23Ua> BuIUlew 3 MaIA2¥ BUpl22U/BUD VINE SST: Selected le Sections 1992, 2001, 2011Structural aU eee cern ‘ene 3 rainforest ‘of shear ° . dicular co flex fai members, mm:es Sack (ak as Bese factor relating shear and to! Pee ~axy distance from extreme compr reinforcement, but need not be less t (For circular section, d need not be compression fiber to centroid of tension member.) sional stress properties ession fiber to centroid of longi jess than 0.80h for pr‘ stressed me sg than the distance froi nforcement in oppo specified compressive strength of concrete, MPa ength due to un is caused bye mmpressive stress in concrete (att vs > centroid of c i and flange when the centroid lies with age, MPa. member, fpc is resultant compressiv centroid of composit at junction of web and flange when the centroid lies both prestress and moments resisted by member acting alol fye = Compressive stress in concrete due to allowance for all prestress losses) at extreme fiber of section __ stress is caused by externally applied loads, MPa # pecified tensile strength of prestres: ctive prestress force sing tendons, MPa eth of nonprestressed reinforcement, a:nd Construction Structural Engineering longer overall dimension of rectangu dimension of closed rectal g “yx =longer center-to-center | axis of gross Section, negl ” yc = distance from centroidal extreme fiber in tension = angle between inclined stirrups and long! itudinal axis of memb ~ angle between shear-friction reinforcement and shear plane constant used to compute Vein slabs = coefficient as a function of yi/xs. See ratio of stiffnes: hearhead arm to 5.111245 = ratio of lo: constan| 1. = number of identi earheads = correction factor related to unit mass of concrete = coefficient of friction. See Sec. 5.11.7,4.3 = ratio of nonprestressed tension reinforcementmembers, be designed for the samme ‘face of support may bers, brackets and corbels, wal 11.8 through Sec. ~ §.41,1.4 For deep flexural mem Tootings, the special provisions of Sec 5.11.2 Lightweight Concrete $.11,2.1 Provisions for shear strength V to normal weight concrete. When lightwe' the following modification shall a and torsional moment strenga ight aggregate concrete 15.4 §,11.2.1.1 When fa is specifi proportioned in a¢ed with Sec. 5.5.2, p i by substitutiny Teal 0.85 for 4 partial $4 Members” $.11.3,1.2 For me41.3.2 Shear strength Ve m: + 51132.) through $1395 ee but r than simu! 5.11.3 ubject to-axial compression ‘Eq. ituted for My and Va. d/Me aken greater than lowever, V; shall not be tnd Construction i ! wl v Nu/Ag shall be express neve Na is negative for tension, Quantity 1v/Ay shall be express where Nu a 5.11.4 Shear Strength cre Prestressed Members — ovide rete fo 11. ength Provi : 44.44 For members with effective prestress force not I spe 40 perce tb th of flexure reinforcement, unless a more detailed caleuat the tensile strength of flexure made in accordance with Sec. 5.11.4 n applying Eq. me compression 5.11.42 Shear be computed in accordance with See: a where V- shall be the lesser of Va or V. 5114.21 Shear strength Vx shall be computed by yas 0 VM, Vas X—* bwd + Va 4 wie 20 agSa Peed (e) Combin ad 7 hall not e : en yield strength of shear reinforcement < or her bars or wires used as shear Height. ae a 5:11.5.3 Stirrups and five compression fiber and shall be anchored al Bi to a distance d from extreme co! on ne 2.13 to develop the according to Sec. 5.12.13 to develop ¢ Shear Reinforcement woe g Limits for Shear Rein’ : 5.11.54 Spacing Lim ed. perpendicular to ed members and (3/4) e provided in all i - nofprestres: ength provided B 1155.2 Minim ements of Sec. 5.14,5:60 ee ots oy by nominal flexural and shear! simulate sreloPed when shear reinforcement is omittiar Such test aries elects of different settlement, creep, shrinkage, and lange, based on a realistic assessmentt of saci ving ti ‘ment of such effects occurring] nt is required by Sec. malySis, and where factored torsional moment 5:11.5.5.3 Where shear reinforceme; it Tu does abi Sanit atea of shear reinforcement for pres +554) and nonprestressed member41.5.5.4 For prestresse an 40 percent of the ie h shear reinforcement shall Tete a than tie less than the he Alas Eee me 80fd Yb, all be $0 epth of at least 1 in Seem 6 Design of Shear Reinforcement shear force Va nrovided to satisty Bg. (11 inforcement accordance: mngth Vs shall be computed in“511564 When shear a renforcement const 0 of parallel bars, al forcement is 4 stressed Memb re where fa be taken as a solid x section with wall t$1.63. Insuc u a case the cor por ; palo rsshallbrwed neal aaa $.11.6.3.2 oa ; ' jorsional loa fr dong the ae 611.64 t t han a distance d from fee of desigr §.11.¢ shall d to mputed) ) bw di dered and Ts where accor provid nt strength Provit eth Te §.11.6.6 Torsional Mome §.11.6.6.1 Torsional moment strenST Engineering and Construction T by Eq. (11-5) shall be multiplied by (1 + 0.3NW/Ag), tension 5.11.6.7 Torsion Reinforcement Requirements ae 5.11.6.7.1 Torsion reinforcement, where required, Shall be pROW addition to reinforcement required to resist shear, flexure, and axial cl 5.11.6.7.2 Reinforcement required for torsion shall be combined réquired for other forces, provided the area furnished is) the: individually required areas and the most restrictive requirements fOr Sp and placement are 1 Torsion reinforc nforcement shall not exceed 4 ‘i a torsion reinforceme >mpression fiber and shall > the design yield sthengtfi e in (least a distance (bias Bi a nforcement ips shall not exceed the smaller 5.11.6.8.2 Spacing of longitudinal bars, not less than 10 mm, distri ‘ound the perimeter of the closed stirrups, shall not exceed 00) mi one longitudinal bar shall be placed in each corner of the closed! 5.11.6.9 Design of Torsion Reinforcement 5.11.6.9.1 Where factored torsional moment Ty exe strength $T., torsion reinforcement shall be provided to (11-21), where torsional moment strength Ts shall be co mpF where Ac is the area of | distance s, and a. = Perimeter Provided in accordance with Sec. 511 64) $:11.6.9.2 A minimum area of dosed stirrups with Sec. 5.11,5.5.5, i : §.11.6.9.3 Required area of longitudinal bars Ar di ‘ter of the closed stirrups at shall be computed by: Bu: for 2Ae 3f, 116.94 Torsional moment strengt Te 5.11. orsion:where pis coefficient of 5.11.7.4.2 When shea that the shear force produc gth Va shall be computed by v (sin cw + cos or} uctural ste einforcing ba where A= 1.0 for normal weight concrete, 0.85 fot and 0.75 for “ali light-weight” concrete. when partial sand replacement is used, 5.11.7.5 Shear strength V, shall not be taken greater than 0. Newtons, where Ac is area o f concrete section resisting shea 5.1.7.6 Design yield strength of shear-friction reinf 415 MPa. 5.11.7.7 Net tension across shear plane © reinfor net | additii eam aceon) ements 44.7.9 For the purrs Purpose of Section 5.147, when Concrete, the interface for shear b FIs assume equal to 1.0%, interface shall ximately 5 mm, or Deep Flexural Members 5.11.8 shall apply to members with! ‘ace and supported on the opposite face op between the loads and the supports, ported deep flexural members for he shear strength Vesshall bel shear strength Vs shall be! en V; for deep flexural members sell iia j s when ln/a is between 2and Se a 10+ bed ial 4 ‘ection for sheat measured 5.11.8,5 Critical 5 oi jformly, a distance 0.15%ls oF Ut ter thal concentrated loa 5.1.8.6 Unless 4 ™°! 51187,Pees eer Rist cna all not exceed 2.5 and V- shall not be taken greater th factored moment occurring simult: he in Sec.5.11.85. 5.11.8.8 Where factored reinforcement sh strength Vs s §.11.8.11 Shear r 5.1.8.5 shall be used 5.11.9 Special Provisions for Brackets and Corbels 11.9.1 Provisions of Sec, 5.11.9 shall apply to brackets and ‘span-to-depth ratio a/d not greater than unity, and subject toa ee Nuc not larger than V., Distance d shall be measured at 11.9. ‘outside edge of bearing aréa shall ‘i : Dena shall5.11.9.3.2.1 For normal eater than 0.2, Weight bie bod nor 55 bud i me An to resist tensile force sile force Nuc shall not be tension reinforeement Ac é Ave + An). Viagag 5.11.9 05 adja $11.5 ii not b 511.9 ¢ or corbel, primary fen ‘be anch: lowing: (a) by a structural atlea be designed to develop