Eurocode Compliant. supplement. groundworks technical reference section 4: double acting hydraulic braces. supershaft plus technical details
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1 groundworks technical reference section 4 : double acting hydraulic braces supplement supershaft plus technical details Page 1 Eurocode Compliant Issue 1
2 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 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
3 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 :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 :2005 BS EN :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 :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 :2005 BS EN :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 UK NA Actions ULS Persistant ULS Accidental Permanent Variable Accidental N/A 1 Combination factors used: Ψ0 = Ψ1 = Ψ2 = 1 Material factors based on BS 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 :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 4. Main components: codes and weights female (3 lugs) Ram Unit Assembly SSP-HYDUNIT Min. Max 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 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 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 Between Walings at intermediate connection Min. Max. N/A N/A 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 Max Dimension to face of sheet Approx. max. Deflection per waling Min. Max. EC Approx. of one Leg Page 5
6 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) End Reaction Controlled End Reaction Conctrolled EC-ZERO AXIAL EC-625 AXIAL EC-1250 AXIAL P Waling Loading (kn/m) kN Axial 1250kN Axial Zero Axial 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
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