Schöck Isokorb type OXT

Transcription

1 Suitable for cantilever elements. It transmits positive shear forces and normal forces. 225

2

3 Element arrangement Installation cross sections Slab 120 Type Type Type Type ZXT Type ZXT Type ZXT Cantilever, ZXT: Cantilever element Cantilever x Slab : Cantilever element with non-load bearing cavity masonry Centering strip Cantilever x Slab : Connection of a cantilever element as floor support; centring battens prevent a displacement of the load application point x Cantilever Slab : Surrounding cornice 5 Element arangement/installation cross-section For insulation between the Schöck Isokorb, Schöck Isokorb supplementary type ZXT (see p.169) are available in R0 or as fire protection model. For surrounding cornices larger cantilever depths are also available to maintain the specific edge conditions. 227

4 Product selection Type designations Special designs variants The configuration of the can be varied as follows: Isokorb height: H = mm Cantilever depths: 16: Cantilever depth 160 mm (CV35) and 155 mm (CV30) 20: Cantilever depth 200 mm (CV35) and 195 mm (CV30) Fire resistance class: R0 (Standard), R90 Type designations in planning documents 20-H200-R90 Type/Load capacity Isokorb height Fire protection 5 Special designs Please contact the design support department if you have connections that are not possible with the standard product variants shown in this information (contact details on page 3). 228

5 C25/30 design Position of the load application point [mm] Design values with Balcony-side strength class C25/30 Floor-side strength class C25/30 V Rd,z [kn/element] ±1/10 V Ed,z N Rd,x [kn/element] ±1/10 V Ed,z Isokorb length [mm] Tension/compression bars Pressure bearing (pce) Maximum distance x max [mm] Minimum height floor H min [mm] x V Rd,z N Rd,x Hmin : Distance of the load application point x (load distance) 5 Notes on design The shear force loading of the slabs in the area of the insulation joint is to be limited to V Rd, max, whereby V Rd, max, acc. to BS EN (EC2), Exp. (6.9) is determined for θ = 45 and α = 90 (slab load-bearing capacity). The allowable normal force N Rd,x is dependent on the actual effective shear force V Ed,z The indicative minimum strength class of the external structural component is C32/

6 Expansion joint spacing Edge spacing Maximum expansion joint spacing Expansion joints are to be arranged in the external structural components. The longitudinal change due to temeperature is related to the maximum distance e a of the outer edges of the outermost Schöck Isokorb types. With this the outer structural component can project laterally over the Schöck Isokorb. With fi xed points such as, for example corners, half the maximum length e a applies. The shear force transmission in the expansion joint can be ensured using a longitudinally displaceable shear force dowel, e.g. Schöck Dowel. Slab Type Type Type Type Type : Expansion joint arrangement Cantilever Schöck Isokorb type 16, 20 Spacing e a [m] Insulating element thickness [mm] e a Expansion joint Schöck dowel ESD-K 5 Edge distances The Schöck Isokorb must be so arranged at the expansion joint that the following conditions are met: The distance of the insulation member from the edge of the structural component or of the expansion joint: e R 30 mm applies. Slab Cantilever 250 : Edge distance to be maintained 230

7 Product description Concrete cover T x max l 120 CVu CVo CV l CVDl Hmin : Product section : Product plan view Isokorb length [mm] Loop length l [mm] Maximum distance x max [mm] Cantilever depth T (CV30) [mm] Cantilever depth T (CV35) [mm] Minimum height floor H min [mm] Concrete cover The covers CV o, CV u and CV Dl of the vary in depending on the floor height. As stainless, ribbed reinforcing steel is used for the reinforcement of the balustrade in the area of the Schöck Isokorb there is no risk of corrosion. Therefore, also with an exposure class XC3/4 a cover in the area of the of CV = 30 mm is sufficient. Schöck Isokorb type 16, 20 Isokorb height H [mm] Concrete cover with CV o CV u CV Dl Product information Download further product plan views and cross-sections at 231

8 Fire protection configuration Product configuration with fire protection requirement with R90: Product section; fire protection slab top and bottom with R90: Product plan view; fire protection slabs at the sides 232

9 On-site reinforcement h Pos. 2 Pos. 1 Pos. 4 Pos. 5 Pos. 3 Pos. 1 Pos. 4 Pos. 5 Pos. 2 Pos. 3 2h : On-site reinforcement The reinforcement of the reinforced slab is determined from the structural engineer s design. With this the effective moment, the effective normal force and the effective shear force should be taken into account. In addition, it is to be ensured that the tension bars of the Schöck Isokorb are 100% lapped. The existing floor reinforcement can be taken into account so far as the maximum separation to the tension bars of 4 is maintained. Additional reinforcement may be required. Recommendation for the on-site connection reinforcement Details of the lapping reinforcement for Schöck Isokorb with a loading of 100 % of the maximum design moment with C25/30; positively selected: a s lapping reinforcement a s Isokorb tension bars/compression members. Schöck Isokorb type On-site reinforcement Pos. 1 Lapping reinforcement Location Concrete strength class C25/30 Pos. 1 [mm²/element] Floor side 200 Lap length l 0 [mm] Floor side 640 Pos. 2 Steel bars along the insulation joint Pos. 2 Floor side 2 H8 Pos. 5 Stirrup as suspension reinforcement Pos. 3 Floor side H8@250 Pos. 4 Stirrup Pos. 4 Cantilever side 5 H8 Pos. 5 Steel bar along the insulation joint Pos. 5 Cantilever side 4 H8 or acc. to static requirements 5 Information about on-site reinforcement Alternative connection reinforcement is possible. The rules acc. to BS EN (EC2) and BS EN /NA apply for the determination of lap lengths. A reduction of the required lap length with V Ed /V Rd is permitted. The indicative minimum strength class of the external structural component is C32/

10 Design example Wall structure design example x = Cantilever Slab : Wall structure for design example 234

11 Design example Given: Cantilever side C25/30 Floor side C25/30 Overall length of cantilever l = m Height of outer masonry tier: h MW = 2.50 m Thickness of the outer masonry tier: d MW = 11.5 cm Thickness of insulation material: d D = 16 cm Height of the cantilever or thickness of the floor: h Concrete = 20 cm Wind load n Ed,x = 1.0 kn/m² (height to be taken into account for the wind load: h Wind = 0.60 m) Specific weight γ Concrete = kn/m³, Specific weight masonry γ MW = kn/m³ Required: Required number of related to the overall length of the cantilever. Shear force: V Ed,z,ges. = γ G l (γ MW h MW d MW + γ Concrete h Concrete T Console ) = m (22.00 [kn/m³] 2.50 m m [kn/m³] 0.20 m m) = kn N Ed,x,ges. = γ Q l n Ed,x h Wind = m 1.0 [kn/m²] 0.60 m = 13.5 kn Note: Assuming cantilever depth T = 155mm, type 16 is selected. x = 160 mm mm/2-120 mm = 97.5 mm, i.e. x < 105 mm. Design table: V Rd,z = 22.2 [kn/element] V Ed,z,ges. /V Rd,z = kn/22.2 [kn/element] = 6.5 element, 7 required, spacing m/7 = 2.14 m V Ed,z = V Ed,z,ges. /7 = kn/7 = 20.5 [kn/element] V Rd,z = 22.2 kn NW o.k. Normal force: N Rd,x = 1/10 V Ed,z = 1/ [kn/element] = 2.05 [kn/element] N Rd,x,ges. /7 = 13.5 kn/7 = 1.9 [kn/element] 1.9 [kn/element] < 2.05 [kn/element] NW o.k. Note: Selected: The required number of is determined by the shear force acceptance capacity V Rd,z. The allowable normal force N Rd,x results depending on the actual effective shear force V Ed,z. 10 elements of the 16-H200 which, taking into account the required expansion joint, are arranged at the ends of the cantilever and distributed evenly between over the length. Using 10 the position of the expansion joint can vary to maintain sensible edge distances of the Isokorb. Through this the deflection camber of the cantilever can, in any case, be minimised. 235

12 Installation instructions l A 3B 8 5 ø 8 a 4 ø ø 8 c 2 ø 8 h h-c 1 -c 2 ø 6/250 mm c

13 Installation instructions

14 3 Check list Have the loads on the Schöck Isokorb connection been specified at design level? Has the maximum separation of the outermost Schöck Isokorb types as a result of expansion in the outer structural components been maintained? Have the requirements for on-site reinforcement of connections been defined in each case? Are the requirements with regard to fire protection explained and is the appropriate addendum entered in the Isokorb type description in the implementation plans? 238