Page 9, issued on 03. February 2009 Threaded rod M8, M10, M12, M16, M20, M24, M27, M30 with washer and hexagon nut L df h h ef 0 tfix h min Reinforcing bar 8, 10, 12, 14, 16, 20, 25, 28, 32 acc. to Annex 4 hef h 0 hmin Product (Steel) and Installation Annex 1

Page 10, issued on 03. February 2009 Cartridge: Chemofast C-RE 385 385ml, 585ml and 1400ml injection mortar cartridge (Type: side-by-side ) Imprint: Chemofast C-RE 385, processing notes, charge-code, shelf life, hazard-code, curing- and processing time (depending on the temperature), with as well as without travel scale Component A: Injection mortar Component B: Hardener Sealing / Screw cap Static Mixer Use category: - Installation in dry, wet concrete or flooded bore holes - Overhead installation Temperature range: - 40 C to +40 C (max. short term temperature +40 C and max. long term temperature +24 C) - 40 C to +60 C (max. short term temperature +60 C and max. long term temperature +43 C) - 40 C to +72 C (max. short term temperature +72 C and max. long term temperature +43 C) Product (Injection mortar) and Intended use Annex 2

Page 11, issued on 03. February 2009 Table 1a: Materials (Threaded rod) L ges 2 3 1 h ef d 1 Part Designation Material Steel, zinc plated 5 µm acc. to EN ISO 4042 or Steel, hot-dip galvanised 40 µm acc. to EN ISO 1461 1 Anchor rod 2 Hexagon nut, EN 24032 3 Washer, EN ISO 7089, EN ISO 7093, or EN ISO 7094 Stainless steel 1 Anchor rod 2 Hexagon nut, EN 24032 3 Washer, EN ISO 7089, EN ISO 7093, or EN ISO 7094 High corrosion resistance steel 1 Anchor rod 2 Hexagon nut, EN 24032 3 Washer, EN ISO 7089, EN ISO 7093, or EN ISO 7094 Steel, EN 10087 or EN 10263 Property class 5.8, 8.8, EN ISO 898-1:1999 Property class 5 (for class 5.8 rod) EN 20898-2, Property class 8 (for class 8.8 rod) EN 20898-2 Steel, zinc plated Material 1.4401 / 1.4571, EN 10088-1:2005, > M24: Property class 50 EN ISO 3506 M24: Property class 70 EN ISO 3506 Material 1.4401 / 1.4571 EN 10088, > M24: Property class 50 (for class 50 rod) EN ISO 3506 M24: Property class 70 (for class 70 rod) EN ISO 3506 Material 1.4401 or 1.4571, EN 10088 Material 1.4529 / 1.4565, EN 10088-1:2005, > M24: Property class 50 EN ISO 3506 M24: Property class 70 EN ISO 3506 Material 1.4529 / 1.4565 EN 10088, > M24: Property class 50 (for class 50 rod) EN ISO 3506 M24: Property class 70 (for class 70 rod) EN ISO 3506 Material 1.4529 / 1.4565, EN 10088 Commercial standard rod with: - Materials, dimensions and mechanical properties (Table 1a) - Inspection certificate 3.1 acc. to EN 10204:2004 - Marking of embedment depth Materials (Threaded rod) Annex 3

Page 12, issued on 03. February 2009 Table 1b: Materials (Reinforcing bar) Abstract of EN 1992-1-1 Annex C, Table C.1, Properties of reinforcement: Product form Bars and de-coiled rods Class B C Charcteristic yield strength f yk or f 0,2k (N/mm²) 400 to 600 Minimum value of k = (f t / f y ) k 1,08 1,15 < 1,35 Characteristic strain at maximum force ε uk (%) Bendability 5,0 7,5 Bend/Rebend test Maximum deviation from nominal mass (individual bar) (%) Nominal bar size (mm) 8 > 8 ± 6,0 ± 4,5 Abstract of EN 1992-1-1 Annex C, Table C.2N, Properties of reinforcement: Product form Bars and de-coiled rods Class B C Min. value of related rip area f R,min nominal diameter of the rebar (mm) 8 to 12 > 12 0,040 0,056 Rib height of the bar shall be in the range 0,05d h 0,07d (d: Nominal diameter of the bar; h: Rib height of the bar) Regarding design of post-installed rebar as anchor see chapter 4.2.1 Materials (Reinforcing bar) Annex 4

Page 13, issued on 03. February 2009 Table 2: Installation parameters for threaded rod Anchor size M 8 M 10 M 12 M 16 M 20 M 24 M 27 M 30 Nominal drill hole diameter d 0 [mm] = 10 12 14 18 24 28 32 35 Embedment depth and bore h ef,min [mm] = 60 60 70 80 90 96 108 120 hole depth h ef,max [mm] = 96 120 144 192 240 288 324 360 Diameter of clearance hole in the fixture d f [mm] 9 12 14 18 22 26 30 33 Diameter of steel brush d b [mm] 12 14 16 20 26 30 34 37 Torque moment T inst [Nm] 10 20 40 80 120 160 180 200 Thickness of fixture Minimum thickness of member t fix,min [mm] > 0 t fix,max [mm] < 1500 h h min [mm] ef + 30 mm 100 mm h ef + 2d 0 Minimum spacing s min [mm] 40 50 60 80 100 120 135 150 Minimum edge distance c min [mm] 40 50 60 80 100 120 135 150 Table 3: Installation parameters for reinforcing bar Rebar size 8 10 12 14 16 20 25 28 32 Nominal drill hole diameter d 0 [mm] = 12 14 16 18 20 24 32 35 37 Embedment depth and h ef,min [mm] = 60 60 70 75 80 90 100 112 128 bore hole depth h ef,max [mm] = 96 120 144 168 192 240 300 336 384 Diameter of steel brush d b [mm] 14 16 18 20 22 26 34 37 40 Minimum thickness of member h min [mm] h ef + 30 mm 100 mm h ef + 2d 0 Minimum spacing s min [mm] 40 50 60 70 80 100 125 140 160 Minimum edge distance c min [mm] 40 50 60 70 80 100 125 140 160 Installation parameters Annex 5

Page 14, issued on 03. February 2009 Assembly instructions 1. Drill with hammer drill a hole into the base material to the size and embedment depth required by the selected anchor (Table 2 or Table 3) 2a. Starting from the bottom or back of the bore hole, blow the hole clean with compressed air or a hand pump (Annex 8) a minimum of two times. If the bore hole ground is not reached an extension shall be used The hand-pump can be used for anchor sizes up to bore hole diameter 20 mm. or For bore holes larger then 20 mm or deeper 240 mm, compressed air (min. 6 bar) must be used. 2b. Check brush diameter acc. Table 5 and attach the brush to a drilling machine or a battery screwdriver. Brush the hole with an appropriate sized wire brush > d b,min (Table 5) a minimum of two times. If the bore hole ground is not reached with the brush, a brush extension shall be used (Table 5). 2c. Finally blow the hole clean again with compressed air or a hand pump acc. Annex 8 a minimum of two times. If the bore hole ground is not reached an extension shall be used or The hand-pump can be used for anchor sizes up to bore hole diameter 20 mm. For bore holes larger then 20 mm or deeper 240 mm, compressed air (min. 6 bar) must be used. 3. Attach a supplied static-mixing nozzle to the cartridge and load the cartridge into the correct dispensing tool. For every working interruption longer than the recommended working time (Table 4) as well as for new cartridges, a new static-mixer shall be used. 4..Prior to inserting the anchor rod into the filled bore hole, the position of the embedment depth shall be marked on the anchor rods. 5..Prior to dispensing into the anchor hole, squeeze out separately a minimum of three full strokes and discard non-uniformly mixed adhesive components until the mortar shows a consistent grey or red colour. Assembly instructions Annex 6

Page 15, issued on 03. February 2009 Assembly instructions (continuation) 6. Starting from the bottom or back of the cleaned anchor hole fill the hole up to approximately two-thirds with adhesive. Slowly withdraw the static mixing nozzle as the hole fills to avoid creating air pockets. For embedment larger than 190 mm an extension nozzle shall be used. For overhead and horizontal installation in bore holes larger than 20 mm a piston plug and extension nozzle (Annex 8) shall be used. Observe the gel-/ working times given in Table 4. 7. Push the threaded rod or reinforcing bar into the anchor hole while turning slightly to ensure positive distribution of the adhesive until the embedment depth is reached. The anchor should be free of dirt, grease, oil or other foreign material. 8. Be sure that the anchor is fully seated at the bottom of the hole and that excess mortar is visible at the top of the hole. If these requirements are not maintained, the application has to be renewed. For overhead installation fix embedded part (e.g. wedges). 9. Allow the adhesive to cure to the specified time prior to applying any load or torque. Do not move or load the anchor until it is fully cured (attend Table 4). 10. After full curing, the add-on part can be installed with the max. torque (Table 2) by using a calibrated torque wrench. Table 4: Minimum curing time Concrete temperature Gellingworking time Minimum curing time in dry concrete Minimum curing time in wet concrete 5 C 120 min 50 h 100 h + 10 C 90 min 30 h 60 h + 20 C 30 min 10 h 20 h + 30 C 20 min 6 h 12 h + 40 C 12 min 4 h 8 h Assembly instructions (continuation) Curing time Annex 7

Page 16, issued on 03. February 2009 Steel brush L d b Table 5: Parameter cleaning and setting tools Threaded rod Rebar d 0 Drill bit - d b Brush - d b,min min. Brush - L Total length Piston plug - (mm) (mm) (mm) (mm) (mm) (mm) (mm) M8 10 12 10,5 170 - M10 8 12 14 12,5 170 - M12 10 14 16 14,5 200-12 16 18 16,5 200 - M16 14 18 20 18,5 300-16 20 22 20,5 300 - M20 20 24 26 24,5 300 22 M24 28 30 28,5 300 27 M27 25 32 34 32,5 300 29 M30 28 35 37 35,5 300 34 32 37 40 37,5 300 36 Hand pump (volume 750 ml) Drill bit diameter (d 0 ): 10 mm to 20 mm Rec. compressed air tool (min 6 bar) Drill bit diameter (d 0 ): 10 mm to 37 mm Piston plug for overhead or horizontal installation Drill bit diameter (d 0 ): 24 mm to 37 mm Cleaning and setting tools Annex 8

Page 17, issued on 03. February 2009 Table 6a: Design method A: Characteristic values for tension loads in non-cracked concrete Anchor size threaded rod M 8 M 10 M 12 M 16 M 20 M24 M 27 M 30 Steel failure Characteristic tension resistance, Steel, property class 5.8 Characteristic tension resistance, Steel, property class 8.8 Partial safety factor γ Ms,N Characteristic tension resistance, Stainless steel A4 and HCR, property class 50 (>M24) and 70 ( M24) Partial safety factor γ Ms,N Combined pullout and concrete cone failure Characteristic bond resistance in non-cracked concrete C20/25 N Rk,s [kn] 18 29 42 78 122 176 230 280 N Rk,s [kn] 29 46 67 125 196 282 368 449 1,50 N Rk,s [kn] 26 41 59 110 171 247 230 281 1,87 2,86 Temperature range I 4) : 40 C/24 C Temperature range II 4) : 60 C/43 C Temperature range III 4) : 72 C/43 C dry and wet concrete τ Rk,ucr [N/mm²] 15 15 15 14 13 12 12 12 flooded bore hole τ Rk,ucr [N/mm²] 15 14 13 10 9,5 8,5 7,5 7,0 dry and wet concrete τ Rk,ucr [N/mm²] 9,5 9,5 9,0 8,5 8,0 7,5 7,5 7,5 flooded bore hole τ Rk,ucr [N/mm²] 9,5 9,5 9,0 8,5 7,5 7,0 6,5 6,0 dry and wet concrete τ Rk,ucr [N/mm²] 8,5 8,5 8,0 7,5 7,0 7,0 6,5 6,5 flooded bore hole τ Rk,ucr [N/mm²] 8,5 8,5 8,0 7,5 7,0 6,0 5,5 5,5 Partial safety factor (dry and wet concrete) γ Mp = γ Mc Partial safety factor (flooded bore hole) γ Mp = γ Mc Increasing factors for non-cracked concrete ψ c Splitting failure 1,8 2) 2,1 3) 2,1 3) C30/37 1,04 C40/50 1,08 C50/60 1,10 Edge distance for h < h ef + 5c 0,75 Edge distance for h h ef + 5c 0,75 c cr,sp [mm] c cr,sp c cr,sp = 2,70 h = 1,67 h ef ef + 3,45 d + 1,53 d Axial distance s cr,sp [mm] 2 c cr,sp Partial safety factor (dry and wet concrete) γ Msp Partial safety factor (flooded bore hole) γ Msp 1,8 2) 2,1 3) 2,1 3) In absence of other national regulations 2) The partial safety factor γ 2 = 1.2 is included. 3) The partial safety factor γ 2 = 1.4 is included. 4) Explanations see section 1.2 Application with threaded rod Design method A: Characteristic values for tension loads in non-cracked concrete Annex 9

Page 18, issued on 03. February 2009 Table 6b: Design method A: Characteristic values for tension loads in cracked concrete Anchor size threaded rod M 12 M 16 M 20 M24 Steel failure Characteristic tension resistance, Steel, property class 5.8 N Rk,s [kn] 42 78 122 176 Characteristic tension resistance, Steel, property class 8.8 N Rk,s [kn] 67 125 196 282 Partial safety factor γ Ms,N 1,50 Characteristic tension resistance, Stainless steel A4 and HCR, property class 50 (>M24) and 70 ( M24) Partial safety factor γ Ms,N Combined pullout and concrete cone failure Characteristic bond resistance in cracked concrete C20/25 N Rk,s [kn] 59 110 171 247 1,87 Temperature range I 4) : 40 C/24 C Temperature range II 4) : 60 C/43 C Temperature range III 4) : 72 C/43 C dry and wet concrete τ Rk,cr [N/mm²] 7,5 6,5 6,0 5,5 flooded bore hole τ Rk,cr [N/mm²] 7,5 6,0 5,0 4,5 dry and wet concrete τ Rk,cr [N/mm²] 4,5 4,0 3,5 3,5 flooded bore hole τ Rk,cr [N/mm²] 4,5 4,0 3,5 3,5 dry and wet concrete τ Rk,cr [N/mm²] 4,0 3,5 3,0 3,0 flooded bore hole τ Rk,cr [N/mm²] 4,0 3,5 3,0 3,0 Partial safety factor (dry and wet concrete) γ Mp = γ Mc Partial safety factor (flooded bore hole) γ Mp = γ Mc Increasing factors for non-cracked concrete ψ c Splitting failure 1,8 2) 2,1 3) 2,1 3) C30/37 1,04 C40/50 1,08 C50/60 1,10 Edge distance for h < h ef + 5c 0,75 Edge distance for h h ef + 5c 0,75 c cr,sp [mm] c cr,sp c cr,sp = 2,70 h = 1,67 h ef ef + 3,45 d + 1,53 d Axial distance s cr,sp [mm] 2 c cr,sp Partial safety factor (dry and wet concrete) γ Msp Partial safety factor (flooded bore hole) γ Msp 1,8 2) 2,1 3) 2,1 3) In absence of other national regulations 2) The partial safety factor γ 2 = 1.2 is included. 3) The partial safety factor γ 2 = 1.4 is included. 4) Explanations see section 1.2 Application with threaded rod Design method A: Characteristic values for tension loads in cracked concrete Annex 10

Page 19, issued on 03. February 2009 Table 7: Design method A: Characteristic values for shear loads in cracked and non-cracked concrete Anchor size threaded rod M 8 M 10 M 12 M 16 M 20 M24 M 27 M 30 Steel failure without lever arm Characteristic shear resistance, Steel, property class 5.8 Characteristic shear resistance, Steel, property class 8.8 Partial safety factor γ Ms,V Characteristic shear resistance, Stainless steel A4 and HCR, property class 50 (>M24) and 70 ( M24) Partial safety factor γ Ms,V Steel failure with lever arm Characteristic bending moment, Steel, property class 5.8 Characteristic bending moment, Steel, property class 8.8 Partial safety factor γ Ms,V Characteristic bending moment, Stainless steel A4 and HCR, property class 50 (>M24) and 70 ( M24) Partial safety factor γ Ms,V Concrete pryout failure V Rk,s [kn] 9 15 21 39 61 88 115 140 V Rk,s [kn] 15 23 34 63 98 141 184 224 1,25 V Rk,s [kn] 13 20 30 55 86 124 115 140 1,56 2,38 M 0 Rk,s [Nm] 19 37 65 166 324 560 833 1123 M 0 Rk,s [Nm] 30 60 105 266 519 896 1333 1797 1,25 M 0 Rk,s [Nm] 26 52 92 232 454 784 832 1125 1,56 2,38 Factor k in equation (5.7) of Technical Report TR 029 for the design of Bonded Anchors Partial safety factor γ Mcp 2,0 1,50 2) Concrete edge failure See section 5.2.3.4 of Technical Report TR 029 for the design of Bonded Anchors Partial safety factor γ Mc 1,50 2) In absence of other national regulations 2) The partial safety factor γ 2 = 1.0 is included. Application with threaded rod Design method A: Characteristic values for shear loads in cracked and non-cracked concrete Annex 11

Page 20, issued on 03. February 2009 Table 8: Displacements for tension loads Anchor size threaded rod M 8 M 10 M 12 M 16 M 20 M24 M 27 M 30 Temperature range 40 C/24 C for non-cracked concrete C20/25 Displacement δ N0 [mm/(n/mm²)] 0,011 0,013 0,015 0,020 0,024 0,029 0,032 0,035 Displacement δ N [mm/(n/mm²)] 0,044 0,052 0,061 0,079 0,096 0,114 0,127 0,140 Temperature range 72 C/43 C and 60 C/43 C for non-cracked concrete C20/25 Displacement δ N0 [mm/(n/mm²)] 0,013 0,015 0,018 0,023 0,028 0,033 0,037 0,043 Displacement δ N [mm/(n/mm²)] 0,050 0,060 0,070 0,091 0,111 0,131 0,146 0,161 Temperature range 40 C/24 C for cracked concrete C20/25 Displacement δ N0 [mm/(n/mm²)] - - 0,032 0,037 0,042 0,048 - - Displacement δ N [mm/(n/mm²)] - - 0,21 0,21 0,21 0,21 - - Temperature range 72 C/43 C and 60 C/43 C for cracked concrete C20/25 Displacement δ N0 [mm/(n/mm²)] - - 0,037 0,043 0,049 0,055 - - Displacement δ N [mm/(n/mm²)] - - 0,24 0,24 0,24 0,24 - - Calculation of the displacement for design load Displacement for short term load = δ N0 τ Sd / 1,4; Displacement for long term load = δ N τ Sd / 1,4; (τ Sd : design bond strength) Table 9: Displacement for shear load 2) Dübelgröße M 8 M 10 M 12 M 16 M 20 M24 M 27 M 30 Displacement δ V0 [mm/(kn)] 0,06 0,06 0,05 0,04 0,04 0,03 0,03 0,03 Displacement δ V [mm/(kn)] 0,09 0,08 0,08 0,06 0,06 0,05 0,05 0,05 2) Calculation of the displacement for design load Displacement for short term load = δ N0 V d / 1,4; Displacement for long term load = δ N V d / 1,4; (V d : design shear load) Application with threaded rod Displacements Annex 12

Page 21, issued on 03. February 2009 Table 10a: Design method A: Characteristic values for tension loads in non-cracked concrete Anchor size reinforcing bar 8 10 12 14 16 20 25 28 32 Steel failure (Properties acc. to Annex 4) Characteristic tension resistance, BSt 500 S acc. to DIN 488-2:1986 or N Rk,s [kn] 28 43 62 85 111 173 270 339 442 E DIN 488-2:2006 5) Partial safety factor γ Ms,N Combined pullout and concrete cone failure Characteristic bond resistance in non-cracked concrete C20/25 Temperature range I 4) : 40 C/24 C dry and wet concrete 1,40 τ Rk,ucr [N/mm²] 11 11 10 10 9,5 9,0 9,0 8,5 8,5 flooded bore hole τ Rk,ucr [N/mm²] 11 10 9,0 8,0 7,5 6,5 5,5 5,0 5,0 Temperature range II 4) : 60 C/43 C Temperature range III 4) : 72 C/43 C dry and wet concrete τ Rk,ucr [N/mm²] 6,5 6,5 6,5 6,0 6,0 5,5 5,5 5,0 5,0 flooded bore hole τ Rk,ucr [N/mm²] 6,5 6,5 6,5 6,0 6,0 5,5 4,5 4,5 4,0 dry and wet concrete τ Rk,ucr [N/mm²] 6,0 6,0 5,5 5,5 5,5 5,0 4,5 4,5 4,5 flooded bore hole τ Rk,ucr [N/mm²] 6,0 6,0 5,5 5,5 5,5 5,0 4,0 4,0 3,5 Partial safety factor (dry and wet concrete) γ Mp = γ Mc Partial safety factor (flooded bore hole) γ Mp = γ Mc 1,8 2) 2,1 3) Increasing factors for C30/37 1,04 non-cracked concrete C40/50 1,08 ψ c C50/60 1,10 Splitting failure Edge distance for h < h ef + 5c 0,75 Edge distance for h h ef + 5c 0,75 c cr,sp [mm] c cr,sp 2,1 3) = 2,70 h = 1,67 h Axial distance s cr,sp [mm] 2 c cr,sp c cr,sp ef ef + 3,45 d + 1,53 d Partial safety factor (dry and wet concrete) γ Msp Partial safety factor (flooded bore hole) γ Msp 1,8 2) 2,1 3) 2,1 3) In absence of other national regulations 2) The partial safety factor γ 2 = 1.2 is included. 3) The partial safety factor γ 2 = 1.4 is included. 4) Explanations see section 1.2 5) For reinforcing bars which do not comply with DIN 488: The characteristic resistance N Rk,s shall be determined acc. to Technical Report TR 029, equation (5.. Regarding design of post-installed rebar as anchor see chapter 4.2.1 Application with reinforcing bar Design method A: Characteristic values for tension loads in non-cracked concrete Annex 13

Page 22, issued on 03. February 2009 Table 10b: Design method A: Characteristic values for tension loads in cracked concrete Anchor size reinforcing bar 12 14 16 20 25 Steel failure (Properties acc. to Annex 4) Characteristic tension resistance, BSt 500 S acc. to DIN 488-2:1986 or N Rk,s [kn] 62 85 111 173 270 E DIN 488-2:2006 5) Partial safety factor γ Ms,N Combined pullout and concrete cone failure Characteristic bond resistance in cracked concrete C20/25 1,40 Temperature range I 4) : 40 C/24 C Temperature range II 4) : 60 C/43 C Temperature range III 4) : 72 C/43 C dry and wet concrete τ Rk,cr [N/mm²] 5,5 4,5 4,5 4,0 3,5 flooded bore hole τ Rk,cr [N/mm²] 5,5 4,5 4,0 3,5 3,0 dry and wet concrete τ Rk,cr [N/mm²] 3,0 3,0 2,5 2,5 2,0 flooded bore hole τ Rk,cr [N/mm²] 3,0 3,0 2,5 2,5 2,0 dry and wet concrete τ Rk,cr [N/mm²] 3,0 2,5 2,5 2,0 2,0 flooded bore hole τ Rk,cr [N/mm²] 3,0 2,5 2,5 2,0 2,0 Partial safety factor (dry and wet concrete) γ Mp = γ Mc Partial safety factor (flooded bore hole) γ Mp = γ Mc 1,8 2) 2,1 3) Increasing factors for C30/37 1,04 non-cracked concrete C40/50 1,08 ψ c C50/60 1,10 Splitting failure Edge distance for h < h ef + 5c 0,75 Edge distance for h h ef + 5c 0,75 c cr,sp [mm] c cr,sp 2,1 3) = 2,70 h = 1,67 h Axial distance s cr,sp [mm] 2 c cr,sp c cr,sp ef ef + 3,45 d + 1,53 d Partial safety factor (dry and wet concrete) γ Msp Partial safety factor (flooded bore hole) γ Msp 1,8 2) 2,1 3) 2,1 3) In absence of other national regulations 2) The partial safety factor γ 2 = 1.2 is included. 3) The partial safety factor γ 2 = 1.4 is included. 4) Explanations see section 1.2 5) For reinforcing bars which do not comply with DIN 488: The characteristic resistance N Rk,s shall be determined acc. to Technical Report TR 029, equation (5.. Regarding design of post-installed rebar as anchor see chapter 4.2.1 Application with reinforcing bar Design method A: Characteristic values for tension loads in cracked concrete Annex 14

Page 23, issued on 03. February 2009 Table 11: Design method A: Characteristic values for shear loads in cracked and non-cracked concrete Anchor size reinforcing bar 8 10 12 14 16 20 25 28 32 Steel failure without lever arm (Properties acc. Annex 4) Characteristic shear resistance, BSt 500 S acc. to DIN 488-2:1986 or V Rk,s [kn] 14 22 31 42 55 86 135 169 221 E DIN 488-2:2006 3) Partial safety factor γ Ms,V Steel failure with lever arm (Properties acc. Annex 4) Characteristic bending moment, BSt 500 S acc. to DIN 488-2:1986 or M 0 Rk,s [Nm] 33 65 112 178 265 518 1012 1422 2123 E DIN 488-2:2006 4) Partial safety factor γ Ms,V 1,5 1,5 Concrete pryout failure Factor k in equation (5.7) of Technical Report TR 029 for the design of Bonded Anchors Partial safety factor γ Mcp 2,0 1,50 2) Concrete edge failure See section 5.2.3.4 of Technical Report TR 029 for the design of bonded anchors Partial safety factor γ Mc 1,50 2) In absence of other national regulations 2) The partial safety factor γ 2 = 1.0 is included. 3) For reinforcing bars which do not comply with DIN 488: The characteristic resistance V Rk,s shall be determined acc. to Technical Report TR 029, equation (5.5). 4) For reinforcing bars which do not comply with DIN 488: The characteristic resistance M 0 Rk,s shall be determined acc. to Technical Report TR 029, equation (5.6b). Regarding design of post-installed rebar as anchor see chapter 4.2.1 Application with reinforcing bar Design method A: Characteristic values for shear loads in cracked and non-cracked concrete Annex 15

Page 24, issued on 03. February 2009 Table 12: Displacements for tension loads Anchor size reinforcing bar 8 10 12 14 16 20 25 28 32 Temperature range 40 C/24 C for non-cracked concrete C20/25 Displacement δ N0 [mm/(n/mm²)] 0,011 0,013 0,015 0,018 0,020 0,024 0,030 0,033 0,037 Displacement δ N [mm/(n/mm²)] 0,044 0,052 0,061 0,070 0,079 0,096 0,118 0,132 0,149 Temperature range 72 C/43 C and 60 C/43 C for non-cracked concrete C20/25 Displacement δ N0 [mm/(n/mm²)] 0,013 0,015 0,018 0,020 0,023 0,028 0,034 0,038 0,043 Displacement δ N [mm/(n/mm²)] 0,050 0,060 0,070 0,081 0,091 0,111 0,136 0,151 0,172 Temperature range 40 C/24 C for cracked concrete C20/25 Displacement δ N0 [mm/(n/mm²)] - - 0,032 0,035 0,037 0,042 0,049 - - Displacement δ N [mm/(n/mm²)] - - 0,21 0,21 0,21 0,21 0,21 - - Temperature range 72 C/43 C and 60 C/43 C for cracked concrete C20/25 Displacement δ N0 [mm/(n/mm²)] - - 0,037 0,040 0,043 0,049 0,056 - - Displacement δ N [mm/(n/mm²)] - - 0,24 0,24 0,24 0,24 0,24 - - Calculation of the displacement for design load Displacement for short term load = δ N0 τ Sd / 1,4; Displacement for long term load = δ N τ Sd / 1,4; (τ Sd : design bond strength) Table 13: Displacement for shear load 2) BST 500 S 8 10 12 14 16 20 25 28 32 Displacement δ V0 [mm/(kn)] 0,06 0,05 0,05 0,04 0,04 0,04 0,03 0,03 0,03 Displacement δ V [mm/(kn)] 0,09 0,08 0,07 0,06 0,06 0,05 0,05 0,04 0,04 2) Calculation of the displacement for design load Displacement for short term load = δ N0 V d / 1,4; Displacement for long term load = δ N V d / 1,4; (V d : design shear load) Application with reinforcing bar Displacements Annex 16