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reserves the right to change any specification without giving prior notice.
MEGASHOR
Date: 9/1/2016 Issue : B
Contents
INTRODUCTION
Ref Desription Issue Page
ContentsComponents and Load Capacity index B - July 16 2 - 3Applications B - July 16 3Assembly Guidance B - July 16 4Contact Details B - July 16 4Rapid Reference Guide B - July 16 5 - 6Introduction B - July 16 7
1.0 Components and Load Capacities1.1.1. Megashor Legs: Mark One B - July 16 81.1.2. Megashor Legs: Mark One Node, Section and End Plate Details B - July 16 91.1.3. Megashor Legs: Mark Two B - July 16 101.1.4. Megashor Legs: Mark Two Node, Section and End Plate Details B - July 16 111.1.5. Megashor Legs: Section Properties B - July 16 121.1.6. Megashor Legs: Allowable Axial Compressive loads B - July 16 131.1.6.1. Megashor Legs: Vertical Megashor Axial SWL XX Axis B - July 16 141.1.6.2. Megashor Legs: Vertical Megashor Axial SWL YY Axis B - July 16 151.1.6.3. Megashor Legs: Horizontal Megashor Axial SWL XX Axis B - July 16 161.1.6.4. Megashor Legs: Horizontal Megashor Axial SWL YY Axis B - July 16 171.1.7. Megashor Legs: Megashor Joints Allowable Axial Loads in Tension B - July 16 181.1.8. Megashor Legs: Megashor Joints Bolting B - July 16 19
1.2.1. S/Slim Soldiers: Ledgers B - July 16 201.2.2. S/Slim Soldiers: Section, Hole layout, End Plate / Punching's & Geometry B - July 16 211.2.3. S/Slim Soldiers: Section Properties B - July 16 221.2.4. S/Slim Soldiers: SWL in Compression, buckling about YY Axis B - July 16 231.2.5. S/Slim Soldiers: SWL in Compression, buckling about XX Axis B - July 16 241.2.6 Accessories: Superslim to Megashor Bending & Shear Capacity B - July 16 251.2.7 Accessories: Tensile and Compressive Capacity at Node Points B - July 16 26
1.3.1 Bracing: Rapid Bar Tie Braces B - July 16 271.3.2. Bracing: Scaffold Tube Braces B - July 16 271.3.3. Bracing: Steel Flat Braces B - July 16 281.3.4. Bracing: Adjustable Vernier Braces B - July 16 281.3.5. Bracing: Steel Flat Brace Configurations B - July 16 291.3.6. Bracing: Bar Tie Cross Braces B - July 16 301.3.7. Bracing: Flange Braces with Bar Tie Extensions B - July 16 311.3.8. Bracing: Web Braces with Bar Tie Extensions B - July 16 321.3.9. Bracing: Soldier Braces - XX Axis B - July 16 331.3.10. Bracing: Soldier Braces - YY Axis B - July 16 341.3.11. Bracing: Plan Brace Cleat B - July 16 35
1.4.1. Jacks: Megashor Jack 410-620mm (1’-41/8” – 2’-07/16”) B - July 16 361.4.2. Jacks: Loading and Unloading B - July 16 371.4.3. Jacks: Jack Spanner B - July 16 381.4.4. Jacks: End Plate B - July 16 391.4.5. Jacks: Jack Plate B - July 16 401.4.6. Jacks: Wedge Release Jack 168-268mm (65/8” – 109/16”) B - July 16 411.4.7. Jacks: 220 Kip Sand Jack B - July 16 411.4.8. Jacks: Hydraulic Unit B - July 16 421.4.8.1 Jacks: Hydraulic Unit Loading Charts B - July 16 431.4.9. Jacks: Prop Brace Pin B - July 16 441.4.10. Jacks: Rocking Head 180mm (71/16”) B - July 16 45
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MEGASHOR
Date: 9/1/2016 Issue : B
Components and Load Capacities - Continued
INTRODUCTION
Ref Description Issue Page
1.4.11. Jacks: Brace Plate B - July 16 461.4.12. Jacks: Brace Plate and Rocking Head Connection B - July 16 471.4.13. Jacks: Brace Plate Allowable Load on Lugs B - July 16 48 - 491.4.14. Jacks: Brace Plate as a Hold Down Plate B - July 16 501.4.15. Jacks: 45 Degree Bracket B - July 16 51
1.5.1. Accessories: Prop Tube End Link B - July 16 521.5.2. Accessories: Short Prop Tube End Link B - July 16 521.5.3. Accessories: Prop Tube End Link Working loads B - July 16 521.5.4. Accessories: Megashor Half Portal Frame B - July 16 53 - 541.5.5. Accessories: Megashor with RMD Kwikform Tie Systems B - July 16 551.5.6. Accessories: Megashor with Superslim 90 degree corner B - July 16 561.5.7. Accessories: Megashor Plate Washer B - July 16 571.5.8. Accessories: Megashor Lift Point B - July 16 581.5.9. Accessories: Megashor Prop Jacks (LH/ RH) B - July 16 591.5.10. Accessories: Megashor Push Pull Tilt Plate B - July 16 591.5.11. Accessories: Megashor 90 Degree Corner B - July 16 601.5.12. Accessories: Megashor Push Pull Adaptor B - July 16 601.5.13. Accessories: Allowable Working Loads in Push Pull Prop Assembly B - July 16 611.5.14. Accessories: Megashor Truss Connector B - July 16 621.5.15. Accessories: Megashor Truss Connector - Applications B - July 16 631.5.16. Accessories: Megashor Joint Stiffener B - July 16 641.5.17. Accessories: Megashor M52 Tools B - July 16 651.5.18. Accessories: Megatruss Node B - July 16 661.5.19. Accessories: Megatruss Node Connection – Node to Chords B - July 16 661.5.20. Accessories: Megatruss Node Connection – Node to Diagonals B - July 16 671.5.21. Accessories: Megatruss Node Connection – Node to Cross Brace B - July 16 671.5.22. Accessories: Megatruss Node Connection – Node to Ledger B - July 16 681.5.23. Accessories: Megatruss Node Connection – Node to Prop/Tie B - July 16 681.5.24. Accessories: Megatruss Node Connection – Ledger to Plan Brace B - July 16 691.5.25. Accessories: Megatruss End Bearer B - July 16 701.5.26. Accessories: End Bearer Connections – Bottom Chord Supported Truss B - July 16 711.5.27. Accessories: End Bearer Connections – Top Chord Supported Truss B - July 16 711.5.28. Accessories: Megatruss Intermediate Bearer B - July 16 721.5.29. Accessories: Megatruss Intermediate Bearer Connections B - July 16 721.5.30. Accessories: Megatruss Chord Spacer B - July 16 731.5.31. Accessories: Megatruss Double Chord Connections – Chord to Chord B - July 16 73
1.6.1. Beams: 356 x 171 x 67UB 2700/3600/4572/6100/7620mm B - July 16 741.6.2. Beams: 610 x 305 x 238Kg/m UB 3810/5000mm B - July 16 751.6.3. Beams: Megashor Header Beam 3300mm B - July 16 761.6.4. Beams: Megashor Header Beam 950mm B - July 16 771.6.5. Beams: Modified Megashor Header Beam 950mm (Single Sided Formwork) B - July 16 771.6.6. Beams: Megashor Heavy Duty Tie Beam B - July 16 77
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MEGASHOR
Date: 9/1/2016 Issue : B
Applications - continued.
INTRODUCTION
Ref Description Issue Page
2.0 Applications 792.1.0. Vertical Applications: Individual Props B - July 16 792.1.1. Vertical Applications: Trestles B - July 16 802.1.2. Vertical Applications: Towers B - July 16 812.1.3. Vertical Applications: Bridge Abutments B - July 16 82
2.2.0. Inclined Props: 45° Support B - July 16 832.2.1. Inclined Props: Bridge Abutments B - July 16 842.3.0. Horizontal Applications: Single B - July 16 852.3.1. Horizontal Applications: High Capacity B - July 16 852.3.2. Horizontal Applications: Hydraulic Flying Shores B - July 16 86
2.4. Façade Retention: Building Facades B - July 16 87
2.5.0 Formwork: 400 Single Sided B - July 16 882.5.1 Formwork: 505 Single Sided B - July 16 89
2.6.0. Megatruss: Notes on Design B - July 16 902.6.1. Megatruss: 2700mm (8’-105/16”) B - July 16 902.6.2. Megatruss: 3600mm (11’-93/4”) B - July 16 912.6.3. Megatruss: 4500mm (14’-93/16”) B - July 16 922.6.4. Megatruss: 5400mm (17’-85/8”) B - July 16 932.6.5. Megatruss: 6300mm (20’-81/16”) B - July 16 94
3.0. Assembly Guidance 953.1. Megashor B - July 16 953.2. Megatruss B - July 16 95
4.0 Contact DetailsRMD Kwikform International Offices B - July 16 96
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MEGASHOR
Date: 9/1/2016 Issue : B
Introduction
INTRODUCTION
Megashor is a heavy duty structuralsteel system designed for axialloads of up to 166 Kips. All capaci-ties noted throughout are un-factored allowable loads, having aminimum factor of safety of 1.67 onyield unless noted otherwise within.A versatile modular system with afull range of accessories, Megashorcan be assembled into props,heavy lifting towers, frames andtrusses. Its 166 kip axial loadcapacity provides solutions for:heavy duty shoring, long spangirders, façade retention, travellingslab and tunnel formwork,excavation support etc.
Megashor Leg 5400mm (17’-85/16”)Megashor Leg 2700mm (8’-105/16”)Megashor Leg 1800mm (5’-107/8”)Megashor Leg 900mm (2’-117/16”)Megashor Leg 450mm (1’-511/16”)Megashor Leg 270mm (105/8”)Megashor Leg 90mm (39/16”)Megashor End Plate 15mm (9/16”)
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MEGASHOR
Date: 9/1/2016 Issue : B
* Mark 1 and Mark 2 Shafts have the same codenumbers. If Mark 2 Shafts are required pleasespecify Megashor Mark 2 When ordering.
1.1.3. Megashor Leg Mark 2 (Mk2) Code Description WeightMSX15400*MSX12700*MSX11800*MSX10900*MSX10450*MSX10270*MSX10090*
Megashor Leg 5400mm (17’-85/16”)Megashor Leg 2700mm (8’-105/16”)Megashor Leg 1800mm (5’-107/8”)Megashor Leg 900mm (2’-117/16”)Megashor Leg 450mm (1’-511/16”)Megashor Leg 270mm (105/8”)Megashor Leg 90mm (39/16”)
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MEGASHOR
Date: 9/1/2016 Issue : B
1.1.5. Megashor MK1 & MK2 Section Properties
A combination of mathematical analysis in accordance with BS5950 part 5 and load testing haveyielded the section properties below.
For higher load or stiffness requirements a small fleet of MegashorPlus Shafts are available. Not Available in US MarketMegashor Plus has a maximum axial load capacity of 310 kips. Forfurther details contact RMD Technical Office.
COMPONENT S
Areal xxl yyr xxr yyZ xxZ yyEl xxEl yyM max xM max yShear max (Parallel to Y-Y axis)Shear max (Parallel to X-X axis)Self weightMax Joint bending moment X-X axisMax Joint bending moment Y-Y axisMax Joint bending moment X-X axisMax Joint bending moment Y-Y axisAxial Shortening
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MEGASHOR
Date: 9/1/2016 Issue : B
Allowable axial compressive loads are given for loads eccentric at both ends 10mm (3/8”), 25mm(1”), 38mm (11/2”), and 50mm (2”), on the following 4 graphs.
Appropriate eccentricities for various arrangements in conjunction with Megashor are givenbelow.
Megashor Jack (MSX10011) to MegashorMegashor Rocking Head (MSX10026) to 3/8”Megashor End Plate (MSX10012) to foundation
Any of the above to foundation without grout 2”
Where different load eccentricities are present at either end use the maximum eccentricity.
Where Megashor sections are bolted directly to a header beam without rockingheads a frame analysis shall be carried out and the Megashor section checked in combinedcompression and bending.
Combined Bending Moment and Compressive Loads
Combined cases can be checked using the equation M + P ≤ 1 Mmax Pmax
Where M is the applied bending moment, Mmax is the maximum allowable bending moment.P is the applied axial compressive load and Pmax is the maximum allowable axial load at aparticular effective length.
COMPONENT S
1.1.6. Megashor Allowable Axial Compressive Loads
} 10mm (3/8”) eccentricity re-quires the use of self level-ling grout between Mega-shor section and foundation
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MEGASHOR
Date: 9/1/2016 Issue : B
360
1.2.1. Superslim Soldier Ledgers
Note: The positions of stiffener plates in rental fleet soldiers mayvary. Soldiers shown are post 1994 version.Ensure 7 Hole end plate soldiers are used with Megashor legs.If Megashor legs are to be spaced by 360mm (1’-23/16”), ensure360 O/E Superslims are not substituted.
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MEGASHOR
Date: 9/1/2016 Issue : B
21mm (13/16”) Ø hole:Allowable bearing load on bothwebs:· 12.0 kips with 20mm high
yield pin and 3mm R-Clip.· 11.0 kips with 19mm high
yield pin and 3mm R-Clip.
100mm (315/16”) Ø porthole:allowable bearing on bothwebs 14.4 kips
100 (315/16”) Ø Hole
Note: Soldiers manufactured pre 1994 do not contain the end plate holes at 180mm (71/16”) centers.If using hire fleet Soldiers bolted to Megashor please specify (7 hole end plate Soldiers).
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MEGASHOR
Date: 9/1/2016 Issue : BCOMPONENT S
1.2.4. Superslim Soldier Ledgers – Allowable WorkingLoads in Compression, Buckling about YY Axis
Allowable load has been determined with the Superslim Soldier orientated with the webshorizontal and eccentricity loaded 10mm (3/8”) off the weak axis.
The end connection between Superslim Soldier and Megashor reduces the effective lengthof the Superslim Shaft by restraining it in rotation.
See Superslim Data Sheets for Allowable Working Loads in other applications.
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MEGASHOR
Date: 9/1/2016 Issue : B
1.2.6. Superslim to Megashor Connection Bending & Shear CapacitySuperslim Soldiers are attached at node points using two M16 grade 8.8 bolts and nuts.· The standard connection consists of 2 no. M16 x 40 grade 8.8 set pins & M16 hexagon
nuts.· The stiffened connection consists of 2 Megashor Plate Washers (BNU20023), M16 x
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MEGASHOR
Date: 9/1/2016 Issue : B
1.2.7. Tensile and Compressive Capacity at Node Points
In the design of towers with tension bracing fixed to the Megashor legs, horizontal members arein compression. The maximum allowable compressive load applied to a node by a Soldier ledgeris 33.3 kips.The forces generated at node points depend upon the configuration of the bracing. The followingfigures give the allowable loads at the interface of horizontal and vertical members.
COMPONENT S
Compressive loads
Tensile loads
6.7 kips
Stiffened connection
10.0 kips
4.4 kips
10.0 kips
4.4 kips
33.3 kips 33.3 kips 33.3 kips 33.3 kips
6.7 kips
2 No. Megashor PlateWasher (BNX20023)M16 x 60 bolts & nuts(BNU16009)
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MEGASHOR
Date: 9/1/2016 Issue : B
Used to brace between the soldier ledgers. The tensile and shear capacity of the Superslimto Megashor connection must be checked, in accordance with 1.5.8. and 1.5.9. as well asthe maximum brace load into the soldier porthole (14.4 kips).
Note: When using Rapid Bar Tie bracing with high lateral loads the horizontal deflection,tensile, shear & moment performance of the structure must be checked.
1.3.1. Rapid Bar Tie Braces
When Megashor legs are lightly loaded, scaffold tube bracing can be used by connecting tonode points using half couplers. Braces are used in pairs and the allowable load in the braceis dependant upon the slip value of the coupler and the length of the tube. The capacity ofbraces should be checked in accordance with local codes.
1.3.2. Scaffold Tube Braces
Note: It is not possible to connect tubes between the Megashor webs with half couplers.
RapidTie
Tube Braces bothsides of section
Half coupler (SFX10018) andM20 x 45 Set Pin gr8.8 BZP Cskand nut (BNX20027+BNU20001)
60 x 8 mm (23/8”x5/16”) mild steel flat tension brace with 22mm (7/8”) Ø end holes. Connect incrossed pairs to the 21mm (13/16”) Ø holes in Megashor shafts via M20 x 40 gr. 8.8 set pins andnuts (BNU20005 + BNU20001) or in single crossed pairs to the small holes in Superslim Soldierledgers via M20 x 90 bolt and nut (BNX20030 & BNU20001).Hole centers may be determined from 1.3.6, 1.3.7 and 1.3.8.Each brace supplied on rent attracts an alteration charge – Flat Brace 60 x 8 Alteration (MSU10001).
1.3.4. Adjustable Vernier Braces
Used on the top and/or bottom of a tower where the presence of screw jacks necessitates a bracewith adjustable length. Braces operate on the Vernier principle, holes at 24mm (15/16”) and 26mm(1”) centers interact to give a brace adjustable in steps of 2mm (1/16”) . Braces are set to the correctlength prior to erection and may be tightened when the structure is complete using a podger bar.
Short Inner Galvanized (MSX10033)
Short Outer Galvanized (MSX10034)
Long Inner Galvanized (MSX10005)
Long Outer Galvanized (MSX10006)
The braces are fixed to length using 2 No.M12 x 40 Grade 8.8 set pins and nuts (BNU12009+BNU12001).
The following combinations of components cover a brace range from1800 to 5600mm (5’-107/8” to 18’-41/2):1. Short Outer and Short Inner 1800 to 2902mm (5’-107/8” to 9’-61/4 “)2. Long Outer and Short Inner 2682 to 3800mm (8’-99/16” to 12’-55/8”)3. Long Outer and Long Inner 3600 to 5600mm (11’-93/4” to 18’-41/2”)
Braces connecting toflange = ‘Flange’braces
Braces connectingto web =‘Web’ braces
Flat Brace Connection Detail
COMPONENT S
Allowable Working Load 8.9 kips*
Allowable Working Load 8.9 kips*
*SWL when attached to Megashor is 7.6 kips per brace (15.2 kips per pair).*SWL when attached to Soldier ledgers is 6.7 kips per brace.
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MEGASHOR
Date: 9/1/2016 Issue : B
1.3.6. Bar Tie Cross BracesUse to brace between Megashor & Superslim structures. Can be used with Bar Tie Claw toconnect bar tie bracing to Megashor Brace Plates (MSU1002), Plan Brace Cleats, MegatrussNodes, Megatruss End Bearers, and Half Portal Frames.The tensile and shear capacity of the Superslim to Megashor connection must be checked inaccordance with 1.5.8 and 1.5.9.
Note: When using bar tie bracing with high lateral loads, the horizontal deflection of the struc-ture must be checked along with the loads carried by all structural members and connections.SWL = 11.1 kips SWL = 15.2 kips SWL = 26.3 kips
Bar TieClaw
Bar TieClaw Extension
19mm High Yield Pin& R-Clip
2 - M20x40 grade 8.8Set Pin & Nut
2 - M20 x 60 grade 8.8Bolts & Nuts
Bar TieClaw
Bar TieClaw Extension
Bar TieClaw
19mm HighYield Pin & R-Clip
2 - M20x40grade 8.8Set Pin & Nuts
2 - M20x60 grade 8.8Bolts & Nuts
19⁄16”
105 ⁄ 8
”
23 ⁄ 8”-
97 ⁄ 16”
Bar Tie Hex Nut–Used at one endfor adjustment
Tie
Pro
ject
ion
When using theBar Tie ClawExtension,Ensure that thereinforced endis connected tothe Bar -TieClaw
Bar Tie ClawExtension
300mm (1113⁄16”)
COMPONENT S
Bar Tie Wing Nut - Usedat one end to aid ad-justment at the Hex Nutend.
9⁄16”
1’-1
01 ⁄ 8”
23 ⁄ 8”-
811⁄ 16
”
Tie
Pro
ject
ion
Note: Hole to hole centerscan be found in Sections1.3.7 - 1.3.10
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MEGASHOR
Date: 9/1/2016 Issue : B
Maximum axial compressive jack loads unloaded by the various methodsare as below.
A. Unloading1. Megashor Jack spanner* 110 kips2. Application of sledge hammer to spindle lugs* 145 kips3. Application of sledge hammer to spindle lugs + 222 kips
* Ensure threads are well greased.+ Dismantle jack entirely before use. Clean all four thread surfaces and coat liberally with Molyslip OGL grease prior to reassembly. Details available from RMD Kwikform.
B. LoadingBy application of a controlled torque via the Megashor Jack Spanner(MSX10022), known loads up to 67 kips can be applied. Torque is deter-mined from the graph below or the equation:
Tp = 29.6W where Tp is the Torque applied to the jack handle (lb*ft)W is the load in the jack (kips)
· Unloading Megashor Jacks at loads up to 110 kips*· Controlled application of loads in Megashor Jacks up to 67 kips* see 1.4.2.· Three handle positions allow obstacles to be avoided.
* Ensure threads on Megashor Jack are well greased.
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MEGASHOR
Date: 9/1/2016 Issue : B
1.4.5. Megashor Jack Plate (MSX10021) weight = 57.9 lb
Megashor Jack Plate Uses:· Between Megashor shafts and Megashor Jack (MSX10011) for loads over 100 kips· Between Megashor Jacks (MSX10011) and Megashor Rocking Heads (MSX10026) for loads
over 178 kips· A spreader plate between a Megashor shaft and a hydraulic jack
Carryinghandles 200
200
290 x 290 x 40 thick plate
MegashorJack Plate
Connect throughMegashor Jack Platewith M20 x 100 boltand nuts (BNU20015+ BNU20001).
100 kips < Load 178 kips < Load
Connect throughwith M20 x 100bolts (BNU20015)
Hydraulic jack
Connect withM20 x 80Countersunk boltsand nuts for flat top
COMPONENT S
For loads between 100 kipsand 120 kips end plates canbe used (see 1.4.4).
Used where a low headroom jack is preferred. Special adaption may be required forincorporation into Megashor schemes – refer to RMD Kwikform Technical Office fordetails.
Height range= 168 to 268 (65/8” to 109/16”)
23050 300
200
1.4.7. 220 Kip Sand Jack
200
Used with bagged kiln dried sand for rapid striking of fully loaded Megashor legs where littlecontrol is needed. Available to special order only.
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MEGASHOR
Date: 9/1/2016 Issue : BCOMPONENT S
1.4.8. Megashor Hydraulic Unit (MSX10017) weight = 288 lb
Used in conjunction with hydraulic jacks that may subsequently be removed to enable con-trolled removal or application of load in Megashor structures and/or controlled raising or low-ering of loads.
Underside Tapped M20
200
200
Holes matchMegashor Jack(MSX10011)
Hole allowsmeasurementof dim X(reference Sec-tion 1.4.8.1)
Large diameter spindlewith Acme thread
Screw locking collar *Attachment for lacing andbracing (26mm,1ӯ holes)
Position for hydraulicjacks up to 175mm (67/8”) Ø
Plan
105
180
· Do not hammer the handles on the screw locking collar to release the load. Re-insert ahydraulic jack and activate it to free the load from the locking collar before rotating.
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MEGASHOR
Date: 9/1/2016 Issue : B
1.4.8.1 Megashor Hydraulic Unit Loading Charts.Read both charts and take the minimum value to establish allowable working load. Data is validonly if unit is laterally restrained at asterisked point.A. Combined Axial and Bending Actions to Jack Stem
COMPONENT S
B. Thread Engagement with Top Plate
JAC
KH
EIG
HT
X*
e Measure Xthrough holein top plate
e = 3/8”, Side Load = 0 K y = -0.56x + 189.9
e = 3/8”, Side Load = 2.2 K y = -2.82x + 188.8e = 3/8”, Side Load = 4.5 K y = -4.96x + 187.9e = 3/8”, Side Load = 6.7 K y = -7.45x + 188.6
e = 3/8”, Side Load = 9.0 Ke = 3/8”, Side Load = 11.2 K
Used for connecting heavy duty Push Pull Props and twin 60 x 8 (23/8” x 5/16”)flat braces or Bar Tie with Extensions through the same fastener.
Uses include:
· Connection to Megashor Hydraulic Units (MSX10017)· Connection to Megashor Brace Plate (MSU10002)· Maximum shear load in M20 section = 26 kips (Double Shear)· Maximum shear load in M24 section = 37 kips (Double Shear)
Safe working loads of connected components may limit capacity
22 Ø (77/8”) holes in top plateTapped holes in bottom plate to receive M20 bolts.NOTE: First 15mm (9/16”) of plate is not threaded. Ensure bolt issufficiently long to achieve 15mm (9/16”) of thread engagement.i.e. 30mm (13/16”) into bottom plate.
Maximum angle of tilt = 45 degrees
200
IMPORTANTWhen the rocking head is used to support a header beam the tapped holes must be connected tothe Megashor section NOT THE HEADER BEAM. Header Beams should be fully web stiffenedadjacent to Rocking Heads. Note: rocking heads may be used in either orientation relative toMegashor without reduction in SWL.Bolted Connection to Header Beams.Megashor loads are limited to areas within the envelopes below.
A - 4 No. M20x60 grade 8.8 Bolts (Shear across bolt thread root)B - 4 No. M20x70 grade 10.9 Bolts (Shear across bolt shaft)C - Welded stop on connected member to resist full shear load
e.g. Using 4 No. M20x60 grade 8.8 Bolts, the maximum load capacity in a 30 degree connection is 83 kips – read from the graph above.
SWL in tension is 55.5 kips.
Bolted connection.Note for area Bensure bolt headsare on RockingHead side ofconnection
Welded stoprequired in areaC of graph
Tapped holes adjacentto Megashor section
Load
200
15
180
290 280
COMPONENT S
Used for connecting components at an angle to Megashor or in order to eliminate eccentricityor moment transfer at a support or joint
Used to spread load from Megashor legs at ground level and for the attachment of Bar Tiesand/or heavy duty push pull props. Also used to anchor Megashor legs down to a foundationin tensile applications.
22mm (7/8”) Øholes connectsflat braces
22mm (7/8”) Ø holes
12mm (1/2”)thick plate 26mm (1”) Ø holes
connects heavy duty pushpull props using PropBrace Pin (BNU10050)
100
25
110
26mm (1”) Ø holes
22mm (7/8”) Ø hole counter-sunk inunderside of face22mm (7/8”) Ø
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MEGASHOR
Date: 9/1/2016 Issue : B
1.4.14. Brace Plate as a Holding Down PlateThe holes in the unit may be used to anchor the Megashor structure down to a foundation.Allowable Working Loads in tension vary with the bolting and grouting configuration.
Secure to Foundation using 1” Ø Anchors
Megashor connected to BracePlate with 4 M20 x 60 Gr 8.8countersunk bolts and nuts(BNU20010 & BNU20001)
4 No. M24 or 1” Ø anchorsplaced in26mm corner holes
Secure to Foundation using 3/4” Ø Anchors
Allowable capacities to bedetermined per current ver-sion of ACI 318 (Performanceof Megashor may limit)
Megashor connectedto Brace Plate with 6 M20 x 60 gr8.8 countersunk bolts and nuts(BNU20010 & BNU20001)
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MEGASHOR
Date: 9/1/2016 Issue : B
10
15
20
25
20.0 25.0 30.0 35.0 40.0
Overall Jack Length (in)
1.5.1. Prop Tube End Link (SSU10013) weight = 5.5 lbUsed to connect Super Slim Push Pull Props to Megashor shafts.
For Max Allowable WorkingLoad see graph (below)
60mm(23/8) Øtube
22mm (7/8) Ø
358
90
26MM (1”) Ø
Megashor
Megashor pin M20 HighYield & R clip (BNX20100+ SSU10011)
M24 x 110 gr 8.8bolt and nut(BNX24002& BNU24001)
Heavy dutypush pull propSee S/Slim TDsheets for propdesign data.
1.5.2. Short Prop Tube End Link (SSX10051) weight = 3.9 lb
Used to connect Super Slim Push Pull Props to Megashor shafts when compression loadsgreater than can be provided by the above item are required.Connection to Megashor leg and Superslim Jack as detailed above
1.5.3 Tube End Link Loading Graph
158
90
For Max Allowable WorkingLoad see graph (right)
SSX10051
SSU10013
Note: Capacity of Prop Tube End Link limitedby bearing on Megashor to 13.8 kips
Used with Megashor in façade retention schemes where pedestrian access is requiredbeneath the support framework. For application details refer to section 2.4.
4 No.22Øholes 100 100
310
310
5555
200
36
100100
25170
300
300
2767
64100
100 100
100
24
100
25
310
310200 4367
943
50
26812
22Ø holesB
B
900155
6 No. 18Øholes
2817
A A
22Ø holes
50
5050
251055
200
100 100
==
4 No.22Ø holes
2 No. M20Tapped holes
SECTION B-B
Centerline of
portal leg
Base Plate chamfered toallow fit to MegashorBrace Plate (MSU10002)if required.
reserves the right to change any specification without giving prior notice.
MEGASHOR
Date: 9/1/2016 Issue : B
1.5.5. Megashor with RMD Kwikform Tie Systems
Allowable Working Loads for ties with various arrangements of waler plate are as below.
Arrangement A.
15mm Ø Thread Bar
Arrangement B.
Heavy Duty Waler Plate(BTX10004) plus 15mmArticulated Flange Nut
17.8 kips max
Standard Waler Platereversed (BTX10021)
Megashor section
Standard Waler Platereversed BTX10021plus 15mm ArticulatedFlange Nut
7.8 kips max
COMPONENT S
15mm Ø Thread Bar
Note: Standard Waler Plate (BTX10021) andHeavy Duty Waler Plate (BTX10004)Are Not Available in US Market.Use locally available plated washers for design
When Prop Corner Angles are bolted to batten plates or webs of Megashor shafts toenable connection of Super Slim Push-pull Props, the Push-pull Prop axial load isrestricted to the values within the envelopes below.
Superslim 90deg.Corner
Angle betweenPush-pull Propand Megashor
Web - Standard Connection (A)Batten Plate - Standard Connection (B)2 No. M16x40 8.8 Set Pins(BNU16007)2 No. M16 Hexagon Nuts(BNU16001)
Example: A Prop connected to the batten plate in tension at an angle to the Megashor shaft of45 degrees, the Allowable Working Load is 4 kips for a plain and 6 kips for stiffened connection.
Megashor Joint StiffenerM52 x 160 Grd 8.8 Socket ScrewM52 Hex Nut 8.8 GalvBolt/Nut – M20 x 60 gr 8.8M20 x 40 Set Pin gr 8.8M20 Hex NutMegashor M20 High Yield PinSuperslim R Clip 5 x 100mm
Note: The fasteners connecting the diagonals to the node shall be tightened to a torque of225 lb*ft. See section 1.1 for Allowable Working Loads in Megashor shafts.
6 No. M20 x 60 gr. 8.8 boltsand nuts (BNU20011)
261
A
A
4 No. M20 x 40 gr8.8 setpins and nutswith 4 No. M20High Yield Pins andR Clips (BNU20005,BNU20001’BNX20100,SSU10011)
94kips
6 No. M20 x 60 gr. 8.8 boltsand nuts (BNU20011)
Section A-A
M52 x 160 gr. 8.8 socket cap screwand nut (BNX52002 & BNX52001)
Rapid tieforkend(BTX10030)
Megashor Joint Stiffener(MSX10024)
SWL 2.2 kips atany angle
Broken lines indicatecrossed 15mm ØRapid Bar Tie
87
12mm (1/2”) thick plate with22mm Ø hole (7/8”)
1.5.21. Megatruss Node Connections – Node to Cross Brace
reserves the right to change any specification without giving prior notice.
MEGASHOR
Date: 9/1/2016 Issue : B
1.5.22. Megatruss Node Connections – Node to Ledger
Superslim Soldiers used asledgers between trusses
The capacity of the ledgersshould be calculated byreference to the SuperslimSoldier technical data.
Connect with 2 No. M16 x 150grade 8.8 bolts and nuts
1.5.23. Megatruss Node Connections – Node to Prop/Tie
Super Slim Heavy Duty Push Pull Props may be used toprop/tie trusses for loads up to 22.2 kips*.For loads in excess of this a specially fabricated prop/tieis required, refer to RMD Kwikform Technical Office.
* See Super Slim Soldier technical data for performance envelope for Soldier props
reserves the right to change any specification without giving prior notice.
MEGASHOR
Date: 9/1/2016 Issue : B
1.5.24. Megatruss Node Connections – Ledger to Plan Brace
Secure with 19mm High Yield Pin and R-Clips(BNX20100 & SSU10011)
Plain Braces – 60 x 8 mm(23/8”x5/16”) flat braces withplain endsSWL = 6.7 kips limited bybearing on soldier webs
Hammerhead Braces – 60 x 8mm(23/8”x5/16”) Flat braces with 16 mm(5/8”) thick reinforcements weldedon each sideSWL = 12.0 kips (Special order)
Higher Loads – Loads up to 22.2 kips may be carried into a single 21mm (13/16”) Ø hole in theSoldier shaft by use of M20 high yield round washers welded to the webs of the Soldier – refer toRMD Kwikform for details. The maximum load in the body of a 60 x 8mm (23/8”x5/16”) flat brace is18.2 kips. For higher loads use 60 x 10mm (23/8”x3/8”) braces.
408
COMPONENT S
Bar Tie Bracing - 15mm (5/8”) Steel Flat Braces– Custom OrderSecure with 19mm High Yield Pin and R-Clips(BNX20100 & SSU10011)
Bar Tie Claw and 15mm (5/8”) Bar TieSWL= 11.1 Kips
reserves the right to change any specification without giving prior notice.
MEGASHOR
Date: 9/1/2016 Issue : B
1.5.26. Megatruss End Bearer Connections –Bottom Chord Supported Truss
Connection at ASoldier: 2 No. M16 x 40 gr. 8.8Set pins and nuts (BNU16007 &BNU16001)Megashor: 6 No. M20 x 60 gr 8.8 boltsand nuts (BNU20011)
Connection at B & C6 No. M20 x 60 gr. 8.8 bolt and nut(BNU20011)
Connection at D4 No. M20 x 40 gr. 8.8 set pins & nuts(BNU20005 + BNU20001)
See SuperSlim Soldierdata sheets forperformanceenvelope forSoldier props
MegashorRockingHead(MSX10026)
SWL 222 kips
Header Beam
SWL to node at A, B & C+ 167 kips- 94 kips
1.5.27. Megatruss End Bearer Connections –Top Chord Supported Truss
Connection at B and CSee above
Connection at DPlain connection: as B above.Stiffened connection:6 No. M20 x 60 gr 8.8 bolts andnuts (BNU20011)Megashor Joint Stiffener(MSX10024)4 No. M20 x 40 gr. 8.8 set pins & nuts(BNU20005 + BNU20001)4 No. M20 high yield pins and Rclips (BNU20100 & SSU10011)M52 x 160 gr. 8.8 socket capscrew (BNX52002)
Torque the fasteners to all tension joints to 225 lb*ft
Note: In all applications there is a need to provide adequate lateral bracing to the end bays oftrusses – refer to RMD Kwikform Technical Office for details.
Beam manufactured from 305 x 305 x 126 kg/m UBP (grade S275)Front
Plan
Stiffener
505 60 Ø holes
22 Ø holes@ 100mm ctrs
312
312
200
(Note: Standard and modified Megashor Header Beams have the same item code therefore careshould be taken when specifying this item to ensure the correct one is supplied).
reserves the right to change any specification without giving prior notice.
MEGASHOR
Date: 9/1/2016 Issue : B
2.0 Applications:Megashor is a versatile system with a wide range of applications. The following are some of themany possible arrangements, when used vertically and horizontally.Designs are carried out using the recommendations of AASHTO Construction Handbook forBridge Temporary Works, AASHTO Guide Design Specifications for Bridge Temporary Works,ACI Committee 347 - Formwork for Concrete Recommendations and the allowable stress designof the falsework.
For further assistance on any Megashor application please contact our Technical Office.
2.1.0. Vertical Applications: Individual Props
Jack HeadProp
Rocking Head andJack Base Prop
Hydraulic Head andJack with Base Plate
Note: Jack Plates or End Plates are required between MegashorJacks and Legs at higher loads – see sections 1.4.4. & 1.4.5.
reserves the right to change any specification without giving prior notice.
MEGASHOR
Date: 9/1/2016 Issue : B
2.6.0. Megatruss – Notes on DesignThe joints between Megatruss elements are stiff and the truss acts structurally as if it were fullywelded. Frame analysis shall be carried out and members and joints checked for Bending Mo-ments, Axial, Shear, Bearing and Local Buckling Stresses as well as any coincident combinationof the above. Where possible loads should be applied at node points to reduce local bending inthe truss chords. Bearing on truss chords should be eliminated where possible by carrying loadsdirectly into Megatruss nodes and chord props/ties. Refer to RMD Kwikform Technical Office fordetails.
2.6.1. Megatruss 2700mm (8’-105/16”) Indicates points of lateralrestraint to main truss chords
Indicates points of lateralrestraint to reinforcing chords
2338mm c/c
2700mm
1800mm
Technical Data Single Chord Double Chord
Axial Loads – individual membersMaximum Compression in chordsMaximum Tension in chords - plain joints
- stiffened jointsMaximum Compression in diagonalsMaximum Tension in diagonals - plain joints
Allowable loads and moments are approximate. Carry out frame analysis to check capacity of allindividual members and joints.
Experience has shown that at least 20% of the structural capacity of the truss members is usedup by local rather than global bending effects. This will be much increased if bearing loads arepresent on truss chords or if loads are not supported at node points.
* The end reactions given are derived from the SWL of the end diagonal. If an end prop is usedas shown in 1.5.21 the values of A and B can be increased provided the load in the end diagonalis checked.
reserves the right to change any specification without giving prior notice.
MEGASHOR
Date: 9/1/2016 Issue : B
2.6.2. Megatruss 3600mm (11’-93/4”)
Technical Data Single Chord Double Chord
Axial Loads – individual membersMaximum Compression in chordsMaximum Tension in chords - plain joints
- stiffened joints# Maximum Compression in diagonals - condition M
- condition NMaximum Tension in diagonals - plain joints
- stiffened joints
144 kips 94 kips 178 kips
144 kips 156 kips 94 kips 178 kips
289 kips 189 kips 355 kips
144 kips 156 kips 94 kips
178 kips
Bending MomentsUnstiffened jointsStiffened joints
966 kip*ft1476 kip*ft
1930 kip*ft2953 kip*ft
End Reaction *Supported at A - plain joints - stiffened joints# Supported at B - condition M - condition N
82 kips 154kips 125 kips
135 kips
82 kips 154 kips 125 kips 135 kips
Allowable loads and moments are approximate. Carry out frame analysis to check capacity of allindividual members and joints.
Experience has shown that at least 20% of the structural capacity of the truss members is usedup by local rather than global bending effects. This will be much increased if bearing loads arepresent on truss chords or if loads are not supported at node points.
# Condition M: SWL in the YY axis governs. Condition N: Diagonal laced and braced in the YY axis, SWL in the XX axis governs.
* The end reactions given are derived from the SWL of the end diagonal. If an end prop is usedas shown in 1.5.21 the value of A and B can be increased provided the load in the end diagonalis checked.
Indicates points of lateralrestraint to main truss chords
Indicates points of lateralrestraint to reinforcing chords
reserves the right to change any specification without giving prior notice.
MEGASHOR
Date: 9/1/2016 Issue : B
2.6.3. Megatruss 4500mm (14’-93/16”)
Technical Data Single Chord Double Chord
Axial Loads – individual membersMaximum Compression in chordsMaximum Tension in chords - plain joints - stiffened joints# Maximum Compression in diagonals - condition M - condition NMaximum Tension in diagonals - plain joints - stiffened joints
153 kip 94 kips 178 kips
138 kips 150 kips 94 kips 178 kips
307 kips 189 kips 355 kips
138 kips 150 kips 94 kips 178 kips
Bending MomentsUnstiffened jointsStiffened joints
1207 kip*ft1959 kip*ft
2413 kip*ft3919 kip*ft
End Reaction *Supported at A - plain joints - stiffened joints# Supported at B - condition M - condition N
82 kips 154 kips 119 kips
130 kips
82 kips 154 kips 119 kips 130 kips
Compression chord
Tension chord
900mm
3897mm c/c
Allowable loads and moments are approximate. Carry out frame analysis to check capacity of allindividual members and joints.
Experience has shown that at least 20% of the structural capacity of the truss members is usedup by local rather than global bending effects. This will be much increased if bearing loads arepresent on truss chords or if loads are not supported at node points.
# Condition M: SWL in the YY axis governs. Condition N: Diagonal laced and braced in the YY axis, SWL in the XX axis governs.
* The end reactions given are derived from the SWL of the end diagonal. If an end prop is usedas shown in 1.5.21 the value of A and B can be increased provided the load in the end diagonalis checked.
4500mm
2700mmA
B
Indicates points of lateralrestraint to main truss chords
Indicates points of lateralrestraint to reinforcing chords
reserves the right to change any specification without giving prior notice.
MEGASHOR
Date: 9/1/2016 Issue : B
2.6.4. Megatruss 5400mm (17’-85/8”)Indicates points of lateralrestraint to main truss chords
Indicates points of lateralrestraint to reinforcing chords
Allowable loads and moments are approximate. Carry out frame analysis to check capacity of allindividual members and joints.
Experience has shown that at least 20% of the structural capacity of the truss members is usedup by local rather than global bending effects. This will be much increased if bearing loads arepresent on truss chords or if loads are not supported at node points.
# Condition M: SWL in the YY axis governs. Condition N: Diagonal laced and braced in the YY axis, SWL in the XX axis governs.
* The end reactions given are derived from the SWL of the end diagonal. If an end prop is usedas shown in 1.5.21 the value of A and B can be increased provided the load in the end diagonalis checked.
Technical Data Single Chord Double Chord
Axial Loads – Individual membersMaximum Compression in chordsMaximum Tension in chords - plain joints - stiffened joints # Maximum Compression in diagonals - condition M - condition NMaximum Tension in diagonals - plain joints - stiffened joints
152 kips 94 kips
178 kips 123 kips 141 kips 94 kips 178 kips
304 kips 189 kips 355 kips
123 kips141 kips
94 kips 178 kips
Bending MomentsUnstiffened jointsStiffened joints
1448 kip*ft2334 kip*ft
2897 kip*ft4668 kip*ft
End Reaction *Supported at A - plain joints - stiffened joints# Supported at B - condition M - condition N
reserves the right to change any specification without giving prior notice.
MEGASHOR
Date: 9/1/2016 Issue : B
2.6.5. Megatruss 6300mm (20’-81/16”)
Allowable loads and moments are approximate. Carry out frame analysis to check capacity of allindividual members and joints.
Experience has shown that at least 20% of the structural capacity of the truss members is usedup by local rather than global bending effects. This will be much increased if bearing loads arepresent on truss chords or if loads are not supported at node points.
# Condition M: SWL in the YY axis governs. Condition N: Diagonal laced and braced in the YY axis, SWL in the XX axis governs.
* The end reactions given are derived from the SWL of the end diagonal. If an end prop is usedas shown in 1.5.21 the value of A and B can be increased provided the load in the end diagonalis checked.
Technical Data Single Chord Double Chord
Axial Loads – individual membersMaximum Compression in chordsMaximum Tension in chords - plain joints - stiffened joints# Maximum Compression in diagonals - condition M - condition NMaximum Tension in diagonals - plain joints - stiffened joints
reserves the right to change any specification without giving prior notice.
MEGASHOR
Date: 9/1/2016 Issue : B
3.0. Assembly GuidanceFor detailed erection guidance refer to the RMD Kwikform Equipment Guidance Notes for yourspecific application or the scheme specific drawing provided by the RMD KwikformTechnical Office.
3.1. Megashor
1. Ensure Megashor shafts bolted end to end are orientated so the webs of all sections areparallel.
2. Megashor screw jacks may be unloaded manually by striking the spindle lugs. For releaseof loads over 110 kips Jacks should be fully dismantled before use. Coat all four-threadsurfaces with Molyslip OGL lubricant (or equivalent) and reassemble.
3. Crossed tension braces bolted to Megashor shafts should be used in pairs in both direc-tions. One of each pair attached to each side of the Megashor section.
4. Ensure Megashor rocking heads are attached such that the tapped holes are bolted to theMegashor section.
5. If, subsequent to assembly, gaps are present between end plates, fill with low viscositycementitous grout.
6. The customer is to ensure that the loads applied to the end plates of Megashor shafts oraccessories by hydraulic jacks or otherwise are suitably spread and placed to avoid localover-stress of the section.
7. Some components weigh over 50 lb. Plan lifts in accordance with best practice and locallyapplicable regulations.
3.2. Megatruss
1. Notes for assembly of Megashor equally apply to Megatruss.2. Ensure all fasteners at a joint are located hand tight prior to fully tightening any at that joint.3. Position all elements and fasteners to each section of the truss hand tight prior to fully tight-
ening.4. Torque all fasteners that join Megashor legs end to end, end to Megatruss Nodes or Mega-
truss End Bearers to 225 lb*ft.5. Support trusses by the bottom chord batten plates during assembly. Provide adequate
temporary lateral restraints. Avoid bearing loads to the bottom chord batten plates in excessof 33 kips.
6. Ensure trusses are braced as shown to restrain compression chords and resist lateral loads7. Ensure trusses are lifted in a safe manner, refer to RMD Kwikform Technical Office. Lift
girder from the node points at or near third points on span. Maximum length of single girderfor lifting is 42 ft. Preferably, and in any case for longer spans, girders should be braced to-gether and lifted in pairs.