Hilti HIT-HY 150 MAX with rebar
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- Egbert Quinn
- 9 years ago
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1 Hilti HIT-HY 150 MAX Injection mortar system Hilti HIT- HY 150 MAX 330 ml foil pack (also available as 500 ml and 1400 ml foil pack) Static mixer rebar BSt 500 S Benefits - suitable for non-cracked and cracked concrete C 20/25 to C 50/60 - suitable for dry and water saturated concrete - high loading capacity - rapid curing - small edge distance and anchor spacing possible - large diameter applications - in service temperature range up to 120 C short term/72 C long term - manual cleaning for anchor size Ø8 to Ø14 and embedment depth h ef 10d for non-cracked concrete - embedment depth range: from mm for Ø8 to mm for Ø25 Concrete Tensile zone Small edge distance and spacing Variable embedment depth European Technical Approval CE conformity PROFIS Anchor design software Approvals / certificates Description Authority / Laboratory No. / date of issue European technical approval a) DIBt, Berlin ETA-08/0352 / a) All data given in this section according ETA-08/0352 issue Basic loading data (for a single anchor) All data in this section applies to For details see Simplified design method - Correct setting (See setting instruction) - No edge distance and spacing influence - Steel failure - Base material thickness, as specified in the table - One typical embedment depth, as specified in the table - Anchor material: rebar BSt 500 S - Concrete C 20/25, f ck,cube = 25 N/mm² - Temperate range I (min. base material temperature -40 C, max. long ter m/short term base material temperature: +24 C/40 C) - Installation temperature range -10 C to +40 C / 2012
2 Embedment depth a) and base material thickness for the basic loading data. Mean ultimate resistance, characteristic resistance, design resistance, recommended loads. Embedment depth h ef = h b) ef,typ [mm] Base material thickness h [mm] a) The allowed range of embedment depth is shown in the setting details. The corresponding load values can be calculated according to the simplified design method. b) h ef,typ : Typical embedment depth Mean ultimate resistance: non-cracked concrete C 20/25, anchor BSt 500 S Tensile N Ru,m BST 500 S [kn] 25,5 35,8 52,5 69,6 92,3 135,3 204,9 Shear V Ru,m BST 500 S [kn] 14,7 23,1 32,6 44,1 57,8 90,3 141,8 Tensile N Ru,m BST 500 S [kn] - 20,7 30,4 44,0 58,3 85,5 131,9 Shear V Ru,m BST 500 S [kn] - 23,1 32,6 44,1 57,8 90,3 141,8 Characteristic resistance: non-cracked concrete C 20/25, anchor BSt 500 S Tensile N Rk BST 500 S [kn] 19,1 26,9 39,4 52,2 69,2 101,5 153,7 Shear V Rk BST 500 S [kn] 14,0 22,0 31,0 42,0 55,0 86,0 135,0 Tensile N Rk BST 500 S [kn] - 15,6 22,8 33,0 43,7 64,1 99,0 Shear V Rk BST 500 S [kn] - 22,0 31,0 42,0 55,0 86,0 135,0 Design resistance: non-cracked concrete C 20/25, anchor BSt 500 S Tensile N Rd BST 500 S [kn] 10,6 14,9 21,9 29,0 46,2 67,6 85,4 Shear V Rd BST 500 S [kn] 9,3 14,7 20,7 28,0 36,7 57,3 90,0 Tensile N Rd BST 500 S [kn] - 10,4 15,2 22,0 29,2 42,7 55,0 Shear V Rd BST 500 S [kn] - 14,7 20,7 28,0 36,7 57,3 90,0 Recommended loads a) : non-cracked concrete C 20/25, anchor BSt 500 S Tensile N rec BST 500 S [kn] 7,6 10,7 15,6 20,7 33,0 48,3 61,0 Shear V rec BST 500 S [kn] 6,7 10,5 14,8 20,0 26,2 41,0 64,3 Tensile N rec BST 500 S [kn] - 7,4 10,9 15,7 20,8 30,5 39,3 Shear V rec BST 500 S [kn] - 10,5 14,8 20,0 26,2 41,0 64,3 a) With overall partial safety factor for action γ = 1,4. The partial safety factors for action depend on the type of loading and shall be taken from national regulations. 09 /
3 Service temperature range Hilti HIT-HY 150 MAX injection mortar may be applied in the temperature ranges given below. An elevated base material temperature may lead to a reduction of the design bond resistance. Temperature range Base material temperature Maximum long term base material temperature Maximum short term base material temperature Temperature range I -40 C to +40 C +24 C +40 C Temperature range II -40 C to +80 C +50 C +80 C Temperature range III -40 C to +120 C +72 C +120 C Max short term base material temperature Short-term elevated base material temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. Max long term base material temperature Long-term elevated base material temperatures are roughly constant over significant periods of time. Materials Mechanical properties of rebar BSt 500S Nominal tensile strength f uk Yield strength f yk Stressed crosssection A s Moment of resistance W BSt 500 S [N/mm²] 550 BSt 500 S [N/mm²] 500 BSt 500 S [mm²] 50,3 78,5 113,1 153,9 201,1 314,2 490,9 BSt 500 S [mm³] 50,3 98,2 169,6 269,4 402,1 785, Material quality Part rebar BSt 500 S Material Mechanical properties according to DIN 488-1:1984 Geometry according to DIN :1986 Anchor dimensions rebar rebar are available in variable length BSt 500 S Setting installation equipment Rotary hammer TE 2 TE 16 TE 40 TE 70 Other tools compressed air gun or blow out pump, set of cleaning brushes, dispenser / 2012
4 Setting instruction Dry and water-saturated concrete, hammer drilling a) b) a) Note: Manual cleaning for non-cracked concrete, element sizes d 14mm and embedment depth h ef 10 d only! b) Note: Extension and piston plug needed for overhead installation and/or embedment depth > 250mm! For detailed information on installation see instruction for use given with the package of the product. 09 /
5 Working time, Curing time Temperature of the base material T BM Working time t gel Curing time t cure -10 C T BM < -5 C 180 min 12 h -5 C T BM < 0 C 40 min 4 h 0 C T BM < 5 C 20 min 2 h 5 C T BM < 20 C 8 min 1 h 20 C T BM < 30 C 5 min 30 min 30 C T BM 40 C 2 min 30 min Setting details d0 Bore hole depth h 0 = embedment depth h ef Thickness of concrete member h / 2012
6 Nominal diameter of drill bit Effective embedment and drill hole depth range a) for rebar BSt 500 S Minimum base material thickness d 0 [mm] d) d) d) h ef,min [mm] h ef,max [mm] h min [mm] h ef + 30 mm 100 mm h ef + 2 d 0 Minimum spacing s min [mm] Minimum edge distance Critical spacing for splitting failure c min [mm] s cr,sp [mm] 2 c cr,sp 1,0 h ef for h / h ef 2,0 Critical edge distance for splitting failure c) c cr,sp [mm] 4,6 h ef - 1,8 h for 2,0 > h / h ef > 1,3 2,26 h ef for h / h ef 1,3 Critical spacing for concrete cone failure s cr,n [mm] 2 c cr,n Critical edge distance for concrete cone failure c) c cr,n [mm] 1,5 h ef For spacing (or edge distance) smaller than critical spacing (or critical edge distance) the design loads have to be reduced. a) Embedment depth range: h ef,min h ef h ef,max b) h: base material thickness (h h min ), h ef : embedment depth c) The critical edge distance for concrete cone failure depends on the embedment depth h ef and the design bond resistance. The simplified formula given in this table is on the save side. d) both given values for drill bit diameter can be used 09 /
![splitting failure c min [mm] 40 50 60 80 100 120 150 s cr,sp [mm] 2 c cr,sp 1,0 h ef for h / h ef 2,0 Critical edge distance for splitting failure c) c cr,sp [mm] 4,6 h ef - 1,8 h for 2,0 > h / h ef](/docs-images/47/21087486/images/page_6.jpg "> 1,3 2,26 h ef for h / h ef 1,3 Critical spacing for concrete cone failure s cr,n [mm] 2 c cr,n Critical edge distance for concrete cone failure c) c cr,n [mm] 1,5 h ef For spacing (or edge")
7 Simplified design method Simplified version of the design method according ETAG 001, TR 029. Design resistance according data given in ETA-08/0352, issue Influence of concrete strength Influence of edge distance Influence of spacing Valid for a group of two anchors. (The method may also be applied for anchor groups with more than two anchors or more than one edge distance. The influencing factors must then be considered for each edge distance and spacing. The calculated design loads are then on the save side: They will be lower than the exact values according ETAG 001, TR 029. To avoid this, it is recommended to use the anchor design software PROFIS anchor) The design method is based on the following simplification: No different loads are acting on individual anchors (no eccentricity) The values are valid for one anchor. For more complex fastening applications please use the anchor design software PROFIS Anchor. TENSION loading The design tensile resistance is the lower value of - Steel resistance: N Rd,s - Combined pull-out and concrete cone resistance: N Rd,p = N 0 Rd,p f B,p f 1,N f 2,N f 3,N f h,p f re,n - Concrete cone resistance: N Rd,c = N 0 Rd,c f B f 1,N f 2,N f 3,N f h,n f re,n - Concrete splitting resistance (only non-cracked concrete): N Rd,sp = N 0 Rd,c f B f 1,sp f 2,sp f 3,sp f h,n f re,n Basic design tensile resistance Design steel resistance N Rd,s N Rd,s BSt 500 S [kn] 20,0 30,7 44,3 60,7 79,3 123,6 192,9 Design combined pull-out and concrete cone resistance N Rd,p = N 0 Rd,p f B,p f 1,N f 2,N f 3,N f h,p f re,n Embedment depth hef = Typical embedment depth hef,typ [mm] N 0 Rd,p Temperature range I [kn] 10,6 14,9 21,9 29,0 46,2 67,6 87,0 N 0 Rd,p Temperature range II [kn] 8,9 12,6 18,4 24,4 38,9 57,0 73,3 N 0 Rd,p Temperature range III [kn] 5,6 7,9 11,5 15,3 24,3 35,6 45,8 N 0 Rd,p Temperature range I [kn] - 10,4 15,2 22,0 29,2 42,7 55,0 N 0 Rd,p Temperature range II [kn] - 8,5 13,8 18,3 26,7 42,7 55,0 N 0 Rd,p Temperature range III [kn] - 5,7 8,3 12,8 17,0 24,9 36, / 2012
8 Design concrete cone resistance N Rd,c = N 0 Rd,c f B f 1,N f 2,N f 3,N f h,n f re,n Design splitting resistance a) N Rd,sp = N 0 Rd,c f B f 1,sp f 2,sp f 3,sp f h,n f re,n N 0 Rd,c [kn] 20,1 24,0 32,4 39,2 58,8 74,6 85,4 N 0 Rd,c [kn] - 28,7 38,8 47,1 58,8 74,6 85,4 a) Splitting resistance must only be considered for non-cracked concrete Influencing factors Influence of concrete strength on combined pull-out and concrete cone resistance Concrete strength designation (ENV 206) C 20/25 C 25/30 C 30/37 C 35/45 C 40/50 C 45/55 C 50/60 f B,p = (f ck,cube /25N/mm²) 0,10 a) 1,00 1,02 1,04 1,06 1,07 1,08 1,09 a) f ck,cube = concrete compressive strength, measured on cubes with 150 mm side length Influence of embedment depth on combined pull-out and concrete cone resistance f h,p = h ef /h ef,typ Influence of concrete strength on concrete cone resistance Concrete strength designation (ENV 206) C 20/25 C 25/30 C 30/37 C 35/45 C 40/50 C 45/55 C 50/60 f B = (f ck,cube /25N/mm²) 0,5 a) 1 1,1 1,22 1,34 1,41 1,48 1,55 a) f ck,cube = concrete compressive strength, measured on cubes with 150 mm side length Influence of edge distance a) c/c cr,n c/c cr,sp f 1,N = 0,7 + 0,3 c/c cr,n 1 f 1,sp = 0,7 + 0,3 c/c cr,sp 1 0,1 0,2 0,3 0,4 0,5 0,6 0,7 0,8 0,9 1 0,73 0,76 0,79 0,82 0,85 0,88 0,91 0,94 0,97 1 f 2,N = 0,5 (1 + c/c cr,n ) 1 0,55 0,60 0,65 0,70 0,75 0,80 0,85 0,90 0,95 1 f 2,sp = 0,5 (1 + c/c cr,sp ) 1 a) The edge distance shall not be smaller than the minimum edge distance c min. These influencing factors must be considered for every edge distance smaller than the critical edge distance. Influence of anchor spacing a) s/s cr,n s/s cr,sp 0,1 0,2 0,3 0,4 0,5 0,6 0,7 0,8 0,9 1 f 3,N = 0,5 (1 + s/s cr,n ) 1 0,55 0,60 0,65 0,70 0,75 0,80 0,85 0,90 0,95 1 f 3,sp = 0,5 (1 + s/s cr,sp ) 1 a) The anchor spacing shall not be smaller than the minimum anchor spacing s min. This influencing factor must be considered for every anchor spacing. Influence of embedment depth on concrete cone resistance f h,n = (h ef /h ef,typ ) 1,5 09 /
9 Influence of reinforcement h ef [mm] f re,n = 0,5 + h ef /200mm 1 0,7 a) 0,75 a) 0,8 a) 0,85 a) 0,9 a) 0,95 a) 1 a) This factor applies only for dense reinforcement. If in the area of anchorage there is reinforcement with a spacing 150 mm (any diameter) or with a diameter 10 mm and a spacing 100 mm, then a factor f re,n = 1 may be applied. SHEAR loading The design shear resistance is the lower value of - Steel resistance: V Rd,s - Concrete pryout resistance: V Rd,cp = k lower value of N Rd,p and N Rd,c - Concrete edge resistance: V Rd,c = V 0 Rd,c f B f ß f h f 4 f hef f c Basic design shear resistance Design steel resistance V Rd,s V Rd,s Rebar BSt 500 S [kn] 9,3 14,7 20,7 28,0 36,7 57,3 90,0 Design concrete pryout resistance V Rd,cp = lower value a) of k N Rd,p and k N Rd,c k = 2 for h ef 60 mm a) N Rd,p : Design combined pull-out and concrete cone resistance N Rd,c : Design concrete cone resistance Design concrete edge resistance V Rd,c = V 0 Rd,c f B f ß f h f 4 f hef f c V 0 Rd,c [kn] 5,9 8,6 11,6 15,0 18,7 27,0 39,2 V 0 Rd,c [kn] - 6,1 8,2 10,6 13,2 19,2 27,7 Influencing factors Influence of concrete strength Concrete strength designation (ENV 206) C 20/25 C 25/30 C 30/37 C 35/45 C 40/50 C 45/55 C 50/60 f B = (f ck,cube /25N/mm²) 1/2 a) 1 1,1 1,22 1,34 1,41 1,48 1,55 a) f ck,cube = concrete compressive strength, measured on cubes with 150 mm side length / 2012
10 Influence of angle between load applied and the direction perpendicular to the free edge Angle ß f β = ( cosα ) V sin αv + 2,5 1 1,01 1,05 1,13 1,24 1,40 1,64 1,97 2,32 2,50 Influence of base material thickness h/c 0,15 0,3 0,45 0,6 0,75 0,9 1,05 1,2 1,35 1,5 f h = {h/(1,5 c)} 1/2 1 0,32 0,45 0,55 0,63 0,71 0,77 0,84 0,89 0,95 1,00 Influence of anchor spacing and edge distance a) for concrete edge resistance: f 4 f 4 = (c/h ef ) 1,5 (1 + s / [3 c]) 0,5 c/h ef Single anchor Group of two anchors s/h ef 0,75 1,50 2,25 3,00 3,75 4,50 5,25 6,00 6,75 7,50 8,25 9,00 9,75 10,50 11,25 0,50 0,35 0,27 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,75 0,65 0,43 0,54 0,65 0,65 0,65 0,65 0,65 0,65 0,65 0,65 0,65 0,65 0,65 0,65 0,65 1,00 1,00 0,63 0,75 0,88 1,00 1,00 1,00 1,00 1,00 1,00 1,00 1,00 1,00 1,00 1,00 1,00 1,25 1,40 0,84 0,98 1,12 1,26 1,40 1,40 1,40 1,40 1,40 1,40 1,40 1,40 1,40 1,40 1,40 1,50 1,84 1,07 1,22 1,38 1,53 1,68 1,84 1,84 1,84 1,84 1,84 1,84 1,84 1,84 1,84 1,84 1,75 2,32 1,32 1,49 1,65 1,82 1,98 2,15 2,32 2,32 2,32 2,32 2,32 2,32 2,32 2,32 2,32 2,00 2,83 1,59 1,77 1,94 2,12 2,30 2,47 2,65 2,83 2,83 2,83 2,83 2,83 2,83 2,83 2,83 2,25 3,38 1,88 2,06 2,25 2,44 2,63 2,81 3,00 3,19 3,38 3,38 3,38 3,38 3,38 3,38 3,38 2,50 3,95 2,17 2,37 2,57 2,77 2,96 3,16 3,36 3,56 3,76 3,95 3,95 3,95 3,95 3,95 3,95 2,75 4,56 2,49 2,69 2,90 3,11 3,32 3,52 3,73 3,94 4,15 4,35 4,56 4,56 4,56 4,56 4,56 3,00 5,20 2,81 3,03 3,25 3,46 3,68 3,90 4,11 4,33 4,55 4,76 4,98 5,20 5,20 5,20 5,20 3,25 5,86 3,15 3,38 3,61 3,83 4,06 4,28 4,51 4,73 4,96 5,18 5,41 5,63 5,86 5,86 5,86 3,50 6,55 3,51 3,74 3,98 4,21 4,44 4,68 4,91 5,14 5,38 5,61 5,85 6,08 6,31 6,55 6,55 3,75 7,26 3,87 4,12 4,36 4,60 4,84 5,08 5,33 5,57 5,81 6,05 6,29 6,54 6,78 7,02 7,26 4,00 8,00 4,25 4,50 4,75 5,00 5,25 5,50 5,75 6,00 6,25 6,50 6,75 7,00 7,25 7,50 7,75 4,25 8,76 4,64 4,90 5,15 5,41 5,67 5,93 6,18 6,44 6,70 6,96 7,22 7,47 7,73 7,99 8,25 4,50 9,55 5,04 5,30 5,57 5,83 6,10 6,36 6,63 6,89 7,16 7,42 7,69 7,95 8,22 8,49 8,75 4,75 10,35 5,45 5,72 5,99 6,27 6,54 6,81 7,08 7,36 7,63 7,90 8,17 8,45 8,72 8,99 9,26 5,00 11,18 5,87 6,15 6,43 6,71 6,99 7,27 7,55 7,83 8,11 8,39 8,66 8,94 9,22 9,50 9,78 5,25 12,03 6,30 6,59 6,87 7,16 7,45 7,73 8,02 8,31 8,59 8,88 9,17 9,45 9,74 10,02 10,31 5,50 12,90 6,74 7,04 7,33 7,62 7,92 8,21 8,50 8,79 9,09 9,38 9,67 9,97 10,26 10,55 10,85 a) The anchor spacing and the edge distance shall not be smaller than the minimum anchor spacing s min and the minimum edge distance c min. Influence of embedment depth h ef /d 4 4, f hef = 0,05 (h ef / d) 1,68 0,51 0,63 0,75 1,01 1,31 1,64 2,00 2,39 2,81 h ef /d f hef = 0,05 (h ef / d) 1,68 3,25 3,72 4,21 4,73 5,27 5,84 6,42 7,04 7,67 Influence of edge distance a) c/d f c = (d / c) 0,19 0,77 0,71 0,67 0,65 0,60 0,57 0,52 0,50 a) The edge distance shall not be smaller than the minimum edge distance c min. 09 /
![and edge distance a) for concrete edge resistance: f 4 f 4 = (c/h ef ) 1,5 (1 + s / [3 c]) 0,5 c/h ef Single anchor Group of two anchors s/h ef 0,75 1,50 2,25 3,00 3,75 4,50 5,25 6,00 6,75 7,50 8,25](/docs-images/47/21087486/images/page_10.jpg "9,00 9,75 10,50 11,25 0,50 0,35 0,27 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,35 0,75 0,65 0,43 0,54 0,65 0,65 0,65 0,65 0,65 0,65 0,65 0,65 0,65 0,65 0,65 0,65 0,65 1,00")
11 Combined TENSION and SHEAR loading For combined tension and shear loading see section Anchor Design. Precalculated values design resistance values All data applies to: - non-cracked concrete C 20/25 f ck,cube =25 N/mm² - temperature range I (see service temperature range) - minimum thickness of base material - no effects of dense reinforcement Recommended loads can be calculated by dividing the design resistance by an overall partial safety factor for action γ = 1,4. The partial safety factors for action depend on the type of loading and shall be taken from national regulations / 2012
12 Design resistance: concrete C 20/25 - minimum embedment depth Embedment depth hef = hef,min [mm] Base material thickness h = hmin [mm] Tensile N Rd : single anchor, no edge effects BSt 500 S [kn] 8,0 9,9 13,9 18,6 28,7 33,7 32,4 BSt 500 S [kn] - 6,9 9,7 14,1 18,1 24,0 23,1 Shear V Rd : single anchor, no edge effects, without lever arm BSt 500 S [kn] 9,3 14,7 20,7 28,0 36,7 57,3 64,7 BSt 500 S [kn] - 13,8 19,4 28,0 36,2 48,0 46,1 Design resistance: concrete C 20/25 - minimum embedment depth Embedment depth hef = hef,min [mm] Base material thickness h = hmin [mm] Edge distance c = cmin [mm] Tensile N Rd : single anchor, min. edge distance (c = c min ) BSt 500 S [kn] 4,8 6,7 9,5 12,8 19,4 24,4 25,0 BSt 500 S [kn] - 4,7 6,6 10,6 14,5 20,3 19,8 Shear V Rd : single anchor, min. edge distance (c = c min ), without lever arm BSt 500 S [kn] 3,5 4,9 6,6 10,0 13,2 17,4 21,8 BSt 500 S [kn] - 3,5 4,7 7,1 9,4 12,3 15,4 Design resistance: concrete C 20/25 - minimum embedment depth (load values are valid for single anchor) Embedment depth hef = hef,min [mm] Base material thickness h = hmin [mm] Spacing s = smin [mm] Tensile N Rd : double anchor, no edge effects, min. spacing (s = s min ) BSt 500 S [kn] 5,4 6,8 9,3 12,2 17,6 21,3 22,5 BSt 500 S [kn] - 4,9 6,7 9,5 12,1 15,2 16,0 Shear V Rd : double anchor, no edge effects, min. spacing (s = s min ), without lever arm BSt 500 S [kn] 9,3 12,7 17,9 24,0 36,7 44,9 47,1 BSt 500 S [kn] - 8,8 12,4 18,2 23,5 32,0 33,6 09 /
![[kn] 9,3 14,7 20,7 28,0 36,7 57,3 64,7 BSt 500 S [kn] - 13,8 19,4 28,0 36,2 48,0 46,1 Design resistance: concrete C 20/25 - minimum embedment depth Embedment depth hef = hef,min [mm] 60 60 70 80 90](/docs-images/47/21087486/images/page_12.jpg "100 110 Base material thickness h = hmin [mm] 100 100 102 116 130 150 174 Edge distance c = cmin [mm] 40 50 60 80 100 120 135 Tensile N Rd : single anchor, min.")
13 Design resistance: concrete C 20/25 - typical embedment depth Embedment depth hef = hef,typ [mm] Base material thickness h = hmin [mm] Tensile N Rd : single anchor, no edge effects BSt 500 S [kn] 10,6 14,9 21,9 29,0 46,2 67,6 85,4 BSt 500 S [kn] - 10,4 15,2 22,0 29,2 42,7 55,0 Shear V Rd : single anchor, no edge effects, without lever arm BSt 500 S [kn] 9,3 14,7 20,7 28,0 36,7 57,3 90,0 BSt 500 S [kn] - 14,7 20,7 28,0 36,7 57,3 90,0 Design resistance: concrete C 20/25 - typical embedment depth Embedment depth hef = hef,typ [mm] Base material thickness h = hmin [mm] Edge distance c = cmin [mm] Tensile N Rd : single anchor, min. edge distance (c = c min ) BSt 500 S [kn] 6,4 9,0 13,2 18,6 30,4 38,9 43,1 BSt 500 S [kn] - 6,2 9,1 14,1 19,6 28,2 34,3 Shear V Rd : single anchor, min. edge distance (c = c min ), without lever arm BSt 500 S [kn] 3,7 5,3 7,3 11,2 15,8 21,5 27,5 BSt 500 S [kn] - 3,8 5,2 7,9 11,2 15,2 19,5 Design resistance concrete C 20/25 - typical embedment depth (load values are valid for single anchor) Embedment depth hef = hef,typ [mm] Base material thickness h = hmin [mm] Spacing s = smin [mm] Tensile N Rd : double anchor, no edge effects, min. spacing (s = s min ) BSt 500 S [kn] 7,4 10,1 14,7 19,1 30,1 42,2 49,5 BSt 500 S [kn] - 7,2 10,5 14,8 19,5 27,7 35,3 Shear V Rd : double anchor, no edge effects, min. spacing (s = s min ), without lever arm BSt 500 S [kn] 9,3 14,7 20,7 28,0 36,7 57,3 90,0 BSt 500 S [kn] - 12,3 18,0 26,1 34,5 51,1 68, / 2012
![500 S [kn] 9,3 14,7 20,7 28,0 36,7 57,3 90,0 BSt 500 S [kn] - 14,7 20,7 28,0 36,7 57,3 90,0 Design resistance: concrete C 20/25 - typical embedment depth Embedment depth hef = hef,typ [mm] 80 90 110](/docs-images/47/21087486/images/page_13.jpg "125 145 170 210 Base material thickness h = hmin [mm] 110 120 142 161 185 220 274 Edge distance c = cmin [mm] 40 50 60 80 100 120 135 Tensile N Rd : single anchor, min.")
14 Design resistance: concrete C 20/25 - embedment depth = 12 d a) Embedment depth hef = 12 d a) [mm] Base material thickness h = hmin [mm] Tensile N Rd : single anchor, no edge effects BSt 500 S [kn] 12,7 19,9 28,7 39,0 61,1 95,5 124,4 BSt 500 S [kn] - 13,8 19,9 29,6 38,6 60,3 78,5 Shear V Rd : single anchor, no edge effects, without lever arm BSt 500 S [kn] 9,3 14,7 20,7 28,0 36,7 57,3 90,0 BSt 500 S [kn] - 14,7 20,7 28,0 36,7 57,3 90,0 Design resistance: concrete C 20/25 - embedment depth = 12 d a) Embedment depth hef = 12 d a) [mm] Base material thickness h = hmin [mm] Edge distance c = cmin [mm] Tensile N Rd : single anchor, min. edge distance (c = c min ) BSt 500 S [kn] 7,7 12,0 17,2 25,1 41,2 58,6 66,4 BSt 500 S [kn] - 8,3 12,0 19,0 26,0 39,8 49,0 Shear V Rd : single anchor, min. edge distance (c = c min ), without lever arm BSt 500 S [kn] 3,9 5,7 7,8 12,0 16,9 23,6 30,5 BSt 500 S [kn] - 4,0 5,5 8,5 12,0 16,7 21,6 Design resistance: concrete C 20/25 - embedment depth = 12 d a) (load values are valid for single anchor) Embedment depth hef = 12 d a) [mm] Base material thickness h = hmin [mm] Spacing s = smin [mm] Tensile N Rd : double anchor, no edge effects, min. spacing (s = s min ) BSt 500 S [kn] 8,9 13,8 19,6 26,4 40,9 62,6 81,0 BSt 500 S [kn] - 9,8 13,9 20,3 26,3 40,5 53,2 Shear V Rd : double anchor, no edge effects, min. spacing (s = s min ), without lever arm BSt 500 S [kn] 9,3 14,7 20,7 28,0 36,7 57,3 90,0 BSt 500 S [kn] - 14,7 20,7 28,0 36,7 57,3 90,0 a) d = element diameter 09 /
![BSt 500 S [kn] 9,3 14,7 20,7 28,0 36,7 57,3 90,0 BSt 500 S [kn] - 14,7 20,7 28,0 36,7 57,3 90,0 Design resistance: concrete C 20/25 - embedment depth = 12 d a) Embedment depth hef = 12 d a) [mm] 96](/docs-images/47/21087486/images/page_14.jpg "120 144 168 192 240 300 Base material thickness h = hmin [mm] 126 150 176 204 232 290 364 Edge distance c = cmin [mm] 40 50 60 80 100 120 135 Tensile N Rd : single anchor, min.")
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