (b) Walls shall be anchored by steel connectors grouted into the wall and meeting the following requirements: (i) Minimum s
47、ize: 1/4 in. x 11/2 in. x 28 in. (6.4 m x 38.1 m x 711 m) including 2-in. (50.8-m) long, 90-degree bend at each end to form a U or Z shape. (2) Maximum spacing: 48 in. (1219 m). (c) Intersecting bond beams shall be provided in intersecting walls at a maximum spacing of 48 in. (1219 m) on centers. Bo
48、nd beams shall be reinforced and the area of reinforcement shall not be less than O. 1 in.2 per ft (21 1 m2/m) of wall. Reinforcement shall be developed on each side of the intersection. 1.10 -Deflection 1.10.1 DeJlection of beams and lintels Deflection of beams and lintels due to dead plus live loa
49、ds shall not exceed the lesser of U600 or 0.3 in. (7.6 m) when providing vertical support to masonry designed in accordance with 3, IRXI ?. or %.ip%cr 5. 1.10.2 Connection to structuralframes Masonry walls shall not be connected to structural frames unless the connections and walls are designed to resist design interconnecting forces and to accommodate calculated deflections. 1.11 - Stack bond masonry For masonry in other than running bond, the minimum area of horizontal re
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