Schöck dowel Type plus Schöck dowel type plus Contents Page Design joints 10 Connection options 11 Dimensions 12-13 Installation information/notes 14-15 Design/On-site reinforcement 16-29 Punching shear proof 30 Slab bearing limit 31 Calculation example 32-34 Installation instructions 35-36 Fire protection collar/dimensions 46-47 Invitation to tender form 48 Reference projects 50 9
Schöck dowel Type plus Design joints Why are expansion joints required? Expansion joints are required to enable structural components to move in relation to one another. This avoids restraint forces and therefore construction damage. Potential causes of construction element movement are: x Temperature changes Shrinkage Creeping Expansion Differential settlement Complex and expensive structures The implementation of expansion joint structures with downstand beams or corbels is timeconsuming and requires elaborate formwork and reinforcement. These corbels are not only expensive to manufacture, but time-consuming work on the ensuing interior finishing make corbels uneconomic. The solution The Schöck dowel Type plus system. The constant high bearing capacity for joint widths up to 40 mm provides a high level of safety during design and implementation. The formwork and reinforcement costs are significantly reduced due to the dowel construction. The resulting gain in volume and area improves the spatial potential. b w b w 10
Schöck dowel Type plus Connection options Figure 1: Connection between slab and wall Figure 2: Connection between slab and downstand edge Zeichn.Nr.:25307093 Seite 13, Bild 1 Figure 3: Connection between slab and beam face Zeichn.Nr.:25307095 Seite 13, Bild 3 Figure 5: Connection between beam face and support column Figure 4: Connection between slab and support column Zeichn.Nr.:25307096 Seite 13, Bild 4 Figure 6: Connection between beam edge and beam face Zeichn.Nr.:25307097 Seite 13, Bild 5 Zeichn.Nr.:25307098 Seite 13, Bild 6 Figure 7: Connection between wall and wall (face to face) Figure 8: Connection between wall and wall (face to edge) Zeichn.Nr.:25307099 Zeichn.Nr.:25307100 11 Seite 13, Bild 7 Seite 13, Bild 8
Schöck dowel Type plus Dimensions 40 plus to 80 plus/or Q 40 plus to Q 80 plus Side view B A Cross-section A-A sleeve l b,d Expansion joint l b,h Q h B b FH B A c D c H h FD d H D h FH d D h FH e D e H b FH t D t H Plan view Cross-section B-B dowel D b FD Maximum shear force V Rd,s from 24.2 kn to 111.2 kn Sleeve Dowel Dimensions [mm] P Dowel Dowel length P U-bar U-bar length U-bar height U-bar spacing Faceplate Faceplate height Faceplate width Sleeve length P U-bar U-bar length U-bar spacing Faceplate Faceplate height Faceplate width D e D d D l b,d h B c D t D h FD b FD e H d H l b,h c H t H h FH b FH Schöck dowel Type plus 40 Q 40 50 Q 50 60 Q 60 70 Q 70 80 Q 80 22 22 24 27 30 100 115 130 145 155 10 10 12 12 14 146 146 169 220 238 100 100 120 140 180 42 42 46 49 54 4 4 4 5 6 85 87 117 129 144 65 85 85 95 110 165 10 146 168 45 80 4 5 85 95 65 105 180 195 211 221 10 12 12 12 14 14 146 45 4 87 85 175 80 6 95 110 169 48 4 117 85 171 83 6 110 120 220 53 5 129 95 214 86 8 110 130 238 61 6 144 110 16 294 97 8 130 165 Manufactory tolerances for bent bar length: ± 10 mm Manufactory tolerances for bent bar height: ± 5 mm 12
Schöck dowel Type plus Dimensions 120 plus/ 150 plus and Q 120 plus/ Q 150 plus Side view B A l b,h Cross-section A-A sleeve l b,d Expansion joint Q h B b FH B A c D c H h FD d D d H D h FH h FH e D e H b FH t D t H Plan view Cross-section B-B dowel D b FD Maximum shear force V Rd,s from 144.3 kn to 263.5 kn Sleeve Dowel Dimensions [mm] P Dowel Dowel length P U-bar U-bar length U-bar height U-bar spacing Faceplate Faceplate height Faceplate width Sleeve length P U-bar U-bar length U-bar spacing Faceplate Faceplate height Faceplate width D e D d D l b,d h B c D t D h FD b FD e H d H l b,h c H t H h FH b FH Schöck dowel Type plus 120 Q 120 150 Q 150 37 42 190 230 16 20 457 458 170 210 73 82 8 10 165 180 130 145 258 258 300 300 16 457 75 8 165 130 20 448 110 10 180 180 20 458 85 10 180 145 25 536 120 10 210 Manufactory tolerances for bent bar length: ± 10 mm Manufactory tolerances for bent bar height: ± 5 mm 13
Schöck dowel Type plus Installation information position on-site additional reinforcement (by others) in accordance with pages 16-29 position on-site additional reinforcement (by others) in accordance with pages 16-29 h min h min < h < 1.5 h min Figure 1: Installation for minimum slab thickness h min Figure 2: Installation for slab thickness h min < h < 1.5 h min position on-site additional reinforcement (by others) in accordance with pages 16-29 position on-site additional reinforcement (by others) in accordance with pages 16-29 h min (h min + e V ) h 1.5 h min h min /2 h min 2 cm design structural suspension reinforcement for existing V Ed /3 can also positioned in the in-situ concrete area Figure 3: Installation for large slab thicknesses h 1.5 h min Figure 4: Installation for precast floor slabs b w Figure 5: Connection of slab to wall Figure 6: Beam joint configuration 14
Schöck dowel Type plus Notes Area of application for the use of the Schöck dowel system The Schöck heavy duty dowel plus is for the transfer of primarily stationary, structurally relevant shear forces in expansion joints. Expansion joints up to a 60 mm joint width can be produced using the plus. The constant dowel bearing strength up to a joint width of 40 mm offers maximum design safety. This takes tolerances into account and helps the structural engineers to determine the appropriate joint width with respect to the design calculation. The dowel and sleeve are made of approved stainless steel with material numbers 1.4462, 1.4571 and 1.4404 under the German technical approval Z-30.3-6 and therefore offer durable and maintenance-free solutions for all corrosion resistance class III applications. The dowel system covers all expansion joints using all standard concretes from C20/25 to C50/60. The existing construction element reinforcement may be taken into account for the required reinforcement and A sx2. The additional hanging reinforcement A sx1 must always be installed. Construction notes Expansion joints are systematically included for the avoidance of stresses in construction elements. Great care must be taken to ensure that longitudinal and transverse directions in the slab are investigated for possible movement effects such as temperature changes, shrinkage, creeping, expansion and differential settlement. For long expansion joints or expansion joints which follow structural corners, Type Q plus heavy duty dowels which are movable along two axes must be used. Single axis movement (only along dowel axis): Schöck shear load dowel Type plus Double axis movement (along dowel axis and horizontally in direction of the expansion joint): Schöck shear load dowel Type Q plus plus Q plus Direction of movement Q plus Fixed point Dowel choice for recessed corners or long expansion joints 15
Schöck dowel Type 40 plus Design/On-site reinforcement The shear resistance of plus is the smaller value of V Rd,s (table and V Rd,b (table 4). Design resistance steel V Rd,s Schöck dowel type Joint width f [mm] V Rd,s [kn] C 20/25 C 30/37 40 plus Q 40 plus 40 31.4 35.1 50 29.6 31.9 60 26.9 40 31.4 35.1 50 60 28.7 24.2 Table 1 Minimum member dimensions and dowel spacings Dimension in [mm] Minimum slab thickness h min Wall thickness b w Minimum horizontal dowel spacing e h, min Minimum distance to edge e R,min Beam width b u Minimum vertical dowel spacing e v, min 40 plus Q 40 plus 160 185 240 120 240 120 Table 2 Geometrical minimum for dowel arrangement Slab Wall Beam h min e v 0.5 h min e R, min e h, min b w b u 0.5 h min Table 3 16
Schöck dowel Type 40 plus Design/On-site reinforcement Design resistance concrete V Rd,b Schöck dowel type Table 4 40 plus Q 40 plus Slab depth V Rd,b = min V Rd,ct h [kn] A sx1 A sx2 Pos. 1 [mm] C 20/25 C 30/37 160 25.9 31.7 4 P 8 3 P 10 2 P 8 180 38.7 47.4 2 P 10 4 P 10 3 P 12 e 1 = 65 mm 41.8 51.2 160 31.6 38.7 3 P 10 2 P 8 180 34.9 42.8 4 P 10 2 P 10 3 P 12 e 1 = 65 mm 38.2 46.7 Required minimum dowel spacing for design resistance concrete V Rd,b from table 4 { V Rd,c Dimension in [mm] Slab thickness h in [mm] 160 40 plus Critical dowel spacing e h, crit Critical edge distance e R, crit 180 160 180 480 510 350 390 415 Table 5 If smaller spacing is necessary the punching shear proof must be carried out in accordance with page 30. The smallest possible dowel spacings are e h, min and e R, min. 425 Q 40 plus 455 510 540 360 405 430 Position on-site reinforcement (by others) Elevation A sx2 Cross-section All dimensions in [mm] s 2 s 1 l c1 s 1 s 2 e 1 160 Suspension reinforcement A sx1 Pos.1 30 1.5. d m l c1 + 3. d m h 300 mm h > 300 mm Pos.1: 2 P 8 U-bar s 1 s 2,3 30 mm 240 If s 1, s 2, s 3 are exceeded, then the slab bearing limit (V Rd,c ) must be calculated in accordance with page 31. Table 6 The selected U-bar A sx and the longitudinal reinforcement are examples. Other U-bars and longitudinal reinforcement are permitted. If the specified reinforcement or the critical dowel spacings (e h,crit, e R,crit ) are not met, then the punching shear (V Rd,ct ) and slab bearing limit (V Rd,c ) must be calculated in accordance with page 30-31. 40 plus: l c1 = 62 mm Q 40 plus: l c1 = 92 mm 17
Schöck dowel Type 50 plus Design/On-site reinforcement The shear resistance of plus is the smaller value of V Rd,s (table and V Rd,b (table 4). Design resistance steel V Rd,s Schöck dowel type Joint width f [mm] V Rd,s [kn] C 20/25 C 30/37 50 plus Q 50 plus 40 42.7 47.7 50 40.7 42.1 60 35.6 40 42.7 46.3 50 60 37.9 32.0 Table 1 Minimum member dimensions and dowel spacings Dimension in [mm] Minimum slab thickness h min Wall thickness b w Minimum horizontal dowel spacing e h, min Minimum distance to edge e R,min Beam width b u Minimum vertical dowel spacing e v, min 50 plus Q 50 plus 160 210 240 120 240 120 Table 2 Geometrical minimum for dowel arrangement Slab Wall Beam h min e v 0.5 h min e R,min e h,min b w b u 0.5 h min Table 3 18
Schöck dowel Type 50 plus Design/On-site reinforcement Design resistance concrete V Rd,b Schöck dowel type Table 4 50 plus Q 50 plus Slab depth V Rd,b = min V Rd,ct h [kn] [mm] C 20/25 C 30/37 A sx1 A sx2 Pos. 1 160 45.7 56.0 2 P 10 180 49.7 60.8 4 P 12 2 P 12 3 P 12 2 P 8 e 1 = 80 mm 160 53.5 40.2 65.5 49.3 2 P 10 180 44.3 48.3 54.2 59.1 4 P 12 2 P 12 3 P 12 2 P 8 e 1 = 80 mm Required minimum dowel spacing for design resistance concrete V Rd,b from table 4 { V Rd,c Dimension in [mm] Slab thickness h in [mm] 50 plus 160 420 Critical dowel spacing eh, crit Critical edge distance e R, crit 180 160 180 480 515 345 390 415 Table 5 If smaller spacing is necessary the punching shear proof must be carried out in accordance with page 30. The smallest possible dowel spacings are e h, min and e R, min. Position on-site reinforcement (by others) Q 50 plus 455 515 550 360 405 430 Elevation A sx2 Cross-section All dimensions in [mm] s 2 s 1 l c1 s 1 s 2 e 1 160 Suspension reinforcement A sx1 Pos.1 30 1.5. d m l c1 + 3. d m h 300 mm h > 300 mm Pos.1: 2 P 8 U-bar s 1 s 2,3 32 mm 240 If s 1, s 2, s 3 are exceeded, then the slab bearing limit (V Rd,c ) must be calculated in accordance with page 31. Table 6 The selected U-bar A sx and the longitudinal reinforcement are examples. Other U-bars and longitudinal reinforcement are permitted. If the specified reinforcement or the critical dowel spacings (e h,crit, e R,crit ) are not met, then the punching shear (V Rd,ct ) and slab bearing limit (V Rd,c ) must be calculated in accordance with page 30-31. 50 plus: l c1 = 64 mm Q 50 plus: l c1 = 98 mm 19
Schöck dowel Type 60 plus Design/On-site reinforcement The shear resistance of plus is the smaller value of V Rd,s (table and V Rd,b (table 4). Design resistance steel V Rd,s Schöck dowel type Joint width f [mm] V Rd,s [kn] C 20/25 C 30/37 60 plus Q 60 plus 40 61.5 65.9 50 60 54.3 46.0 40 59.2 59.3 50 60 48.8 41.4 Table 1 Minimum member dimensions and dowel spacings Dimension in [mm] 60 plus Q 60 plus Minimum slab thickness h min 180 Wall thickness b w 215 Minimum horizontal dowel spacing e h, min 270 Minimum distance to edge e R,min 135 Beam width b u 270 Minimum vertical dowel spacing e v, min 140 Table 2 Geometrical minimum for dowel arrangement Slab Wall Beam h min e v 0.5 h min e R,min e h,min b w b u 0.5 h min Table 3 20
Schöck dowel Type 60 plus Design/On-site reinforcement Design resistance concrete V Rd,b Schöck dowel type Table 4 60 plus Q 60 plus { V Rd,c Slab depth V Rd,b = min V h Rd,ct [kn] [mm] C 20/25 C 30/37 A sx1 A sx2 Pos. 1 180 61.1 69.8 69.9 79.8 2 P 16 4 P 12 3 P 12 2 P 8 e 1 = 95 mm 220 75.4 89.8 180 60.5 71.9 2 P 8 65.2 79.9 2 P 16 4 P 12 3 P 12 e 1 = 95 mm 220 69.9 85.6 Required minimum dowel spacing for design resistance concrete V Rd,b from table 4 Dimension in [mm] Critical dowel spacing eh, crit Critical edge distance e R, crit Slab thickness h in [mm] 180 220 180 220 60 plus Table 5 If smaller spacing is necessary the punching shear proof must be carried out in accordance with page 30. The smallest possible dowel spacings are e h, min and e R, min. 485 540 575 390 435 460 Q 60 plus 520 575 610 405 450 475 Position on-site reinforcement (by others) Elevation A sx2 Cross-section All dimensions in [mm] s 2 s 1 l c1 s 1 s 2 e 1 180 Suspension reinforcement A sx1 Pos.1 30 1.5. d m l c1 + 3. d m h 300 mm h > 300 mm Pos.1: 2 P 8 U-bar s 1 s 2,3 34 mm 320 If s 1, s 2, s 3 are exceeded, then the slab bearing limit (V Rd,c ) must be calculated in accordance with page 31. Table 6 The selected U-bar A sx and the longitudinal reinforcement are examples. Other U-bars and longitudinal reinforcement are permitted. If the specified reinforcement or the critical dowel spacings (e h,crit, e R,crit ) are not met, then the punching shear (V Rd,ct ) and slab bearing limit (V Rd,c ) must be calculated in accordance with page 30-31. 60 plus: l c1 = 72 mm Q 60 plus: l c1 = 106 mm 21
Schöck dowel Type 70 plus Design/On-site reinforcement The shear resistance of plus is the smaller value of V Rd,s (table and V Rd,b (table 4). Design resistance steel V Rd,s Schöck dowel type Joint width f [mm] V Rd,s [kn] C 20/25 C 30/37 70 plus Q 70 plus 40 71.1 79.5 50 68.4 76.2 60 64.8 40 71.1 79.5 50 60 68.4 58.3 Table 1 Minimum member dimensions and dowel spacings Dimension in [mm] 70 plus Q 70 plus Minimum slab thickness h min Wall thickness b w 255 250 Minimum horizontal dowel spacing e h, min 300 Minimum distance to edge e R,min 150 Beam width b u 300 Minimum vertical dowel spacing e v, min 160 Table 2 Geometrical minimum for dowel arrangement Slab Wall Beam h min e v 0.5 h min e R,min e h,min b w b u 0.5 h min Table 3 22
Schöck dowel Type 70 plus Design/On-site reinforcement Design resistance concrete V Rd,b Schöck dowel type Table 4 70 plus Q 70 plus Slab depth h [mm] V Rd,b = min { V Rd,c V Rd,ct [kn] C 20/25 C 30/37 A sx1 A sx2 Pos. 1 240 67.9 84.8 77.7 97.0 6 P 12 2 P 12 3 P 12 280 240 280 93.8 69.0 77.8 103.1 114.9 84.3 95.3 125.3 6 P 12 2 P 12 3 P 12 Required minimum dowel spacing for design resistance concrete V Rd,b from table 4 2 P 8 e 1 = 105 mm 2 P 8 e 1 = 105 mm Dimension in [mm] Critical dowel spacing eh, crit Critical edge distance e R, crit Slab thickness h in [mm] 240 280 240 280 70 plus Table 5 If smaller spacing is necessary the punching shear proof must be carried out in accordance with page 30. The smallest possible dowel spacings are e h, min and e R, min. Position on-site reinforcement (by others) 550 640 790 440 510 630 Q 70 plus 585 675 825 460 530 645 Elevation s 1 A sx2 s 3 s 2 l c1 s 1 s 2 s 3 Cross-section e 1 All dimensions in [mm] Suspension reinforcement A sx1 Pos.1 30 1.5. d m l c1 + 3. d m h 300 mm h > 300 mm Pos.1: 2 P 8 U-bar s 1 s 2,3 32 mm 320 If s 1, s 2, s 3 are exceeded, then the slab bearing limit (V Rd,c ) must be calculated in accordance with page 31. Table 6 The selected U-bar A sx and the longitudinal reinforcement are examples. Other U-bars and longitudinal reinforcement are permitted. If the specified reinforcement or the critical dowel spacings (e h,crit, e R,crit ) are not met, then the punching shear (V Rd,ct ) and slab bearing limit (V Rd,c ) must be calculated in accordance with page 30-31. 70 plus: l c1 = 73 mm Q 70 plus: l c1 = 111 mm 23
Schöck dowel Type 80 plus Design/On-site reinforcement The shear resistance of plus is the smaller value of V Rd,s (table and V Rd,b (table 4). Design resistance steel V Rd,s Schöck dowel type Joint width f [mm] V Rd,s [kn] C 20/25 C 30/37 80 plus Q 80 plus 40 98.5 110.1 50 95.0 103.0 60 87.9 40 98.5 110.1 50 60 92.7 79.1 Table 1 Minimum member dimensions and dowel spacings Dimension in [mm] 80 plus Q 80 plus Minimum slab thickness h min 240 Wall thickness b w 275 305 + c nom * Minimum horizontal dowel spacing e h, min 360 Minimum distance to edge e R,min 240 Beam width b u 360 Minimum vertical dowel spacing e v, min Table 2 Geometrical minimum for dowel arrangement Slab Wall Beam h min e v 0.5 h min e R,min e h,min b w b u 0.5 h min Table 3 *c nom according to DIN 1045-1: 8-08 24
Schöck dowel Type 80 plus Design/On-site reinforcement Design resistance concrete V Rd,b Schöck dowel type Table 4 80 plus Q 80 plus Slab depth h [mm] 240 280 320 240 280 320 V Rd,b = min 104.8 134.6 157.7 107.1 137.0 160.1 V Rd,c V Rd,ct [kn] C 20/25 C 30/37 A sx1 A sx2 Pos. 1 119.9 6 P 16 2 P 12 154.0 180.5 8 P 16 2 P 16 122.6 6 P 16 2 P 12 156.8 183.3 8 P 16 2 P 16 Required minimum dowel spacing for design resistance concrete V Rd,b from table 4 { 3 P 16 3 P 16 2 P 8 e 1 = 115 mm 2 P 8 e 1 = 115 mm Dimension in [mm] Critical dowel spacing eh, crit Critical edge distance e R, crit Slab thickness h in [mm] 240 280 320 240 280 320 80 plus Table 5 If smaller spacing is necessary the punching shear proof must be carried out in accordance with page 30. The smallest possible dowel spacings are e h, min and e R, min. Position on-site reinforcement (by others) 670 765 910 535 605 720 Q 80 plus 705 800 945 550 620 735 Elevation A sx2 Cross-section e 1 All dimensions in [mm] s 3 s 2 s 1 l c1 s 1 s 2 s 3 240 Suspension reinforcement A sx1 Pos.1 30 1.5. d m l c1 + 3. d m s 1 s 2,3 h 300 mm h > 300 mm 36 mm If s 1, s 2, s 3 are exceeded, then the slab bearing limit (V Rd,c ) must be calculated in accordance with page 31. Table 6 Pos.1: 2 P 8 U-bar 320 The selected U-bar A sx and the longitudinal reinforcement are examples. Other U-bars and longitudinal reinforcement are permitted. If the specified reinforcement or the critical dowel spacings (e h,crit, e R,crit ) are not met, then the punching shear (V Rd,ct ) and slab bearing limit (V Rd,c ) must be calculated in accordance with page 30-31. 80 plus: l c1 = 89 mm Q 80 plus: l c1 = 122 mm 25
Schöck dowel Type 120 plus Design/On-site reinforcement The shear resistance of plus is the smaller value of V Rd,s (table and V Rd,b (table 4). Design resistance steel V Rd,s Schöck dowel type Joint width f [mm] V Rd,s [kn] C 20/25 C 30/37 120 plus Q 120 plus 40 176.7 197.6 50 171.7 186.0 60 160.4 40 176.7 197.6 50 60 167.4 144.3 Table 1 Minimum member dimensions and dowel spacings Dimension in [mm] 120 plus Q 120 plus Minimum slab thickness h min 300 Wall thickness b w 460 + c nom * Minimum horizontal dowel spacing e h, min 450 Minimum distance to edge e R,min 225 Beam width b u 450 Minimum vertical dowel spacing e v, min 190 Table 2 Geometrical minimum for dowel arrangement Slab Wall Beam h min e v 0.5 h min e R,min e h,min b w b u 0.5 h min Table 3 *c nom according to DIN 1045-1: 8-08 26
Schöck dowel Type 120 plus Design/On-site reinforcement Design resistance concrete V Rd,b Schöck dowel type Table 4 120 plus Q 120 plus Slab depth h [mm] 300 350 400 300 350 400 V Rd,b = min 154.1 207.7 243.3 167.4 187.6 234.8 V Rd,c V Rd,ct [kn] C 20/25 C 30/37 176.4 8 P 16 238.4 278.5 191.6 229.8 282.6 A sx1 A sx2 Pos. 1 8 P 20 6 P 16 8 P 20 2 P 16 2 P 16 Required minimum dowel spacing for design resistance concrete V Rd,b from table 4 { 4 P 16 4 P 20 4 P 16 4 P 20 2 P 10 e 1 = 1 2 P 10 e 1 = 1 Dimension in [mm] Slab thickness h in [mm] 120 plus 300 825 Critical dowel spacing eh, crit Critical edge distance e R, crit 350 400 300 350 400 1015 1165 645 795 910 Table 5 If smaller spacing is necessary the punching shear proof must be carried out in accordance with page 30. The smallest possible dowel spacings are e h, min and e R, min. Position on-site reinforcement (by others) Q 120 plus 860 1050 1 665 815 930 Elevation A e 1 sx2 Cross-section All dimensions in [mm] s 3 s 2 s 1 l c1 s 1 s 2 s 3 300 Suspension reinforcement A sx1 Pos.1 30 1.5. d m l c1 + 3. d m h 300 mm h > 300 mm Pos.1: 2 P 8 U-bar s 1 s 2,3 40 mm 400 If s 1, s 2, s 3 are exceeded, then the slab bearing limit (V Rd,c ) must be calculated in accordance with page 31. Table 6 The selected U-bar A sx and the longitudinal reinforcement are examples. Other U-bars and longitudinal reinforcement are permitted. If the specified reinforcement or the critical dowel spacings (e h,crit, e R,crit ) are not met, then the punching shear (V Rd,ct ) and slab bearing limit (V Rd,c ) must be calculated in accordance with page 30-31. 120 plus: l c1 = 114 mm Q 120 plus: l c1 = 151 mm 27
Schöck dowel Type 150 plus Design/On-site reinforcement The shear resistance of plus is the smaller value of V Rd,s (table and V Rd,b (table 4). Design resistance steel V Rd,s Schöck dowel type Joint width f [mm] V Rd,s [kn] C 20/25 C 30/37 150 plus Q 150 plus 40 235.7 263.5 50 230.1 257.2 60 224.7 40 50 235.7 230.1 260.2 237.6 60 206.4 Table 1 Minimum member dimensions and dowel spacings Dimension in [mm] 150 plus Q 150 plus Minimum slab thickness h min 350 Wall thickness b w 460 + c nom * 540 + c nom * Minimum horizontal dowel spacing e h, min 530 Minimum distance to edge e R,min 265 Beam width b u 530 Minimum vertical dowel spacing e v, min 235 Table 2 Geometrical minimum for dowel arrangement Slab Wall Beam h min e v 0.5 h min e R,min e h,min b w b u 0.5 h min Table 3 *c nom according to DIN 1045-1: 8-08 28
Schöck dowel Type 150 plus Design/On-site reinforcement Design resistance concrete V Rd,b Schöck dowel type Table 4 150 plus Q 150 plus Slab depth h [mm] 350 400 450 350 400 450 V Rd,b = min 209.9 277.7 318.4 193.1 248.4 323.0 Required minimum dowel spacing for design resistance concrete V Rd,b from table 4 { V Rd,c V Rd,ct [kn] C 20/25 C 30/37 240.3 8 P 20 317.9 364.5 236.5 304.2 369.7 A sx1 A sx2 Pos. 1 8 P 25 8 P 20 8 P 25 4 P 20 2 P 16 4 P 25 4 P 20 2 P 16 4 P 25 2 P 12 e 1 = 185 mm 2 P 12 e 1 = 185 mm Dimension in [mm] Critical dowel spacing eh, crit Critical edge distance e R, crit Position on-site reinforcement (by others) Slab thickness h in [mm] 350 400 450 350 400 450 150 plus 1030 1165 1315 805 910 1025 Table 5 If smaller spacing is necessary the punching shear proof must be carried out in accordance with page 30. The smallest possible dowel spacings are e h, min and e R, min. Q 150 plus 1075 1205 1355 825 930 1045 Elevation A sx2 Cross-section e 1 All dimensions in [mm] s 3 s 2 s 1 l c1 s 1 s 2 s 3 350 Suspension reinforcement A sx1 Pos.1 l c1 + 3. d m 30 1.5. d m h 300 mm h > 300 mm s 1 s 2,3 If s 1, s 2, s 3 are exceeded, then the slab bearing limit (V Rd,c ) must be calculated in accordance with page 31. Table 6 Pos.1: 2 P 8 U-bar 480 The selected U-bar A sx and the longitudinal reinforcement are examples. Other U-bars and longitudinal reinforcement are permitted. If the specified reinforcement or the critical dowel spacings (e h,crit, e R,crit ) are not met, then the punching shear (V Rd,ct ) and slab bearing limit (V Rd,c ) must be calculated in accordance with page 30-31. 150 plus: l c1 = 131 mm Q 150 plus: l c1 = 171 mm 29
Schöck dowel Type plus Punching shear proof in accordance with BS 8110 Proof of punching shear resistance must be provided: if the amount of reinforcement is reduced in comparison with the suggestions on page 16-29 if the critical dowel or edge conditions are not met while complying with the conditions e h,min e h <e h,crit and e R,min e R e R,crit Elevation l c1 Cross-section d m h min A sx b x = 30 + 1.5 x d m b y = l c1 + 2 x 1.5 x d m Figure 1: Effective lengths b x and b y and allowable reinforcement cross-section A sx and for determination of the reinforcement gradeρ l u crit = 30 + e R + l c1 + π x 0.75 x d m u crit = 60 + e + l c1 + π x 1.5 x d m u crit = 60 + l c1 + π x 1.5 x d m 30 + 1,5 x d m e R e R, min l c1 1,5 x d m 1,5 x d m l c1 1,5 x d m 1,5 x d m 1.5 x h min e h 3 x d m + l c1 1,5 x d m e > 3 x d m + l c1 l c1 /2 l c1 /2 Figure 2: Critical circular section for dowel spacing e > e crit Figure 3: Critical circular section for reduced dowel spacing V c = 0.79 x ( 100 x A s ) 1/3 x ( 400 ) 1/4 x U crit xd m V Ed b v xd m γ m xβ d m 100 x A sx 100 x 400 U crit xd m V c = 0.79 x ( b y xd + m b x xd )/2 1/3 x ( ) 1/4 x m γ m xβ * Condition: 100 x A sx 100 x [( + )/2 ] b y xd m b x xd 1/3 3 m 400 ( ) 1/4 1 d m Legend: [ ] b v : width of section γ m : partial safety factor of strength of materials b x : area of the longitudinal reinforcement b y : area of the transverse reinforcement A sx d x +d y d m : effective depth d m = 2 U crit : lenght of punching shear perimeter β : load factor; here: β = 1.4 l c1 : spacing of the innermost U-bars in the transverse direction (see page 16-29) d m * for concrete C > 25/30 and C 40/45: V c ( ) 1/3 f cu 25 30
Schöck dowel Type plus Slab bearing limit according to method of Prof. Eligehausen Proof of the slab bearing limit must be established: if the amount of reinforcement is reduced in comparison with the suggestions on page 16-29 if the distances s 1, s 2, s 3 of the suspension reinforcement are exceeded, pages 16-29 The slab design resistance is given by: l c2 /2 l c2 /2 l c1 /2 l c1 /2 V Rd,c = Σ V Rd,1i + Σ V Rd,2i Σ A sx1 x f yd 0.5h B - d H V Rd,1i transferable force from hook bearing effect V Rd,1i = 0.357 x ψ i x A sx1,i x f yk x f ck /30 / γ MC ψ i : Coefficient for taking account of the distance of the suspended reinforcement from the dowel ψ i : 1 0,2 x [(l ci //c 1 ] l ci /2: Axis separation of the suspension reinforcement A sx1,2 from the dowel l c1 : see pages 16-29 c 1 : Distance to edge measured from centre of dowel to the free edge c nom h B 33 33 l 2 ξ xd s l 1 l 1 c 1 A sx1,i : cross-section of a suspension reinforcement leg in the failure cone f yk : characteristic yield strength of the reinforcement: f yk = 500 N/mm 2 f ck : characteristic cylindrical compressive strength of concrete γ MC : partial safety factor for concrete, γ MC = 1.5 V Rd,2i transferable composite force V Rd,2i = π x d s x l i x f bd d s : suspension reinforcement diameter [mm] l 1 : suspension reinforcement leg lengths which can be applied l 1 = c 1 + (0.5 x h B d H ) ξ x d s c nom h B, d H : see pages 10 and 11 c 1 = 0.5 x h ξ = 3.0 for d s < 20 mm ξ = 4.5 for d s 20 mm c nom : concrete covering for suspension reinforcement 30 mm l i : effective anchoring length in failure cone l i = l 1 (l ci / x tan 33 f bd : Design value of bond stress for reinforcing steel f yd : Design value of suspension reinforcement yield strength f yd = f yk /γ s using the partial safety factor for reinforcing steel γ s = 1.15 Professor of University of Stuttgart, Institute of Construction Materials, Departement of Fastening Technique 31
Schöck dowel Type plus Calculation example Connection of a floor slab to a wall Concrete C 20/25 Slab thickness h = 240 mm Effective depth d m = 194 mm Wall thickness b W = 300 mm Concrete cover c nom,u = c nom,o = 30 mm 300 32 100 kn/m Design value of shear force V Ed = 100 kn/m Joint length l f = 1.6 m Designed joint width f = 32 mm Start joint width 20 mm 240 Calculation for Schöck dowel plus Dowel type Choice: Schöck dowel 80 plus h min = 240 mm 240 mm = h exist V Rd,s = 98.5 kn for f 40 mm and C20/25 On-site reinforcement Choice: according to page 24 req. wall thickness b W = 270 mm 300 mm = exist. b W Dowel spacing Choice: e = 400 mm 400 mm > 360 mm = e min 400 mm < 670 mm = e crit! Distance to edge Choice: e R = 600 mm 600 mm > 180 mm = e R,min 600 mm > 535 mm = e R,crit Required wall thickness see page 25. Checking the dowel spacings see page 25. A punching shear proof and verification of the slab bearing limit are necessary. The maximum joint opening must be determined by a structural design engineer. This value can be deter mined by taking into account deformations due to shrinkage, load and temperature changes. The deciding factor for the design is the maximum joint opening f = 32 mm. Benefit: The same high load-bearing strength with joints up to 40 mm 32
Schöck dowel Type plus Calculation example Punching shear proof according to BS 8110 V c = 0.79 x ( 100 x A s ) 1/3 x ( 400 U ) 1/4 x crit xd m b v xd m d m γ m xβ 100 x A = 0.79 x ( sx 100 x A + sy 400 U )/2 1/3 x ( ) 1/4 crit xd [ m x b y xd m b x xd m ] γ m xβ d m ΣA sx = 2 x [6 x 2.01] + 2 x [2 x 1.13] = 28.64 cm 2 [2 (6 P 16 + 2 P 1] = 3 x 2.01 = 6.03 cm 2 (3 P 16) b x = 30 + 1.5 x d m = 30 + 1.5 x 194 = 321 mm b y = 2 x 1.5 x d m + l c1 + e = 3 x 194 + 89 + 400 = 1071 mm u crit = 60 + l c1 + π x 1,5 x d m + e = 60 + 89 + π x 1,5 x 194 + 400 = 1463.2 mm Allowable reinforcement cross-section A sx and and effective lengths b x and b y see page 30. Linear connection, so the punching shear proof must be carried out for two adjacent dowels. Condition: [ ] 100 x A ( sx 100 x A + sy )/2 1/3 = 1.05 3 b y xd m b x xd m 400 ( ) 1/4 = 1.2 1 d m V c = (0.79 x 1.05 x 1.2 x 1463.2 x 194 )/1000 1.25 x 1.4 = 161.5 kn Calculation of slab bearing limit according to Prof. Eligehausen u = 60 + l c1 + π 1.5 d m + e [mm] 1.5 h min e 3 d m + lc1 l c1 1.5 d l c1 1.5 d m l c1 = Spacing of the innermost U-bars in the transverse direction A sx1 see page 24 V Rd,c = V Rd,1i + V Rd,2i A sx1 x f yd V Rd,1i = 0.357 x ψ i x A sx1,i xf yk x f ck /30 /γ MC ψ i = 1 0.2 x [(l ci //c 1 ] A sx1,i = 2.01 cm 2 f yk = 500 N/mm 2 f ck = 20 N/mm 2 c 1 = 0.5 x 240 = 120 mm l c1 = 89 mm ψ 1 = 1 0.2 x [(89//120] = 0.93 V Rd,11 = 0.357 x 0.93 x 2.01 x 50.0 x 20/30 /1.5 = 18.16 kn l c2 = l c1 + 2 x s 1 = 89 + 2 x 36 = 161 mm ψ 2 = 1 0.2 x [(161//120] = 0.87 V Rd,12 = 0.357 x 0.87 x 2.01 x 50.0 x 20/30 /1.5 = 16.99 kn 33
Schöck dowel Type plus Calculation example l c3 = l c2 + 2 x s 2 = 161 + 2 x 50 = 261 mm ψ 3 = 1 0.2 x [(261//120] = 0.78 V Rd,13 = 0.357 x 0.78 x 2.01 x 50.0 x 20/30 /1.5 = 15.23 kn The fourth U-bars lies outside the calculated failure cone and is therefore not taken into account. V Rd,2i = π x d s x l i x f bd d s = 16 mm f bd = 2.3 N/mm 2 for C20/25 in accordance with DIN 1045-1, Table 25 h B = 180 mm (see page 1 d H = 14 mm (see page 1 ξ = 3.0, da d s = 16 mm < 20 mm c nom = 30 mm l 1 = c 1 + (0.5 x h B d H ) ξ x d s c nom l 1 = 120 + (0.5 x 180 14) 3.0 x 16 30 = 118 mm l i = l 1 (l c1 / x tan 33 l 1 = 118 89/2 x tan 33 = 89.1 mm V Rd,21 = π x 16 x 89.1 x 2.3 x 10-3 = 10.30 kn l 2 = 118 (161/ x tan 33 = 65.72 mm V Rd,22 = π x 16 x 65.72 x 2.3 x 10-3 = 7.60 kn l 3 = 118 (261/ x tan 33 = 33.25 mm V Rd,23 = π x 16 x 33.25 x 2.3 x 10-3 = 3.84 kn c nom h B f bd : 33 l c3 /2 l c3 /2 l c2 /2 l c2 /2 l c1 /2 l c1 /2 33 l 2 l 1 l 1 0.5h B - d H c 1 Design value for the bond stress in accordance with DIN 1045-1 d s : Diameter of rear suspended reinforcement [mm] l i : effective anchoring length c nom : Concrete covering of rear suspended reinforcement h : Slab thickness ξ d s f ck : characteristic cylindrical compressive strength of the concrete f yk : Yield strength of the rear suspended reinforcement V Rd,c = V Rd,1i + V Rd,2i A sx1 x f yd V Rd,c = 2 x (18.16 + 16.99 + 15.23 + 10.30 + 7.60 + 3.84) = 144.24 kn 6 x 2.01 x 43.5 = 524.6 kn Proofs: Punching shear V c = 161.5 kn > V Ed = 100 kn/m x 1.60 m = 160 kn Slab bearing limit V Rd,c = 144.24 kn > V ed = (100 kn/m x 1.60 m) : 2 = 80 kn Steel load-bearing capacity V Rd,s = 98.5 kn > V ed = (100 kn/m x 1.60 m) : 2 = 80 kn Conclusion: The steel load-bearing capacity is the deciding factor for the maximum transferable shear force of the Schöck dowel 80 plus. 34
Schöck dowel Type 3 6 2B 2D 5 2A 2C Type PLUS Type Q plus 7 4 1 Schöck dowel Type plus Installation instructions 35
Schöck dowel Type plus 13 10 Installation instructions 15 12 B 11 36 14 12 A 9 8