Engineering Calculations Template-White Cellar 2 5m

Installation of Spiral Wine Cellar

Structural Calculations -TEMPLATE

Client: . Site address:

Job Ref no: 2010 SO/SC-

Contents: Site documentation Structural Calculations Appendix 1- Finite Element Analysis Appendix 2 Concrete Mixing Specification Appendix 3 - Damp Proof Membrane Technical Specification Appendix 4 CE Technical Specification

Appendix 5 - Reinforced Synthetic Fibres STRUX 90/40 Engineering Bulletin

White Wine Cellar Visualisation

Site Photos

Design Criteria Summary for Wine Cellar. Project Description:

The project involves the design and subsequent installation of a Spiral Wine cellar. From previous experience the dominant load case for the design of this type of cellar is from water uplift pressures (to accommodate existing and future ground water levels) and as a result governs the wall thickness of the cellar with a minimum of 150mm required to create enough total mass to counteract the water uplift pressure. A fibre additive (Strux) is used when mixing the 150mm wide concrete ring which controls cracking to the concrete and also creates inherent strength to the concrete ring (please refer to appendix for Strux certification, Strux is compliant with both the British Standards and Eurocode for fibres used in concrete design and specification covered by BS EN 14889-2 2006). With the 150mm minimum ring thickness already established we then analyse the cellar for the following load conditions. - Lateral loading from the existing structures foundations. - Loading from ground floor structure and its finishes. - Surface temporary surcharge loadings. - Vehicle Loadings if deemed necessary.

Foundations close to the cellar produce a lateral load on the concrete ring which decrease the further away the foundation is from the cellar. We have analysed this for a worst case scenario of the foundations being placed 150mm from the edge of the cellar. This has also been analysed for combinations of walls placed on different sides. Loadings from ground floor structures, temporary surcharges and vehicle loadings have also been analysed, again for worst case scenarios. These worst case calculations have shown that the 150mm wide concrete ring required to avoid water uplift has, as a result of the Strux additive, excess lateral load carrying capacity. The following calculations demonstrate that the cellar can safely accommodate loading of up to 150 Kn/m2 from a foundation placed up to 150mm from the edge of the cellar. Several potential scenarios are checked for in the proceeding calculations which may differ from what is eventually built on site. This is done to ensure flexibility exists with our design for the cellar should certain alterations to the structure as currently proposed be carried out.

Elite Designers Ltd12 Princeton Court55 Felsham Road

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020 8785 4499

I Project:I addressI codeI Section:I Structural CalculationsI Calc by: AK Date: 00/01/08I

I Job Ref:I 2008-00I Sheet No./Rev.I 1I Check/App'd by: Date:I NJR 00/01/08I

Total Ceiling Load R2 r3 r4+ C+ c2:= R2 810 m-2 newton=

Roof 30deg Pitch Slate Tiling r1 0.5 103 newton m 2:=

Roof Rafters r2 0.16 103 newton m 2:=

Total Roof Load R1 r1 r2+ C+ c2:= R1 810 m-2 newton=

Wall Loads Stud, Lathe and Plaster w1 0.76 103 newton m 2:=

Brick 255mm cavity w2 3.76 103 newton m 2:=

Brick 9" solid w3 5.33 103 newton m 2:=

Brick 13" solid w4 7.69 103 newton m 2:=

Foundation Wall Loads w5 2.54 103 newton m 2:=

Impact Statement for Wine Cellar design and installation Design of the wine cellar has taken into account lateral loadings from adjacent soil and foundations, which proved that the proposed structure is capable of resisting the occurring forces without negative impact to the building structure. The installation process has to be undertaken according to the Method Statement provided by Spiral Cellars Ltd and followed by good building practice, which is essential to avoid harm to the existing building.For queries regarding the Method Statement please contact Spiral Cellars Ltd (Tel: 0845 241 2768).

Structural Calculations - TEMPLATEReference should be made to Elite Designers Ltd sketches for structural details and layout drawings.

Loadings from BS648 & BS6399 : Part 1 : 1984

Dead Loads - please note: these are general loads which may not be directly shown in the following calculations.

Ceiling Thermal Insulation c1 0.01 103 newton m 2:=

Ceiling Joists c2 0.16 103 newton m 2:=

Plaster Skim c3 0.03 103 newton m 2:=

Plaster Board c4 0.11 103 newton m 2:=

Total Ceiling Load C c1 c2+ c3+ c4+:= C 310 m-2 newton=

Flat Roof Asphalt 2 layers 19mm r3 0.41 103 newton m 2:=

Joists with decking r4 0.25 103 newton m 2:=

P:\Data Files\TEMPLATES-Spiral Cellars\CALCULATION TEMPLATES\us-pack\


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Uniform Load UL1 150 103 newton m 2:=Cellar Properties

Height of circular wall in meters Dw 2.5:=External Radius of Circle in meters r 1.25:=

List of Soil Properties & Vertical Pressures

Soil pressure due to "Structural Foundation Designers" Manual by Curtins

Internal angle of friction 30 deg:=Density of soil 20 103 newton m 3:=Density of water w 10 103 newton m 3:=Surcharge pressure from Live Load q1 1.5 10

3 newton m 2:=

Surcharge pressure from concrete floor q2 Qc 0.15 m:= q2 3.6 103 m-2 newton=

Surcharge pressure from vehicles not exceeding 2.5 tons q3 10 103 newton m 2:=

Coefficient of active earth pressure Ka1 sin ( )1 sin ( )+:= Ka 0.333=

Floor Loads 200x50 Joists With Decking f1 0.25 103 newton m 2 c1+ c3+ c4+:=

f1 400 m-2 newton=

Foundation Depth&Breadth D 0.4m:= B 0.6m:=

Concrete load Qc 24 103 newton m 3:=

Imposed Loading - please note: these are general loads which may not be directly shown in the following calculations.

Floor Load Table 5 BS6399 Ifl 1.5 103 newton m 2:=

Floor Load Garage Iflg 2.5 103 newton m 2:=

Roof Load Irl 0.6 103 newton m 2:=

Safety Factors

Live Load Safety Factor fl fl 1.6:=Dead Load Safety Factor fd fd 1.4:=

Loads from FOUNDATION

For the worst case loading scenario, pressure under foundations was assumed to be 150kN/m 2which is maximum that can occur in standard terrace house up to 4 storeys plus basement.



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hw 9.375 103 m-2 newton=

Lateral Soil pressure dependent on depth

Amount of the 0.5m2 panels in height of the cellar - Ne and ratios for position of the centers of panels - he

Ph 0.5:= NeDwPh

:= Ne 5= e 1 Ne..:= he

e2

Ph2

Dw:=

Lateral Soil pressure at the center of 0.5m2 panels in relation to depth

e12

3

4

5

= he0.10.3

0.5

0.7

0.9

= Se hs he:= Se0.82.5

4.2

5.8

7.5

m-2 103newton

=

Lateral Water pressure at the center of of 0.5m2 panels in relation to depth

We hw he:= 1.5 m Deep W1 hw 1.5Dw 0.75:= W1 7.5 103 m-2 newton=

0.75 m Deep W1 hw 0.75Dw 0.75:= W1 3.8 103 m-2 newton=

0.25 m Deep W1 hw 0.25Dw 0.75:= W1 1.3 103 m-2 newton=

Lateral Surcharge pressures acting on the structure depending on position

From Live Load ha1 Ka q1:= ha1 500 m-2 newton=

From Floor ha2 Ka q2:= ha2 1.2 103 m-2 newton= From Vehicles ha3 Ka q3:= ha3 3.33 103 m-2 newton=

Lateral Surcharge pressure from soil and water

For finite element calculation purpose the loads were calculated as acting on 0.5 sqm areas of the structuredepending on the depth.

Lateral Soil pressure at the bottom of the cellar

hS Ka Dw 1 m:= hS 1.7 104 m-2 newton=

Lateral Soil pressure @ 0.5m2 plate area

hs hS 0.5:= hs 8.3 103 m-2 newton=

Lateral Water pressure at the bottom of the cellarWater surface assumed @ 0.75 cellar depth

hw w Dw 0.75( ) 1 m:= hw 1.875 104 m-2 newton=

Lateral Water pressure @ 0.5m2 plate area

hw hw 0.5:=



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k22.5

45

67.5

90

deg=k

01

2

3

=

k k8 22.5deg+:=Angle increment in quarter of cellar

k 0 Y..:=Amount of 0.5m2 panels in quarter of cellarY 3:=

zi0.250.75

1.25

1.75

=i12

3

4

=Depth zi measured from foundation level

zii2

Ph2

:=

i 1 Nd..:=

Nd 4=

NdDw Dl( )

Ph:=Amount of 0.5m2 panels in height of the cellar - Nd

and heights of the centers of panels - zi

Dl 0.5=

Uplift pressure - Concrete ring with 150mm thk, internal radius 1.09m, concrete base 200mm thk

vc 1.25m( )2 Dw 1 m 1.09m( )2 Dw 1 m 1.25m( )2 0.20 m+ Qc:= vc 9.4 104 newton=Water weight assumed water level @ 0.75 cellar depth Wl 0.75Dw m:= Wl 1.875 m=

vw 1.25m( )2 Wl 10 103 Nm3

:= vw 9.2 104 newton= vc vw> OK

Uniform Strip Load CaseThe Lateral load from foundation at varying distances from the circular wall is given by the following.Calculations assume that foundation is position 0.5m below top of the cellar.

Foundation outstand assumed as 150mm Bc 0.15:=

Depth of 0.5m2 panels in meters Dl Ph:=



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See attached Appendix for loads and design forces

QUL1

0

1.2 1041.7 1041.1 1046.4 103

0

2.7 1041.7 1047.6 1033.6 103

0

4.2 1041.2 1043.9 1031.7 103

0

3.9 1048.9 1032.7 1031.1 103

m-2 newton=

QUL1i k, UL1 I1i k,:=UL1 1.5 105 m-2 newton=Uniform Load

I1

0

0.08

0.111

0.073

0.042

0

0.181

0.117

0.051

0.024

0

0.279

0.079

0.026

0.011

0

0.261

0.06

0.018

0.007

=I1i k,1i k, E1i k, F1i k,

:=

E1i k, sin 1i k,( ):=F1i k, cos 1i k, 2 1i k,+( ):=Influence factor

1

0

0.133

0.271

0.279

0.249

0

0.346

0.457

0.373

0.298

0

0.862

0.621

0.432

0.324

0

1.176

0.675

0.448

0.33

=1

0

1.257

0.8

0.553

0.415

0

0.972

0.454

0.285

0.206

0

0.364

0.126

0.076

0.054

0

0

0

0

0

=

1i k, atan H1i k,( ):=1i k, atan G1i k,( ) atan H1i k,( ):=H1i k,

x1kzi

:=G1i k,x1k B1+( )

zi:=

Stress Calculations due to uniform strip load according to 'Basic Soil Mechanics' R.Whitlow - p.190

B1 0.6=B1 B1m

:=Foundation breadth

x1k0.7720.366

0.095

0

=x1k a1 Bc r sin k( ):=Distance from foundation edge to 0.5m2 panel of cellara1 1.4:=Minimal horizontal perpendicular distance

from foundation edge to the cellar center

FOUNDATION - HORIZONTAL LOADS



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Use 5 kg/m3 Strux 90/40 additive for C30 concrete mix

OKMr 2.9 103 m newton=

>

Mres 3.75 103 m newton=

Mresfe Wrf

:=Moment of resistance

Wr 0.00375 m3=

Wrb hr

26

:=Modulus section

f 1.5:=Safety factor

hr 0.150m:=Thickness of ring wall

b 1m:=Section from cellar ring

See Appendix for finite element design

Mr 2.9 103 newton m:=Maximum Moment for 1m run of ring

fe 1.5 newton mm 2:=Tensile Flexural Strength for C20 concretewith 5 kg/m3 strux 90/40 as additive

Design for concrete according to BS EN889-2:2006-Fibres for Concrete and CE Technical Specification in Appendix 5.

Concrete design



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Appendix 1

Finite Element Analysis


Load 5X

Y

Z

2.5m Deep Cellar

-6.80 kN/m2 -6.80 kN/m2-6.80 kN/m2

-6.80 kN/m2

-5.30 kN/m2 -5.30 kN/m2-5.30 kN/m2

-6.80 kN/m2

-5.30 kN/m2

-6.80 kN/m2

-3.80 kN/m2 -3.80 kN/m2-3.80 kN/m2

-5.30 kN/m2

-3.80 kN/m2

-6.80 kN/m2

-5.30 kN/m2

-2.30 kN/m2 -2.30 kN/m2

-6.80 kN/m2

-2.30 kN/m2

-3.80 kN/m2

-2.30 kN/m2

-5.30 kN/m2

-3.80 kN/m2

-0.80 kN/m2 -0.80 kN/m2

-5.30 kN/m2

-6.80 kN/m2

-0.80 kN/m2

-2.30 kN/m2

-0.80 kN/m2

-6.80 kN/m2

-3.80 kN/m2

-2.30 kN/m2

-3.80 kN/m2

-5.30 kN/m2

-0.80 kN/m2

-6.80 kN/m2

-5.30 kN/m2

-2.30 kN/m2

-0.80 kN/m2

-6.80 kN/m2

-2.30 kN/m2

-3.80 kN/m2

-5.30 kN/m2

-3.80 kN/m2

-0.80 kN/m2

-6.80 kN/m2

-5.30 kN/m2

-6.80 kN/m2

-0.80 kN/m2

-2.30 kN/m2

-6.80 kN/m2 -6.80 kN/m2

-3.80 kN/m2

-2.30 kN/m2

-5.30 kN/m2

-3.80 kN/m2

-5.30 kN/m2

-0.80 kN/m2

-5.30 kN/m2 -5.30 kN/m2

-2.30 kN/m2

-0.80 kN/m2

-3.80 kN/m2

-2.30 kN/m2

-3.80 kN/m2-3.80 kN/m2 -3.80 kN/m2

-0.80 kN/m2

-2.30 kN/m2

-0.80 kN/m2

-2.30 kN/m2-2.30 kN/m2 -2.30 kN/m2

-0.80 kN/m2 -0.80 kN/m2-0.80 kN/m2 -0.80 kN/m2

Load 1X

Y

Z

2.5m Deep Cellar Soil Loads

-0.50 kN/m2 -0.50 kN/m2-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2 -0.50 kN/m2-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2 -0.50 kN/m2-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2 -0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2 -0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2 -0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2 -0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2-0.50 kN/m2 -0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2

-0.50 kN/m2-0.50 kN/m2 -0.50 kN/m2

-0.50 kN/m2-0.50 kN/m2

-0.50 kN/m2 -0.50 kN/m2

Load 2X

Y

Z

2.5m Deep Cellar Live Loads 0.5 kN/m2

6.60 kN/m2

11.00 kN/m2

4.10 kN/m2

16.00 kN/m2

8.40 kN/m2

2.30 kN/m2

11.00 kN/m2

18.00 kN/m2

5.20 kN/m2

1.70 kN/m2

23.00 kN/m2

14.00 kN/m2

4.00 kN/m2

2.30 kN/m2

39.00 kN/m2

4.10 kN/m2 6.60 kN/m2

12.00 kN/m2

5.20 kN/m2

8.40 kN/m2 11.00 kN/m2

42.00 kN/m2

14.00 kN/m2

18.00 kN/m2 16.00 kN/m2

39.00 kN/m223.00 kN/m2 11.00 kN/m2

Load 4X

Y

Z

2.5m Deep Cellar Wall 1 Horizontal Loads

2.30 kN/m2 4.10 kN/m21.70 kN/m2 6.60 kN/m2

5.20 kN/m2 8.40 kN/m24.00 kN/m2

2.30 kN/m2

11.00 kN/m2

14.00 kN/m2 18.00 kN/m212.00 kN/m2

5.20 kN/m2

16.00 kN/m2

4.10 kN/m2

39.00 kN/m223.00 kN/m242.00 kN/m2

14.00 kN/m2

11.00 kN/m2

8.40 kN/m2

6.60 kN/m2

39.00 kN/m2

18.00 kN/m2

11.00 kN/m2

23.00 kN/m2

16.00 kN/m2

11.00 kN/m2

Load 6X

Y

Z


-6.60 kN/m2 -4.10 kN/m2

-2.30 kN/m2

-11.00 kN/m2 -8.40 kN/m2

-5.20 kN/m2

-1.70 kN/m2

-16.00 kN/m2 -18.00 kN/m2

-14.00 kN/m2

-4.00 kN/m2

-11.00 kN/m2 -23.00 kN/m2

-2.30 kN/m2

-39.00 kN/m2

-12.00 kN/m2

-5.20 kN/m2

-4.10 kN/m2

-42.00 kN/m2

-14.00 kN/m2

-8.40 kN/m2

-6.60 kN/m2

-39.00 kN/m2

-18.00 kN/m2

-11.00 kN/m2

-23.00 kN/m2

-16.00 kN/m2

-11.00 kN/m2

Load 8X

Y

Z


-6.60 kN/m2

-11.00 kN/m2

-4.10 kN/m2

-16.00 kN/m2

-8.40 kN/m2

-2.30 kN/m2

-11.00 kN/m2

-18.00 kN/m2

-6.60 kN/m2

-5.20 kN/m2

-1.70 kN/m2-4.10 kN/m2 -2.30 kN/m2

-23.00 kN/m2

-11.00 kN/m2

-14.00 kN/m2

-4.00 kN/m2-8.40 kN/m2 -5.20 kN/m2

-16.00 kN/m2

-39.00 kN/m2

-12.00 kN/m2-18.00 kN/m2 -14.00 kN/m2

-11.00 kN/m2

-42.00 kN/m2-23.00 kN/m2-39.00 kN/m2

Load 10X

Y

Z

2.5m Deep Cellar alternative Horizontal Loads

-1.20 kN/m2 -1.20 kN/m2-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2 -1.20 kN/m2-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2 -1.20 kN/m2-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2 -1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2 -1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2 -1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2 -1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2-1.20 kN/m2 -1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2

-1.20 kN/m2-1.20 kN/m2 -1.20 kN/m2

-1.20 kN/m2-1.20 kN/m2

-1.20 kN/m2 -1.20 kN/m2

Load 15X

Y

Z

2.5m Deep Cellar Surcharge Concrete Floor

-8.10 kN/m2 -8.10 kN/m2-8.10 kN/m2

-8.10 kN/m2

-5.60 kN/m2 -5.60 kN/m2-5.60 kN/m2

-8.10 kN/m2

-5.60 kN/m2

-8.10 kN/m2

-3.40 kN/m2 -3.40 kN/m2-3.40 kN/m2

-5.60 kN/m2

-3.40 kN/m2

-8.10 kN/m2

-5.60 kN/m2

-1.10 kN/m2 -1.10 kN/m2

-8.10 kN/m2

-1.10 kN/m2

-3.40 kN/m2

-1.10 kN/m2

-5.60 kN/m2

-3.40 kN/m2

-5.60 kN/m2

-8.10 kN/m2

-1.10 kN/m2

-8.10 kN/m2

-3.40 kN/m2

-1.10 kN/m2

-3.40 kN/m2

-5.60 kN/m2

-8.10 kN/m2

-5.60 kN/m2

-1.10 kN/m2

-8.10 kN/m2

-1.10 kN/m2

-3.40 kN/m2

-5.60 kN/m2

-3.40 kN/m2

-8.10 kN/m2

-5.60 kN/m2

-8.10 kN/m2

-1.10 kN/m2

-8.10 kN/m2 -8.10 kN/m2

-3.40 kN/m2

-1.10 kN/m2

-5.60 kN/m2

-3.40 kN/m2

-5.60 kN/m2-5.60 kN/m2 -5.60 kN/m2

-1.10 kN/m2

-3.40 kN/m2

-1.10 kN/m2

-3.40 kN/m2-3.40 kN/m2 -3.40 kN/m2

-1.10 kN/m2-1.10 kN/m2

-1.10 kN/m2 -1.10 kN/m2

Load 16X

Y

Z

2.5m Deep Cellar Lateral Water Loads

Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor

5 COMBINATION WALLS 1,3 1 SOIL 1.403 SELF WEIGHT 1.404 WALL 1 - LOADS 1.408 WALL 3 - LOADS 1.40

15 SURCHARGE - CONCRETE FLOOR 1.4016 WATER 1.402 SURCHARGE - LIVE LOADS 1.60

11 COMBINATION WALL 1 1 SOIL 1.403 SELF WEIGHT 1.404 WALL 1 - LOADS 1.40

15 SURCHARGE - CONCRETE FLOOR 1.4016 WATER 1.402 SURCHARGE - LIVE LOADS 1.60

12 COMBINATION - 1.0L+1.0D 1 SOIL 1.002 SURCHARGE - LIVE LOADS 1.003 SELF WEIGHT 1.004 WALL 1 - LOADS 1.006 WALL 2 - LOADS 1.008 WALL 3 - LOADS 1.00

10 WALL 4 - LOADS 1.0015 SURCHARGE - CONCRETE FLOOR 1.0016 WATER 1.00

13 COMBINATION - 1.4D + 1.6L 1 SOIL 1.402 SURCHARGE - LIVE LOADS 1.603 SELF WEIGHT 1.404 WALL 1 - LOADS 1.406 WALL 2 - LOADS 1.408 WALL 3 - LOADS 1.40

10 WALL 4 - LOADS 1.4015 SURCHARGE - CONCRETE FLOOR 1.40

Combination Load Cases Cont...Comb. Combination L/C Name Primary Primary L/C Name Factor

16 WATER 1.40

Load 5X

Y

Z

MXkNm/m

= 2.8

2.5m Deep Cellar Maximum Bending Moment due to Load Combination No 5

Plate Centre Stress SummaryShear Membrane Bending

Plate L/C Qx(kN/m2)

Qy(kN/m2)

Sx(kN/m2)

Sy(kN/m2)

Sxy(kN/m2)

Mx(kNm/m)

My(kNm/m)

Mxy(kNm/m)

Max Qx 66 5:COMBINATIO 40.22 0.89 -74.43 2.48 -21.41 0.062 -0.034 -0.265Min Qx 70 5:COMBINATIO -40.24 0.92 -74.01 2.39 21.44 0.037 -0.035 0.265Max Qy 20 5:COMBINATIO -0.10 9.57 -192.34 -296.72 -0.61 1.106 -0.360 0.002Min Qy 40 5:COMBINATIO 0.07 -14.05 -256.94 118.88 1.36 -1.534 -0.102 -0.002Max Sx 72 4:WALL 1 - LO 0.04 0.21 17.86 -0.47 -0.01 -0.754 -0.008 -0.000Min Sx 44 13:COMBINAT -0.06 -10.71 -348.97 12.85 1.04 0.296 -0.008 -0.000Max Sy 8 5:COMBINATIO -0.02 0.92 -103.34 539.64 2.11 -0.229 0.035 -0.001Min Sy 4 5:COMBINATIO 0.00 -9.58 -85.26 -550.22 -0.87 0.402 -0.359 0.002

Max Sxy 3 11:COMBINAT 0.37 -7.22 -88.24 -129.51 311.29 0.128 -0.271 -0.139Min Sxy 13 11:COMBINAT -0.36 -7.21 -88.46 -126.10 -311.03 0.127 -0.270 0.140Max Mx 68 5:COMBINATIO -0.17 -2.44 -105.50 6.47 0.09 2.804 0.092 0.001Min Mx 72 5:COMBINATIO 0.19 7.07 -34.24 -11.33 -0.12 -2.903 -0.265 -0.001Max My 24 5:COMBINATIO 0.02 4.74 -215.14 312.30 1.83 -0.751 0.247 -0.002Min My 56 5:COMBINATIO 0.13 1.32 -240.60 5.25 0.44 -2.351 -0.579 -0.002

Max Mxy 38 5:COMBINATIO -20.33 -3.04 -213.83 -5.97 -192.16 -0.156 -0.067 0.500Min Mxy 42 5:COMBINATIO 20.39 -2.98 -213.22 -6.87 193.07 -0.140 -0.065 -0.499

Appendix 2

Concrete Mixing Specification

1. Large Batches1.1 Concrete: Use only common cement complying with SANS 50197Low-strength concrete suitable for: house foundations

To make 1 cubic metre of concrete you will need:5, bags cement + 0,65 cubic metres sand + 0,65 cubic metres stone.

Medium-strength concrete suitable for: house floors, footpaths and driveways

To make 1 cubic metre of concrete you will need:7,7 bags cement + 0,62 cubic metres sand + 0,62 cubic metres stone.

High-strength concrete suitable for: precast concrete, heavy-duty floors

To make 1 cubic metre of concrete you will need:9,2 bags cement + 0,60 cubic metres sand + 0,60 cubic metres stone.

1.2 Mortar and Plaster: Using common cement complying with SANS 50197Suitable for laying bricks and blocks in normal applications (SABS Class II)

Mortar: To lay 1 000 bricks you will need: 3 bags cement + 0,6 cubic metres sand.Plaster: To plaster 100 square metres (15 millimeters thick) you will need: 12 bags cement + 2,3 cubic metres sand.

mixes for buildersConcrete, mortar & plaster

Cement Concrete Sand Stone

1 Bag 13/4 Wheelbarrows 13/4 Wheelbarrows


1 Bag 11/4 Wheelbarrows 11/4 Wheelbarrows


1 Bag 1 Wheelbarrow 1 Wheelbarrow

Cement Building Sand (for mortar) or Plaster Sand (for plaster)

1 Bag 3 Wheelbarrows

1.3 Mortar and Plaster: Using masonry cement complying with SANS 50413 class MC 22,5X or MC 12,5. Do not use grade MC 12,5X.Suitable for exterior and interior work

Mortar: To lay 1000 bricks you will need: 3,5 bags cement + 0,55 cubic metres sand.Plaster: To plaster 100 square metres (15 millimetres thick) you will need: 14 bags cement + 2,25 cubic metres sand.

2. Small BatchesUse containers such as buckets, drums or tins.Use the same size of container for measuring all the materials in a batch.

2.1 Concrete: Using common cement complying with SANS 50197

2.2 Mortar and Plaster: Using common cement complying with SANS 50197

2.3 Mortar and Plaster: Using masonry cement complying with SANS 50413

Published by the Cement & Concrete Institute, Midrand, 1996 reprinted 1998, 2000, 2004, 2006. Cement & Concrete Institute

Notes1. The amount of water added to a mix must be enough to make the mix workable and plastic.

2. Use cement that has the SABS mark showing that it complies with SANS 50197 for all applications or masonry cement that complies with SANS 50413 for mortar and plaster.

3. Stone for concrete should be 19 mm or 26 mm size.

4. If you use a wheelbarrow for measuring, it should be a builders wheelbarrow which has a capacity of 65 litres.


1 41/2


1 31/2 31/2

1 21/2 21/2

1 2 2


1 5

Low-strength concrete

Medium-strengthconcrete

High-strength concrete

Cement Building Sand (for mortatr) or Plaster Sand (for plaster)

1 Bag 21/2 Wheelbarrows

PO Box 168, Halfway House, 1685

Tel (011) 315-0300 Fax (011) 315-0584

e-mail [email protected] website http://www.cnci.org.za

Cement & Concrete Institute

proportions & quantities for ordering

Trial Concrete Mixes:

Mass/bag 50 kg 238 kg 128 kg 50 kg 230 kg 196 kg

Volume/bag 1 bag 0,175 m3 0,095 m3 1 bag 0,170 m3 0,145 m3

Mass/m3 250 kg 1 190 kg 640 kg 225 kg 1 030 kg 890 kg

Volume/m3 5,0 bag 0,88 m3 0,47 m3 4,5 bag 0,76 m3 0,66 m3



Mass/m3 315 kg 1 100 kg 670 kg 280 kg 950 kg 920 kg




Mass/m3 375 kg 1 030 kg 690 kg 340 kg 880 kg 940 kg




Mass/m3 425 kg 970 kg 710 kg 385 kg 820 kg 960 kg




Mass/m3 475 kg 910 kg 730 kg 430 kg 770 kg 980 kg




Mass/m3 525 kg 850 kg 750 kg 475 kg 710 kg 1 000 kg




Mass/m3 575 kg 780 kg 770 kg 520 kg 650 kg 1 020 kg


For notes see over.

10

15

20

25

30

35

40

Cement Sand Stone Cement Sand Stone

9,5 or 13,2 mm stone 19,0 or 26,5 mm stoneConcretestrength at28 days,

MPa

Mass orvolume

Notes Recommended concrete strengths for various uses are

shown in the table below.

Mix proportions in the table overleaf are based on theassumption that a CEM II/A 32,5 cement will be used.CEM I 42,5 or higher cements will give a strongerconcrete but may be less economical. Cements withhigher extender contents (eg CEM II/B or CEM III) willdevelop strength more slowly and will require particularcare with curing. Masonry cements complying withSABS ENV 413-1 are not recommended for use inconcrete.

The amount of water required is not given in the table.The mix should contain enough water to achieve therequired consistence. Consistence may be assessed byeye or measured by carrying out the slump test (SABS Method 862-1:1994). Recommended slumps are:

50100 mm for compaction by mechanical vibration100150 mm for compaction by hand

0,001 m3 = 1 litreThe capacity of a builders wheelbarrow is 65 litres.

A mix made according to this table, and to the requiredconsistence, should be assessed for stone contentbefore being used on a large scale. This can be doneby compacting some of the concrete in a container, eg a bucket, by the means (vibration or hand tamping)to be used on the job.If stones protrude from the surface, stone content is too high.

If not, scratch the surface of the compacted concrete(before it hardens) with a nail or screwdriver. If the stonecontent is right, stones should be found two or threemillimetres below the surface. If they are deeper thanthis, the stone content is too low.

If stone content is too high, reduce it by 10 % andincrease sand content by the same amount, ie volumeor mass. Then reassess.

If stone content is too low, increase it by 10 % andreduce sand content by the same amount, ie volume ormass. Then reassess.

The mix proportions given in the table overleaf areconservative. If the quantity of concrete to be madeexceeds about 100 m3, it is probably possible to savecosts by selecting materials and having a mix designed.For information on the choice of materials consult theC&CI.

Published by the Cement & Concrete Institute, Midrand, 1997, reprinted 1998, 2001, 2003 Cement & Concrete Institute

PO Box 168, Halfway House, 1685Portland Park, Old Pretoria Road, Halfway House, Midrand

Tel (011) 315-0300 Fax (011) 315-0584e-mail [email protected] website http://www.cnci.org.za

Cement & Concrete Institute

10 Mass filling

15 Foundations for houses

20 Floors on the ground (surface beds) for housesReinforced concrete25 Home driveways

Reinforced concrete30 Floors on the ground for heavy duty eg factories

Farm roads

Floors on the ground for heavy duty eg factories35 Precast concrete

40 Precast concrete

Use

Concretestrength at28 days,

MPa

Appendix 3

Damp Proof Membrane Technical Specification

Butyl Products Ltd.11 Radford Crescent, Billericay, Essex CM12 0DW, England.Tel: +44 (0)1277 653281 Fax: +44 (0)1277 657921E-mail: [email protected] www.butylproducts.co.uk

BUTYL RUBBER SPECIFICATION

Typical Properties Test Method Specification(Typical Values)

Minimum Values

Tensile Strength BS 903 Part A2 8.0 MPa 7.0 MPa

Modules at 300% BS 903 Part A2 5.5 MPa 4.5 MPa

Elongation at Break BS 903 Part A2 350% 300%

Tear Strength BS 903 Part A3 30 N/mm 25N/mm

Ozone Resistance(7 days/50pphm/30 Deg C)

BS 903 Part A43Procedure A

50% extensionsNo cracks

Heat Aging (Retentions)(7 days @ 100 .Deg. C)

BS 903 Part A19 6.0 MPa250%

5.6 MPa200%

Flex Cracking BS 903 Part A10 200.000 cycles, no crack

Specific Gravity BS 903 Part A1 1.24 +/- 0.03

Nominal Weight @ 1mm thickness 1240 g/m2

Dimensional Stability 1 Hr at 100 .Deg C +/- 1% Max

Grade AA Agrement Board Certificate No 87/1884

Thickness Available 0.75mm 1.0mm & 1.5mm, Reinforced materials 1.0mm thick

Form 112 Rev. A

Butyl Products Ltd.11 Radford Crescent, Billericay, Essex CM12 0DW, England.Tel: +44 (0)1277 653281 Fax: +44 (0)1277 657921E-mail: [email protected] www.butylproducts.co.uk

CHEMICAL RESISTANCE OF BUTYL RUBBER

A Recommended B Minor Effect

Acetaldehyde A Acetamide A Acetic Acid, 30% BAcetic Acid, Glacial B Acetic Anhydride B Acetone AAcetophenone A Acetylene A Aluminium Acetate AAluminium Chloride A Aluminium Fluoride A Aluminium Nitrate AAluminium Phosphate A Aluminium Sulphate A Ammonia Anhydrous AAmmonia Gas (Cold) A Ammonia Gas (Hot) B Ammonium Carbonate AAmmonium Chloride A Ammonium Hydroxide A Ammonium Persulphate AAmmonium Nitrate A Ammonium Phosphate A Ammonium Sulphate AAmyl Acetate A Amyl Alcohol A Aniline BAniline Dyes B Aniline Hydrochloride B Animal Fats BArsenic Acid A

Barium Chloride A Barium Hydroxide A Barium Sulphate ABarium Sulphide A Beer A Beet Sugar Liquors ABenzaldehyde A Benzoic Acid A Benzyl Alcohol BBenzyl Benzoate B Bleach Solutions A Borax ABordeaux Mixture A Boric Acid A Brine AButter B Butyl Acetate B Butyl Acetyl Ricinoleate AButyl Alcohol B Butyl Benzoate A Butyl Carbitol AButyl Cellosolve A Butyl Oleate B Butyl Stearate BButyraldehyde B

Calcium Acetate A Calcium Chloride A Calcium Hydroxide ACalcium Hypochlorite A Calcium Nitrate A Calcium Sulphide ACane Sugar Liquors A Carbamate B Carbitol BCarbolic Acid B Carbon Dioxide A Carbon Monoxide ACarbonic Acid A Caster Oil B Cellosolve BCellosolve Acetate B Cellulube A Chloroacetic Acid BChloroacetone B Chlorobromomethane B Citric Acid ACobalt Chloride A Coconut Oil A Cod Liver Oil ACopper Acetate A Copper Chloride A Copper Cyanide ACopper Sulphate A Corn Oil B Cyclohexanone B

Denatured Alcohol A Detergent Solutions A Developing Fluids BDiacetone A Diacetone Alcohol A Dibenzyl Ether BDibenzyl Sebecate B Dibutyl Phthalate B Dibutyl Sebecate BDiethlamine B Diethyl Sebecate B Diethylene Glycol ADiisopropyl Ketone A Dimethyl Phthalate B Dioctyl Phthalate BDioctyl Sebecate B Dioxane B

Epichlorohydrin B Ethanolamine B Ethyl Acetate BEthyl Acetoacetate B Ethyl Acrylate B Ethyl Alcohol AEthyl Benzoate B Ethyl Cellosolve B Ethyl Cellulose BEthyl Oxalate A Ethylene Diamine A Ethyl Chloride AEthyl Formate B Ethyl Silicate A Ethylene Glycol A

- 2 -

Ferric Chloride A Ferric Nitrate A Ferric Sulphate AFluorinated Cyclic Ethers A Fluoroboric Acid A Fluorocarbon Oils AFluorolube A Fluosilicic Acid A Formaldehyde AFormic Acid A Freon 12 B Freon 13 AFreon 13B1 A Freon 22 A Freon 31 AFreon 32 A Freon 114 A Freon 115 AFreon 142b A Freon 152a A Freon 502 AFreon C316 A Freon C318 A Freon TA AFreon TC A Freon TMC B Freon T-P35 AFreon T-WD602 A Fufural B

Gallic Acid B Gelatin A Glaubers Salt BGlycerin A Glycols A Glucose AGlue A Green Sulphate Liquor A

n-Hexaldehyde B Hydrazine A Hydrobromic Acid AHydrochloric Acid (cold) A Hypochlorous Acid B Hydrocyanic Acid AHydrofluoric Acid-Anhydrous

B Hydrofluoric Acid(Conc.) Cold

B Hydrofluosilicic Acid A

Hydrogen Gas A Hydrogen Suphide(wet)(Cold)

A Hydrogen Suphide(wet)(Hot)

A

Iodoform A Isobutyl Alcohol A Isophorone AIsopropyl Acetate A Isopropyl Alcohol A

Lactic Acid A Lead Acetate A Lead Nitrate ALead Sulphamate A Lime Bleach A Lime Sulphur ALindol A Linseed Oil B Lye A

Magnesium Chloride A Magnesium Hydroxide A Mercuric Chloride AMercury A Mesityl Oxide B Methyl Acetate BMethyl Acrylate B Methyl Alcohol A Methyl Butyl Ketone AMethyl Cellosolve B Methyl Formate B Methyl Oleate BMethyl Salicylate B Methylacrylic Acid B Milk AMonoethanolamine B Monovinyl Acetylene A Mustard Gas A

Neatsfoot Oil B Neville Acid B Nickel Acetate ANickel Chloride A Nickel Sulphate A Niter Cake ANitric Acid-Dilute B Nitroethane B Nitrogen ANitromethane B

Octyl Alcohol A Oleic Acid B Olive Oil BOxalic Acid A Oxygen Cold A Ozone B

Palmitic Acid B Perchloric Acid B Phenol BPhophorous Trichloride A Phorone B Phosphoric Acid 20% APhosphoric Acid 45% B Picric Acid B Plating Solution-

ChromeA

Plating Solution-Others A Polyvinyl Acetate Emulsion

A Potassium Acetate A

Potassium Chloride A Potassium Cupro Cyanide A Potassium Cyanide APotassium Dichromate A Potassium Hydroxide A Potassium Nitrate APotassium Sulphate A Propyl Acetate B n-Propyl Acetate APropyl Alcohol A Propyl Nitrate B Propylene Oxide BPydrauls B Pyridine B Pyroligneous Acid B

Rapeseed Oil A

- 3 -

Sal Ammoniac A Salicylic Acid A Salt Water ASewage B Silicone Greases A Silicone Oils ASilver Nitrate A Skydrol 500 B Skydrol 7000 ASoap Solutions A Soda Ash A Sodium Acetate ASodium Bicarbonate A Sodium Bisulphite A Sodium Borate ASodium Chloride A Sodium Cyanide A Sodium Hydroxide ASodium Hypochlorite B Sodium Metaphosphate A Sodium Nitrate ASodium Perborate A Sodium Peroxide A Sodium Phosphate ASodium Silicate A Sodium Sulphate A Sodium Thiosulphate AStannic(ous) Chloride B Steam Under 300F A Sucrose Solution ASulphite Liquors B Sulphur A Sulphur Dioxide BSulphur Hexafluoride A Sulphur Trioxide B Sulphuric Acid (Dilute) BSulphuric Acid (Conc) B Sulphurous Acid B

Tannic Acid A Tartaric Acid B Tertiary Butyl Alcohol BTertiary Butyl Catechol B Tetrabutyl Titanate B Tetrhydrofuran BTriacetin A Triaryl Phosphate A Tributoxy Ethyl

PhosphateA

Tributyl Phosphate A Trichloroacetic Acid B Tricresyl Phosphate ATriethanol Amine B Trioctyl Phosphate A Toluene Diisocyanate A

Unsymmetrical DimethylHydrazine (udmh) A

Vegetable Oils A Versilube A Vinegar A

Wagner 21B Fluid B Water A Whisky, Wines A

Zeolites A Zinc Acetate A Zinc Chloride AZinc Sulphate A

Appendix 4

CE Technical Specification for Strux 90-40

UK

DE

FR

ITE

S

Gra

ce B

au

pro

du

kte

Gm

bH

P

yrm

on

ter

Str

ass

e 5

6

32

676

Lu

eg

de

- G

erm

an

y

Pla

nt

II

Gra

ce B

au

pro

du

kte

Gm

bH

P

yrm

on

ter

Str

ass

e 5

6

32

676

Lu

eg

de

- G

erm

an

y

We

rk II

Gra

ce B

au

pro

du

kte

Gm

bH

P

yrm

on

ter

Str

ass

e 5

6

32

676

Lu

eg

de

- G

erm

an

y

Pla

nt

II

Gra

ce B

au

pro

du

kte

Gm

bH

P

yrm

on

ter

Str

ass

e 5

6

32

676

Lu

eg

de

- G

erm

an

y

Pla

nt

II

Gra

ce B

au

pro

du

kte

Gm

bH

P

yrm

on

ter

Str

ass

e 5

6

32

676

Lu

eg

de

- G

erm

an

y

Pla

nt

II

Da

te o

f d

eliv

ery

not

eD

atu

m d

es

Lie

fers

chei

ns

Da

te d

e li

vra

iso

n D

ata

bo

lla d

i co

nse

gn

a

Fe

cha

de

l alb

ar

n d

e e

ntr

eg

a

10

77-C

PD

-U3

93

10

77-B

PR

-U3

93

10

77-D

CP

-U3

93

10

77-C

DP

-U3

93

10

77-C

PD

-U3

93

EN

148

89-

2E

N 1

488

9-2

EN

148

89-

2E

N 1

488

9-2

EN

148

89-

2

Po

lym

er

fibre

s fo

r co

ncre

teP

oly

me

rfa

sern

fr

Bet

on

Fib

res

de

po

lym

re

po

ur

b

ton

F

ibre

po

lime

rich

e p

er

calc

estr

uzz

oF

ibra

s p

olim

ri

cas

pa

ra h

orm

ig

n

Po

lym

er

typ

e: P

olyp

rop

yle

ne/P

olye

thyl

en

eP

oly

me

rart

: P

olyp

rop

yle

n/P

oly

eth

ylen

Na

ture

de

po

lym

re

: Po

lyp

rop

yl

ne/

Po

ly

thyl

ne

Tip

o d

i P

olim

ero

: P

olip

rop

ilen

e/P

olie

tile

ne

Tip

o d

e p

olm

ero

: P

olip

rop

ilen

o/P

olie

tile

no

Cla

ss II

Kla

sse

IIC

lass

e II

Cla

sse

IIC

lase

II

Le

ngth

: 4

0 m

mL

ng

e: 4

0 m

mL

ong

ue

ur:

40

mm

Lu

ngh

ezz

a: 4

0 m

mL

ong

itud

: 4

0 m

m

Eq

uiv

ale

nt d

iam

ete

r: 0

,433

mm

q

uiv

ale

nte

r D

urc

hm

ess

er: 0

,43

3 m

mD

iam

tr

e

qu

ival

en

t: 0

,43

3 m

mD

iam

etr

o e

qu

ival

en

te: 0

,43

3 m

mD

im

etr

o (

eq

uiv

ale

nte

): 0

,433

mm

Sh

ape

: cr

oss

sec

tion

al a

rea

re

cta

ngu

lar

Fo

rm: Q

uer

sch

nitt

re

chte

ckig

Fo

rme

: S

ectio

n tr

an

sver

sale

re

ctan

gu

lair

eF

orm

a: se

zion

e tr

asv

ers

ale

: re

ttan

go

lare

Fo

rma

: se

cci

n tra

nsve

rsa

l re

ctn

gu

lar

Te

nsi

le s

tre

ng

th: 6

20

N/m

m

Zu

gfe

stig

keit:

62

0 N

/mm

R

si

sta

nce

la

tra

ctio

n: 6

20

N/m

m

Re

sist

enz

a a

lla T

razi

on

e: 6

20 N

/mm

R

esi

ste

ncia

a la

tra

cci

n: 6

20 N

/mm

Ela

stic

mo

du

lus:

950

0 N

/mm

E

last

izit

tsm

od

ul:

950

0 N

/mm

M

odu

le d

'la

stic

it: 9

500

N/m

m

Mod

ulo

di E

last

icit

: 95

00

N/m

m

Md

ulo

el

stic

o: 95

00

N/m

m

Effec

t o

n co

nsis

ten

ce w

ith 3

,5 k

g/m

fib

res:

Ve

be

tim

e: 1

0s (

Re

fere

nce

con

cre

te: 7

s)E

influ

ss a

uf K

ons

iste

nz

mit

3,5

kg

/m

Fa

sern

:V

eb

e Z

eit: 1

0s (

Re

fere

nzb

eto

n: 7

s)C

on

sist

ence

ave

c 3

,5 k

g/m

d

es

fibre

s:te

mp

s V

eb

e: 10

s (B

eto

n te

mo

ins:

7s)

Effet

to s

ulla

con

sist

enz

a c

on 3

,5 k

g/m

d

i fib

re:

Ve

be

tem

po

: 1

0s (

Ca

lce

stru

zzo

di r

ife

rim

en

to: 7

s)C

on

sist

enci

a c

on 3

,5 k

g/m

d

e fib

ras:

tie

mp

o V

eb

e: 1

0 s

(h

orm

ig

n d

e r

efe

ren

cia

: 7 s

)

Effec

t o

n st

ren

gth

of c

on

cre

te:

3,5

kg

/m

to o

bta

in 1

,5 N

/mm

a

t C

MO

D=

0,5

mm

an

d 1

N/m

m

at C

MO

D=

3,5

mm

.

Ein

fluss

au

f die

Fe

stig

keit

von

Be

ton

: 3

,5 k

g/m

f

r 1

,5 N

/mm

b

ei C

MO

D=

0,5

mm

u

nd

1 N

/mm

b

ei C

MO

D=

3,5

mm

Inci

de

nc

sur

la r

si

sta

nce

du

b

ton

:

3,5

kg

/m

po

ur

obte

nie

r 1,

5 N

/mm

p

ou

r C

MO

D=

0,5

mm

et 1

N/m

m

po

ur

CM

OD

=3

,5 m

m

Effet

to s

ulla

re

sist

enze

de

l ca

lce

stru

zzo:

3,5

kg

/m

pe

r o

tten

ere

1,5

N/m

m

con

CM

OD

=0

,5 m

m e

1 N

/mm

co

n C

MO

D=

3,5

mm

Efe

cto

sob

re la

re

sist

enc

ia d

el h

orm

ig

n:

3,5

kg

/m

pa

ra o

bte

ne

r 1,

5 N

/mm

a

CM

OD

=0

,5 m

m y

1 N

/mm

a

CM

OD

=3

,5 m

m.

1077

Appendix 5

Reinforced Synthetic Fibres STRUX 90/40 Engineering Bulletin

STRUX

90/40FIBER REINFORCEMENT

E N G I N E E R I N G B U L L E T I N

C o n c r e t e

The use of structural syntheticfibres as a replacement for steelreinforcement in flooring isbecoming more accepted due totheir various advantages: tightcrack control, easy use, safehandling, scheduling advances, andno corrosion.

It is, however, important to ensurethat the level of reinforcementoffered by the structural syntheticfibres is in fact equivalent to that ofthe steel reinforcement that is beingreplaced. This document addressesthe calculation of recommendedSTRUX(r) 90/40 dosage ratesmatching the level of reinforcementby various types of welded wiremesh and light rebar in slab-on-ground (SOG) applications.

It is well recognized that theaddition of fibres improves concreteproperties including ductility,fracture toughness and crackcontrol. The improvement in theresidual strength or the post-cracking strength of fibre reinforcedconcrete is presented as theequivalent flexural strength, fe3,which was initially developed bythe Japanese Concrete Institute(JCI-SF4). This approach laterbecame widely accepted by otherstandards such as the AmericanSociety for Testing and Materials(ASTM), RILEM, and the BritishStandards Institute (BSI). The fe3must be determined on a beam with

a 150 mm x 150 mm cross-sectionand a length of at least 500 mm (6in. x 6 in. x 20 in.) tested accordingto ASTM C 1018-97 up to a beamdeflection of 3 mm (0.12 in.).

ASTM C 1399, ASTM C 1018,JCI-SF4 and RILEM TC-162determine the post crackingstrength or residual strength offiber reinforced concrete assuminga linear elastic behavior. Thisimplies that the post-crackingstrength of fibre reinforced concretecan be easily calculated using theequivalent flexural strengthdetermined from the bending testspecified in standard tests. Theequivalent flexural strength isdetermined from a load-deflectioncurveobtained in bending of beams (See

JCI-SF4). Figure 1 shows that theequivalent flexural strength, feq, iscalculated to have the same area asthe area under load deflection curveobtained from testing. Thisequivalent flexural strength is astrength parameter whichcharacterizes the post-crackingresistance. Therefore, it can be usedfor design and stress analysis offibre reinforced concrete structures.Table 1 shows the equivalentflexuralstrength of STRUX 90/40reinforced concrete at differentfibre dosage rates and differentconcrete strengths.

Fibres control cracking in a muchbetter way than steel mesh orsecondary reinforcing bars(temperature and shrinkage steel)

Patent Pending

Strength-Based Analysis to Replace Steelwith STRUX 90/40 Synthetic Fibers inSOG Flooring - SI Units

Figure 1Equivalent Flexural Strength

ASTM C 1018-97JCI-SF4NBN B15-238

Fct

Beam Deflection

Flex

ura

l Str

ess

Equivalent Strength: Indicated by the same toughness obtained fromexperiment to a deflection of L/150 (same area under load-deflection)

f'eq

(L/150)

because fibres interfere with thecracking phenomenon at itsinception and arrest microcracksand prevent them from becomingmacrocracks. Furthermore, thedistribution of fibres makes it moreefficient to control cracking. Inorder to replace the steel mesh withfibres while maintaining the sameperformance, fibre reinforcedconcrete must have the same post-cracking. Grace has developedconversion tables for STRUX 90/40based on experimental tests,engineering analysis andcalculations. The technicalapproach and some examples arepresented to illustrate thereplacement of steel reinforcementwith STRUX 90/40.

The criterion used herein is thatboth the steel reinforced concretesection and the fibre reinforcedconcrete section must have equalpost-cracking strength. The post-cracking strength is defined as theflexural capacity of the concretesection after cracking. Using thestrain-compatibility method,ultimate post-cracking flexuralcapacity with steel mesh at mid

depth, Mu, is given by thefollowing equation:

Where As is the area of steel perunit length, fy is the yield stress ofthe steel, b is the unit width and his the thickness of the concretesection. The ultimate post-crackingflexural capacity of the fiberreinforced concrete wall is given by:

Where feq is the equivalentflexural strength of the fibrereinforced concrete (testedaccording to ASTM C 1018-97 andcalculated as described before). Theequivalent flexural strengthdepends primarily on the type offibres and the dosage rates at whichthey are added to the concrete.Furthermore, Grace has found thatit also depends on the strength ofthe concrete. Grace has performedextensive laboratory testing tocover the compressive strengthrange of practical interest (i.e.concrete strength 15 to 50 MPa). Asummary of the equivalent flexuralstrength is presented in Table 1.

To replace the steel reinforcementwith fibres, the fibres must beadded such that the momentcapacities for the steel reinforcedand for the fibre reinforcedconcrete are equal as follows:

The equivalent flexural strength canthen be calculated to match therequired level of reinforcement.Having calculated the equivalentflexural strength, the fibre dosagerate is determined to produce therequired level of post-crackingstrength for the concrete classunder consideration. Thecalculation used to develop theconversion table assumed the yieldstress of the steel as 400 MPa.Some examples illustrating thecalculation are presented herein.

Table 1Equivalent Flexural Strength, fe,3, for

Different Dosage Rates and Concrete StrengthsSTRUX 90/40 Compressive Strength (MPa)

kg/m3 20 25 30 35 40 502.0 0.74 0.82 0.90 0.99 1.07 1.242.5 0.87 0.96 1.04 1.12 1.21 1.373.0 1.01 1.09 1.17 1.26 1.34 1.513.5 1.14 1.23 1.31 1.39 1.48 1.644.0 1.28 1.36 1.45 1.53 1.61 1.784.5 1.41 1.50 1.58 1.66 1.75 1.925.0 1.55 1.63 1.72 1.80 1.88 2.055.5 1.68 1.77 1.85 1.94 2.02 2.19

Mu = Asfy (0.45bh)

0.5 h

Ty = As fy0.5 h

0.45 h

Mu = f'eqbh2

6

h

Mu = Asfy (0.45bh) = f'eqbh2

6

Minimum DosageAs it is the case for any reinforcedconcrete section, a minimumreinforcement must be satisfiedeven if the strength calculation doesnot require reinforcement. For fibrereinforced concrete, the minimumfibre dosage rate shall controlcracking. The minimum dosage ratedepends on the strength of theconcrete. The higher the strength of

the concrete, the higher therequired minimum dosage. This isdue to the fact that higher strengthconcrete stores more elastic energybefore cracking occurs. When thestored elastic energy is releasedupon cracking, the fibres must beable to absorb the released elasticenergy to keep the crack widthsmall.

Therefore, the minimum dosagerate for STRUX 90/40 has beenspecified to satisfy this condition.The dosage rate for STRUX 90/40should not fall below the minimumspecified in the conversion tables iftight crack control has to beachieved.

Grace Construction Products Limited 852 Birchwood Boulevard Warrington Cheshire, WA3 7QZADVA and STRUX are registered trademarks of W.R. Grace & Co.-Conn.

We hope the information here will be helpful. It is based on data and knowledge considered to be true and accurate and is offered for the users consideration, investigationand verification, but we do not warrant the results to be obtained. Please read all statements, recommendations or suggestions in conjunction with our conditions of sale,which apply to all goods supplied by us. No statement, recommendation or suggestion is intended for any use which would infringe any patent or copyright. GraceConstruction Products Limited, 852 Birchwood Boulevard, Birchwood, Warrington, Cheshire WA3 7QZ.

This product may be covered by patents or patents pending. Copyright 2002. W.R. Grace & Co.-Conn. STRUX Printed in U.K. 12/02 EB

Visit our web site at: www.graceconstruction.com

Appendix 2-5.pdfCover sheet2009-105-STAADAppendix 2Appendix 3Appendix 4

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