R-STEEL. RPK-N2, RPK-E2 Column shoes USER GUIDE

Transcription

1 R-STEEL RPK-N2, RPK-E2 Column shoes USER GUIDE

2 Contents 1. DESIGN APPROACH MATERIALS AND DIMENSIONS FABRICATION Fabrication Method Quality Control Shoe Markings RESISTANCES USER INSTRUCTIONS Limits of Use Design Guidance Column Reinforcement Instructions INSTALLATION Installation of the Column... 13

3 R-STEEL RPK-N2, RPK-E2 Column shoes User Guide 1. DESIGN APPROACH Column shoes are fastening components that are used to create moment resisting connections for precast columns. Stresses developed within the column are transferred to the column shoes, through the anchor bolts and across the grouted gap, to the adjoined structures e.g.to the foundations. It is possible to adjust the vertical position and level of the column using the column shoes. The gap that remains between the base of the column and the top of the adjoined structure is grouted up as soon as possible after the connection is set. The base connection, once grouted, is designed to be stronger than the cross-section of the column.

4 2. MATERIALS AND DIMENSIONS Materials and standards for the individual parts of the column shoes: Plates S355J2 EN S355J2+N EN Rebars B500B EN (SFS 1268) (A500HW SFS 1215) (BSt500S DIN 488) (K500C-T SS ) (B500NC NS ) Table of Dimensions RPK-N2 Shoe Dim. M16 M20 M24 M30 M39 Manu. Tol. B ,-0 C ,-0 E ±1 H /-10 t D ,-0 X Main Bars D12 D16 D16 D20 D25 pcs weight 2,4 4,3 6,2 11,0 24,4 RPK-E2 Shoe Dim. M30 M36 M39 M45 M52 Manu. Tol. B ,-0 C ,-0 E ±1 H /-10 t D ,-0 X Main Bars D20 D25 D25 D32 D32 pcs weight 16,5 27,6 34,1 64,4 86,2

5 3. FABRICATION 3.1 Fabrication Method Execution Standard EN Plates Flame cut, laser or plasma cut and mechanically cut Rebars Mechanically cut Welding Hand or robot MAG-welded, class C (EN ISO 5817) In accordance with EXC 2 Surface Treatment Untreated unless agreed otherwise. NOTE. The product shall be produced clean and dry. Light surface rusting may be present at delivery of the product. The product is to be stored in dry conditions. The product may be installed with light surface rusting, and in accordance with general requirements for reinforcement bars. 3.2 Quality Control Fabrication and quality control in accordance with SFS-EN R-Group Oy internal quality control in accordance with ISO 9001 and ISO External quality control provided to R-Group Finland Oy: Inspecta Sertifiointi OY 3.3 Shoe Markings R-GROUP Oy's product identifier and date Inspecta Sertifiointi Oy's check markings

6 4. RESISTANCES The tension capacities of the column shoes, calculated in accordance with EC (EN 1992, 1993), are governed by the tension capacity of the connected RPP, RPP-E base bolt. More information is provided in the R-STEEL RPP, RPP-E base bolt user guide. Minimum concrete grade of the column is C30/37. The anchorage length (lap length) is determined on the basis of the diameter of the anchor. Anchorage coefficients, lap factor α 6 = 1,5, α 2 = 0,7, others α 1 α 5 = 1,0 Nominal Column Shoe Design Tension Resistance RPK-N2 Shoe RPP Base Bolt N Rd [kn] M16 M16 62,2 M20 M20 97,0 M24 M24 139,4 M30 M30 222,2 M39 M39 386,5 RPK-E2 Shoe RPP-E Base Bolt N Rd [kn] M30 M30 299,2 M36 M36 435,7 M39 M39 520,5 M45 M45 696,5 M52 M52 937,6 The shear capacity of the shoe is governed by the connected RPP or RPP-E base bolt. The column shoe can also be used with base bolts from other suppliers, that are of equivalent strength and that are similarly approved (BY approved product manual or ETA approval).

7 5. USER INSTRUCTIONS 5.1 Limits of Use The capacities of the column shoes have been calculated for static loads. Increased load factors are to be adopted for case specific dynamic and fatigue effects. For design in accordance with the Eurocodes, the lowest operating temperature is calculated from EN Design Guidance The shear strength of the connection can be calculated in accordance with EN clause The additional contribution of friction to shear strength can be taken into account; a friction coefficient of 0.2 can be adopted for a sand-cement grout, without additional tests. Shear resistance: F v,rd = F f,rd + nf vb,rd, where n is the number of bolts on the compression side of the column. Resistance due to friction: F f,rd = C f,dn c,ed, where C f,d is 0,2 and N c,ed = the axial compression applied by the column. Bolt shear resistance: V Rd = min { F 1,vb,Rd ; F 2,vb,Rd } F 1,vb,Rd = ( k 1a bf base,ud bt base ) / γ M2 F 2,vb,Rd = ( α bf bolt,ua bolt ) / γ M2 α b = 0,44-0,0003 f bolt,y k 1 and α b EN , Table 3.4 f base,u, f bolt,u are the base plate and bolt ultimate tensile strengths respectively A bolt is the net tensile area of the bolt ϒ M2 is the material partial factor for resistance, EN , Table 2.1 Design criteria: V Ed V Rd N Ed N Rd N 1 Ed / 1.4N Rd + V 1 Ed / V Rd 1 Where N 1 Ed and V 1 Ed are applied coincident axial force and shear force. Shear strength during erection, governed by the shear transfer capability of the base bolt, can be calculated using European design guidance ETAG 001, Annex C; 2010 in conjunction with technical specification CEN/TS

8 Base Bolt Design Resistances: NOTE. Shear resistance during installation and prior to grouting of the base RPP Base Bolt Design Resistances: Bolt Tension Shear Net Tens. Area Lever arm EN Size N Rd (kn) V Rd (kn) A (mm 2 ) l (mm) N R,d = 0.9f uk*a / γ Ms M16 62,2 4, γ Ms = 1,25 and f uk = 550 MPa M20 97,0 8, ETAG-001, AnnexC ( ) M24 139,4 12, ,5 V R,d = V Rk,s / γ M,s M30 222,2 22, ,5 V Rk,s = α MM Rk,s / l i M39 386,5 43, M Rk,s = M o Rk,s ( 1 - N sd / N Rd,s ) RPP-E Base Bolt Design Resistances: (N sd = 0 ; shear only) M o Rk,s = 1,2 W elf uk W el = πd 3 /32 α M = 2.0 Bolt Tension Shear Net Tens. Area Lever arm EN Size N Rd (kn) V Rd (kn) A (mm 2 ) l (mm) and ETAG-001, Annex C (3.3a) M30 299,2 34, N R,d = f uk*a / γ Ms M36 435,7 52, γ Ms = 1,5 and f uk = 800 MPa M39 520,5 61, ETAG-001, Annex C ( ) M45 696,5 88, V R,d = V Rk,s /γ M,s M52 937,6 124, V Rk,s = α MM Rk,s / l i M Rk,s = M o Rk,s ( 1 - N sd / N Rd,s ) (N sd = 0 ; shear only) M o Rk,s = 1,2W elf uk W el = πd 3 /32 α M = 2.0; γ Ms = 1,25 e 1 = base grout thickness + 0,5 x base plate thickness a 3 = 0,5 x d 0 The base is to be grouted as soon as possible following installation and setting of the column. Following hardening of the grout, structures can be added to the top or corbel of the column. The strength of the grout used (in the base joint as well as to fill the box of the shoe) is to be at least as strong as the design

9 strength of the concrete of the connecting column. Cement grout must be non-shrink (zero shrinkage). Instructions provided by the grout manufacturer and by the designer must be followed. In the erection case, base bolts are verified against applied wind loads and dead load, including stability loads. Additional wind load from column corbels must be taken into account. Nominal concrete cover is to be in accordance with guidance presented in EN When the RPK-N2 or RPK-E2 shoe is positioned in the column mould using the casting box, the concrete cover to the anchor bars is: Concrete Cover: Shoe Cover (mm) RPK-N2 M16 45 RPK-N2 M20 45 RPK-N2 M24 45 RPK-N2 M30 45 RPK-N2 M39 45 RPK-E2 M30 50 RPK-E2 M36 50 RPK-E2 M39 50 RPK-E2 M45 45 RPK-E2 M52 45 If greater cover is required, then the shoe is to be positioned deeper into the column. Structural fire design of the column is to be undertaken in accordance with EN Fire resistance of R90-R120 can be achieved with the above concrete cover values, following the dimensioning criteria setout in tabulated data of EN The fire resistance of the base plate of the shoe, without any additional provided fire protection, is R60. For exposure class X0 (dry internal environment) the base plate can be left exposed if the surfaces can be accessed for maintenance of the surface treatment eg. corrosion protection system and fire protection system. For exposure classes XC, XD and XS, corrosion protection (surface treatment and/or protective concrete cover layer) is to be provided for at least the exposure class and design life of the connected structures. For exposure class XC hot dip galvanization is required. For exposure classes XD as well as XS, in addition to hot dip galvanization, an additional layer of reinforced concrete (that prevents water ingress up to the column shoe) is required.

10 Minimum column size that can be made with the RPK-N2 and RPK-E2 shoes: Shoe Column Rectangular Circular / diameter RPK-N2 M16 230x RPK-N2 M20 240x RPK-N2 M24 250x RPK-N2 M30 280x RPK-N2 M39 360x RPK-E2 M30 310x RPK-E2 M36 360x RPK-E2 M39 370x RPK-E2 M45 500x RPK-E2 M52 510x If the required column is smaller than the minimum column size given in the table above, then please contact R-Steel for more information.

11 5.3 Column Reinforcement Instructions The reinforcement to the column adjacent to the column shoes is to be in accordance with instructions provided in EC 2, as well as the following details.

12 Additional Reinforcement for the RPK-N2 shoe: RPK-N2 Shoe Links Dim. Links Main Rebar 1 (vert.links) 2 (hor.) 4 (hor.) H H/3 A sh D max pcs Lb M16 min 4 T T8 2 T T8 20 M20 min 4 T T8 2 T T8 20 M24 min 4 T T8 3 T T8 25 M30 min 4 T T8 3 T T8 32 M39 min 4 T T10 3 T T8 32 Within the zone defined by H, the maximum recommended spacing of shear links according to SFS-EN is 100mm. Columns where centrally positioned shoes are used: Link "1": add 2 pcs. no. "1" links per shoe pair (1no. to each side of each pair). Link "4": add no. "4" links around each shoe pair. Required no. of links according to the table. Additional Reinforcement for the RPK-E2 shoe: RPK-E2 Shoe Links Dim. Links Main Rebar 1 (vert.links) 2 (hor.) 4 (hor.) H H/3 A sh D max pcs Lb M30 min 4 T T8 2+2 T T8 25 M36 min 4 T T T T8 32 M39 min 4 T T T T8 32 M45 min 4 T T T T8 32 M52 min 4 T T T T8 32 Within the zone defined by H, the maximum recommended spacing of shear links according to SFS-EN is 100mm. Columns where centrally positioned shoes are used: Link "1": add 2 pcs. no. "1" links per shoe pair (1no. to each side of each pair). Link "4": add no. "4" links around each shoe pair. Required no. of links according to the table.

13 6. INSTALLATION Installation tolerance within the column mould, in plan: ±2 mm. The shoe is tied in to the main reinforcement cage, and is connected to the end plate of the mould by bolting through the base plate. Checklist prior to casting of the column: The correct shoe size and type has been installed in the mould The positioning of the shoe is correct Adequate tieing of the shoe into the reinforcement cage, and adequately bolted connection to the end plate of the mould Casting boxes are in position Checklist after casting of the column: Shoe position is correct, and has not moved or rotated Grouting pipe is open (if used) Casting boxes are removed Ensure that the shoe voids are clean i.e. no concrete or cement 6.1 Installation of the Column The column is installed at the correct level either by adjusting the nuts to the bolted connection or by using packer plates. Nuts are to be firmly tightened, for example using an impact wrench. Following tightening of the nuts, lifting connections can be disconnected and removed. Erection must follow the erection scheme that is approved by the responsible engineer. Space required for tightening the nut with an impact wrench is verified in accordance with DIN Once the column is set at the correct level and inclination, and the nuts are tightened, the base is to be grouted in accordance with the manufacturer's guidance. The grout must be of a non-shrinkage type and with strength greater than the weakest of the concrete structures that are connected together with the bolt and shoe assembly. The sides of the grouted joint may be formed vertically for example with the help of a casting form. Installation tolerances and available length of the anchor bolts above concrete surface (in mm):

14 Shoe Base Bolt base grout length of bolt above bolt installation concrete surface tolerance RPK-N2 M16 RPP M ± 3 RPK-N2 M20 RPP M ± 3 RPK-N2 M24 RPP M ± 3 RPK-N2 M30 RPP M ± 3 RPK-N2 M39 RPP M ± 3 RPK-E2 M30 RPP-E M ± 3 RPK-E2 M36 RPP-E M ± 4 RPK-E2 M39 RPP-E M ± 4 RPK-E2 M45 RPP-E M ± 4 RPK-E2 M52 RPP-E M ± 5 Tolerance on position of the bolt group is ± 10 mm Nut minimum tightening torque: Base Bolt Tightening Torque (Nm) RPP M RPP M RPP M RPP M RPP M RPP-E M RPP-E M RPP-E M RPP-E M RPP-E M52 500