groundworks technical reference section 4 : double acting hydraulic braces supplement supershaft plus technical details Page 1 Eurocode Compliant Issue 1
supershaft plus (SSP) 1. Introduction Supershaft Plus is a modular hydraulic system. It is to be used as a temporary waling system to sheeted excavations. It is intended to sustain allowable waling loads as shown on page 6 with other capacities shown below. For further information on using this system, please refer to the separate user guide found on our technical data website at https://www.mabey.com/uk/technical-library. outer sleeve 4 No. M30 bolts at back of joint inner section female male female male female male (2 connector lugs) (3 connector lugs) 80mm diameter pin hydraulic ram unit intermediate extension optional end extension leg length = corner pin to corner pin dimension Ram unit outer section: Ram unit inner section: Extension section: Intermediate joints: Corner joints: 500 x 460 fabricated box section. 395 x 345 fabricated box section. 500 x 460 x 371 kg/m fabricated U.C. Single 80 dia. pin and 4 No. M30 bolts. Single 80 dia. pin. Allowable rail moment with no coexistent axial load: 2300kNm Allowable intermediate joint moment: 1840kNm Allowable axial load : 1250kN For codes and weights of ram unit and extensions see page 4. For standard leg arrangements see table on page 5. For allowable rail loading with coexistent axial loads, see charts on page 6. Connectivity: Typically used with 20m Brace, Super Shaftbrace and Multibrace. Grade S460N Grade S460N Grade S460N Grade 8.8 (bolts) Rail Support Cleats Capacity: 600mm depth - 8 tonnes 300mm depth - 4 tonnes Restrictions: Bracing Struts cannot be connected to the ram units. The allowable moment of the Supershaft Plus intermediate joint in reverse bending is 350kNm. Page 2
2. Eurocode Performance Criteria Design Standards The resistance values given in this data sheet have been calculated in accordance with the latest revisions of the following Eurocode Standards: BS EN 1993-1-1:2005 Design of Steel Structures - Part 1-1: General rules and rules for buildings (+A1:2014) (incorporating corrigenda February 2006 and April 2009), and NA to BS EN 1993-1-1:2005 BS EN 1993-2:2006 Design of Steel Structures - Part 2: Steel bridges (incorporating corrigendum July 2009) BS EN 1990:2002 Basis of structural design (+A1:2005) (incorporating corrigendum December 2008 and April 2010) BS EN 1993-1-8:2005 Design of Steel Structures - Part 1-8: Design of joints (incorporating corrigenda December 2005, September 2006, July 2009 and August 2010), and NA to BS EN 1993-1-8:2005 BS EN 1993-1-5:2006 Plated Structural Elements Other references: BS 5975:2008+A1:2011 of practice for temporary works procedures and the permissible stress design of falsework. Design Philosophy The capacites of the Supershaft Plus and their elements have been assessed using Eurocodes and therefore using the limit state design method, which utilises a partial factor method. The principles are outlined below: The design value of an action effect shall not exceed the corresponding design resistance of the element: F d R d Where: F d = F k x Ɣ F x Ψ R d = R k / Ɣ M F d is the design value of an action (be that a force, moment, or shear etc.) R d is the design value of the resistance (be that a force, moment, or shear etc.) F k is the characteristic value of an action (such as permanent load, variable load etc.) Ɣ F is the partial factor for actions Ψ is the combination factor (Ψ0, Ψ1 and Ψ2) Load factors based on BS EN 1990 + UK NA Actions ULS Persistant ULS Accidental Permanent 1.35 1 Variable 1.5 1 Accidental N/A 1 Combination factors used: Ψ0 = Ψ1 = Ψ2 = 1 Material factors based on BS 1993-2 + NA: = 1.25 M2 ץ = 1.1 M1 ץ = 1.0 M0 ץ 3. How this Eurocode Data has been Established R k is the characteristic value of the resistance (e.g. axial capacity) Ɣ M is the partial factor for a material property This data sheet gives Waling Working Loads (kn/m) that may be compared to characteristic/actual working loads/effects. Note that the Overall Factor of Safety (FOS) provided is 1.65 in accordance with the of practice for Temporary Works as per BS 5975 as the material factor used is 1.1. The Waling Working Loads in this data sheet are the design resistance values according to Eurocodes divided by 1.5 except for the intermediate joint between extension units. For intermediate joints between extension units the resistance is determined by test results. How to Use this Technical Data Sheet a) When working load effects have not been carried out according to Eurocodes: Use Allowable axial Load values straight from this data sheet and compare with working load effects. b) When working load effects have been carried out according to Eurocodes: Apply the principles of the BS EN 1997-1:2004 Geotechnical design to calculate the design load effects applied to the waling. Providing that design loads (factored) have been produced, then the tabulated values in this data sheet may be multiplied by 1.50 to give the minimum Design Resistances. Page 3
4. Main components: codes and weights female (3 lugs) Ram Unit Assembly SSP-HYDUNIT Min. Max. 2000 2800 1925 male (2 lugs) Page 4 Intermediate Extension Unit (500 x 460 U.C.) male (2 lugs) End Extension Unit (500 x 460 U.C.) Corner Unit Bracket : SSP-CORNUNIT : 20 kg male (2 lugs) shear keys fitted to 2000mm long extensions and above Corner Unit Plate : SSP-CORNPLT : 16.3 kg female (3 lugs) female (3 lugs) SSP-1 SSP-125 SSP-2 SSP-5 SSP-7 SSP-10 SSP-14 SSP-05 1000 1250 2000 500 558 651 950 2093 2865 4038 5555 358 Corner units are fitted to each end of the Supershaft Plus legs to carry the support for the sheets into the corners of the excavation.
5. Typical Leg Arrangements Leg Arrangement SSP-HYDUNIT SSP-HYDUNIT+SSP-05 SSP-HYDUNIT+SSP-1 SSP-HYDUNIT+SSP-1+SSP-05 SSP-HYDUNIT+SSP-2 SSP-HYDUNIT+SSP-2+SSP-05 SSP-HYDUNIT+SSP-2+SSP-1 SSP-HYDUNIT+SSP-2+SSP-1+SSP-05 SSP-HYDUNIT+SSP-2+SSP-2 SSP-HYDUNIT+SSP-2+SSP-2+SSP-05 SSP-HYDUNIT+SSP-5 SSP-HYDUNIT+SSP-5+SSP-05 SSP-HYDUNIT+SSP-5+SSP-1 SSP-HYDUNIT+SSP-5+SSP-1+SSP-05 SSP-HYDUNIT+SSP-7 SSP-HYDUNIT+SSP-7+SSP-05 SSP-HYDUNIT+SSP-7+SSP-1 SSP-HYDUNIT+SSP-7+SSP-1+SSP-05 SSP-HYDUNIT+SSP-7+SSP-2 SSP-HYDUNIT+SSP-7+SSP-2+SSP-05 SSP-HYDUNIT+SSP-10 SSP-HYDUNIT+SSP-10+SSP-05 SSP-HYDUNIT+SSP-10+SSP-1 SSP-HYDUNIT+SSP-10+SSP-1+SSP-05 SSP-HYDUNIT+SSP-10+SSP-2 SSP-HYDUNIT+SSP-10+SSP-2+SSP-05 SSP-HYDUNIT+SSP-10+SSP-2+SSP-1 SSP-HYDUNIT+SSP-10+SSP-2+SSP-1+SSP-05 SSP-HYDUNIT+SSP-14 SSP-HYDUNIT+SSP-14+SSP-05 SSP-HYDUNIT+SSP-14+SSP-1 SSP-HYDUNIT+SSP-14+SSP-1+SSP-05 SSP-HYDUNIT+SSP-14+SSP-2 SSP-HYDUNIT+SSP-14+SSP-2+SSP-05 SSP-HYDUNIT+SSP-14+SSP-2+SSP-1 SSP-HYDUNIT+SSP-14+SSP-2+SSP-1+SSP-05 SSP-HYDUNIT+SSP-14+SSP-2+SSP-2 SSP-HYDUNIT+SSP-14+SSP-2+SSP-2+SSP-05 SSP-HYDUNIT+SSP-14+SSP-5 SSP-HYDUNIT+SSP-14+SSP-5+SSP-05 SSP-HYDUNIT+SSP-1+SSP-14+SSP-5 SSP-HYDUNIT+SSP-1+SSP-14+SSP-5+SSP-05 SSP-HYDUNIT+SSP-2+SSP-14+SSP-5 SSP-HYDUNIT+SSP-2+SSP-14+SSP-5+SSP-05 Notes: Leg SSPL-01 SSPL-02 SSPL-03 SSPL-04 SSPL-05 SSPL-06 SSPL-07 SSPL-08 SSPL-09 SSPL-10 SSPL-11 SSPL-12 SSPL-13 SSPL-14 SSPL- SSPL-16 SSPL-17 SSPL-18 SSPL-19 SSPL-20 SSPL-21 SSPL-22 SSPL-23 SSPL-24 SSPL-25 SSPL-26 SSPL-27 SSPL-28 SSPL-29 SSPL-30 SSPL-31 SSPL-32 SSPL-33 SSPL-34 SSPL-35 SSPL-36 SSPL-37 SSPL-38 SSPL-39 SSPL-40 SSPL-41 SSPL-42 SSPL-43 SSPL-44 Clear Internal Dimensions (see notes below) Between Waling Flanges except at intermediate connection Min. Max. 2000 2500 3000 3500 4000 4500 5500 6000 6500 7500 8000 8500 9000 9500 10500 11000 100 12000 12500 13000 13500 14500 000 500 16000 16500 1 17500 18000 18500 19000 19500 20000 20500 21000 200 22000 22500 23000 23500 2800 3300 3800 4300 4800 5300 5800 6300 6800 7300 7800 8300 8800 9300 9800 10300 10800 11300 11800 12300 12800 13300 13800 14300 14800 300 800 16300 16800 17300 17800 18300 18800 19300 19800 20300 20800 21300 21800 22300 22800 23300 23800 24300 Between Walings at intermediate connection Min. Max. N/A 2320 2820 3320 3820 4320 4820 5320 5820 6320 6820 7320 7820 8320 8820 9320 9820 10320 10820 11320 11820 12320 12820 13320 13820 14320 14820 320 820 16320 16820 17320 17820 18320 18820 19320 19820 20320 20820 21320 21820 22320 22820 23320 N/A 3120 3620 4120 4620 5120 5620 6120 6620 7120 7620 8120 8620 9120 9620 10120 10620 11120 11620 12120 12620 13120 13620 14120 14620 120 620 16120 16620 17120 17620 18120 18620 19120 19620 20120 20620 21120 21620 22120 22620 23120 23620 24120 Corner Pin to Pin Dimension 1. The clear internal dimensions shown above do not include any allowance for deflection of the walings under load. 2. These waling deflections are listed separately above and generally it will be necessary to increase the clear internal dimensions by twice the appropriate waling deflection. 3. Items denoted N/A in the table = Not Applicable. 4. It is the client s responsibility to provide enough supports/cleats to warrant the stability of the rail. Min. 2000 2500 3000 3500 4000 4500 5500 6000 6500 7500 8000 8500 9000 9500 10500 11000 100 12000 12500 13000 13500 14500 000 500 16000 16500 1 17500 18000 18500 19000 19500 20000 20500 21000 200 22000 22500 23000 23500 Max. 2800 3300 3800 4300 4800 5300 5800 6300 6800 7300 7800 8300 8800 9300 9800 10300 10800 11300 11800 12300 12800 13300 13800 14300 14800 300 800 16300 16800 17300 17800 18300 18800 19300 19800 20300 20800 21300 21800 22300 22800 23300 23800 24300 Dimension to face of sheet Approx. max. Deflection per waling Min. Max. EC 3000 3500 4000 4500 5500 6000 6500 7500 8000 8500 9000 9500 10500 11000 100 12000 12500 13000 13500 14500 000 500 16000 16500 1 17500 18000 18500 19000 19500 20000 20500 21000 200 22000 22500 23000 23500 24000 24500 3800 4300 4800 5300 5800 6300 6800 7300 7800 8300 8800 9300 9800 10300 10800 11300 11800 12300 12800 13300 13800 14300 14800 300 800 16300 16800 17300 17800 18300 18800 19300 19800 20300 20800 21300 21800 22300 22800 23300 23800 24300 24800 25300 18 23 29 35 42 50 59 60 67 73 80 88 95 103 111 120 129 138 147 7 167 178 188 199 211 223 234 247 259 272 286 299 313 327 342 357 372 Approx. of one Leg 1925 2296 2496 2867 2888 3259 3459 3830 3851 4222 4031 4402 4602 4973 4803 5174 5374 5745 5766 6137 5976 6347 6547 6918 6939 7310 7510 7881 7493 7864 8064 8435 8133 8827 9027 9398 9598 9969 9990 10361 10382 10753 10562 11324 Page 5
supershaft plus (SSP) 6. Allowable loads Values shown in the chart below are based on the assumption that the intermediate pin joints are located remote from the mid-span region so as not to control the limit of loading (as illustrated in typical leg arrangements shown on page 5, leg codes SSPL-01 to SSPL-44). 400.00 380.00 360.00 340.00 320.00 300.00 280.00 260.00 End Reaction Controlled End Reaction Conctrolled EC-ZERO AXIAL EC-625 AXIAL EC-1250 AXIAL P Waling Loading (kn/m) 240.00 220.00 200.00 180.00 160.00 140.00 120.00 100.00 80.00 60.00 40.00 20.00 625kN Axial 1250kN Axial Zero Axial 0.00 4 5 6 7 8 9 10 11 12 13 14 16 17 18 19 20 21 22 23 24 25 Waling Span - Sheet to Sheet (m) The performance chart above allows for: a) A Uniformly Distributed Load (U.D.L.) on the waling from sheet piles. b) A combined axial loading from adjacent walings. c) An allowance for additional secondary bending due to waling deflection. d) Temperature effects has not been taking into account. U.D.L. δ secondary bending = P x δ * For waler lengths shorter than those shown on the above chart, it may be possible to increase the allowable rail load. This could also apply in schemes where the walers are supported by intermediate props or knee braces. Contact Mabey Hires Regional Engineering offices for further advice. P Page 6