SA15000273 EMIRATES INTERNATIONAL PROJECTS GEN. CONT. (PART 2).pdf

SA15000273-Rev.0-Interpretive Report

APPENDIX A

LOGS OF BORINGS

SA15000273-Rev.0-Interpretative Report

SA15000273-Rev.0-Interpretative Report

0

(4.5)

CMW-15074

-0.40

-3.00

-7.50

-9.50

(2.6)

Poorly graded SAND with silt (SP-SM): Moist,brown/ reddish brown, fine grained,non-plastic, very dense.

(2)

13

20

37

50/13

50/11

50/9

50/7

(0.4)

see next page for description

Poorly graded SAND with silt & gravel(SP-SM): Moist, brown, fine grained,non-plastic, very dense, with interbedded withthin bands of highly fractured SANDSTONEpieces.

Poorly graded SAND with silt & gravel(SP-SM): Dry, gray/ light gray, fine grained,non-plastic, with fine gravels.Poorly graded SAND with silt (SP-SM): Dry tomoist, brown/ light reddish brown, fine,non-plastic, medium dense.

Scale(m)

Undisturbed Sample Key:

Drilling Method:

Boring Started: 20/10/2015

Boring Completed: 20/10/2015

Rig: C.M.V Driller: SIKANDER

Depth

FI

Field Records

1

2

3

4

5

6

7

8

9

Description of StrataReducedLevel(m)

50/15cm

50/13cm

50/11cm

50/9cm

50/7cm

Checked By: Eng. Fadi

Depth(m)

N=

SH: Shelby Tube

Disturbed Sample Key: Remarks:

Type andNumber

Total Depth (m): 12

Ground Level (m): 0.0

Coordinates:

E=

Drilling Medium:

Boring Dia. (mm): 121

Casing Dia. (mm): -

Water Depth (m): N.E

Core Dia. (mm): 79

Casing Depth (m): -

Ground Water Table

AU:Auger

CS: Core Sample

Sheet 1 of 2

SCR(%)

Logged By: Nikith

* The samples were described in accordance with appropriatestandards (BS 5930; ASTM D2488).

Levels are relative to the existing ground surface.

TCR: Total Core Recovery

SCR: Solid Core Recovery

RQD: Rock Quality Designation

FI: Fracture Index

UCS:Unconfined Comp. Strength

Project Name:

Location:

Project No:

Borehole Log

Borehole No.

BH01

Core Recovery

0-15(cm)

30-45(cm)

NBlows

Sieh Al Hemah, Al Ain, UAE

SA15000273

Emirates International Projects Gen. Cont.Client/Owner:

P:Percussion

13/5

DB: Drive Barrel

Samples SPT Records

15-30(cm)

SPT:Standard

Penetration Test

Abbreviations:

TCR(%)

RQD(%)

UCS(MPa)

Legend(Thickness)

(m)

0 - 1

SPT1

P8

P6

SPT2

SPT3

CS2

P2

P7

SPT7

SPT6

P3

CS1

0.4

32

3

48

7.5

SPT5

9.5

0

P5

0

P1

SPT4

P4

6.5 - 7.5

35

28

19

25/6

25/8

25/9

25/10

24

16

9

9.63 - 10

9.5 - 9.63

8 - 9.5

7.5 - 7.67

3.35 - 4.5

1 - 1.45

0

0

1.45 - 2

2 - 2.45

7.67 - 8

3 - 3.35

4.5 - 4.73

4.73 - 6

6 - 6.2

6.2 - 6.5

2.45 - 3

Remarks:

50/20cm25/5

11.7 - 12

10 - 11.5


P9

SPT8

CS3 30

12

11.5 - 11.7

Field Records

CS: Core Sample

CMW-15074

Ground Water Table

Drilling Medium:


Casing Dia. (mm): -

Water Depth (m): N.EE=

Type andNumber

SH: Shelby Tube

N=

Depth(m)

Total Depth (m): 12


Coordinates:

-12.00

AU:Auger

055

50/5

END OF BORING (12.0m)

SILTSTONE: Weak, light grayish brown/ lightbrown, fine grained, moderately to highlyfractured, moderately weathered.

(2.5)

SCR(%)

Abbreviations:

Borehole Log

Core Recovery

(Thickness)

(m)

P:Percussion

Legend




FI: Fracture Index


UCS(MPa)RQD

(%)

Core Dia. (mm): 79

Casing Depth (m): -

TCR(%)

Disturbed Sample Key:

Emirates International Projects Gen. Cont.

SA15000273


NBlows30-45

(cm)

Logged By: Nikith



Sheet 2 of 2

Borehole No.

BH01

Client/Owner:

Project No:

Location:

Project Name:

0-15(cm)

Depth ReducedLevel(m)

Description of Strata

11

12

Scale(m) FI

DB: Drive Barrel


SPT:Standard

Penetration Test

15-30(cm)

Drilling Method:




Samples SPT Records

12

-0.45

-7.50

CMW-15074

(0.45)

(2.55)

(2)

20

40

50/10

50/11

50/8

50/9

30 0

(4.5)

Poorly graded SAND with silt & gravel(SP-SM): Dry, light gray, fine grained,non-plastic, with fine gravels.Poorly graded SAND with silt (SP-SM): Dry tomoist, light brown, fine grained, non-plastic,medium dense to dense, with few fine gravels.

Poorly graded SAND with silt (SP-SM): Moist,light brown/ brown, fine grained, non-plastic,very dense.

Poorly graded SAND with silt & gravel(SP-SM): Brown/ dark brown, fine grained,non-plastic, very dense, interbedded with thinbands of highly fractured SANDSTONEpieces.

see next page for description

-9.50

1

2

3

4

5

6

7

8

9

Drilling Method:




Depth

FI

50/8cm



Scale(m)

Total Depth (m): 12


Coordinates:

-3.00


Depth(m)

N=

SH: Shelby Tube

Type andNumber

E=

Drilling Medium:


Casing Dia. (mm): -


Core Dia. (mm): 79

Casing Depth (m): -

Ground Water Table

AU:Auger

CS: Core Sample

Field Records

Remarks:Disturbed Sample Key:

Logged By: Nikith






FI: Fracture Index


Project Name:

Location:

Project No:

Client/Owner:

Abbreviations:

Sheet 1 of 2

Borehole Log

0-15(cm)

30-45(cm)

NBlows


SA15000273


Borehole No.

BH02

50/11cm

DB: Drive Barrel

Samples SPT Records

15-30(cm)

SPT:Standard

Penetration Test

SCR(%)

TCR(%)

RQD(%)

UCS(MPa)

Legend(Thickness)

(m)

Core Recovery

P:Percussion

7.5

1.45 - 2

SPT1

2 - 2.45

P1

0

9.5

SPT2

3 - 3.33

3

0.45

3.33 - 4.5

P7

2.45 - 3

SPT4

CS1

SPT6

P6

SPT7

SPT5

P2

P8

4.5 - 4.71

P4

0 - 1

SPT3

P3

1 - 1.45

50/9cm

P5

9.5 - 9.61

50/10cm

50/18cm

48

27

10/3

28

15

25/6

25/7

25/10

25/11

24

13

9.61 - 10

6.21 - 7.5

4.71 - 6

6 - 6.21

10

8 - 9.5

7.5 - 7.65

7.65 - 8

Remarks:

50/6cm25/4

11.6 - 12

10 - 11.5


P9

SPT8

CS1 61

12

11.5 - 11.6

Field Records

CS: Core Sample

CMW-15074

Ground Water Table

Drilling Medium:


Casing Dia. (mm): -


Type andNumber

SH: Shelby Tube

N=

Depth(m)

Total Depth (m): 12


Coordinates:

-12.00

AU:Auger

4771

50/6


SILTSTONE: Weak, light brown/ brown, finegrained, moderately to highly fractured,moderately weathered.

(2.5)

SCR(%)

Abbreviations:

Borehole Log

Core Recovery

(Thickness)

(m)

P:Percussion

Legend




FI: Fracture Index


UCS(MPa)RQD

(%)

Core Dia. (mm): 79

Casing Depth (m): -

TCR(%)



SA15000273


NBlows30-45

(cm)

Logged By: Nikith



Sheet 2 of 2

Borehole No.

BH02

Client/Owner:

Project No:

Location:

Project Name:

0-15(cm)



11

12

Scale(m) FI

DB: Drive Barrel


SPT:Standard

Penetration Test

15-30(cm)

Drilling Method:




Samples SPT Records

38

-3.00

-7.50

(0.4)

CMW-15074

(4.5)

(2.5)

19

50/10

50/8

50/9

50/10

0 0

11

-0.40Poorly graded SAND with silt & gravel(SP-SM): Dry, light gray/ gray, fine grained,non-plastic, with fine gravels.Poorly graded SAND with silt (SP-SM): Dry tomoist, fine grained, non-plastic, medium denseto dense.

Poorly graded SAND with silt (SP-SM): Moist,dark reddish brown, fine grained, non-plastic,very dense.

Poorly graded SAND with silt & gravel(SP-SM): Moist, brown, fine grained,non-plastic, very dense, interbedded with thinbands of highly fractured SANDSTONEpieces.

(2.6)

Drilling Method:




Depth

FI

Scale(m)


-10.00

1

2

3

4

5

6

7

8

9

Drilling Medium:


Casing Dia. (mm): -


Depth(m)

N=

SH: Shelby Tube

Type andNumber

E=

DB: Drive Barrel

Core Dia. (mm): 79

Casing Depth (m): -

Ground Water Table

AU:Auger

CS: Core Sample

Field Records

Remarks:Disturbed Sample Key:Undisturbed Sample Key:

Total Depth (m): 12


Coordinates:

Logged By: Nikith






FI: Fracture Index


Project Name:

Location:

Project No:

Client/Owner:

SCR(%)

Sheet 1 of 2

Abbreviations:

0-15(cm)

30-45(cm)

NBlows


SA15000273


Borehole No.

BH03

TCR(%)

Samples SPT Records

15-30(cm)

SPT:Standard

Penetration Test

P:Percussion

50/10cm

RQD(%)

UCS(MPa)

Legend(Thickness)

(m)

Core Recovery

Borehole Log

0

6 - 6.18

SPT2

3 - 3.34

P2

SPT1

P3

P1


4.5 - 4.72

10

7.5

4.72 - 6

3

0.4

3.34 - 4.5

SPT5

SPT7

CS2

P7

0 - 1

SPT6

1 - 1.45

P5

1.45 - 2

SPT4

P4

2 - 2.45

SPT3

P6

9

50/9cm

50/8cm

50/10cm

50/19cm

45

25

12/4

26

14

25/7

25/8

25/10

25/12

12

7.67 - 8

6.18 - 7.5

7.5 - 7.67

22

2.45 - 3

8 - 9.5

9.5 - 9.67

Remarks:

50/7cm25/5

11.12 - 12

9.67 - 11


P9

SPT8

CS3 31

12

11 - 11.12

Field Records

CS: Core Sample

CMW-15074

Ground Water Table

Drilling Medium:


Casing Dia. (mm): -


Type andNumber

SH: Shelby Tube

N=

Depth(m)

Total Depth (m): 12


Coordinates:

-12.00

AU:Auger

2954

50/7


SILTSTONE: Weak, brown/ light brown, finegrained, moderately to highly fractured,moderately weathered.

(2)

SCR(%)

Abbreviations:

Borehole Log

Core Recovery

(Thickness)

(m)

P:Percussion

Legend




FI: Fracture Index


UCS(MPa)RQD

(%)

Core Dia. (mm): 79

Casing Depth (m): -

TCR(%)



SA15000273


NBlows30-45

(cm)

Logged By: Nikith



Sheet 2 of 2

Borehole No.

BH03

Client/Owner:

Project No:

Location:

Project Name:

0-15(cm)



11

12

Scale(m) FI

DB: Drive Barrel


SPT:Standard

Penetration Test

15-30(cm)

Drilling Method:




Samples SPT Records

32

-7.50

CMW-15074

(0.4)

(2.6)

(4.5)

16

50/10

50/8

50/9

50/8

50/9

21 0

(1.5)

-0.40Poorly graded SAND with silt & gravel(SP-SM): Dry, light gray/ gray, fine grained,non-plastic, with fine gravels.Poorly graded SAND with silt (SP-SM): Dry tomoist, light brown/ light reddish brown, finegrained, non-plastic, with few fine gravels,dense to very dense.

Poorly graded SAND with silt (SP-SM): Moist,dark brown/ brown, fine grained, non-plastic,very dense.

Poorly graded SAND with silt (SP-SM): Moist,brown, fine grained, non-plastic, very dense,interbedded with thin bands of highly fracturedSANDSTONE pieces.

SILTSTONE: Weak to moderately weak, lightbrown/ brown, fine grained, moderately tohighly fractured, moderately weathered.

-9.00

Drilling Method:




Depth

FI

Scale(m)

1

2

3

4

5

6

7

8

9


50/9cm

E=

-3.00


Depth(m)

N=

SH: Shelby Tube

Total Depth (m): 18


Coordinates:

Drilling Medium:


Casing Dia. (mm): -


Core Dia. (mm): 79

Casing Depth (m): -

Ground Water Table

AU:Auger

CS: Core Sample

Field Records

Remarks:Disturbed Sample Key:Undisturbed Sample Key:

Type andNumber

Logged By: Nikith






FI: Fracture Index


Project Name:

Location:

Project No:

Client/Owner: Sheet 1 of 2

Borehole Log

0-15(cm)

30-45(cm)

NBlows


SA15000273


Borehole No.

BH04

TCR(%)

DB: Drive Barrel

Samples SPT Records

15-30(cm)

SPT:Standard

Penetration Test

P:Percussion

SCR(%)

Abbreviations:

RQD(%)

UCS(MPa)

Legend(Thickness)

(m)

Core Recovery

50/8cm

P3

CS1

0.4

4.5 - 4.68

3

7.5

3.22 - 4.5

9

0

3 - 3.22

P1

SPT1

2.36 - 3

P2

4.68 - 6P5

SPT7

P7

P8

SPT6

P6

SPT2

SPT5

2 - 2.36

1 - 1.45

SPT4

P4

SPT3

0 - 1

9.16 - 9.5

50/9cm

50/8cm

50/10cm

50/21cm

34

18/6

18

25/7

25/6

25/8

25/10

25/12

12

1.45 - 2

7.5 - 7.64

8 - 9

7.64 - 8

6 - 6.17

9 - 9.16

18

6.17 - 7.5


Ditto as from 9.0m to 10.0m

(9)

P10

SPT9

P9

SPT8

CS2

30

60

10

CMW-15074

-18.00

71

50/8

50/9

50/8

50/6

30

37

0

51

30

P11

RQD(%)

TCR(%)

P:Percussion

SPT:Standard

Penetration Test

15-30(cm)

SPT Records

CS3


Samples

DB: Drive Barrel

ReducedLevel(m)30-45

(cm)

Borehole No.

BH04

Sheet 2 of 2

Project No:

0-15(cm)

Location:

NBlows


SA15000273


SCR(%)

Scale(m)

Legend(Thickness)

(m)

Core Recovery

Client/Owner:

Abbreviations:

UCS(MPa)

Logged By: Nikith






FI: Fracture Index


Project Name:

Borehole Log

15.5 - 17

50/6cm

50/8cm

50/9cm

50/8cm

25/5

25/6

25/7

25/611

12

13

14

15

16

17

18

11.14 - 13

18

CS4

SPT11

P12 17.11 - 18

11 - 11.14

17 - 17.11

13 - 13.16

13.16 - 13.5

13.5 - 15

15 - 15.14

15.14 - 15.5

N=

9.5 - 11


Disturbed Sample Key:Undisturbed Sample Key:

Field Records

CS: Core Sample

Drilling Method:




Depth

FIType andNumber

SPT10

SH: Shelby Tube

Remarks:

Depth(m)

Total Depth (m): 18


Coordinates:

E=

Drilling Medium:


Casing Dia. (mm): -


Core Dia. (mm): 79

Casing Depth (m): -

Ground Water Table

AU:Auger


APPENDIX B

LABORATORY TEST RESULTS

SA15000273 Appendix B, Page 1/3

TABLE B-1

SUMMARY OF CHEMICAL TEST RESULTS

Borehole/ Sample

No.

Sample Depth

(m)

SULPHATE CONTENT

CHLORIDE CONTENT

pH Value

In Ground

Water

In Soil

2:1 water/soil

extract

In

Ground Water

In Soil

2:1 water/soil

extract

As SO4 (%by wt.)

As SO4

(%by wt)

As Cl-

(%by wt.)

As Cl-

(% by wt.)

BH02 2.0 -- 0.02 -- 0.04 8.0

ARAB CENTER FOR ENGINEERING STUDIES

GRAIN - SIZE DISTRIBUTION

40

50

60

70

80

90

100

NT

PASS

ING

U.S. STANDARD SIEVE OPENING SIZE U.S. STANDARD SIEVE NUMBER Hydrometer6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

SP-SMSP-SM-

0

PLASTICITY INDEX CLASSIFICATION

00

No.DEPTHBOREHOLES

1.0(m)

Appendix B, Page 2/3

BH02

0

N.PNP

0.0

- -3.0

0

LIQUID LIMIT

BH01

PLASTIC LIMIT

SA15000273 Table B-2

SYMBOL

-

0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

PE

RC

EN

DIAMETER OF PARTICLE IN MILLIMETERS

COBBLES GRAVELCOARSE FINE

SANDCOARSE MEDIUM FINE

SILT OR CLAY

ARAB CENTER FOR ENGINEERING STUDIES

GRAIN - SIZE DISTRIBUTION

40

50

60

70

80

90

100

NT

PASS

ING

U.S. STANDARD SIEVE OPENING SIZE U.S. STANDARD SIEVE NUMBER Hydrometer6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

LIQUID LIMIT

BH03

PLASTIC LIMIT

SA15000273 Table B-2

SYMBOL

-

Appendix B, Page 3/3

BH04

0

N.PNP

0.0

- -6.0

00

No.DEPTHBOREHOLES

4.5(m)

SP-SMSP-SM-

0

PLASTICITY INDEX CLASSIFICATION

0

0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

PE

RC

EN

DIAMETER OF PARTICLE IN MILLIMETERS

COBBLES GRAVELCOARSE FINE

SANDCOARSE MEDIUM FINE

SILT OR CLAY


APPENDIX C

RECOMMENDATIONS FOR FOUNDATION

CONCRETE

Appendix C, Page 1/7

Recommendations for Foundation Concrete

-References Matrix-

Determine DS & ACEC

Class

BRE SD1,

T able C11

Determine Intended Working Life

of Concrete Element

BRE SD1,

T able D1

2

Determine DC Class &

Number of APM

BRE SD1,

T able D1

Select T ype of APM

3

BRE SD1,

T able D4

Adjusted DC ClassBRE SD1,

T able D1

Cement or Combination

Group

BRE SD1,

T able D2,D3

4

Finalize exposure

conditions considering

chloride content and

local experience

CIRIA, T able 5.1

& 5.2

Recommendations

for Foundat ions

Concrete Mix Criteria

5

3

4

4

4

6

4

7

Page Number

(This Appendix) STAGE REFERENCE*

Determine Thickness of

Concrete Element

Determine Hydrostatic Head

5

* References: BRE SD1, 2005 - Concrete in Aggressive Ground

CIRIA C577-2002, Guide to the Construction of Reinforced Concrete in the Arabian Peninsula


Introduction

---------------------------------------------------------------------------------------------------------------------

CHEMICAL ATTACK ON BURIED CONCRETE

Sulphate Attack

Sulphate attack to concrete is caused by the presence of a high sulphate content either by the ingress from

the sulphate of the surrounding environment such as foundations soils or ground water, or by the presence

of sulphate in the concrete ingredients. The attack results in a considerable internal expansion which may

lead to crack and disintegration of the concrete. This effect can be reduced by use of selected cements or

by suitable protection of the concrete.

Chloride Attack

The primary cause of serious deterioration in reinforced concrete is corrosion of the reinforcement, due to

attack by chlorides, present in concrete either within concrete aggregate and mixing water, or through

penetration from surrounding environment. Since chloride induced reinforcement corrosion can only

occur in the presence of oxygen and water, the risk of corrosion can be reduced by control of chloride in

concreting materials and by ensuring adequacy, integrity and impermeability of the concrete cover.

Resistance to chlorides penetration is influenced by cement chemistry and concrete quality. In general,

Portland cement with a high C3A is more resistant to chloride penetration than Portland cement with a

low C3A content. The following approaches are recommended by CIRIA Publication C577, 2002, “Guide

to the construction of reinforced concrete in the Arabian Peninsula”, Table 6.1, for reducing the

penetration of chlorides:

Approach: Method:

Concrete Mix Design Selection of Cement Type

Water Cement ratio

Use of additions:

Pulverised fuel ash

Ground Granulated blastfurnace slag

Silica Fume

Other measures Controlled permeability formwork

Coatings

Hydrophobic treatment of the concrete

Chloride and Sulphate Attack

For reinforced concrete in the ground the need for protection from chlorides must be balanced with the

need for protection from sulphates and where necessary a cement resistant to both sulphates and chlorides

should be used .The usual course is to use a cement giving best protection against chlorides and to prevent

sulphate ingress by “tanking” (coating with impervious material) the surface of concrete. In every case the need for good quality concrete with low permeability is paramount.

In the case where both sulphates & chlorides occur together, the designer should consider low water

cement ratio, high strength, suitable type of cement, use of epoxy or zinc coated reinforcement bars and

concrete cover with adequate thickness, impermeability & integrity. In such cases the site exposure

conditions should be studied in conjunction with modified recommendations for concrete mix design,

based on local experience in the Gulf Region, C577, 2002, “Guide to the construction of reinforced concrete in the Arabian Peninsula.

Table C1 Aggressive Chemical Environment for Concrete (ACEC) classification for natural ground locations a

Sulfate Groundwater ACEC Design Sulfate 2:1 water/soil Groundwater Total potential Static Mobile Class for Class for location extract b sulfate c water water location

1 2 3 4 5 6 7(SO4 mg/ l) (SO4 mg/ l) (SO4 %) (pH) (pH)

DS-1 < 500 < 400 < 0.24 � 2.5 AC-1s> 5.5 d AC-1d

2.5–5.5 AC-2zDS-2 500–1500 400–1400 0.24–0.6 > 3.5 AC-1s

> 5.5 AC-22.5–3.5 AC-2s

2.5–5.5 AC-3zDS-3 1600–3000 1500–3000 0.7–1.2 > 3.5 AC-2s

> 5.5 AC-32.5–3.5 AC-3s

2.5–5.5 AC-4DS-4 3100–6000 3100–6000 1.3–2.4 > 3.5 AC-3s

> 5.5 AC-42.5–3.5 AC-4s

2.5–5.5 AC-5DS-5 > 6000 > 6000 > 2.4 > 3.5 AC-4s

2.5–3.5 � 2.5 AC-5Notesa Applies to locations on sites that comprise either undisturbed ground that is in its natural state (ie is not brownfield – Table C2) or clean fill derived from such ground.b The limits of Design Sulfate Classes based on 2:1 water/soil extracts have been lowered relative to previous Digests (Box C7).c Applies only to locations where concrete will be exposed to sulfate ions (SO4) which may result from the oxidation of sulfides (eg pyrite) following ground disturbance

(Appendix A1 and Box C8).d For flowing water that is potentially aggressive to concrete owing to high purity or an aggressive carbon dioxide level greater than 15 mg/l (Section C2.2.3), increase the

ACEC Class to AC-2z.

Explanation of suffix symbols to ACEC Class● Suffix ‘s’ indicates that the water has been classified as static.● Concrete placed in ACEC Classes that include the suffix ‘z’ primarily have to resist acid conditions and may be made with any of the cements or combinations listed in

Table D2 on page 42.

BRE Special Digest 1, 2005Concrete in Aggressive Ground

EXTRACT


Table D1 Selection of the DC Class and the number of APMs for concrete elements where the hydraulic gradient due to groundwater is 5 or less: for general in-situ use of concrete a,b,c

ACEC Class Intended working life(from Tables C1 and C2) At least 50 yearsd,e At least 100 years

AC-1s, AC-1 DC-1 DC-1AC-2s, AC-2 DC-2 DC-2AC-2z DC-2z DC-2zAC-3s DC-3 DC-3AC-3z DC-3z DC-3zAC-3 DC-3 DC-3 + one APM of choiceAC-4s DC-4 DC-4AC-4z DC-4z DC-4zAC-4 DC-4 DC-4 + one APM of choiceAC-4ms DC-4m DC-4mAC-4m DC-4m DC-4m + one APM of choiceAC-5z DC-4z + APM3f DC-4z + APM3f

AC-5 DC-4 + APM3f DC-4 + APM3f

AC-5m DC-4m + APM3f DC-4m + APM3f

For specification of DC Class, see Table D2. For choice of additional protective measures, see Table D4.

Notesa Where the hydraulic gradient across a concrete element is greater than 5, one step in DC Class or one APM over and above the number indicated in this table should be

applied except where the original provisions included APM3. Where APM3 is already required, or has been selected, an extra APM is not needed.b A section thickness of 140 mm or less should be avoided in in-situ construction but, where this is not practical, apply one step higher DC Class or an extra APM except

where the original provisions included APM3. Where APM3 is already required, or has been selected, an extra APM is not necessary.c Where a section thickness greater than 450 mm is used and some surface chemical attack is acceptable, a relaxation of one step in DC Class may be applied.

For reinforced concrete, the cover should be sufficiently thick to allow for estimated surface degradation during the intended working life (Section D6.5).d Foundations of low-rise housing that have an intended working life of at least 100 years may be constructed with concrete selected from the column headed ‘At least

50 years’ (Section D7).e Structures with an intended working life of at least 50 years but for which the consequences of failure would be relatively serious, should be classed as having an

intended working life of at least 100 years for the selection of the DC Class and APM (Section D7).f Where APM3 is not practical, see Section D6.1 for guidance.

Explanation of suffix symbols to DC Class● Concrete placed in ACEC Classes that include the suffix ‘z’ primarily must resist acid conditions and may be made with any of the cements listed in Table D2.● Suffix ‘m’ relates to the higher levels of magnesium in DS Classes 4 and 5.

Table D4 Options available to provide additional protective measures for buried concrete

Option code Additional protective measure (APM)

APM1 Enhance concrete quality (Section D6.2)APM2 Use controlled permeability formwork (Section D6.3)APM3 Provide surface protection (Section D6.4)APM4 Provide a sacrificial layer (Section D6.5)APM5 Address drainage of site (Section D6.6)


EXTRACT


Table D2 Concrete qualities to resist chemical attack for the general use of in-situ concrete: limiting values for compositionDC Class Maximum Minimum cement or combination content (kg/m3) Recommended cement and

free-water/cement for maximum aggregate size of: combination groupor combination ratio � 40 mm 20 mm 14 mm 10 mm

DC-1 – – – – – A to G inclusiveDC-2 0.55 300 320 340 360 D, E, F

0.50 320 340 360 380 A, G0.45 340 360 380 380 B0.40 360 380 380 380 C

DC-2z 0.55 300 320 340 360 A to G inclusiveDC-3 0.50 320 340 360 380 F

0.45 340 360 380 380 E0.40 360 380 380 380 D, G

DC-3z 0.50 320 340 360 380 A to G inclusiveDC-4 0.45 340 360 380 380 F

0.40 360 380 380 380 E0.35 380 380 380 380 D, G

DC-4z 0.45 340 360 380 380 A to G inclusiveDC-4m 0.45 340 360 380 380 FGrouped cements and combinations

Cements CombinationsA CEM I, CEM II/A-D, CEM II/A-Q, CEM II/A-S, CEM II/B-S, CEM II/A-V, CIIA-V, CIIB-V, CII-S, CIIIA, CIIIB, CIIA-D,

CEM II/B-V, CEM III/A, CEM III/B CIIA-QB CEM II/A-La, CEM II/A-LLa CIIA-La, CIIA-LLa

C CEM II/A-La, CEM II/A-LLa CIIA-La, CIIA-LLa

D CEM II/B-V+SR, CEM III/A+SR CIIB-V+SR, CIIIA+SRE CEM IV/B (V), VLH IV/B (V) CIVB-VF CEM III/B+SR CIIIB+SRG SRPC –For cement and combination types, compositional restrictions and relevant Standards, see Table D3.

Notea The classification is B if the cement/combination strength class is 42,5 or higher and C if it is 32,5.


EXTRACT


Table D3 Cements and combinations for use in Table D2Type Designation Standard Grouping with

respect to sulfate resistance

Portland cement CEM I BS EN 197-1 APortland-silica fume cement CEM II/A-D BS EN 197-1 APortland-limestone cement CEM II/A-L BS EN 197-1 B a or C a

CEM II/A-LL BS EN 197-1 B a or C a

Portland-pozzolana cement CEM II/A-Q b BS EN 197-1 APortland-slag cements CEM II/A-S BS EN 197-1 A

CEM II/B-S BS EN 197-1 APortland-fly ash cements– CEM II/A-V BS EN 197-1 A

CEM II/B-V c BS EN 197-1 ACEM II/B-V+SR d BS EN 197-1 D

Blastfurnace cements e CEM III/A BS EN 197-1 ABS EN 197-4 A

CEM III/A+SR f BS EN 197-1 DBS EN 197-4 D

CEM III/B BS EN 197-1 ABS EN 197-4 A

CEM III/B+SR f BS EN 197-1 FBS EN 197-4 F

Pozzolanic cement g,h CEM IV/B (V) BS EN 197-1 EVery low heat pozzolanic cement VLH IV/B (V) BS EN 14216 ESulfate-resisting Portland cement SRPC BS 4027 GCombinations conforming to BS 8500-2, Annex A, manufactured in the concrete mixer from Portland cement and fly ash, pfa, ggbs or limestone fines:

CEM I cement conforming to BS EN 197-1 with a mass fraction of 6 to 20 % CIIA-V BS 8500-2, Annex A Aof combination of fly ash conforming to BS EN 450 or pfa conforming to BS 3892-1CEM I cement conforming to BS EN 197-1 with a mass fraction of 21 to 35 % CIIB-V c BS 8500-2, Annex A Aof combination of fly ash conforming to BS EN 450 or pfa conforming to BS 3892-1 CIIB-V+SR d BS 8500-2, Annex A DCEM I cement conforming to BS EN 197-1 with a mass fraction of 36 to 55 % CIVB-V BS 8500-2, Annex A Eof combination fly ash conforming to BS EN 450 or pfa conforming to BS 3892-1CEM I cement conforming to BS EN 197-1 with a mass fraction of 6 to 35 % CII-S BS 8500-2, Annex A Aof combination of ggbs conforming to BS 6699CEM I cement conforming to BS EN 197-1 with a mass fraction of 36 to 65 % CIIIA BS 8500-2, Annex A Aof combination of ggbs conforming to BS 6699 CIIIA+SR f BS 8500-2, Annex A DCEM I cement conforming to BS EN 197-1 with a mass fraction of 66 to 80 % CIIIB BS 8500-2, Annex A Aof combination of ggbs conforming to BS 6699 e CIIIB+SR f BS 8500-2, Annex A FCEM I cement conforming to BS EN 197-1 with a mass fraction of 6 to 20 % CIIA-L BS 8500-2, Annex A B a or C a

of combination of limestone fines conforming to BS 7979 CIIA-LL BS 8500-2, Annex A B a or C a

CEM I cement conforming to BS EN 197-1 with a mass fraction of 6 to 10 % CIIA-D See Note j Aof combination of silica fume conforming to BS EN 13263 i

CEM I cement conforming to BS EN 197-1 with a mass fraction of 6 to 20 % CIIA-Q See Note k Aof combination of metakaolin conforming to an appropriate Agrément certificate

Notesa The classification is B if the cement or combination strength is class 42,5 or higher and C if it is class 32,5.b Metakaolin only.c Where the fly ash or pfa content is a mass fraction of 21 to 24%.d The addition of the abbreviation ‘+SR’ denotes an additional requirement for sulfate resistance that the fly ash content should be a mass fraction of not less than 25% of

the cement or combination. Where it is less than 25%, the grouping with respect to sulfate resistance is ‘A’ (Note c).e Cements or combinations with higher levels of slag than permitted in this table may be used for certain specialist applications, but no guidance is provided in this Special

Digest or BS 8500.f The addition of the abbreviation ‘+SR’ denotes an additional requirement for sulfate resistance, that where the alumina content of the slag exceeds 14%, the tricalcium

aluminate content of the Portland cement fraction should not exceed 10%. Where this is not the case, the grouping with respect to sulfate resistance is ‘A’.g CEM IV/A cement with siliceous fly ash should be classified as CEM II-V cement.h (V) indicates siliceous fly ash only.i Until BS EN 13263 is published, the silica fume should conform to an appropriate British Board of Agrément certificate.j These combinations are not currently covered by BS 8500-2, Annex A. However, silica fume can be used in accordance with Clause 5.2.5 of BS EN 206-1.k These combinations are not currently covered by B S 8500-2, Annex A. However, metakaolin conforming to Clause 4.4 of BS 8500-2 may be used in accordance with

Clause 5.2.5 of BS EN 206-1. If the k-value concept is used, a k-value with respect to sulfate resistance of 1.0 should be used.


EXTRACT



Table 5.1: Classification of Exposure Conditions in the Arabian Peninsula

Exposure

Condition

Locations

a Superstructures inland with no risk of windborne salts

b Superstructures in areas of salt flats, inland or near

the coast, exposed to windborne salts

c Parts of structures in contact with the soil, well above

capillary rise zone, with no risk of water introduced at

the surface by irrigation, faulty drainage systems,

washing down etc.

d Parts of structures in contact with the soil, within the

capillary rise zone, below ground water level, or where

water may be introduced at the surface by irrigation,

discharge of wastes, washing down, etc.

These situations all lead to a potential for the concentration of aggressive salts by evaporation.

(i) Significant sulfate contamination only

(ii) Significant chloride contamination only

(iii) Significant contamination with both sulfates and

chlorides

e Marine structures (splash zone)

f Water retaining structures (including sewage treatment

plants)

Table 5.2: Typical concrete mix criteria and cover requirements for exposure conditions in the Arabian Peninsula,

from Table 5.1

Exposure

conditions

Cementitious

material (s)

Minimum cementitious

content for 20mm aggregates

(kg/mm3)

Maximum

free-

water/cement

ratio

**

Additional

requirements

Minimum

cover to the

reinforceme

nt (mm)

a 300-320 0.52 None 30

b 320 0.50 None 40

c* 320-350 0.45 None 40-50

d(i),(ii)or(iii)

Portland Cements

or additions

320-400 0.42 Tanking 40-50

e and f

Portland cement

blends with

additions

370-400 0.40 None 100-150

* When concrete is cast directly in contact with soil the minimum cover should be increased to 75mm.

** On well supervised projects free-water/cement ratios down to 0.35 have been successfully achieved using the latest

generation of superplasticisers.

CIRIA C577-2002,

Guide to the Construction of Reinforced Concrete in the Arabian Peninsula

(Extract)

---------------------------------------------------------------------------------------------------------------------------- Chapter 5, Key Recommendations for Durable Concrete (extract)

Documents

SA15000273 EMIRATES INTERNATIONAL PROJECTS GEN. CONT. (PART 2).pdf