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STENN-DIO HEAVY DUTY STEEL PANEL FOR COLUMN AND WALL FORMWORK SYSTEM

STENN-DIO

STENGULF FORMWORK&SCAFFOLDING

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Stenn-Dio system is a heavy weight panellized formwork system with elements

made of steel for housing and civil engineering projects.

This panel wall formwork system is suitable for concrete pressures up to 80kN/m2.

Its wide selection of Stenn-Dio panel sizes and easy to use clamping methods

combines simplicity and stability with reductions in cost, time and labour.

Stenn-Dio system elements are also extremely suitable for forming foundations. The 3.0-3.6m high

panels with inset tie points have proven to be particularly beneficial. Innovation in formwork has led to

small lightweight modular systems that provide versatile formwork solutions on-site. Use of high tensile

steel has enabled lighter weight units to be developed which can be safely manhandled to achieve a

practical formwork system. The component of the stenn-dio formwork system is engineered to give

robust and easy-to-handle solutions capable of dealing with both regular and irregular formwork

areas. Minimising the number of different components in a formwork system allows mobility and quick

installation of the formwork. The individual components often have multiple uses.

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A range of lighter weight modular formwork systems is available for the construction of most types of

structure. They are suitable for any type of concrete frame construction.

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WALL Fast and convenient assembly methods.

With this clamp, any combination of panels can be assembled for both vertical and longitudinal direction with the use of only hammer during the site construction.

Three Functions of Stengulf Formwork Clamp

1. Function of aligning the joint between formwork.

2. Increase the strength of splice portion of the formwork.

3. Clamp the two spliced formwork.

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Assembly of Column Panels

- Formwork panels can be assembled on site during the construction. - Initially start assembly from the corner. - Install 2 panels together at 90° using tension rods; do not make the final tightening. - Add the other 2 or more panels using either tension rods or/and clamp. - Attached the spindle struts and do the vertical alignment. - Finally, do the final tightening of tension rod. - No need to dismantle all the panels during shifting to other floor, rather you can lift the whole Column in 2 pieces only.

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Assembly of Wall Panels

- Start assembly from the corner by erecting one (1) corner panel to another panel in case of internal

corner.

- In case of external corner use two (2) panels at 90° and fix with a clamp.

- Continue erecting the panels as per the design drawing until you complete the structure.

- No need to dismantle all the panels during shifting to other floor, rather you can lift up to four (4)

panels together as one (1).

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DESIGN CHECK FOR WALL FORMWORK

This note contains calculations for the structural members - horizontal and vertical that form the panel.

The maximum pressure on the panel during pouring and curing of concrete has been advised as

80kN/m2.

The panel is plywood faced and has horizontal members (RHS 100 x 50 x 2.5 mm) and verticals in line

with tie holes that are custom formed profiles. The grade of steel used for both profiles is S 355 / equal

The calculation verifies the strength adequacy of the member’s bases on vendor data that has been

attached to this note for reference

Analysis of the vertical beam has been performed using STAAD where in the tie positions are identified

as supports and load corresponding to a tributary width of 1 m has been applied. Verification has been

performed using hand calculations.

DESIGN STANDARD Design code BS 5950

DESIGN SUMMARY The design concludes that the members proposed are adequate to support the identified loads

REFERENCE DOCUMENT

Die drawing for vertical profile SF-7008-02 Rev 0 Panel Section Plate SF-7006-05 Rev 0 Steel Panel Fabrication Details

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CHECK HORIZONTAL MEMBER Size 100 x 50 x 2.5 mm thick Properties Ixx 95.15 cm4 Zxx 19.03 cm3 Area 7.25 cm2 Shear Area (SA) 5 cm2 E 205 kN/mm2 Pressure 80 kN/m2 Spacing 0.3 m Span 1.2 m Applied Force 0.3 x 80 = 24 kN/m (w) Moment (M) wl2/8 = 24 x 1.22/8 = 4.32 kNm (Service) Shear (V) wl/2 = 24 x 1.2 /2 = 14.4 kN Load Factor = 1.4 (hydrostatic pressure) Bending stress = M/Z = 4.32 x 1.4 x 106/ (19.03 x 103) = 318 N/mm2 < 355 (OK) Shear Stress = V/SA = 14.4 x 1.4 x 103/ (5 x 102) = 40.3 N/mm2 < 0.6 x 355 (OK) Deflection = 8wl4/384 EI

= 8 x 24 x 12004/ (384 x 205 x 103 x 95.15 x 104)

= 5. 1 mm < 6 mm OK

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CHECK VERTICAL MEMBER (K – 110523 – 2.5) Properties Ixx 143.17 cm4 Zxx 50.63 cm3 Shear Area (SA) 5.5 cm2 E 205 kN/mm2 Pressure 0 - 80 kN/m2 Maximum Moment (for 1 m tributary as per STAAD) = 4.954 kNm Panel width = 1.2 m Effective tributary 0.6 m x 2 adjacent panels = 1.2 m Applicable moment (M) = 4.954 x 1.2 = 5.94 kNm Applicable Shear (V) = 30.54 x 1.2 = 36.6 kN Load Factor = 1.4 Bending Stress (M/Z) = 1.4 x 5.94 x 106 / (50.53 x 103) = 164.6 N/mm2 < 355 (OK) Shear Stress (V/SA) = 1.4 x 36.6 x103 / (5.5 x 102) = 93.2 N/mm2 < 0.6 x 355 (OK)

MAXIMUM TIE FORCE For tributary of 1 m = 58.2 kN For tributary of 1.2 m (applicable) = 70 kN

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