incident investigation report and risk · pdf file11,000 iitres of liquid was pumped from the...
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INCIDENT INVESTIGATION REPORT AND
RISK ASSESSMENT
APPENDIX I
SITE LAYOUT DRAWING
MONITORING LOCATIONS
(All drawings provided by Intel Ireland Ltd)
Intel Ireland: Incident Investigation Report TMS Environment Ltd
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I:
i
;ab 24
ELECTRICAL CABLE MANHOLES - NOT TO SCALE
F24 Ground
Day brag
water Tank BunC
:
“sump” Area
I
6
:e led
@Y storage ank
North Access Road
H3
H4 H6
F14
&zzd “sump”
!H7
H5
?ab 14
1 North Access Road
1 Ryebrook I - New Monitoring kell
I
1 I EBT NORTH
- Monitoring Pn;ntc fvu’. 71 Groundwater Estimated Groundwater l “ .A.W \ , . Y - ,
Rye Bridge River Monitoring Well and Surface Water Monitoring
l Flow c- c Points 1
hew Monitcoimg Wells q
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MASS BALANCE AND MIGRATION RATE CALCULATIONS
TM$ Environment Ltd Ref 6171-2
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1.0 Mass Balance Calculations
1.1 Estimated losses
The caustic is 25% sodium hydroxide, and 22,000 litres were spilled. The main tank was filled to 29,000 litre volume on Friday 1” August 2003. A total of 7,000 litres of liquor was recovered from the bund. The lost caustic is therefore estimated to be 22,000 litres. This is equivalent to 5.5 tonnes of sodium hydroxide, based on the following calculation.
25% NaOH 22,000 L
250,000 ppm (mg/L) 250,000 mg/L x 22,000 L 250 g/L x 22,000 L 5,500,000 g 5.5 tonnes NaOH
1.2 Recovered from Ryebrook Sub-station
11,000 Iitres of liquid was pumped from the Ryebrook sub-station. Two separate samples of the liquid left in the basement after pumping were collected and analysed by pH titration. The concentration of sodium hydroxide was found to be 16%. The spilled liquor contained 25 % sodium hydroxide so a dilution by 1.5625 would reduce the concentration from 25% to 16%. Thus 11,000 x 0.64 = 7,040 litres of the original material may have been recovered at the sub-station. It is also possible that some of the sodium hydroxide has been adsorbed on the concrete surface in the basement of the sub-station. This would result in a reduced concentration of sodium hydroxide in the aqueous phase. It is considered prudent to assume that the lower recovered amount of 7,000 litres is a reliable assessment pending acquisition of additional information. It may also be noted that the simple pH titration method of analysis is considered more accurate and reliable for this purpose than chemical analysis for sodium. Analysis for sodium would require a dilution factor prior to analysis of about 250,000 and this would result in significant uncertainties in the final result. The pH titration is carried out on a neat sample which minimizes errors.
1.3 Losses through tarmac and concrete
The area immediately surrounding the day tank bund was surfaced with hot relied bitumen (100 - 150 mm thickness). While this is not a completely impervious surface, the voIume of sodium hydroxide solution that would have percolated the bitumen layer would have been minimal
Intel Ireland: Incident Investigation Report TMS Environment Ltd
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7,
) , : _ I
, - ‘, +-’
;.i ‘,, :_ :
. i, i,
(less than 1000 litres). For bra&al ‘&rposei’ the*‘pe&neability of concrete can be taken as zero.
1.4 Losses through the Electrical Cable Manholes
Site investigations completed since the spillage occurred have found that significant quantities of sand and silt has collected at the base of each of the 7 junctibn boxes. This material was recovered and transferred to about 40 (No.) 200 litre drums. Caustic liquor found in these areas has been collected using adsorbent booms/pads and these have also been stored in drums. All of these materials were analysed to determine the quantity of sodium hydroxide recovered. Based on pH results and quantities of material recovered it is estimated that approximately 5,090 litres of caustic solution was contained in the ground immediately surrounding the 7 electrical cable manholes (Section 4.0 below).
2.0 pH changes and associated’NaOH concentrations
pH = - loglo[H+] and [OH-] = (10-‘4)/[H+]
A pH change can be brought about if the concentration of hydroxide ions increases, Assuming that ali of the OH‘ is present as NaOH, it is possible to complete the following calculation.
Delta pH = 0.20 => change in [OH] = 0.58 x lob7 mg/L
Molecular weight of NaOH = 40 g/mol
_’
:
0.58 x 10s7 mol/L x 40 g/L = 2.32 pg/L
Delta pH = 1 .OO => change in [OH‘] = 9 x low7 mol/L
9 x 10m7 mol/L x 40 g/L = 36 pg/L
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Intel Irelah‘di Incident investigation Report TMS Environment Ltd
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Basis for conclusion that hydroxide ion is not migrating
TABLE 2320%. Alkalinity relationships*
_____________-______---------------------------------------------------------------------------
Result of Hydroxide Carbonate Bicarbonate Titration alkalinity alkalinity concentration
as CaCOj as CaCO3 as CaCO3 ____-_____-_____-___-------------------------------------------------------------------- -------
P=O 0 0 T P<%T 0 2P T-2P P=%T 0 2P 0 P>%T 2P-T 2(T - P) 0 P=T T 0 0 ______________-_____--------------------------------------------------------------------------- P is the phenolphthalein alkalinity; T is the total alkalinity.
Phenolphthalein shows a red-pink colour above pH 8.3 and colourless below 8.3.
The first line in the table states that if the phenolphthalein alkalinity is zero, then the hydroxide alkalinity is zero and that all of the alkalinity is due to bicarbonate. The last line states that if the phenolphthalein alkalinity is the same as the total alkalinity, then all of the alkalinity is due to hydroxide.
It may also be seen that carbonate and bicarbonate can coexist in solution as can hydroxide and carbonate but hydroxide and bicarbonate cannot coexist since they react with each other.
The use of pH 8.3 is based on the experimental and theoretical outcomes of acid- base reaction calculations where the equivalence point pHco3- has been shown to be 8.3.
*Published in Standard Methods for the Examination of Water and Wastewater, 20 Edn., 1998, APHA, AWWA & WEF.
3.0 Conductivity changes and associated NaOH concentrations
Calculation of approximate conductivity contributions
l Convert concentrations in mg/l of ion to mM by dividing by equivalent weight of ion
e.g. 28 mg/l Na + 23 = 1.22 mM
Intel Ireland: Incident Investigation Report TMS Environment Ltd
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e.g. 1.22 mMNax 50.1 = 61.1 us/cm
M = Molar; mM = millimolar A molar solution contains 1 mole of the substance per litre of solution.
4.0 Estimated volumes of sodium hydroxide recovered
The following figures have been provided by Intel personnel:
Volume of NaOH in Bulk Supply Tank (litres) 29,000
Volume of NaOH in Day Tank (litres) 0 Volume of NaOH in bunded area (litres) 7,000 Volume of NaOH in Ryebrook Substation (litres) 7,000 Volume of NaOH in tarmacadam (litres) 650 Volume of NaOH in soak pads from manholes, (litres) 1,140 Volume of NaOH in material in HI (litres) 140 Volume of NaOH in material in H2 (litres) 490 Volume of NaOH in material in H3 (litres) 210 Volume of NaOH in material in H4 (litres) 310 Volume of NaOH in material in H5 (litres) 450 Volume of NaOH in material in H6 (litres) 1,100 Volume of NaOH in material in H7 (litres) 1,120 Volume of NaOH in utility vault ducts (litres) 130
Total volume of NaOH recovered (litres)
Estimated volume of NaOH missing
i
.’
19,740
9,260
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APPENDIX III
GROUNDWATER ANALYSIS RESULTS
Intel Ireland: Incident Investigation Report TMS Environment Ltd
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250
200
150
100
50
0
Historic Baseline
a
r- i
Data since incident
6 --
-+- MW4
-+a- MM15
MWI 9
--@--MW17
--a- MW22
-se- MW23
+-- M W24
- MWZS ___._ MW27
MW28-
Date
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250
200
150
100
50
0
Figure Ib Sodium concentrations for the dewatering wells
-- -__- -.-. --.___
Date
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TABLE la Sodium concentrations for the groundwater Web (mgll)
Date
1994 Aug
.,.. . .
: .I
1995 NW 1996 Jan 1996 Apr 1996 Jul 1996 Ott 1997 Jan I 997 Apr 1997 Jul 1997 act 1998 Jan 1998 Apr 1998 Jul 1998 Ott I 999Mar 1999 May 1999 Q3 1999 Q4 2000 Ql 2000 Q2 2000 Q3 2000 Q4 2001 Ql 2001 Q2 2001 Q3 2001 Q4 2002 Ql 2002 Q2 2002 Q3 2002 Q4 2003 Ql 2003 Q2 2003 Q3
48 31
27
15
25 24 22 19 28 27 20
‘20 26 19 19 15 22 23 23 29 27 25 22 30 26 24 24 22 13 31 24
28
25 21
37
22 37 47 IO 33 35 32
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LE ‘I b Sodium concentrations for the groundwater wells (mg/l)
Date MVV4 MWS MW19 MW17 MW22 MW23 MW24 MW25 MW27 MW28 Dewatering vw!s
Sun 3iO8 Fah 14 Fab 24
16 28 Mon 4108 22 Tues 5/08 21 (1) Wed 6/08 26 (2) Wed 6/08 34 Thurs 703 20 Fri 8106 24 Sat 9/08 34 Mon II/O8 22 Tues’i 2/06 22 Wed 13108 27 Thur 14/08 34 Fri 15/08 36 Sat 16108 40 Sun 17/08 38 Mon 18/O& 36 Tues 19108 39 Wed 20/08 31 Thur 21108 33 Fri 22108 33 Sat 23108 32 Sun 24108 32 Man 25108 28 Tues 26/08 60 Wed 27/C?8 43 Thur 28/08 109 Fri 29108 46 Sat 3OlO8 58 Sun 31/08 65 Mon If09 77 Tues2/09 59 Wed 3fO9 49 Thur 4iO9 58
22 42 45 23 26 26 25 26 25 24
27 25 28
36
25 25 25
21
28
20 17 32 21 21
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TABLE 1 c Sodium concentrations for the grsundwater wells (mg/l) Dewa&ving We%
Dale MW4 MW5 MWl9 MW17 MW22 MW23 MW24 MW25 MW27 MW28 Fab 14 Fab 24 Fri 5/09 58 24 7 81
‘.
Sat 6109 sun 7109 Mon 8109 Tues 9109 Weds 10109 Thurs 1 l/O9 Fri 12/09 Sat 13/09 sun 14109 Mon 15lQ9 Tues 16/09 Weds1 7109 Thun 18/09 Fri 19109 Sun 21109 Mm 22/09 Tires 23/09 Thurs 25109 Sat 27109 Mm 29109 Wads 1 I1 0 Fri 3110 sun WI0 Mm 6/-lO Tues 7/l 0 Thurs 9/l 0 Mm-l 13/10 Weds 15/10 Fri 17/10 Mot-i 20/l 0
69 72 38 55 52 55 51
56 32 33 31 31
26 24 23 103
19 101 64
18
121
8 59
7 61 7 47 7 46 7 57 7 47
18
95 150
106 107
14
19
115 80 93
17 21
23
25
63 159 95 43
24
22
21
17 19
35 13 17
24
74 94 99
107 86 92 92
24
56 149 50 70 217 29 21
14
19 33
21 20 16 17
26
90 82 66 25
36 22 29
26 63 54 25
31 24
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Historic Baseline
- - - - . - , - . - _ - -___ --_-___
. . .._ + __.. MW23
-- MW24
MW25
MW27
MW28 ~--.-
Klate
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6 12 ,
-
11 c
Fab 2.4 well was dAMed to Albl//V for the duratioti of thhe spiii investigation and fkushincJ
7-l .’
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EPA Export 25-07-2013:15:40:09
0 0 TABLE 2a pH values for the groundwater wells
Date MW4 MW5 MWIB MW17 MW22 MW23 MW24 MW25 MW27 MW28 MW20 1994 Aug 7.20 7.30 1995 Nov 7.20 7.00 1998 Jan 7.00 7.70 1998 Apr 7.50 7.40 1996 Jul 6.90 7.30 1996 Ott 6.90 6.90 1997 Jan 7.30 7.50 1997 Apr 7.20 6.70 1997 Jul 7.20 7.50 1997 act 7.20 7.10 1998 Jan 7.10 7.40 7.20 1998 Apr 7.10 6.84 6.74 1998 Jul 7.30 7.50 7.20 1998 Ott 7.00 7.40 7.10 199BMar 7.20 7.25 7.15 1999 May 7.10 7.50 7.30 IQ99 Q3 7.40 1999 Q4 7.30 2000 Ql 6.90 2000 Q2 7.40 8.10 2000 Q3 7.10 2000 44 7.00 2001 Ql 6.90 2001 Q2 7.30 7.10 2001 Q3 6.88 2001 Q4 7.00 2002 Ql 6.62 7.60 7.33 2002 Q2 7.18 7.42 7.09 2002 Q3 7.51 7.69 2002 Q4 7.13 7.20 7.4 2003 Ql 7.40 7.58 7.36 2003 Q2 7.26 7.39 7.58 2003 Q3 7.24 7.61 Sun 3108 7.13 7.48 Mon 4/08 7.08 7.49 Tues 5108 7.11 7.43
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:
_, . I ,_ . . , :
“ .
Date MW4 MM15 MW19 MW17 MW22 MW23 MM124 MM125 MW27 MW28 MM120 (1) Wed 6/08 7.02 7.11 (2) Wed 6/08 7.04 7.34 Thurs 7/08 7.11 7.36 Fri 8108 6.97 7.33 7.15 Sat 9108 7.10 7.39 7.41 Mm ‘1 l/O8 6.98 ’ 7.37 7.19 Tuesl2/06 7.15 7.46 Wed ‘l3/08 6.97 -7.27 Thur 14108 7.00 Fri 15/08 ?.l’l Sat 16/08 ,7.27 7.60 Sun 1710% 7.08 7.20 Mm 18/08 7.07 7.26 Tues 19/08 7.00 Wed 20108 7.13 7.44 Thur 21/t% 7.17 Fri 22/08 7.06 7.37 Sat 23108 6.96 7.29 Sun 24106 7.07 7.55 Mm 25/08 7.41 Tues 26/O& 7.16 7.36 Wed 2710% 7.20 Thur 28/08 7.72 7.34 7.48 Fri 29108 7.12 Sat 30/O% 7.37 Sun 3-I/06 7.75 Man l/O9 7.30 Tues 2109 7.06 Wed 3109 7.16 7.3 Thur 4109 7.09 Fri 5/09 7.07 7.25 Sat 6109 7.04 7.21 Sun 7109 7.74 Mm 6109 7 7.32 7.14 7.3 Tues 9109 7.18 Weds 10109 6.94 7.25
Fab I4 F&J 24
7.54 7.85 7.45 7.78 7.75 7.73 7.99 7.77 8.29
7.68 8.13 7.76 35.49 7.97 54.79 7.79 2.02 7.69 8.47 7.30 6.23 7.83 8.43 7.91 a:43 8.54 8.24 7.66 8.75
* 6.02 .8.15 7.84 7.76 7.73 8.‘18
,/ ,, ::
7.99 7.93 -”
7.75 7.95 . . . . . . . . ,<_ i 7.83 7.84
.;.., _<a.
7.82 8.51 .‘F . . 1 . --;-. .+ ,,-
7.94 8.01 7.83 9.67 7.87 7.76
7.35 7.73 7.93 7.34 7.15 7.92 7.65 7.95
7.73 7.93 7.75 7.82 7.76 7.74 7.82 7.75 7.8 7.82 7.5 ‘7 63
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TABLE 2c pH values for the groundwater wells Wev!mte!-ing Wells
Date RAW4 MW5 MWIQ MW17 MW22 MW23 MW24 MW25 MW27 MW28 MW20 Fab 14 Fah24 Thurs 1 l/O9 7.13 7.64 7.24 7.78 7.62 Fri 22/OQ Sat 13/C@ Sun 14/09 Mon 15/09 Tues 16/09 Weds 2 7109 Thurs 1 B/O9 Fri IQ/O9 Sun 21109 Mm 22109 Tues 23109 Thurs 25/09 Sat 27/09 Man 29109 Weds 1 /I Cl Fri J/l 0 Sun 5/l 0 Mon 6/10 Tuss 7/A 0 Ti-wrs 9110 Mon '13/10 Weds IV10 Fri 27/10 Man 20/10
7.02 7.09 7.05
7 7.3
6.93 7.06
7.15
7.14
6.94
7.05
6.66
7.23 7.21 7.62 7.72 7.32
7.11 7.73 7.66 7.73 7.52
7.14 7.19 7.39 7.58 7.44
7.22 7.27 7.29
7.23 7.38 7.3-I 7.34 7.05 7.14 7.22
7.4 7.25 7.24 6.93 7.23 7.03
7.53 7.42 7.72 7.46 7.64 7.55
7.04 7.76 7.56 7.19 7.56 7.70 7.62
7.3 7.47 7.47 7.53 7.35 7.36 7.54
7.04 7.64 7.36 7.55 7.31
7.19 7.36 7.28 7.2
7.1 7.27
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2500 Historic Baseline +-I----
Data since incident 1
, :
L,
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, . . , .
-dY:,.-- MM/25 . . .
; ; .
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Figure 3b Conductivity values for the dewatering wells
1250
1000
750
500
250
0
T-
I--
-- --. Fab 14
-e-- Fab 24 -
Date
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EPA Export 25-07-2013:15:40:09
Date MW4 MWS MW19 MW17 MW22 MW23 MW24 MW25 MW27 MW28 MW20 1994Aug 780 864 1995 Nov 1996Jan 1996Apr 1996Jul 1996Oct 1997Jan 1997Apr 1997Jt.d 1997 act 1998Jan 1998Apr 1998Jul 1998Oct 1999Mar 1999May 1999Q3' 1999Q4 2000Ql 2000Q2 2000Q3 2000Q4 2OOlQl 2001 Q2 2001Q3 2001Q4 2002Ql 2002Q2 2002Q3 2002Q4 2003Ql 2003Q2 2003Q3 Sun 3108 Mon 4/08 Tues 5/08
639 761 596 702 740 1040 980 925 995 1095 1110 1060 1235 1100 1050 1140 1070 1110 1120 1145 2180 1835 1070 1317 1312 1760 1425 1107 1361 909 1035 1043 1057 1046 1046
738 791 682 635 671 665 746 563 600 680 935. 326 879 724 920 680 940 721 1188" 665 1105
630
690
629 1643 729 1061
763 930 1110 625 689 657 737 724 758 756 758
. ,
, .:
_’
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TALE 3b 9 Conductivity values for the gsoundwa t, wells (US) l Date MW4 MW5 MW19 MW17 MW.22 MW23 MW24 MW25 MW27 MW28 MW20 (1) Wed 6/08 1044 821
Dewatering 'Wells Fat114 Fab24
(2)Wed 6/08 1045 Thurs 7/08 1054 Fri8tO6 1026 Sat Q/08 1034 Mm II/O8 1041 Tues12/08 1096 Wed 13/06 1052 Thur14/08 1041 Fri 15/06 1044 Sat 16108 1071 Sun 17/08 1052 Mm 18/08 1036 Tues19108 1032 Wed 20/08 1022 Thur21108 1016 Fri 22108 1033 Sat 23/06 1062 Sun 24/06 1102 Mm 25/08 1052 Tues26/06 1133 Wed 27/06 1073 Thur28/08 1228 Fri29/08 1102 Sat 30108 1145 sun 31/08 1118 Man 1109 1077 Tues 2/09 1081 Wed 3/09 1080 Thur4/09 1076 Fri 5/09 1100 Sat (i/O9 1272 Sun 7/09 1229 Mm 8/09 1149 rues 9109 1242 Weds 10109 1223
825 803 783 781 791 788 787
810 772 742
749
741 756 755
761
692
698 706
270 276
776 2'74 778 280 789 278
28'1 281 287 283 286 283 287 294
280 280 284. 283 2813 285 287 287
999 742 288
294 29'1 289 285 288
340 28-i 602 827 414 287
287 205
716 1178 796
695
285 .x30 281 280
1249 .
1229
1233 ,I 032 1347 1165 '1193 I.204
1171 1162
114.5
1135
1063
5126
1186 1139 1123 'Ill6 'IQ95 1160 114.1 '1153
1174
1'74
1159
'1141
'1142
'I118 1121
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Dewatering We!b
Date MW4 MW5 MWl9 MWl7 MW22 MW23 MW24 MW25 MW27 MW28 MW20 Fab 14 Fab 24 Thurs I l/O9 1207 1183 796 274 1093
Fri 12/09 Sat 13109 Sun 14/09 Mon 15/09 Tues 16/09 Wedsl7109 Thurs 18/09 Fri 19/09 Sun 21/09 Mon 22109 Tues 23/09 Thurs 25/09 sat 27/09 Mon 29/09 Weds 1 /I 0 Fri 3110 Sun 5/10 Mon 6110 Tues 7/'lO Thurs 9/l 0 Mon 13110 Weds 15/l 0 Fri 17/10 Mon 20/10
1241 1239 1200 1088 1124 1096 1116
1101
1059
1095
1101
1120
1016
1100
1238
1256 1042 1089
1069 1061 1040 1105 1029 1041 1062
1055 1006 984 957 925 885.
1032
1038
1193
1171
843 576 561
1251
1050 639 641
1069
991
1190
1221
1398
1462 1054 1229
fO95 1366 1391 1372 1314 'l423 983
1269 1346 1275 1363 1468 1332
765 667
711 562
672 649.
603 645
615 840
644
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APPENDIX IV
SURFACE WATER ANALYSIS RESULTS
Intel Ireland: Incident Investigation Report TMS Environment Ltd
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5
-7 --&--Pond :
-@- SW1
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Date
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TABLE 4 Sodium concentrations for the surface water (mgll)
Date Pond SW1 SW2 SW3 SW4 SW5
Tues12/08 Wed 13108 Thur14/08 Sat16/08 Sun 17/08 Mon 18108 Tues19/08 Wed 20/08 Thur21/08 Fri22108 Sat23/08 Sun 24108 Mon 25/08 Tues26/08 Wed 27/08 Thur28/08 Fri29/08 Sat30/08 Sun 31108 Mon l/O9 Tues 2109 Wed 3/09 Thur 4/09 Fri 5109 Sat6109 Sun 7109 Mon 8/09 Tues 9/09 Weds10109 Thurs11109 Mon 15/09 Mon 22/09 Mon 6110 Mon 20/10
15 13 14 18 15 15 18 18 16 15 14 14 14 13 14 12 12 12 12 13 13 IO 14 15 14 15 14 13 11 8
17 18 15 15 19 20 15 20
13 14 14 12 13 13 13 11 11 12 12 13 II 14 15 15 15 14 14 13 13 15 12 13
13 14 14 12 14 13 12 12 12 12 12 13 13 15 16 16 16 15 16 13 12 14 13 13 15
14 14 14 13 14 12 12 12 12 12 13 13 13 16 15 15 16 15 14 12 14 14 13 13
13 15 14 13 14 12 12 12 12 11 12 13 12 15 15 15 15 18 15 12 13
14 14 12 12 12 13 13 12 15 16 15 15 14 14 14 12
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11 I .
lb
.‘. , ”
7
6
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TABLE 5 pH values for the surface water
Date Pond SW1 SW2 SW3 SW4 SW5
1999 Q3 2000 Q3 2001 Q3 2002 Q3 Tuesl2/08 Wed 13/08 Thur 14/08 Sat 16108 Sun 17108 Mon 18/08 Tues 19/08 Wed 20/08 Thur 21108 Fri 22108 Sat 23/08 Sun 24108 Mon 25108 Tues 26108 Thur 28/08 Fri 29108 Sat 30/08 Sun 31108 Mon l/O9 Tues 2/09 Wed 3109 Thur 4/09 Fri 5/09. Sat 6109 Sun 7109 Mon 8109 Tues 9/09 Weds 10109 Thurs II/O9 Mon 15/09 Mon 22/09
0 Mon 6/l 0 Mon 20/10
9.21 9.10 9.05 8.90 8.63 8.84 8.69 8.33 8.23 8.29 8.65 8.36 8.51 8.34 8.34 8.17 8.54 8.70 8.64 8.50 8.36 8.15 8.26 8.40 8.40 8.25 8.23 7.77 8.05
7.8 7.8 7.9 8 8 8.2 8.3 8.3 8.2 8.3 7.9 8 8 8 8 8.3 8.2 8.3 8.3 8.3
8.29 8.31 8.30 8.31 8.01 7.99 8.01 8.00
8.13 7.87 8.36 8.34 8.21 8.3
8.23 8.31 8.34 8.26 8.24 8.01 8.15 8.1
8.22 8.31 8.08 8.22 7.99
8 8.11 8.1
7.87
8.04 8.06 8.11 7.94 8.02 7.77 8.34 8.31 8.39 8.35 8.33 8.35 8.21 8.12 8.21 8.21 8.27 8.24 8.56 8.12 8.2 8.21 8.19 8.31 8.24 8.26 8.32 8.48 8.43 8.44 8.2 8.33 8.27 8.31 8.26 8.14 8.18 8.25 8.24 8.14 8.12 8.1 8.12 8.12 8.12 8.14 8.19 8.16 8.15 8.19 8.16 8.22 8.14 8.14 8.23 8.33 8.22 8.3 8.31 8.05 8.05 8.04 8.14 8.18 8.17 8.21 8.31 7.99 8.02 8 8.07 7.95 7.96 7.99 8 8.27 8.25 8.33 8.28 8.07 8.08 7.93
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900
300
200
Historic baseline
Data since incident
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TABLE 6 Conductivity values for the surface water (US)
Date Pond SW1 SW2 SW3 SW4 SW5
1999 Q3 2000 Q3 2001 Q3 2002 Q3 Tuesl2/08 Wed 13108 Thur 14108 Sat 16108 Sun 17108 Mon 18108 Tues 19108 Wed 20108 Thur 21108 Sat 23/08 Sun 24108 Mon 25/08 Tues 26/08 Thur 28/08 Fri 29/08 Sat 30/08 Sun 31/08 Mon l/O9 Tues 2/09 Wed 3/09 Thur 4/09 Fri 5109 Sat 6109 Sun 7109 Mon 8109 Tues 9/09 Weds IO/09 Thurs 11109 Mon 15109 Mon 22/09 Mon 6/10 Mon 20/l 0
666 665 656 656 660 753 750 748 751 700 623 623 619 626 619 681 685 684 684 688
376 376 381 379 572 577 579 573 382 583 582 581 583 377 405 455 466 440 534 435 576 437 582 439 591 431 586 585 434 589 589 437 556 568 424 546 542 460 577 551 423 579 579 413 547 550 562 566 560 419 562 563 413 546 552 409 535 535 396 561 557 387 566 561 383 564 563 352 556 554
553 572 578 587 558 586 558 537 547 467 544 562 563 549 534 563 564 562 556 577 560 583
564 551 577 578 582 584 593 595 586 588 590 591 561 556 555 550 572 575 584 550 550 567 567 567 566 551 544 533 537 561 561 569 570 565 562 558 557 571 573 570 550 576 577 603
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APPENDIX V
SOIL AND WASTE ANALYSIS RESULTS
;.-
0.
Intel Ireland: Incident Investigation Report TMS Environment Ltd
Ref 6171-2
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.,
APPEND= VI
ES1 SITE INVESTIGATION
Intel Ireland: Incident Investigation Report TMS Environment Ltd
Ref 6171-2
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;_
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Table 1 Borehole an d Monitoring Wells utilised by the study
A-4
DH-2
BH-3 BH-4
B-3 c-4
r-’ .‘” -“‘.l”““l”’ 49.2
. . . . ..,.. 2985951 _-_ 2370841 10.5%ish Drilling Ltd
298664: 236962; _ . 47.07 5.6’lGSL -”
298575i 2372221 ___ 41.84: __.__ __I..,“_ 298548/
4.&%L - Etevation guessed --- . . . _x_, I 237116 - ..-,- --....- 4 _, 97.5
237038i,.,.
10iSite Investiga$~nsLtd - Elevation guessed _ . . _,_......... __
2985731 ,____-_ ._ 2985531 .3?%!90; ,.,,,_
5p,41; 10.75jrjsh Drilling Ltd -_. -,. -.._.- . .
5347. l.~lAJlrish Drilling Ltd .-_ , .- _,“.
T4
T5
09-Sep-03; 09-Sep-03 09-Sep-03:09-Sep-03
298741
298744’
237325[ _ _I. 237306i ._ _ .I-. ;..
92/Ncj wm,p!e[ed., Trtsl to delineate Till/Gravel contact. _ .._- ..,_‘- . . .._ ..I.. ,, 7.1 /Not ~ernp,leted,,, Trial tq,<elne+a Till/Gravel contact. &3jNc$ qempteted., Tile! to.$e!~neat? Till/Gravel contact. 5,7jNot completed. . “.~. _. .._... Trial to,~ei?na~te Till/Gravel contact.
MW-1 MW-2 MW-3
MW-4 MW-5
MW-6
MW-7
298615. _. “.” z!2!?q-.. 298187 2373831.
,_ 23?.?!.!.j. .i.:. 298446.
_. 237233%j 298679:
298889. 237094: ..,“.,-- . . ..__.__. _, 2985341 236874j -.- .-.- -. ,.... + 298316’ 23~XBtfJj
48.641 “. ?.‘J?iwh!te Youns~ Green ._. .__..“.. ,. .,I 44 9; .: _ 95White Young Green - _. .,,
43731 "g.BjWhlteYau?p.(jreen ____, ____ ^_* ..___ 4525 7:sjWhite Young Green . . . 44.481 27:Wnite~ Yqung Green ,_
56.33~ . . _-. ,$kK T Cullen & Co .__.. . . .1 _ 57,67 22,K T Cullen &,Go
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_MW-8 _ ^. / N!!!:!! MW-IO ____. . -. ._ . - .MW-11
I-- -.. ..__.. ._.. _ , ‘MW-12 _ __ I.
J?Y!!:’ ? .“._ _,,,_ _._. ‘MW-14 i_ ._ . . _ .- _..._ ~- .
&w+’ 5 _..._ L_. ,....... ;,lJd~-I 6
.I._._... . .._...... i _ j...
‘MW-17 > . ;. ., LMW-18 /
, :MW-19
I - . _ 1
.MW-24 .--.._.” ..-I :MW-25 ..___- ---
04-Sep-03 04-Sep-03’ ,... --.. ___-... -.--.-_ ,_ (15-Sep-03 08-S&-03:
----i---- _.. ._. .I_ /
@W-26
MW-27
09-Sep-03(09-Sep-03: ._- ..-..._,_C_-,_-,-. IO-SeD-03i IO-Sew03:
,MW-28 1 O-~~p-OS! 15+?p-03’
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‘.
e. APPENDrx VII
ES1 GROUNDWATER CONCEPTUAL MODEL AND RISK ASSESSMENT
Intel Ireland: Incident Investigation Report TMS Environment Ltd
Ref 6171-2
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.’
!> . I j - I
ESI GROUNDWiTER CONCEPTUAL MCh& AND RISK
, ASS;ESFMENT
1 .I Introduction
The main report presents the identified source, pathway, receptor linkages. Potential receptors identified are workers on the Intel site, groundwater and the River Rye.
This appendix presents a’n assessment of risk for each identified receptor. A condeptual model of contaminant transport from the spilt area to each receptor is presented in Section I .2 and the risk assessment in Section 1.3 of this appendix.
The conceptual model describes Ihe prqcesses .a??, ~@!?$qys ,t)y which the contaminant- (the. sour&) is .cpns5de~$I ~j&re@h .all. .o& tt‘l~~;rde~t!t!8~-re~eptors in the :. j, ..::i . . . . . . . <>. .., &.‘:;. ..;. ; ‘:..,,;:.y:~<b.>’ ,A-.:. i .(- n’,& as&$@eht, .~n~~~~~~~~~~:‘t~~,~~~~~~~~~~~.~~~d~~~~d~~~~!~i~:~~d~~~~~d, &.@h
. . . . i1 -.., .,. : ._, ?,” .;!a ;...: . . . ..- . . . :... &< .A.. .c;” :. i .;: ,. 9;::.~~- .,&., _ .,.: .,. .: . . ,::: .,; .. z&iwi3:i &mk 1. ~~~~~~~~p~~~~~~~~~~~~~~~~~~~~~~;;~~~.~~~~~..~~.. be: i t3tm&wed -. in &$&; ..:.l.ijj”‘-.y:;% ...I b: -“i”:~,:~i /.. ., ‘+;.,’ ,..::: ,.: .,-.:i; : ( .f,;i’;;li,i ,;:, ...: ;. :
. . : :. ..: .::,.: .‘,::i( ,..f>;..y’. .I . . /. :;-i.: .“I;,., This, des~~ption .,~f ~~~ contaminant sour~~~~~~~s:~~~~n;:dompi,~d’:usiRg...information provided ih th&main report. The source spe~i~cation:de~.~~~~i~.this: sppiendix has been firepared for the purposeS of the risk. &sessrn$$i$~~~ :does fi& repface :the more detailed information provided in the main bddy’of t@ .&jd$~ :, ...’ On 3 August 2003, the caustic soMion day tank ove&h@d ks bi&d and catistic solution spilled onto the ground. An investigation of the erFa, by T&‘&-around the spill site showed a white residue on the ground indicatihg.that caustic solution had flowed over the ground surface at this locaQon. However, this residue was ,localised to the spill site indicating that re:el@i~ely littl~.~overtan$l J@$::of q@$c. solution had occurred.
,’ . . ,:,\,: -- -_.._ _ -..
el&t&al conduit s&&m, which is ur&rstood tii .68’ the bzis&ment i mder Ryebrook Electrical Substation (Figure 2.2, Appendix VIII). There is evidence from electrical conduit access points H2 to H7 that this occurred (see main report). In addition, 11,000 1 of 16% caustic solution was recovered from the Ryebrook Electrical Substation basement.
It is noted that shortly after the initial flushing of the electrical conduit system, sodium concentrations in the Fab, 24 dewatering well rose sharply (Figure I b, Appendix 111) and then felt again. The bottom of this. welt is thought to lie at about the water table and there is little natural groundwater seepage into the well. It is considered that the additional head provided by the flushing caused contamination to migrate away from the spill site, possibly ih all directions, and this resulted in contamination entering the Fab 24 well.
There are a number of electrical conduit off-shoots from the main conduit run under West Road, which feed power requirements to Fab 14 and Fab 24. These either slope upwards away from the main electrical conduit or are at the same
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level as the main electrical conduit. Due to the driving head of caustic solution in the electrical conduit system, the solution may have migrated up some of these off-shoots.
l Contamination may have leaked out of the electrical conduit system via the access chambers and the electrical conduits themselves, which are not sealed. Chamber H1 is observed to rest on Limestone bedrock. The other access chambers are located within Made Ground and were silted up.
As only 12,740 I out of a total 22,000 I have been recovered, it is considered that the remaining 9,260 I of caustic solution have migrated out of the electrical conduit system and seeped downwards through the unsaturated zone to the water table. It is considered unlikely that the contamination has reached the water table at a single point, rather a number of small plumes of contamination are likely to have originated from more permeable parts of the electrical conduit system and where the Made Ground, Limestone, or sift in the electrical conduits is more permeabIe.
It is also uncertain as to the rate of leakage from the unsaturated zone to the water tabte. The spill incident occurred during a dry period and therefore the contamination will have migrated downwards under free drainage. However, pockets of contamination may have become isolated within the Made Ground or within fissures within the Limestone. Following rainfall, these pockets may be gradually washed downwards to provide a long release time to the water table.
As shown on Figure 4.i, Appendix VIII, the total area over which contamination may have entered the ground is 14 554 m*. However, the concentration of contaminant at the water table at any point within this area is uncertain.
Inspection of Figures 3.2 and 3.3, Appendix VIII, shows that in the south southwest of the potential spill area, the Limestone bedrock underlies Made Ground and the water table lies within the Limestone. At the north northeast end River Gravels underlie Made Ground and the water table lies within the River Gravels.
12.2 Groundwater Pathways
Where contamination enters the Limestone, it will be diluted with groundwater flowing in the Limestone. The amount of dilution will depend on the hydraulic conductivity and hydraulic gradient of the Limestone as welf as the cross sectional area of flow. This latter term is Jargefy contra&d by the degree of fissuring in the Limestone intersected by the contamination. The contaminatiun wil titen migrate down the hydra& gradient by advection and discharge Into the River Gravels.
Where contamination enters the River Gravels directly, it will be diluted by groundwater flow within the river gravels.
It is considered that the north-western lower permeability Glacial Till will prevent the north-westwards migration of contamination and contribute to it migrating north and north-eastwards towards the River Rye.
Groundwater flow in the River Gravels will discharge into the River Rye, where there will be additional dilution of the contamination.
12.3 Potential Receptors
Potential receptors considered by the risk assessment are humans working on the Intel site, groundwater under the site and the River Rye. The latter receptor is considered as groundwater is likely to discharge to the river.
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g :() 1.3 RiskAssesstient ’
1.3.1 Human Health Risk Assessment
As discussed in the main report, it has been established that the caustic solution did not migrate significant distances over ground. The area of tarmac adjacent to the spill, which was contaminated by caustic solution has been dug out for off-site disposal.
Any pockets of highly concentrated caustic solution, remaining in the electrical conduit system will have been flushed out following jetting of the electrical conduits.
There are no gas migration issues associated with caustic solution.
It is considered that there is no. significant risk to. human health from the contaminant ; ,,..,. . ../I ::::I...: - ..:.:. :. :y.: ,... : . . i ..;::::..:.:;.‘..‘. I. spill. ‘Hbti~~G~ti~ thereis I~~~~~.~~~~~~.~~~?~~i”rrsk~~~~~~~r~~nn~l. ~$orklng;.‘.~ithin :the elect&a3 co~.j~~~~ m&j$b~& -:.~~~.‘t~~~~~~~~~~~~~.~~~~~~~~~~.~~~~~:~:h~~~~,:~.~ ;~g$F$y<&.F, _. precautionary
..,::: .+>.:;,..:..:.+<E. i., . : mgg&+& ~~,+&~~~ .~~~~~~~~~~:~~~~~~~~~~~~~~~~~~~,,~~~~~,:~~~, tve;p;H .is sfiown ‘lb ha$g’,~ci&$g~ ~~~q~~~~~~,.~~~~~~~ :‘. :. :; ., I
1.3.2 Gi-$&mdtiatey Risk A&&&nent :-‘~:~.:::.:..,,~.:...i.l: :.,.:.:. ; . . . . . :,: ,.:.
As discussed in Sedti~n’4:oft~~~~ma~~,.rep.~rt the;;Caip Lime&&& is not ‘& high yielding .$f& Teerelare ..~~:~~~~~~~.~~~~:~~~~~I~ ~~~~~~~~~~‘~‘~~~~~~~~~t~n :5 p& tif the sife. ,,y,;‘.:.. . . . . . . . ...“..... :: :.. ..y: ;.,. ..:.;-:;:..; .::::.:: :,i ,:,; ;,: .,,, ~.., j A,tho$ih tp&\ :ma~..~~.ji~~~~~~~~~~~~~~~t~~~~~~~~.~~,~~~r. t~:~~h~~‘s!tei,,;.the~e. ;are- do
abstradtion$ betw&n the $,,& ‘.~g@:. @fig ,tf&gf&jdw$tei &$~j&&$i~tit, -the River
Rye. The .area between,‘t~e’..~~li.and the River Ryeis ent@$y :ov$ed%y Intel atid there is no possibility of abstractio.nwells b&ng drilled in theforeseeabte future.
Thus it is considered that there is little significant risk to groundwater from the contamination incident and no further groundwater risk assessment is required.
The maximum acceptable sodium concentration in the River Rye is taken to be 150 mgll, which is the Maximum Allowable Concentration (MAC) limit (EPA, 2000).
The dilution factor between the River Gravels and the River Rye is presented in Appendix X and has been calculated as described below.
I. (1)
C&e is the volumetric groundwater flux in the River Gravels considered to discharge into the River Rye and QRiver is the volumetric flux in the River Rye.
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As a conservative measure, a low flow for the River Rye of 0.3 m3/s has been selected (Section 4 of the main report). If the flow rate is higher, this would result in an underestimate of the potential dilution and an overstatement of the potential risk; this approach is therefore a conservative, but prudent, underestimate of the dilution rate.
Further input parameters to the assessment are provided in Tables 1 and 2 of this appendix.
The flux in the River Gravels could be estimated based on Darcian calculations of flow. However, as illustrated by Figure 3.6, Appendix VIII, it is not straightforward to estimate the hydraulic gradient in the River Gravets and there are no data for the hydraulic conduct&‘@. As an alternative, it has been assumed that the flux in the River Gravels is the sum of the flux in the Limestone (which is considered to discharge into the River Gravels) and the flux of Fechafge water into the River Gravel along the bank of the River Rye. .
In order to provide a conservative risk assessment, parameters were selected which provide the highest plausible flow within the Limestone. Given that there was fittIe rainfall immediately after the incident, then it is likely that actual groundwater flows may be significantly lower than estimated here.
Table 1 fnput Parameters for Limestone
Parameter Value Units Comments Hydraulic gradient in 0.1 - Hydraulic gradient estimated from Figure 3.6, Appendix Limestone VIII. Hydraulic gradient is a weighted average of fissure
and mafrix hydraulic gradients.
Hydraulic conductivity 1 m/dHydraulic conductivity weighted towards fissure permeability (Section 4 in the main report).
Path Length 200 mTypical distance from spill area to contact between Limestone and River Gravels.
Mixing Depth
Width perpendicular to groundwater flow
20
100
mAssume that contamination mixes to ‘IlO of the path distance based on transverse dispersion having a normal distribution.
mEstimated width of possible spiff area from Figure 3.6.
Table 2 Input Parameters for River Gravels
Parameter Value Units Comments Average annual rainfall 836 mm/a Section 4 of main report
Recharge Length 100 m Distance from contact between Limestone and River Gravels and River Rye.
Recharge area 10000 Id Area calculated from recharge length and width perpendicular to groundwater flow.
Run off factor 0.1 - Assumed surface runoff factor.
The rate of groundwater flow in the Limestone and River Gravels can also be estimated from the contaminant breakthrough observed at MW-4 or MW-19:
l MW-19 monitors within Limestone. Assuming that the contamination entered the groundwater system from the electrical conduits in the vicinity of the North Road,
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:i
9 $$ I:
:I*. 0; .
,. .g i ~” “.
,I) a travel distance of approximately 25 m applies. Peak ckcentrations at MW-19 were reached on 8 September 2003, 37 days after the spill occurred. Further assuming that the contamination reached groundwater under the North Road shortly after the spill occurred (via transport in the electrical conduit system), this relates to a pore water velocity of 0.68 m/d. Taking a representative effective porosity in the Limestone of I%, this equates to a Darcy velocity of 0.0068 m/d, which compares to a Darcy velocity of 0.1 m/d based on the input parameters presented above in Table 1 and suggests that the input parameters selected for the risk assessment may be conservative by a factor of 10.
l MW-4 monitors in the River Gravels. Assuming that the contamination entered the groundwater system from. the Rye Brook Ele.@rieaj Substation, a travel distance of approximately..~O.:.m..~.~p~lies.. I Peak,. :cor&$i$$$ns attMW-4 were
.. j+j$j$j~~~fi $8 ,~~~~~~~~o~~:~~~~~~~~~~~~~~~~~,~~~~~~l~~~~~~~r~d-. .a@&@ .assumihg .‘.. y:;.. .:~.. ..-.:,., .:.::.:..y;-: ;: . . . . . c,.;;,%.:::% ‘:.:~*..:;:., . . . . . . . . . . . . . . . ..-... .: ,!:p<..~~.-,> ,.\.:: __.: (,I < >. ,/ ..,i;
tNti$j@ ~~~~~,~~~~~~~~~~~~~~~~~~~~~~~~~.~~~~~~~~~t~~~~ Sh@& a@r ‘L. ‘;- --.z. i p,:‘,.:,.: . . . . y(;..;j-~>~~ .-...;!c::$, :.a.i*.., :_ . ? .’ i .:.,< 5. * ..,... j th~~~lii;6~~~~~~~.~~:~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~.~~~~~~~~~~es $ a ..‘.(~ ‘.., . . . . .:: ;,;. .,;< 3. pore $& v~to~~$~~f ~~~~“!~~~g-l~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ ‘db;idsity in the
River Gfavel dep&# 6f ~~~l:~~~~~i.~~~ates:~~~~a Porgy ~~~~~ity~@.:O;~~ .&. ..: . . . . . ;>,.‘\:::,.;: .::; .,:. ..: .::i::. ..I:..‘. .-., . . . . . . .J‘.;‘..:.
‘q$J _. .I: . . : :.. : >:: +:. i :‘. .’ .,.:,\,,: ,.. :‘.......... ,i ,,:,. . ...,. : :.i: ; Thes& ~ar~~iat~~ns.~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~l I &.&$&~~$~ itie:- s;urce to the
ni&‘it&--Jhel,$. r~~~~~~~~~~~~~~~~~~~~~~~~e #jpe :~~~~~~~~~:~~dinis was .further
t~:!th~~~~i~~~~l’:p~i~~~~~~~~~~~~~~~~e~:~th~n~~,~~~~~~r~~~~dw~~r~:~~l~~,~.~~~~~ be fasti3r, x.. y;l’ “;.&.:. .i, ‘: ‘ci:.:,~. ,::,A,.; .A.. .i..:,:~~...,.:.,~~~~:~ :fi:,:;, : i.:*‘(.:.:)’ .,.:..,,. :~.,~:..~i.:.~.ls:.~..~9~.:~~~~~,! ,,;;. :5.;. ;;>~ . ..%. syi:. : . ..‘..,‘.; . . ..J ‘;- ..’ yik:;.f. ‘:~~..~;~. ..-li... ;:
and dilutionlower,’ implying :m~r~;.,~on~,e~at~s~‘~tn~the .nska:ssessment. .:. :.;;: ,“..‘., . . . . . 1.4 ~&ei:,R&&@ ., ’
Using the .inputs defined in Tables 1 and.:,2 above as inputs, the..flux in the River Gravels, the dilution factor between groundwater and the River Rye and the maximum acceptable concentrations in the River Gravels were estimated.
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EPA Export 25-07-2013:15:40:10
APPENDIX VIII
ES1 FIGURES
Intel Ireland: Incident Investigation Report TMS Environment Ltd
Ref 6171-2
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EPA Export 25-07-2013:15:40:10
296300 296300 297300 298300 . .
299,300 3oojIoo 301?00 302300
I .
295-300 296300 297300 298300 299300 3oojoo aoi300 soi
t Scale:1:6,000,00( . I /
Legend
Regional Monitoring Wells
SiteBaseMap
Figure 1 .I Location Map
Based on Ordnance Survey Ireland Permit No. 7751 0 Ordnance Survey Ireland and Government cf Ireland
arltal Simulations International Lid
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EPA Export 25-07-2013:15:40:10
297800 298000 298200 298400 298000 298800 299000 2992on 7madlM 7w4mn I
------ --- .-- I
---“-- I I I I I I I I
+ + + + + + + + +
+ +
w + + + + ‘m-13 + + + “17 + +\ +
b Spa Well
I I I I I I I I I I 297800 298000 298200 298400 298800 299200 299400
Legend
Buildings ~~w~p’;] Ele&jcal Sub Station -A.L,.*d m Electrical Sub Station Compound ~ -....- “‘-~
Energy Centre .-.-.. j-g@q Fab 10 i 1.. ,.., .1 Fab ‘4
.,_I... I .““,’ 1 Fab 14 Process Building
._-.,... I... ,, -.1 Fab 24
1~~~ Soil Tip
Roads ~ww~mwm North Road
-West Road
River Rye
Locations @ Exploration Borehole Groundwater
@ Exploration Borehole
@ Groundwater Monitoring Well
Q Remediation Well
A Spring
b Surface Water Sampling Location
Figure 2.1 Site Map
Date Drawn Sep 2003 RCS
Scale Checked 1:10.000 GEC -
Original Revlslon A4 1 i
File Reference
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EPA Export 25-07-2013:15:40:10
298450 298500 298550 298600 I I I I
298f50 29apo 298,750 298,BoO
I w “)I rum& Legend
Electrical Conduits
Q Exploration Borehole groundwater
Exploration Borehole
Groundwater Monitoring Well
Remediation Well
A Spring
@ Surface Water Sampling Location
MS
@ustic lank .:.
:~ElectricA Sub Station
‘Electrical Sub Station Compound
,..Fab 10
FT;% Fab ,4
~:Feb 14 Prooess Building
E--j:Fab 24
i;Soil Tip
River Rye
Figure 2.2 Map of spill area
Date Drawn Sea 2003 Rcs
Scale Checked 1:2,0w GEC
Original Retlsioo M 1
File Refctrenca
; : , : I , , ,
$ . , , . . :’ ‘,,
0 ‘:
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EPA Export 25-07-2013:15:40:11
-----c, ssw NNE
I I I
--- --
‘p E FAB14
i
6s
60
55
w
4s
40
39
30
20
20
IS
Flgure 3.2
G30lcgical crass-section 1
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EPA Export 25-07-2013:15:40:11
L
I I I I I I I -
0 IW 103 wo 404 m 500 _. , . Distance (m)
3gure 3.3
%i~lqlcal cmss-sectlcm 2
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EPA Export 25-07-2013:15:40:11
Intel Environmental Investigation Core-Photography
RCMw24 BOX3 of3
RCMW25Box 1 of4
1.G.S.L
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EPA Export 25-07-2013:15:40:11
Raw25 Box 2 of 4
i
0
Rcw25-Box 3 of 4
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EPA Export 25-07-2013:15:40:11
Intel Environmental Investigation Core-Photography
RClWW25 Box 4 of 4
RcNHw28 Box 1 of2
1.G.S.L
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EPA Export 25-07-2013:15:40:11
_, Intel Environinetital Investigbion Core-Photography
RCMW28 Box 2‘of 2
RCTl Box 1 of2
I.G..S.L
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EPA Export 25-07-2013:15:40:11
Intel Environmental Investigation Core-Photography
RCT1 BOX 2 of2
1.G.S.L
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EPA Export 25-07-2013:15:40:11
,;
: _,
,, ” 1, :,
Intel Environinental &westigation ‘Core-Photography
RCT3 Box 1 of 1
- )
1.cj.ly.L .I
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EPA Export 25-07-2013:15:40:11
Intel Environmental Investigation Core-Photography
RCT5 Box 1 of 1
1.G.S.L
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EPA Export 25-07-2013:15:40:11
ES1 DILUTION CALCULATIONS
’ : ri
Ref 6171-2
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EPA Export 25-07-2013:15:40:11
Additional recharge flux
Hydraulic conductivity Path Length
,Mixing Depth IWidth perp. ta GW flow
Q,im
Dilution Factor
Dilution Factors - final.xls
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EPA Export 25-07-2013:15:40:11
GEOLOGICAL SURVEY OF IRELAND: GROUNDWATER DATABASE
TMS Environment Ltd Ref 6171-2
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EPA Export 25-07-2013:15:40:11
GEOLOGICAL SURVEY OF IRELAND
GROUNDWATER DATABASE
List of abbreviations GSIHolename. 1:25,000 sheet Number and number of the well on that sheet
EASTING (E) & NORTHING (N) Grid Reference of the well
Grid Act or Act Accuracy level, refers to the accuracy of the grid reference.
Schemename
Townland
co.
Six or Six”
InvType
U
l=lOm 5 = 200m 9=5km
2=20m 6 = 500m 10 = IOkm
3=50m 7=lkm
4= IOOm 8=2km
Name of the person or organisation who own the well.
Name of the area where the well is located
County i.e. DO = County Donegal
1:10,560 sheet number (6” sheet number)
Well Type:
WD = Dug Well WB = Bored Well
WS = Spring WU = Unknown
Usage:
A = Agricultural use only
D = Domestic use only
I = Industrial use
0 = Other
B = Agricultural 8 Domestic use
G = Group Scheme
P = Public Supply
Y or Yield ClassYield:
F = Failure P = Poor (40m3/d)
M = Moderate (40 - 1 00m3/d) G = Good (100 - 400m3/d)
E = Excellent (>400m3/d) U = Unknown
Depth Total depth of the well in metres
DTB Depth to bedrock in metres
Yield Usually yield obtained during initial well testing in m3/day
SpeCap-Abstract Discharge/ Drawdown m3/day/ m (from yield test or abstraction data)
Aquifer Lith. General description of the geological unit supplying water to the well.
AveDailyAbstract m3/day
WaterStrike Metres below dipping reference - ground level unless stated otherwise
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EPA Export 25-07-2013:15:40:11
GSIHOLENAME Waterlevel DTB
2923NWW458 1.8
2923swwoo1 5.2
2923swwoo2 4.3
2923sww115 1.2
2923sww117 1.8
2923Sww118 2.4
2923sww119 21.9
2923SWW126 0.3
2923sww184 0.9
2923sww186 0.6
2923SWWl63 1.8
2923SWW’l64 1.2
2923SWWl65 2.4
2923SWW166 4.3
2923sww170 4.6
2923SWW171 1.2
2923sww172 2.4
2923sww173 5.0
2923SWW174 1.8
2923SWW175 1.2
2923SWW178 1.8
2923sww179 3.2
2923SWW202 2.5
2923sww204 2.4
Table El GSI Groundwater Database DEPTH COMPANYHOLENAME INVTYPE Easting Northing GRID-ACCURACY TOWNLAND
7.3 WD
7.0 Wf3
7.0 WB
2.1 32.6 WB
1.2 31.4 WB
23.2 WD
22.9 W/TB 247 WE
3.0 114.3 BOREHOLE TWI (E.I.S.) WB
WS
21.6 WB
3.7 WD
22.9 WB
4.1 WD
6.4 WD
6.1 WD
2.7 WD
2.7 WD
5.6 WD
4.0 WD
2.3 WD
10.9 WD
10.1 WD
2.0 120.0 BH 1 Wi3
3.0 70.0 !3H 3 WB
302000 240000
301700 239500
301700 239450
298870 235520
298870 235450
299770 236240
297760 234340
298760 235040
297520 236480
299110 235260
296780 239560
296600 239360
296540 239330
297770 238060
298330 236870
298960 238030
299470 237790
299990 237730
300920 237180
301360 237170
301600 238020
301980 237940
300300 233710
300070 233710
4 ELLICKSTOWN
7 KENNAGHSTOWN
7 KENNAGHSTOWN
7 BARNHALL
7 BARNHALL ___. ‘_’ 9 LEIXLIP
8 KILMACREDOCK
2 PARSONSTOWN -’ ‘L
3 KILMACREDOCK LOWE@ .’ .’ 3 EARNHALL I_,, ,:
3 OLDCARTON
3 OLDCARTON 3 OLDCARTON :/.. -
3 KELLYSTOWN
3 COLLINSTOWN
3 SION
3 CONFEY
3 CONFEY
3 CONFEY
3 CONFEY
3 CONFEY
3 ALLENSWOOD
3 BACKSTOWN
3 BACKSTOWN
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EPA Export 25-07-2013:15:40:11
GSIHOLENAME SIXINCH YIELD PROD-CLASS ABSTRACTDDOWN WATERSTRIKE- MAINAQUIFER-MLITH WATERSTRIKE- WATERSTRIKE-
2923NWW458 53 10.9
2923swwoo1 53 55 GRAVEL
2923swwoo2 53 71 DRIFT & GRAVEL P
2923sww115 11 109.1
2923sww117 11 109.1
2923SWW118 11 87.3
2923sww119 11 54.6
2923SWW126 11 305 III 26.43 20 LIMESTONE 24.50 35.00
2923SWW184 11
2923SWW186 11
2923SWW163 6
2923SWW164 6
2923SWW165 6
2923SWWl66 6
2923sww170 6
2923sww171 6
2923SWW172 6
2923sww173 6
2923sww174 6
2923sww175 6
2923SWW178 6
2923sww179 6
2923sww202 17 17.5v 53 LIMESTONE 55.00 56.00 2923sww204 17 39.9 v 45 LIMESTONE 47.50 53.00
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EPA Export 25-07-2013:15:40:11
GSIHOLENAME WATERSTRiKE- SPECAP-ABSTRACTION CWCOMMENTS
2923NWW458 .I
2923swwoo1
2923swwoo2
2923sww11.5
2923sww117 WELL DIAMETER: 254mm. 1st YIELD: 43,6m3/DAY, INCREASED AFTER 601bs DYNAMITE
2923svvw1 I a .’ ,,<,.
2923sww119 $,” ., ; _̂ ,“I .’ ” ‘
,- ,
41 .oo 2923SWWl26
2923Sww184
2923SWWl86
2923SWW163
2923SWVVI64
2923SWW165
2923SWW166
2923sww170 .
2923sww171
2923SwwI72
29235ww173
2923sww174
2923sww175
2923SNWl78
2923sww179
2923sww202
2923sJvw204
‘DRILLER: JOE KELLY. METHOD: AIR ROTARY.CASIN& 150mm STEEL CASING SEALED .:. WITH CEMENT GROUT& BENTONITE. INFLOW: 20m - <5m3/DAY, 24.5m - lOm3/DAY 35m 1, - 20m3/DAY, 41m - 25m3/DAY, 6lm - 75m3/DAY, 92.5m - 160m31DAY. STRIKE 5: 61mj
11.54 STRIKE 6: 92.5m. !‘:’ ’ ,1 ,.
Very Good ‘2, )
‘_
Very goad
0.49 dd = 35.7m pumping test data available 2.10dd = 18.9m pumping test data available
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EPA Export 25-07-2013:15:40:11
APPENDIX XII
GROUNDWATER LEVEL DATA
Intel Ireland: Incident Investigation Report TMS Environment Ltd
Ref 6171-2
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EPA Export 25-07-2013:15:40:11
1710912003
16/09/2003
15/09/2003
1410912003
13/0912003
12/09/2003
11109/2003
09/0912003
08107/2003
)7/09/2003
16109/2003
1510912003
)4109/2003
?4/08/2003
1310812003
-
-
-
-
-
-
-
2 ;
-
s d
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EPA Export 25-07-2013:15:40:12
Table C.2 Groundwater level data
I Average Dip (m below Top of casing above
hell Ground Level (m aOD) casing) ground level WL (mAOD)
IFab 14 7.07 0.00
Fab 24 7.88 0.00
w 46.64 3.50 0.40 45.54
43.49 4.20 39.29
MWII 43.42 4.25 39.17 MW 12 43.70 5.80 37.90
‘MW 13 2.45
MW 14 50.99 5.30 0.50 46.19 MW 15 44.77 6.10 38.67
MW16 42.53 9.80 0.40 33.13
MW17 : 37.57 4.90 0.15 32.74
MW18 I 6.70 -6.70
MW19 / 41.79 6.93 -.
0.60 35.46
‘MW 2 44.90 1.60 43.30
MW20 ! 3.50
MW21 / 3.85 0.40
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EPA Export 25-07-2013:15:40:12
1’
I Average Dip (m below Well Ground Level (m aOD) casing)
Top of casing above ground level ‘,
MW3 43.73 WL (mAOD) I~;~~~~.i~.;!. ,:x+?j:r: 5.”
3.60 0.30 40.43 1% -:.- MW4 40.34 7.25
I 0.54 33.6: 1 /,,
IMW 5 43.5 11.01 0.40 32.89 49.87 .rrr>$ : ‘_ “
AL - ,& ,.. IMW7 I 57.67 7.80 .
56.10 0.80 55.30 57.63 1.40 56.23
jMW24 1 44.93 10.43
47,74 4.15 56.33
36.3 2.90 0.2 33.61: 37.33 6.95 0.3
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EPA Export 25-07-2013:15:40:12
APPENDIX XIII
RAINFALL DATA
Intel Ireland: Incident Investigation Report TMS Environment Ltd
Ref 6171-2
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EPA Export 25-07-2013:15:40:12
: , .
i:
f’
. I : . ; : , : : . , , ; : ,i . “ . ‘, . 1
‘!.- Leix,ip’, co Kildare. : : : . j , : :
: . :
Year 2003 2003
Leixlip Month Day Rainfall (mm)
8 1 0.0 8 2 0.0
2003 1 8 I 3 I 0.0 2003 ---- i 8 ii 4 0.0 I 2009 IV 1
ii
I I I I
!i
s f 0.2 -_-
2oa- I3 I , I 0.0 2009 1 8 I 7 I 0.0 .- I I -.-
I3 I 8 I il I 0.0 I
LUU3 1 0 I I “I” gMr3 I 8 ;;; 0.0 I .11-r
ii
I
-ii
1 ---
‘“73 I I I nn I Tuu
2003 1 8 I 16 I ii:;; 8 17 1.0 1 I _.-
I3 I 8 1 I 0.0 I
a-".. , I - .
I -.-
----
2003 8 I ma.
28 I 1..
4.u i
2003 8 29 0.9 2003 8 30 0.0 2003 8 31 0.0
Monthly Total I I 8.5 I
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EPA Export 25-07-2013:15:40:12
Leixlip, Co Kildare.
--- 2002 1
I
I 9
9
I I . - I nn
V.”
2002 I I
I 17
ii
I I n.n -.-
2002 1 9 I 7.5 2002 I 9 19 0.7
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EPA Export 25-07-2013:15:40:12
i i
SITE HYDROLIC TEST DATA
TMS Environlhent Ltd Ref 6171-2
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EPA Export 25-07-2013:15:40:12
I
I Variable Head Perm Contract:
Number Client: Engineer Location Hole No.
Test No.
Intel, Environmental Invest.
9084 Intel
-iMS
Elapsed Time
(mins)
0.00 0.5 1 2
4
I)
5
6
7
8
IO
11
12
18
23
28
MW22
1
Depth to Water*
(m) 2.23 1 .oo
2.14 0.78
2.07 0.61
2.02 0.49
1.98 0.39
1.95 0.32
1.94 0.29
1.93 0.27
1.92 0.24
1.91 0.21
1.90 0.20
1.90 0.18
1.88 0.15
i .a7 0.12
1.86 0.10
Ht/Ho
eability Test Report Sheet IGSL(F48) TEST RESPONSE ZONE DETAILS:
Top (mbgl):
Bottom (mbgl): 16.40
0
Length (m): *** Diameter (m):
tnitial Standing Water Level [m below top of casing):
Height of casing or standpipe : shove ground level (m)
‘afling or Rising Head Test?
0.: . i .,.. _ i I : ‘..~ .., - 7 .h.,.. :’ _’ ,‘.‘. ,,
RISING
0.00 10.00 20.00
Time (min)
30.00
--__-.
Diameter of standpipe/borehole (m) I 0.i
X-sectional area of BH/Standpipe A= 0.00785
lape Factor (note 5) F= 2.3743:
me to reach Ht/Ho = 0.37 (set) -f-= .’ 255
ctrapotated Yes/No
Iefficient of Permeability (A/FT) (m/s) K= I .29E-0:
Notes
Depth of water below top of casing/standpipe * ‘A’ is calculated from the standpipe or piezometer tube, or the borehole casing diameter if the test is carried
out during the course of boring operations.
** This is normally the diameter of the borehole since the response zone includes the gravel surround
, rme lag is taken as the elapsed time corresponding to a value of H/Ho = 0.37. If H/Ho does not reach 0.37, it
will be necessary to extrapolate the graph and assess the time.
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EPA Export 25-07-2013:15:40:12
~.
*,’ 2
.i . ,
L . , . /
Variable Head Permeability Test Report Sheet lGSL (F4B) bontract: Intel, Environmental Invest.
I TEST RESPONSE ZONE DETAILS:
Number 9084
Client: Intel
Engineer -THIS Location Hole No. MW23
rest No. 1
Top (mbgl): 1.50 Bottom (mbgl): 6.80
to Water* Depth
(ml 2.96
2.95
2.94
Elapsed Time
(mins)
0.00 0.5
1
ZOMMENI-S: Ittempted to bail out well o draw water level down. Jnable to bail fast enough. ‘oured five gallons of water nto well for falling head est, but water dispersed 00 quickly to monitor.
1 .oo 0.50. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.QO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.ou 0.00 0.00 0.00 0.00 0.00 0.00 0.00
a.00 0.00 0.00 0.00 0.00 0.00 0.00
HtlHo
z 2
0.10
Time (min)
Diameter of standpipe/borehole (m)
X-sectional area of BH/Standpipe hape Factor (note 5) me to readh Ht/Ho = 0.37 (set) xtrapolated Yes/No
I 0.’ A= 0.0078! F= 8.1577( -t-= I;:;... :.. :;y; .;,- y&.. -’
oeffioient of Permeability (A/FT) (m/s) K=
Notes Depth of water below top of casing/standpipe
c ‘A’ is calculated from the standpipe or piezometer tube, or the borehole casing diameter if the test is Carrie
out during the course of boring operations. ‘* -.. is is normally the diameter of the borehole since the response zone includes, the gravel surround ‘ime lag is taken as the elapsed time corresponding to a value of H/Ho = 0.37. If H/Ho does not reach 0.37, it /ill be necessarv to extraDolate the araoh and assess the time.
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-Variable Head Permeability Test Report Sheet IGSL(F4B) Contract: Intel, Environmental Invest.
I TEST RESPONSE ZONE DETAILS: I;
Number Client:
Engineer hcation dole No. rest No.
9084 Intel
TMS
Elapsed Time
(mins)
0.00 0.5 2 3
B
6
8 10 13 15 17 20 25 30 40 60 75 139 150 175 200
l
MW24
1
Depth to Water*
0-N 11.08 11.07 11.06 11.05 11.03 11.00 10.98 10.96 10.93 10.90 10.86 10.84 10.80 10.76 10.71 10.68 10.63 10.62 10.60 10.58
Ht/Ho
1 .a0 0.99 0.97 0.96 0.93 0.89 0.86 0.84 0.79 0.75 0.70 0.67 0.62 0.56 0.49 0.45 0.38 0.37 0.34 0.32
Top (mbgl): 8.0 Bottom (mbgl): 11 .o
above ground level (mf . -.- . . .l,&. ,, : ,’ ,4i?,rrT ‘. ..j ;.
Falling or Rising Head Test? 1 Rising
0.00 50.00 100.00 150.00 200.00 250.00
Time (min)
-.--
‘Diameter of standpipe/borehofe (m) I 0.1
X-sectional area of BHLStandpipe A= 0.0078: hape Factor (note 5) F= 5.24811 ime to reach Ht/Ho = 0.37 (set) -I-= :. .’ 8ggc xtrapolated Yes/No
oefficient of Permeability (A/FT) (m/s) K= 1.67E-07
Notes * Depth of water below top of casing/standpipe I ** ‘A’ is calculated from the standpipe or piezometer tube, or the borehole casing diameter if the test is carried
out during the course of boring operations. This is normally the diameter of the borehole since the response zone includes the gravel surround
Time lag is taken as the elapsed time corresponding to a value of H/Ho = 0.37. If H/Ho does not reach 0.37, it will be necessary to extrapolate the graph and assess the time.
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Variable Head Penn eability Test Report Sheet 1 lGSL(F4B) 1 I I
TEST RESPONSE ZONE DETAILS: Contract: Intel, Environmental Invest. 9084 Intel
l-MS
Number Client:
Engineer Location Llole No.
rest No.
Elapsed Time
(mins)
0.00 0.5
1 1.5 2
3.5 4.5 5.5
7 9
12 15 25
Top (mbgl): I 6.50 Bottom (mbgl): 9.50 Length (m): *** Diameter Imk Initial Standing Water Level
(m below top of casing):
MW25
1
Height of casing or standpipe : above ground level (m)
Depth
to Water*
HtlHo
‘ailing or Rising Head Test? 1 RISING b-0 5.40 5.36
5.30 5.27 5.29 5.34 5.35 5.38 5.38 5.32 5.32 5.32 5.32
1 .oo
0.92
0.80 0.73 0.78 j 0.88 0.90 0.96 0.96 0.84 0.84 0.84 0.84
1 .oo
Jote: water level fluctuated ( ill iring lermeability test?? 20.00
Tiine (min)
Diameter of standpipe/borehole (m) I 0.1 X-sectional area of BHIStandpipe A= 0.00785
hape Factor (note 5) F= 5.24811 me to readh HtlHo = 0.37 (set) T= .jg;$g;, :,..;;::,<, i.’
.ll): <;, ;“.‘: +~+.‘,:.’ ‘~ ,.::’ :z, Ktrapolated Yes/No oefficient of Pertieability (A/FT) (m/s) K=
Notes Depth of water below top of casing/standpipe
r
‘A’ is calculaied from the standpipe or piezometer tube, or the borehole casing diameter if the test is carried out during the course of boring operations.
** This is normally the diameter of the borehole since the response zone includes the gravel surround . .
I Ime lag is taken as the elapsed time corresponding to a value of H/Ho = 0.37. If H/Ho does not reach 0.37, it will be’ necessary to extrapolate the graph and assess the time.
A -
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Intel, Environmental Invest.
I TEST RESPONSE ZONE DETAILS:
9084 Intel
l-Ms
I Variable Head Permeability Test Report Sheet Contract: Number Cfient:
Engineer Location
-lole No. rest No.
MW25 1
Top (mbgf): Bottom (mbgl): Length (m): ‘** Diameter (m):
Initial Standing Water Level
:rn below top of casing):
-ieight of casing or standpipe :
shove ground level (m) Elapsed
Time
(mins)
0.00 1 2 3 .5
a 5
5.5 7
10 14 16 20 23 28 66 103
Depth to Water*
(ml 3.76 3.78 3.80 3.86 3.88 3.89 3.91 3.93 3.96 4.06 4.15 4.20 4.29 4.43 5.45 6.02
: : .’
lit/f-l0 IO .,.- /.
zalling or Rising Head Test? 1 FALLING 1 .oo 0.99 1 .ot 1’4 - - - - - - 0.99 - - - - -. - - - -
0.97 - - -
0.96 - - - -
0.96 - - -- - - - -
0.96 - - -_ - -
0.95 - -
0.94 - - - - - - - 0.91 0.88 0.87
j - - - - : _- 6
0.84 ‘1 I
0.80 z !
k 3
r‘ I
0.50 -
T - - - -
0.33
,
r- l-
50.00 100.00
Time (min)
!
Diameter of standpipe/borehole (m)
X-sectional area of BH/Standpipe Tape Factor (note 5) me to reach Ht/Ho = 0.37 (set) ctrapolated Yes/No
I 0.1 A= 0.00785 F= 5.24811 T=- $71
Jefficient of Permeability (A/FT) (m/s) K= 2.64E-07
Notes Depth of water below top of casingktandpipe
‘A’ is calculated from the standpipe or piezometer tube, or the borehole casing diameter if the test is carried out during the course of boring operations.
This is normally the diameter of the borehole since the response zone includes the gravel surround me lag is taken as the elapsed time corresponding to a value of H/Ho = 0.37. If H/Ho does not reach 0.37, it ill be necessary to extrapolate the graph and assess the time.
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I Variable Head Permeability Test Report Sheet 1 lGSfe(F4q Intel, Environmental Invest.
I TEST RESPONSE ZONE DETAILS: Contract:
Number Client: Engineer
Location
Hole No. rest No.
9084
Intel
TMS
MW28 1
Elapsed Depth Time to Water*
(mins) (ml 0.00 4.70 0.5 4.65
1 4.62 1.5 4.58 2 4.56
2.5 4.55 3 4.54
3.5 4.53 4 4.53 5 4.52 6 4.51 7 4.51
Ht/Ho
1.00 0.75 0.60 0.40 0.30 0.25 0.20 0.15 0.13 0.10 0.05 0.02 0.00 0.00 0.00 0.00
is z
0.10
Time (min)
6.00 8.00
‘Diameter of standpipe/borehole (m) ’ X-sectional area of BHlStandpipe hape Factor (note 5) ime to reach Ht/Ho = 0.37 (set) xtrapolated Yes/No
I 0. A= 0.0078:
oefficient of Permeability (A/FT) (m/s) K= 1.51 E-O!
Notes Depth of water below top of casingktandpipe
i ‘A’ is calculated from the standpipe or piezometer tube, or the borehole casing diameter if the test is carried out during the course of boring operations.
‘. This is normally the diameter of the borehole since the response zone includes the gravel surround we lag is taken as the elapsed time corresponding to a value of H/Ho = 0.37. If H/Ho does not reach 0.37, it 411 be kcessary to extrapolate the graph and assess the time.
:
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EPA Export 25-07-2013:15:40:12
1 P hnuary 2004
IPC Enforcement Administration, Enviromnental Protection Agency; Dublin Regional Inspectorate, Richview, Clonskeagh Road, Dublin 14.
Dear Sir or Madam:
On the 3’d August 2003 there was a overflow of Sodium Hydroxide (25% concentration) from a bunded area in Fab 24. The EPA were notified of the occurrence on the 3rd of August 2003. Two investigations were instigated as a result of the incident. TMS Environment Ltd was commissioned by Intel h-eland to lead an investigation in to the environmental significance of the spill and their final report is enclosed in triplicate. Intel conducted an investigation to determine the root cause, contributing factors and appropriate correctjve actions relatmg to the incident. Please find the incident investigation’s results in the following pages.
If you require any further information, please do not hesitate to contact the undersigned.
Yours sincerely,
___ I - . I
Mark Rutherfos Environmental Manager Direct Line: 02-6068895
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.,
i ‘,. ‘. .’ ,, i i. _ j ,, -5
:,<- . .’ 7’: , : :>
3’” August 2QQJ L%ailti’~~$drGittie p?C% ~CAX~C.) spa hdk!nt ‘,
-f &p$q$igJn 1 ., _, / ib :,, I.
L,o&ion of Incident- ._ . : --.:< .:i 1:: -“’ ~ :: :;
The incident occurred at the acid exhaust scrubber caustic. dosing bund at the west side of the F24 main fab building. ’ ;
:. .
Date a<d Time of Incidtipt and its DuratkQi The incident occurred at 3:59am Sunday 3’“d August 2003’ with a duration of 2 hours 20 minutes. .j ‘i .! .- :;:
,, : ;,: r. :.; :’ ‘&t&s i~f ()ccur@nc&,iI: T‘ : I’, At 3:59am 3’” Aug 20’63, a ‘te&nician opened the inlet valve to the Fab24 west scrubber sodium hydroxide dosing system day tank, by setting valve status to “On” (i.e. Manual instead of“‘Automatic”; the no&al mode of operation) f?om a remote Cimplicity Facilities h$nagement System (l?$IS) screen. As a result the bulk NaOH distribution pump pun$ed the contents of bulk tank into the day tank which overflowed into the conttiinment bund and eventually onto the tarmac adjacent to the secondary containment. Paged high-high alarms for the day tank &vet’ & bund sump level were received by the technician responsible’ for‘the system, but no abpropriate response action was taken. An estimated 22m” of 25% NaOH solution overflowed from the day tank bund onto a tarmac and into an adjoining underground electrical duct. The bulk tank was empty by’6:2Oam. The spill was discovered at I:OOpm during Rounds & Readings and escalation & contairiment began immediately.
‘- ~., : Chronologv of Kev Events: (i-&mm are denoted in Itcilics) 03:iV &07 bwtd srrrq~ j.~lq? J~i.$i t&.&~&&n event. This alarm was due to the fact
that there had been’rainfall earlier in the night. 03:59 NaOH day tank inlet flow valve was switched to “On” from a remote
Cimplicity terminal. The technician- inadvertently took this action instead of opening the bund sunup pump ‘valve lo&ted on the same Cimplicity screen.
04:Ol Bund surq~'p~~inp solenoid set to “‘On” from the same Cimplicity screen 04:Ol Bund high level sump a!armacknewledged/re-set 04:Ol Bund sump pump solenoid set, to “Off’ from Cimplicity 04~02 iZr,UF’f d~<v rL~~tR-~fi~@ fevel <I$@~ e~&t ‘, 04:02 Ak?B day tnrk I”ii@J+$i I&l al&G t$~rt 04:03 Nil UH lmnd s!my.? j?mrp ~~ll’ir;l; i&d aimp? evmt
04:04 !~&mf bi~lmisunt~ I’mp J&Ii&h ic?veE d&t evenii 04:04 siimp pumi$‘k,/?$d ,,&Q f~‘~impii.~ty
04:04 Sump pump turned “Off’ f&&Cimplicity. High-high alarm was not reset. 04:36 User-logout frdm r¬e Cimplicity te&inal 05.23 &ii/c Ltkmlge ~~ltr~-lr~~~~al~~~~nl 1’S% 05:43 BtliJi Stwa&~ TM&w-l~~W &+tt p6 05:43 B& smage Tiri&lLvl~ ah+, .x.f % : .; i: m.43 Bj$k Smrcqy .~~hl~.~l~)~k-fi,l.~~~~~?i? 14, im;,
3:
OS:55 -(a$prox) TechriiciarG res’po~d~lo~ k&l alarms at bulk tank and assume ‘, i. :
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Root Cause: The root cause of the incident was behavioural. Once the day tank lcvei reached high- high, this was alarmed as a critical alarm to the technician’s pager and was not responded too. Once the bund sump level reached high-high another critical alarm was paged to the same technician. Again the technician did not respond appropriately. The technician had been trained on the operation of the system.
Contributing Factor: The FMS (facility management system) allowed remote manual function of the day tank fill valve from the NaBH bulk tank.
Corrective Actions Taken: B The root cause behavioural issue was addressed with the individual.
* All facilities operations personnel were stood down from normal operations to m-emphasise the criticality of diligent response to critical alarms, and the impacts of failure to do so.
o All operations technicians working with facilities’ hazardous systems on the site were retrained.
5 The FMS function that allows remote operation of the day tank fill valve was removed from the system in question and others like it on the site. This lesson was also proliferated to all other Intel wafer fabrication sites through the Intel cross site incident management system.
o A “dead man” switch was installed on this fill valve meaning the valve cannot be manually left open unless the operator stands with a hand on the switch.
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