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
Checked By: Eng. Fadi
P9
SPT8
CS3 30
12
11.5 - 11.7
Field Records
CS: Core Sample
CMW-15074
Ground Water Table
Drilling Medium:
Boring Dia. (mm): 121
Casing Dia. (mm): -
Water Depth (m): N.EE=
Type andNumber
SH: Shelby Tube
N=
Depth(m)
Total Depth (m): 12
Ground Level (m): 0.0
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
TCR: Total Core Recovery
SCR: Solid Core Recovery
RQD: Rock Quality Designation
FI: Fracture Index
UCS:Unconfined Comp. Strength
UCS(MPa)RQD
(%)
Core Dia. (mm): 79
Casing Depth (m): -
TCR(%)
Disturbed Sample Key:
Emirates International Projects Gen. Cont.
SA15000273
Sieh Al Hemah, Al Ain, UAE
NBlows30-45
(cm)
Logged By: Nikith
* The samples were described in accordance with appropriatestandards (BS 5930; ASTM D2488).
Levels are relative to the existing ground surface.
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
Undisturbed Sample Key:
SPT:Standard
Penetration Test
15-30(cm)
Drilling Method:
Boring Started: 20/10/2015
Boring Completed: 20/10/2015
Rig: C.M.V Driller: SIKANDER
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:
Boring Started: 19/10/2015
Boring Completed: 19/10/2015
Rig: C.M.V Driller: SIKANDER
Depth
FI
50/8cm
Undisturbed Sample Key:
Description of StrataReducedLevel(m)
Scale(m)
Total Depth (m): 12
Ground Level (m): 0.0
Coordinates:
-3.00
Checked By: Eng. Fadi
Depth(m)
N=
SH: Shelby Tube
Type andNumber
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
Field Records
Remarks:Disturbed Sample Key:
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:
Client/Owner:
Abbreviations:
Sheet 1 of 2
Borehole Log
0-15(cm)
30-45(cm)
NBlows
Sieh Al Hemah, Al Ain, UAE
SA15000273
Emirates International Projects Gen. Cont.
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
Checked By: Eng. Fadi
P9
SPT8
CS1 61
12
11.5 - 11.6
Field Records
CS: Core Sample
CMW-15074
Ground Water Table
Drilling Medium:
Boring Dia. (mm): 121
Casing Dia. (mm): -
Water Depth (m): N.EE=
Type andNumber
SH: Shelby Tube
N=
Depth(m)
Total Depth (m): 12
Ground Level (m): 0.0
Coordinates:
-12.00
AU:Auger
4771
50/6
END OF BORING (12.0m)
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
TCR: Total Core Recovery
SCR: Solid Core Recovery
RQD: Rock Quality Designation
FI: Fracture Index
UCS:Unconfined Comp. Strength
UCS(MPa)RQD
(%)
Core Dia. (mm): 79
Casing Depth (m): -
TCR(%)
Disturbed Sample Key:
Emirates International Projects Gen. Cont.
SA15000273
Sieh Al Hemah, Al Ain, UAE
NBlows30-45
(cm)
Logged By: Nikith
* The samples were described in accordance with appropriatestandards (BS 5930; ASTM D2488).
Levels are relative to the existing ground surface.
Sheet 2 of 2
Borehole No.
BH02
Client/Owner:
Project No:
Location:
Project Name:
0-15(cm)
Depth ReducedLevel(m)
Description of Strata
11
12
Scale(m) FI
DB: Drive Barrel
Undisturbed Sample Key:
SPT:Standard
Penetration Test
15-30(cm)
Drilling Method:
Boring Started: 19/10/2015
Boring Completed: 19/10/2015
Rig: C.M.V Driller: SIKANDER
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:
Boring Started: 19/10/2015
Boring Completed: 19/10/2015
Rig: C.M.V Driller: SIKANDER
Depth
FI
Scale(m)
Description of StrataReducedLevel(m)
-10.00
1
2
3
4
5
6
7
8
9
Drilling Medium:
Boring Dia. (mm): 121
Casing Dia. (mm): -
Water Depth (m): N.E
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
Ground Level (m): 0.0
Coordinates:
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:
Client/Owner:
SCR(%)
Sheet 1 of 2
Abbreviations:
0-15(cm)
30-45(cm)
NBlows
Sieh Al Hemah, Al Ain, UAE
SA15000273
Emirates International Projects Gen. Cont.
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
Checked By: Eng. Fadi
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
Checked By: Eng. Fadi
P9
SPT8
CS3 31
12
11 - 11.12
Field Records
CS: Core Sample
CMW-15074
Ground Water Table
Drilling Medium:
Boring Dia. (mm): 121
Casing Dia. (mm): -
Water Depth (m): N.EE=
Type andNumber
SH: Shelby Tube
N=
Depth(m)
Total Depth (m): 12
Ground Level (m): 0.0
Coordinates:
-12.00
AU:Auger
2954
50/7
END OF BORING (12.0m)
SILTSTONE: Weak, brown/ light brown, finegrained, moderately to highly fractured,moderately weathered.
(2)
SCR(%)
Abbreviations:
Borehole Log
Core Recovery
(Thickness)
(m)
P:Percussion
Legend
TCR: Total Core Recovery
SCR: Solid Core Recovery
RQD: Rock Quality Designation
FI: Fracture Index
UCS:Unconfined Comp. Strength
UCS(MPa)RQD
(%)
Core Dia. (mm): 79
Casing Depth (m): -
TCR(%)
Disturbed Sample Key:
Emirates International Projects Gen. Cont.
SA15000273
Sieh Al Hemah, Al Ain, UAE
NBlows30-45
(cm)
Logged By: Nikith
* The samples were described in accordance with appropriatestandards (BS 5930; ASTM D2488).
Levels are relative to the existing ground surface.
Sheet 2 of 2
Borehole No.
BH03
Client/Owner:
Project No:
Location:
Project Name:
0-15(cm)
Depth ReducedLevel(m)
Description of Strata
11
12
Scale(m) FI
DB: Drive Barrel
Undisturbed Sample Key:
SPT:Standard
Penetration Test
15-30(cm)
Drilling Method:
Boring Started: 19/10/2015
Boring Completed: 19/10/2015
Rig: C.M.V Driller: SIKANDER
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:
Boring Started: 18/10/2015
Boring Completed: 18/10/2015
Rig: C.M.V Driller: SIKANDER
Depth
FI
Scale(m)
1
2
3
4
5
6
7
8
9
Description of StrataReducedLevel(m)
50/9cm
E=
-3.00
Checked By: Eng. Fadi
Depth(m)
N=
SH: Shelby Tube
Total Depth (m): 18
Ground Level (m): 0.0
Coordinates:
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
Field Records
Remarks:Disturbed Sample Key:Undisturbed Sample Key:
Type andNumber
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:
Client/Owner: Sheet 1 of 2
Borehole Log
0-15(cm)
30-45(cm)
NBlows
Sieh Al Hemah, Al Ain, UAE
SA15000273
Emirates International Projects Gen. Cont.
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
END OF BORING (18.0m)
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
Description of Strata
Samples
DB: Drive Barrel
ReducedLevel(m)30-45
(cm)
Borehole No.
BH04
Sheet 2 of 2
Project No:
0-15(cm)
Location:
NBlows
Sieh Al Hemah, Al Ain, UAE
SA15000273
Emirates International Projects Gen. Cont.
SCR(%)
Scale(m)
Legend(Thickness)
(m)
Core Recovery
Client/Owner:
Abbreviations:
UCS(MPa)
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:
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
Checked By: Eng. Fadi
Disturbed Sample Key:Undisturbed Sample Key:
Field Records
CS: Core Sample
Drilling Method:
Boring Started: 18/10/2015
Boring Completed: 18/10/2015
Rig: C.M.V Driller: SIKANDER
Depth
FIType andNumber
SPT10
SH: Shelby Tube
Remarks:
Depth(m)
Total Depth (m): 18
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
SA15000273-Rev.0-Interpretive Report
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
SA15000273-Rev.0-Interpretive Report
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
Appendix C, Page 2/7
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
Appendix C, Page 3/7
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)
BRE Special Digest 1, 2005Concrete in Aggressive Ground
EXTRACT
Appendix C, Page 4/7
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.
BRE Special Digest 1, 2005Concrete in Aggressive Ground
EXTRACT
Appendix C, Page 5/7
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.
BRE Special Digest 1, 2005Concrete in Aggressive Ground
EXTRACT
Appendix C, Page 6/7
Appendix C, Page 7/7
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)