Moment Resisting Connections for Load Bearing Walls
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1 PRECAST: MOMENT RESISTING CONNECTIONS Moment Resisting Connections for Load Bearing Walls Manish Khandelwal Sr. Structural Engineer, Building Structures, Sweco India Private Limited Design philosophy for moment resisting connections A moment resisting connection (MRC) is capable of transferring, to some degree, in-plane bending moments. Although torsional moments (= out-of-plane moments) often accompany bending moments, this article does not address torsional connections torsion requires very specialized considerations such that it is difficult to generalize the approach in this article. The basic concept of a MRC is shown in Fig.1. Continuity of moment is effected by the transfer of a couple of axial forces. Because precast connections are usually erected as pinned joints, it is only end moments from imposed loads which are carried by the MRC. 1. Stabilizing and to increase the stiffness of portal and skeletal frames. 2. Reduce the depth of flexural members 3. Distributed second order moments into beams and slabs, and reduce column moments 4. Improve resistance to progressive collapse. 100 Fig.1 Principles of moment resisting connections Great care must be taken in detailing and constructing connections to be moment resisting, and the site operative should not be given the choice of weather to insert or not a vital element required to make the connection. For example, if additional bolts to those required for temporary stability are necessary to from a MRC, it is possible the site operative may omit them or insert under strength bolts. A similar situation arises where welding is required to from MRC. The locations where such connections may be made are summarized in Fig.2. These connections are used mainly to: Fig.2 Positions of moment resisting connections in skeletal structures Moment resisting connections should be proportioned such that ductile failures will occur and that the limiting strength of the connection is not governed by shear friction, short length of weld. Plates embedded in thin sections, or other similar details which may lead to brittleness. Deep spandrel beams with ample space for this propose are specified as moment resisting frames, whilst the interior frames connections are all pinned jointed beams. Fig.3 shows how precast U-beams may be used to from moment connections by making the trough continuously reinforced across the column line. A similar approach is made using post-tensioning in the trough of a precast inverted-tee beam as indicated in Fig.4. In these cases, the connection are designed as pinned jointed for self-weight loads, and moment resisting for imposed floor and horizontal loads.
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3 PRECAST: MOMENT RESISTING CONNECTIONS 2. Bolting between steel sections, plates, etc. The bolts may be friction bolts if shear forces are present. Saw-tooth plate washers may achieve similar means. 3. Threaded bars to couplers, cast-in sockets, or to nuts and plate washers. The bars may be threaded rebars, threaded bright drawn or black dowels, or long length bolts. 4. Welding to steel sections, plates, rebars, etc. In this article we will discuss about MRC by grouting to projecting bars for floor connections at load bearing walls Floor connections at load bearing walls Horizontal joints in load bearing walls occur at floor and foundation levels. Primary forces in the joint are due to vertical compression from upper storey panels and horizontal shears from floor diaphragm effects. Connections at wall supports require careful detailing particularly if the floor units are supported with in the breadth of the walls, and large wall loads are imposed. Some hollow core units may require strengthening to prevent web buckling by filling the voids to a depth coincident Fig.3 Moment continuity reinforcement placed in precast U beams Fig.5 Moment continuity across floor-wall connections with hollow core slab Fig.4 Moment continuity made by post-tensioning in the trough of a precast inverted-tee beam 102 Structural elements in a moment resisting connection MRC may be classified to: 1. Generic type, e.g. mechanical or physical; 2. Function within a structure, e.g. rigid foundations, frame action. If such connections are to be used purposefully, either in reducing sagging moments in beams, or increasing the global strength and stiffness of the frame, a moment of resistance of at least knm is usually required. If the moment capacity is less than this, then it is probably better to design the connection as pinned-jointed. The methods used to achieve these capacities involve one or more of the following methods: 1. Grouting to projecting bars, steel sections or similar. The grout may contain coarse aggregates and additives, such as expanding agents or epoxy resins, etc. An intermediate high bond sleeve may be used to reduce anchorage length. Fig.6 Moment continuity across floor-wall connections with solid slab
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7 PRECAST: MOMENT RESISTING CONNECTIONS with the edge of the walls (fig.5). In case of solid slab end part can be cut and filled by cast in situ with anchor bar for continuity. Referring to Fig.5 the bearing length ls should be 75mm minimum so that the clamping force N (acting in the vicinity of the precast slab and not the in situ infill) may generate s frictional force F= µn over a sufficient contact length. The wall thickness should therefore be at least 200 mm. allowing a 50 mm wide gap for in situ concrete infill. It is assumed that the lever arm from the bearing ledge to the centroid of the tie steel bars is 0.8d, and to the center of bearing pressure is 0.67 ls. The tensile capacity of concrete is ignored. The moment capacity of such connections is given by: M= µnh lsn +0.95fyAs0.8d Where µ= coefficient of friction Fy = yield stress in tie bars of area As d = effective depth to tie bars from bearing ledge Reference Precast Concrete Structure-Kim S Elliot Sample calculation for design of dowel for wall to wall moment connection Wall ID WP-01-4A Story ID 1 Wall & Story ID(from Etabs) WP-01-4A-1 Load case UDCON19 MAX Grade of concrete(fck) 30 N/mm2 Yield stress of steel(fy) 415 N/mm2 Dia of dowel bar used(φ) mm Wall length(l) 4.15 m Wall thickness(t) 0.15 m Height of wall(h) 2.95 m A 4.15* m2 Z 0.15*4.15^2/ m3 Force details(from Etabs) Max. shear force(v) kn Max. pier force(p) kn Moment(M) 18 Kn-m Tension(T) 0 kn Design for shear µ Friction factor 0.6 Φ (Strength reduction factor for shear) 0.75 Φ(Strength reduction factor Moment) 0.87 Resistance of one dowel by shear friction 0.6*0.75*0.785*16.00^2*415/ kn Additional frictional resistance by pier force 0.6*0.75* kn Check for dowel requirement >38.3 so dowel not required Nos of dowel provided 10 nos Shear force in each dowel ROUND(38.30/ 10,1) 3.8 kn Shear capacity of dowels 10*0.6*415*0.785*16.00^2/ kn Design for tension Tension capacity of dowels 10*0.87*415*0.785*16.00^2/ kn Check for combined shear and tension (38.30/ )^2+(0/725.6)^ <1 Check for extra dowel due to tension So no extra dowel required Check for dowel subjected to combined Axial compression & Bending Max stress(p/a+m/z) ((578.21/0.623)+(18/0.431))/ N/mm2 Min stress(p/a-m/z) ((578.21/0.623)-(18/0.431))/ N/mm2 106
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9 PRECAST: MOMENT RESISTING CONNECTIONS X (4.15*0.8878)/( ) m Compressive force 0.5*( )* *1000* kn Tensile force(t) 0.5*1.9832*0.8878*1000* kn Capacity check of dowel in tension zone Distance of edge dowel from face of wall panel 0.25 m Center to center distance between dowel (4.15-2*0.25)/( 10-1) m No. of dowel in tension zone ROUND(( )/0.406,0) 4 nos Tension capacity of dowels in tension zone which already provided kn Requirement of extra dowel > so no extra dowel reqd. Moment of resistance dcomp 4.15*1000/ mm d 4.15*1000* mm As 10*0.785*16.00^2/ mm2 a C.G. of load ΦMn ΦMn Note- factors can be vary according to different codes (1005* *1000)/0.85/30/0.15/ 1000/0.92 (1005*415*0.25*4.15* *1000*4.15*1000*0.5)/ (578.21* *415) ((1005* *1000)*((4.15* )-283/2))*0.87/10^6 0.87*((1005*415*( /2) *1000*( /2))/10^6) 283 mm 1640 mm Kn-m 108
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