Replaces the brochure 10/96 9/2002.

Replaces the brochure 10/96 9/2002 www.peikko.com

CONTENTS 1. DESCRIPTION OF THE SYSTEM..................................................3 2. DIMENSIONS AND MATERIALS...................................................4 3. MANUFACTURING..............................................................5 3.1 Manufacturing method........................................................5 3.2 Manufacturing tolerances......................................................5 3.3 Manufacturing markings.......................................................5 3.4 Quality control..............................................................5 4. CAPACITIES...................................................................5 5. APPLICATION..................................................................6 5.1 Principle of application........................................................6 5.2 Limitations for application......................................................7 5.3 Design rules information.......................................................7 5.3.1 Design principles...........................................................7 5.3.2 Requirements for concrete bedding.............................................7 5.3.3 Minimum distances of the edge and centres and attachment bedding reinforcement for long bolts.................................................................7 5.3.4 Minimum distances of the edge and centres and attachment bedding reinforcement for short bolts.................................................................8 5.3.5 The correction factors of capacity values........................................11 5.3.6 Joining to foundations and column to column connections..........................11 6. INSTALLATION................................................................11 6.1 Appliance and equipment.....................................................11 6.2 Bolt installation and installation tolerances........................................12 6.3 Bending the bolts............................................................13 6.4 Welding of the bolts..........................................................13 6.5 Installing the columns........................................................13 7. INSTALLATION CONTROL.......................................................14 7.1 Instructions for controlling bolt installation.........................................14 7.2 Instructions for controlling column installation......................................14

1. DESCRIPTION OF THE SYSTEM Tension, compression and shear forces are transferred to the reinforced concrete base structure by Peikko PPM and HPM bolts. There are two types of PPM and HPM anchor bolts: - long bolts - short bolts The long anchor bolts transfer the compression and tension forces through the bond of the ribbed bars. The short anchor bolts transfer the forces through the bond of the ribbed bars and headed studs. Concrete pry out failure measures the shearing capacity of the bolt. Use range: - in concrete element column joints with column shoes - in steel column joints - in concrete element wall joints with wall shoes - in concrete element beam joints with beam shoes - in fixing machines to the concrete Figure 1 Bolts in steel column joint and in reinforced concrete column joint 3

2. DIMENSIONS AND MATERIALS Table 1 Dimensions and weights of the HPM bolts Bolt Tread lenght A Stress area of the tread [mm 2 ] Ribbed bar Ø Washer Ø HPM/P Length L Weight [kg] HPM/L Length L Weight [kg] HPM 16 140 157 16 ø 38-6 810 1,7 280 1,0 HPM 20 140 245 20 ø 46-6 1000 2,9 350 1,4 HPM 24 170 352 25 ø 56-6 1160 4,8 430 2,6 HPM 30 190 561 32 ø 65-8 1420 9,8 500 4,4 HPM 39 200 976 40 ø 90-10 2000 21,3 700 9,3 Table 2 Dimensions and weights of the PPM bolts Bolt Thread length A Stress area of the thead Ribbed bar Ø Washer Length L Weight [kg] Length L Weight [kg] [mm 2 ] PPM 22 160 303 2ø20 ø 56-6 1190 6,2 510 4,4 PPM 27 170 459 2ø25 ø 65-8 1415 11,4 650 7,5 PPM 36 190 817 4ø20 ø 80-8 1450 16,0 740 13,0 PPM 39 190 976 3ø25 ø 90-10 1815 23,6 880 13,9 PPM 45 220 1306 4ø25 ø 100-10 1825 31,4 980 24,7 PPM 52 250 1758 4ø32 ø 100-12 1930 52,1 1140 41,8 Ø PPM/P PPM/L Table 3 Materials of HPM bolts Ribbed bars BSt500S/ A 500HW DIN 488/ SFS 1215 Washers S 355JO EN 10025 or DIN 7349 Nuts thread strenght 8.8 EN ISO 4032 or DIN 934 Table 4 Materials of PPM bolts 4

3. MANUFACTURING 3.1 Manufacturing method Ribbed bars Mechanical cutting Threads Mechanical machining Welding MAG by hand or with a robot Welding class C (EN 25817) 3.2 Manufacturing tolerances Length Thread length 3.3 Manufacturing markings ±10 mm +5, -0 mm 3.4 Quality control 4. CAPACITIES Bolts are marked with the SFS mark and the emblem of Teräspeikko Oy. A letter T as Teräspeikko is marked in headed studs. The quality control involved in producing the steel parts conforms to the requirements set by the Finnish Code of Building Regulations. Teräspeikko Oy is under the SFS-Certification for quality control. Bolts have certified product declarations confirmed by the Concrete Association of Finland. In Germany short bolts have Zulassung Nr. Z-21.5-1520 and Nr. Z-21.5-1539. Table 5 Capacities of the bolts; concrete C25/30. Bolt Tensile force N u Capacities [kn] Shear force V u HPM 16 65,4 14,7 HPM 20 102,1 22,9 HPM 24 147,1 33,0 HPM 30 233,8 52,4 HPM 39 406,7 91,1 PPM 22 194,4 35,1 PPM 27 294,5 53,2 PPM 36 476,6 90,2 PPM 39 569,3 107,8 PPM 45 761,8 144,3 PPM 52 1025,5 194,2 Allowed loads are obtained by dividing the calculation capacities with 1,6. The capacities in table 5 are according to the Finnish Code of Building Regulations If you require capacities according to other regulations, please contact Teräspeikko s technical support. 5

5. APPLICATION 5.1 Principle of application When tensile and shearing forces strain the bolt simultaneously, the combined strain should be checked with the following formula: N d is the design value of the tensile force N u is the capacity value of the tensile force V d is the design value of the shear force V u is the capacity value of the shear force The capacity of the normal force of a bolt cast in concrete is the same in tension and compression. The bending and buckling of the bolt should be noted in situations occurring during assembly. Such a situation can be dimensioned with the PeikCol dimensioning program that can be found and download without cost from the Internet, at www.peikko.com. HPM/P ribbed bar bolts are used as overlapping bolts in pre-cast columns and as foundation bolts. HPM/L are also used as anchor bolts in foundations, and they are suitable for bolt joints at the top of concrete beams or on sides of columns. PPM/P bolts are used as overlapping bolts in columns. The main reinforcement of the basic bolt is attached to reinforcement of the column with an overlap. PPM/L bolts are used as anchor bolts in foundations. PPM/P -long foundation column HPM/P -column to column joint PPM/L -footing HPM/L -low foundation column Figure 2 Using the bolts 6

5.2 Limitations for application The capacities of the bolts have been calculated for statistic loads. In the case of dynamic and fatigue loads, greater safety factors have to be used individually for each case. 5.3 Design rules information 5.3.1 Design principles With short bolts tension and compression forces create a concrete cone into the base structure in the situation of ultimate limit state. To ensure the capacities minimum distances of the edge and centres, minimum concrete cover and minimum reinforcement has to be done according to section 5.3. The normal forces on the long bolts (PPM/P and HPM/P) are transferred through the overlapped ribbed bars to the main reinforcement of the structure. The splice factors for the long bolts are (according to the Finnish Code of Building Regulations): HPM/P: k j = 1,5 PPM/P: k j = 2,0 PPM and HPM bolts have been designed for reinforced concrete C30 in bond condition I. The minimum edge distance requirement has to be obeyed with shear forces in both long and short bolts. The level of the bolts from the surface of the casting must be at the most according to section 6.2. The effect of the stability forces has been taken into consideration with factor 0.8 in the capacities. 5.3.2 Requirements for concrete bedding PPM and HPM bolts have been designed for reinforced concrete C25/30. The correction factories for lower grades and also for structure class 1 exist in section 5.3.5. 5.3.3 Minimum distances of the edge and centres and attachment bedding 5.3.3 reinforcement for long bolts The concrete cover of ribbed bars and c/c distances of them are designed in accordance with ENV. Attachment bedding reinforcement A basic column is reinforced with the amount of reinforcement corresponding to the bolts bond. 7

Table 6 Reinforcement of column with PPM/P bolts Bolt PPM 22 PPM 27 PPM 36 PPM 39 PPM 45 PPM 52 Ribbed bars of the bolt 2ø20 2ø25 4ø20 3ø25 4ø25 4ø32 Table 7 The defining criteria for bolt lengths Concrete Bonding space Slice factor [kj] HPM / P PPM / P C25/30 C30/37 C25/30 I II I 1,5 1,5 2,0 Shearing forces When shearing forces are transferred, the edge distance has to be 10 x M at the most. Otherwise, the edge has to be reinforced against the shearing forces or the capacity has to be decreased according to section 5.3.5. 5.3.4 Minimum distances of the edge and centres and attachment bedding 5.3.4 reinforcement for short bolts The minimum edge distance from the edge of the foundation is 10 x M for short HPM/L and PPM/L bolts. Table 8 The edge distance of short bolts in foundation plate and the minimum centre distances HPM/L c/c HPM 16/L HPM 20/L 180 HPM 24/L HPM 30/L HPM 39/L 280 PPM/L c / c PPM 22/L 180 PPM 27/L PPM 36/L 280 PPM 39/L PPM 45/L 380 PPM 52/L 480 Tensile forces A single bolt can be anchored without the need for punching reinforcement. 8

A pair of bolts requires the use of mesh reinforcement according to the concrete standards. The reinforcement is distributed evenly in the area of the concrete cone. Table 9 Reinforcing the foundation As HPM/L [mm 2 /m] HPM 16/L 174 HPM 20/L 221 HPM 24/L 277 HPM 30/L 343 HPM 39/L 485 ø 10#150 PPM/L PPM 22/L 355 ø 8#150 PPM 27/L 470 PPM 36/L 539 PPM 39/L 663 PPM 45/L 745 PPM 52/L 869 Min. mesh reinforcement ø 8#200 ø 8#150 ø 10#150 ø 12#150 If necessary, values lower than the edge distances stated in table 8 can be used if the concrete cone is anchored against bolt force with using the following principles. Figure 3 Alternatives for punching reinforcement 9

If necessary, the HPM/L anchor bolt can be located closer to the edge of the structure if the corner of the structure is reinforced according to the bolt forces. In that case, with the HPM/L anchor bolt, you can use the minimum edge distance of 3,1 x M, calculated on the basis of the local compression fraction of the concrete. Using this small edge distance (min. 3,1 x M) becomes necessary in beams, columns and in the edges of other strongly reinforced structures. Table 10 The minimum edge distance of the HPM/L anchor bolt according to local compression factor. The reinforcement of the structure will be planned to prevent conical fracture. HPM/L A h Stirrups c / c HPM 16/L 52 1ø8 HPM 20/L 82 2ø8 HPM 24/L 118 3ø8 HPM 30/L 187 4ø8 HPM 39/L 325 5ø10 stirrups Compression forces The compression anchoring of short bolts requires a sufficient concrete layer (h) underneath the bolt s anchor piece, so that the anchor piece does not cause a conical fraction under the plate. If "h" in the structure is lower than the required "h" (h required ), the structure has to be reinforced. Table 11 Reinforcing the conical fracture under the bolt h required HPM/L As [mm 2 ] HPM 16/L 80 93 HPM 20/L 100 138 HPM 24/L 115 186 HPM 30/L 145 312 HPM 39/L 190 527 PPM/L PPM 22/L 90 149 PPM 27/L 105 152 PPM 36/L 170 588 PPM 39/L 195 720 PPM 45/L 205 862 PPM 52/L 220 1024 Reinforcement if h < h required Shearing forces When shearing forces are transferred, the edge distance has to be 10 x M at the most. Otherwise, the edge has to be reinforced against the shearing forces or the capacity has to be decreased according to section 5.3.5. 10

5.3.5 The correction factors of capacity values Concrete grade Correction factor for concrete C20/25 = 0,83 Edge distances for shearing force The shearing force capacity requires an edge distance of 10 x M. If this requirement is not in place, reinforcement must be used to make sure the edge of the concrete structure will not brake. Alternatively, the capacities must be reduced in relation to the edge distances. 2 C Correction factor = 10 M C = distance from structure section to the centre of the bolt M = thread size 5.3.6 Joining to foundations and column to column connections Ash Figure 4 Column joint of two different size columns Table 12 Concrete grade (column) The expansion of the ( min) and splitting stirrups Concrete grade (found.) The bolts of the tension side yield min Cross section compressed min Diametric reinforcement (BSt500S) Ash > A [mm 2 ] C30/37 0,13 x H 0,24 x H A = B x H / 430 C40/50 C 25/30 0,26 x H 0,43 x H A = B x H / 240 C50/60 0,38 x H 0,61 x H A = B x H / 170 C50/60 C 30/37 0,20 x H 0,33 x H A = B x H / 278 6. INSTALLATION 6.1 Appliance and equipment The concrete strength of the lower column, in the column to column joint should be at least the same as the concrete strength of the upper column. Compiling the bolts to bolt groups is done with the PPK installation frame. By using the installation frame, the right c/c distance as well as the verticality of the bolts is secured. Centre lines marked to the installation frame make it easier to measure the bolt groups to their location according to module line. With the help of the installation frame, the bolts can be grouped easily for direct use in reinforcement. Also the usage of the welded bolt groups can be avoided. 11

The frame is installed by tightening it between the nuts. During casting, the frame protects the threads. Greasing the threads before casting helps in the removal of the frame. The installation frame is attached by nailing it to the mould with a support timber and by binding the bolt group into the reinforcement. An open frame makes casting and compacting the concrete with mechanical vibrators easier. After casting, the frame is detached and can be reused. Figure 5 Table 13 Using the PPK installation frame Sizes of the nuts Thread size M16 M20 M22 M24 M27 M30 M36 M39 M45 M52 Key 24 30 34 36 41 46 55 60 70 80 6.2 Bolt installation and installation tolerances The bolts are installed to the level according to the figures in table 14. The level is measured from the surface of the rough casting, and the level tolerance is ±20 mm. Table 14 Installation tolerances and the anchoring bolt s height level from the surface of concrete when HPKM and PPKM column shoes are used. Installationtolerance T Installationtolerance T Location tolerance of the bolt group ±10 mm Bolt Grouting HPM 16 HPM 20 HPM 24 HPM 30 HPM 39 PPM 22 PPM 27 PPM 36 PPM 39 PPM 45 PPM 52 50 60 50 55 60 65 70 Bolt height from casting surface The tolerance for the joint Installation tolerance for the bolt T 105 115 130 150 180 ± 5 ± 3 130 150 ± 6 ± 3 170 180 ± 7 ± 4 195 225 ± 9 ± 5 12

When the bolt group for the PPK installation frame is formed, we achieve a reciprocal location tolerance of ±3 mm of the bolts. The location tolerance of the bolt group s hub has to be ±10 mm in concrete element installation. The bolthole of the PPKM and HPKM column shoes gives tolerances for the bolts according to the table 15. Table 15 The location tolerances of the bolts in relation to the boltholes of the PPKM and HPKM column shoes. Bolt Column shoe Tolerance HPM 16 HPKM 16 HPM 20 HPKM 20 ±5 mm PPM 22 PPKM 24 ±6 mm HPM 24 HPKM 24 ±5 mm PPM 27 PPKM 30 ±6 mm HPM 30 HPKM 30 ±5 mm PPM 36 PPKM 36 ±7 mm HPM 39 HPKM 39 ±6 mm PPM 39 PPKM 39 ±8 mm PPM 45 PPKM 45 ±7 mm PPM 52 PPKM 52 ±9 mm 6.3 Bending the bolts The HPM bolts and the bonds of the PPM bolts are made of BSt500S (A500HW) ribbed steel. Bending must be done in accordance with either EN or the Finnish Code of Building Regulations. 6.4 Welding of the bolts Welding of the bolts should be avoided, although all materials used in HPM and PPM bolts are weldable (except the nuts). 6.5 Installing the columns Column installation is done on top of washers adjusted to the right level with the nuts and by using installation pieces under columns. The verticality of the column is checked and the nuts are screwed on tight. Joint castings are done prior to installing the upper structures. 13

7. INSTALLATION CONTROL 7.1 Instructions for controlling bolt installation Before casting - insure that the right frame is being used (c/c standards, thread size). HPKM and PPKM column shoes have a column side measurement of 100 mm (M16 M36) or 120 mm (M39 M52) greater than the bolts c/c standards. - insure the location of the bolt group in relation to the module lines - insure that the reinforcement required by the bolts has been installed - insure that the bolts are level After casting - insure the location of the bolt group (the tolerance for concrete element column joints are portrayed in section 6.2). Greater variations must be reported to the structural designer. - protect the thread until the installation of the column (tape, plastic tube etc.) 7.2 Instructions for controlling column installation The joints have to be made according to the installation plan composed by the designer (construction engineer). If needed, Teräspeikko s technical support will give advice. In particular, check the following: - installation order - support during installation - instructions for tightening the bolts - instructions for joint casting 14

BOX 104, Vipusenkatu 20, 15101 LAHTI, Finland Tel. +358 (0)3 812 311, Fax +358 (0)3 733 1134 www.peikko.com