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HomeMy WebLinkAbout2020-08-05 Packet - Part 5-pgs-2000-2499 Model Output: Lanfill Characteristics
Landfill Name: Ukiah Landfill Year Opened: 1955
State: CA If Closed,Year: 2001 k Value: 0.038
City/County: Ukiah/Mendocino M Value: 6
Model Output: Landfill Gas Captured and Captured Gas Heat
(graph values in MMbtu/hr)
Landfill as Captured
Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
(scf/min) (MMbtu/hr)
2004 173 5.2 2004
2005 166 5.0
2006 160 4.9 2006
2007 154 4.7
2008 148 4.5 2008
2009 143 4.3
2010 138 4.2 2010
2011 132 4.0
2012 127 3.9 2012
2013 123 3.7
2014 118 3.6 2014
2015 114 3.5
2016 109 3.3 2016
2017 105 3.2
2018 101 3.1 2018
2019 98 3.0
2020 94 2.9 2020
Page 2000 of 4165
Page 2001 of 4165
III"I Y IICd°W.PlICIA11l1°°III IIL.. III III':; III IIIII...III...
Model 2:Parameters
Simple First Order
Lo: 3,200 cubic feet Methane/ton refuse
k: 0038/year
Lag time between initial placement of refuse and start of generation
is assumed to be one year.
Methane Generation
Methane Generation
Annual (Million cubic feet/year)
Refuse Lower Median Upper
Year (Tons) Limit Limit
1956 10,'7'67' 1 1 2
1957 11,317'' 2 2 4
1958 11,867 2 4 5
1959 12,417'' 3 5 7
1960 12,967' 4 6 9
1961 13,517'' 5 7 11
1962 'tl4,067'' 6 9 13
1963 14,617'' 7 10 15
1964 15,16 7'' 7 11 17
1965 15,7,117' 8 13 19
1966 16,267 9 14 21
1967 16,817 10 16 23
1968 1'7,36'7 11 17 25
1969 1'7,917'' 12 18 27
1970 18,4 6 7'' 13 20 29
1971 19,017'' 14 21 31
1972 19,567'' 15 23 33
1973 20,'17'' 16 24 35
1974 20,a'pR�"r'7 17 25 37
1975 '1 217'' 18 27 40
1976 21,767 19 28 42
1977 22 317'' 20 30 44
1978 2286'7 21 31 46
1979 23,417'' 22 33 48
1980 23,±67'' 23 34 51
1981 Z4,517'' 24 36 53
1982 '5,067'' 25 37 55
1983 '5,a'p 7'' 26 39 57
1984 26,1 a'7'' 27 41 60
1985 26,7'117' 28 42 62
1986 27,267 29 44 64
1987 27',8'117' 30 45 66
1988 28,367 31 47 69
1989 28,917'' 32 48 71
1990 26),46'7 33 50 73
1991 26,540 34 52 76
1992 25,444 35 53 77
1993 21,±86: 35 54 79
1994 22,255 36 54 80
1995 26,330 36 55 81
1996 27,001 37 56 82
1997 34,184 37 57 84
1998 42,48E) 39 59 86
1999 44,995 40 62 91
2000 42,856 42 65 95
2001 10,'7"Z:] 44 67 99
2002 0 43 66 97
2003 0 42 64 93
2004 0 40 61 90
2005 0 39 59 86
2006 0 37 57 83
2007 0 36 55 80
2008 0 34 53 77
2009 0 33 51 74
2010 0 32 49 72
2011 0 31 47 69
2012 0 30 45 66
2013 0 28 43 64
2014 0 27 42 61
2015 0 26 40 59
2016 0 25 39 57
2017 0 24 37 55
2018 0 24 36 53
2019 0 23 35 51
2020 0 22 33 49
2021 0 21 32 47
2022 0 20 31 45
2023 0 19 30 44
Page 2002 of 4165
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MODIFIED FIRST
Page 2004 of 4165
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Model 3:Parameters
Modified First Order
s: 'tl.V90
Lo: 3,200 cubic feet Methane/ton refuse
k: 0 035/year
Lag time between initial placement of refuse and start of generation
is assumed to be one year.
Methane Generation
Annual Methane
Refuse Generation
Year (Tons) (Million cubic feet/year)
19955 ,.. 0,217 ,.. ,0
1956 10,76�7 1
1957 11,3117 2
1958 11,86�7 3
1959 12,Y'7 4
1960 12,96�7 6
1961 13,517 7
1962 11,06�7 8
1963 11,617 10
1964 15,16 J 11
1965 15,'7 7 12
1966 16,26�7 14
1967 16,817 15
1968 17,36�7 16
1969 17,917 18
1970 18,46�7 19
1971 19,017 21
1972 19,56�7 22
1973 20,117 24
1974 20,66�7 25
1975 21,217 27
1976 21,76�7 28
1977 22,3117 30
1978 22,86�7 31
1979 23,9'7 33
1980 23,967 34
1981 24,517 36
1982 2r5,06�7 37
1983 2r5,617 39
1984 26,16 J 40
1985 26,717 42
1986 27,26�7 44
1987 27,817 45
1988 28,367 47
1989 28,917 48
1990 29,467 50
1991 26,50 51
1992 25,444 44 53
1993 21,986 54
1994 22,255 55
1995 26,330 55
1996 27,001 56
1997 34,184 57
1998 42,489 59
1999 ��Y��Y,7i97i95 61
2000 12,356 64
2001 10,724 67
2002 0 67
2003 0 65
2004 0 63
2005 0 61
2006 0 59
2007 0 57
2008 0 55
2009 0 52
2010 0 51
2011 0 49
2012 0 47
2013 0 45
2014 0 43
2015 0 42
2016 0 40
2017 0 39
2018 0 37
2019 0 36
2020 0 35
2021 0 33
2022 0 32
2023 0 31
Page 2005 of 4165
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Page 2007 of 4165
Model 4:Parameters
First Order Multi-Phase
k-Constant(for rapid) 0 08 Decay Rate of Rapidly Decomposables
k-Constant(for slow) 0 06 Decay Rate of Slowly Decomposables
Fraction rapid decomposing W1G, Fraction of Rapidly Decomposing Waste
Fraction slow decomposing 4"011,1, Fraction of Slowly Decomposing Waste
Lo-Constant 3,200 cubic feet Methane/ton refuse
Lag time between initial placement of refuse and start of generation
is assumed to be one year.
Methane Generation
Annual Methane
Refuse Generation
Year (Tons) (Million cubic feet/year)
1956 10,76�7 2
1957 11,3117 4
1958 11,86�7 6
1959 12,9'7 8
1960 12,96�7 10
1961 13,517 12
1962 11,06 J 14
1963 11,617 16
1964 15,16 J 18
1965 15,'7 7 20
1966 16,26�7 22
1967 16,817 23
1968 17,36�7 25
1969 17,917 27
1970 18,46�7 29
1971 19,017 31
1972 19,56�7 33
1973 20,117 34
1974 20,66�7 36
1975 21,217 38
1976 21,76�7 40
1977 22,3117 42
1978 22,86�7 43
1979 23,9'7 45
1980 23,967 47
1981 24,517 49
1982 25,067 50
1983 25,617 52
1984 26,16 J 54
1985 26,717 56
1986 27,26�7 57
1987 27,817 59
1988 28,36�7 61
1989 28,917 63
1990 29,467 64
1991 26,60 66
1992 25,444 67
1993 21,986 68
1994 22,255 68
1995 26,330 68
1996 27,001 69
1997 33,183 70
1998 42,489 72
1999 ��9��9,9i99i96 76
2000 12,856 80
2001 10,724 83
2002 0 80
2003 0 75
2004 0 70
2005 0 65
2006 0 61
2007 0 57
2008 0 53
2009 0 50
2010 0 47
2011 0 43
2012 0 41
2013 0 38
2014 0 36
2015 0 33
2016 0 31
2017 0 29
2018 0 27
2019 0 25
2020 0 24
2021 0 22
2022 0 21
2023 0 19
Page 2008 of 4165
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APPENDIX
SCENARIO
Page 2010 of 4165
IPCC MODEL
Page 2011 of 4165
Model Output: Lanfill Characteristics
Landfill Name: Ukiah Landfill Year Opened: 1955
State: CA If Closed,Year: 2001 k Value: 0.038
City/County: Ukiah/Mendocino M Value: 6
Model Output: Landfill Gas Captured and Captured Gas Heat
(graph values in MMbtu/hr)
Landfill as Captured
Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0
scf/min MMbtu/hr
1900 1900
1901
1902 1902
1903
1904 1904
1905
1906 1906
1907
1908 1908
1909
1910 1910
1911
1912 1912
1913
1914 1914
1915
1916 1916
1917
1918 1918
1919
1920 1920
1921
1922 1922
1923
1924 1924
1925
1926 1926
1927
1928 1928
1929
1930 1930
1931
1932 1932
1933
1934 1934
1935
1936 1936
1937
1938 1938
1939
1940 1940
1941
1942 1942
1943
1944 1944
1945
1946 1946
1947
1948 1948
1949
1950 1950
1951 Page 2012 of 4165
Model Output: Lanfill Characteristics
Landfill Name: Ukiah Landfill Year Opened: 1955
State: CA If Closed,Year: 2001 k Value: 0.038
City/County: Ukiah/Mendocino M Value: 6
Model Output: Landfill Gas Captured and Captured Gas Heat
(graph values in MMbtu/hr)
Landfill as Captured
Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0
(scf/min) (MMbtu/hr)
1952 1952
1953
1954 1954
1955
1956 1956
1957
1958 1958
1959
1960 1960
1961
1962 1962
1963
1964 1964
1965
1966 1966
1967
1968 1968
1969
1970 1970
1971 5 0.2
1972 15 0.4 1972
1973 24 0.7
1974 34 1.0 1974
1975 43 1.3
1976 52 1.6 1976
1977 61 1.8
1978 70 2.1 1978
1979 78 2.4
1980 87 2.6 1980
1981 95 2.9
1982 103 3.1 1982
1983 111 3.4
1984 119 3.6 1984
1985 128 3.9
1986 136 4.1 1986
1987 145 4.4
1988 153 4.6 1988
1989 161 4.9
1990 169 5.1 1990
1991 177 5.4
1992 185 5.6 1992
1993 194 5.9
1994 202 6.1 1994
1995 211 6.4
1996 217 6.6 1996
1997 221 6.7
1998 225 6.8 1998
1999 228 6.9
2000 232 7.1 2000
2001 236 7.2
2002 234 7.1 2002
2003 225 6.8 Page 2013 of 4165
Model Output: Lanfill Characteristics
Landfill Name: Ukiah Landfill Year Opened: 1955
State: CA If Closed,Year: 2001 k Value: 0.038
City/County: Ukiah/Mendocino M Value: 6
Model Output: Landfill Gas Captured and Captured Gas Heat
(graph values in MMbtu/hr)
Landfill as Captured
Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0
(scf/min) (MMbtu/hr)
2004 216 6.6 2004
2005 208 6.3
2006 201 6.1 2006
2007 193 5.9
2008 186 5.6 2008
2009 179 5.4
2010 172 5.2 2010
2011 166 5.0
2012 160 4.8 2012
2013 154 4.7
2014 148 4.5 2014
2015 143 4.3
2016 137 4.2 2016
2017 132 4.0
2018 127 3.9 2018
2019 122 3.7
2020 118 3.6 2020
Page 2014 of 4165
SIMPLE FIRST ORDER MODEL
Page 2015 of 4165
III"I Y IICd°W.PlICIA11l1°°III IIL.. III III':; III IIIII...III...
Model 2:Parameters
Simple First Order
Lo: 3,200 cubic feet Methane/ton refuse
k: 0038/year
Lag time between initial placement of refuse and start of generation
is assumed to be one year.
Methane Generation
Methane Generation
Annual (Million cubic feet/year)
Refuse Lower Median Upper
Year (Tons) Limit Limit
1955 0 0;,;;; 0,;;;; ,.,.
1956 0 0 0 0
1957 0 0 0 0
1958 0 0 0 0
1959 0 0 0 0
1960 0 0 0 0
1961 0 0 0 0
1962 0 0 0 0
1963 0 0 0 0
1964 0 0 0 0
1965 0 0 0 0
1966 0 0 0 0
1967 0 0 0 0
1968 0 0 0 0
1969 0 0 0 0
1970 0 0 0 0
1971 28,050 0 0 0
1972 28,600 2 3 5
1973 26'r➢j50 4 7 10
1974 26'iiu,'7''d',0 6 10 14
1975 30,250 8 13 19
1976 30,800 10 16 23
1977 31,350 12 19 28
1978 31,900 14 22 32
1979 32,450 16 25 36
1980 33,000 18 28 41
1981 33,550 20 30 45
1982 3,1"100 22 33 49
1983 3,1,650 24 36 53
1984 35,200 25 39 57
1985 35,7'50 27 41 61
1986 3P;',.,300 29 44 65
1987 36,850 31 47 69
1988 37';400 32 49 72
1989 3'7',950 34 52 76
1990 38,500 36 54 80
1991 39,050 37 57 83
1992 39,aMo 39 59 87
1993 40,150 40 62 91
1994 40,'7'00 42 64 94
1995 41,250 44 66 98
1996 41,800 45 69 101
1997 42,350 47 71 104
1998 42,900 48 73 108
1999 43;4,50 50 76 111
2000 44,000 51 78 114
2001 4,1,550 53 80 118
2002 0 54 82 121
2003 0 52 79 117
2004 0 50 76 112
2005 0 48 74 108
2006 0 46 71 104
2007 0 45 68 100
2008 0 43 66 96
2009 0 41 63 93
2010 0 40 61 89
2011 0 38 59 86
2012 0 37 56 83
2013 0 36 54 80
2014 0 34 52 77
2015 0 33 50 74
2016 0 32 48 71
2017 0 31 47 68
2018 0 29 45 66
2019 0 28 43 63
2020 0 27 42 61
2021 0 26 40 59
2022 0 25 39 57
2023 0 24 37 55
Page 2016 of 4165
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MODIFIED FIRS EIS
(SAS ENGINEERS, 1998
Page 2018 of 4165
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Model 3:Parameters
Modified First Order
s: 'tl.V90
Lo: 3,200 cubic feet Methane/ton refuse
k: 0 035/year
Lag time between initial placement of refuse and start of generation
is assumed to be one year.
Methane Generation
Annual Methane
Refuse Generation
Year (Tons) (Million cubic feet/year)
19+55 ,0
1956 0 0
1957 0 0
1958 0 0
1959 0 0
1960 0 0
1961 0 0
1962 0 0
1963 0 0
1964 0 0
1965 0 0
1966 0 0
1967 0 0
1968 0 0
1969 0 0
1970 0 0
1971 28,050 0
1972 28,600 2
1973 29,150 5
1974 29,700 8
1975 30,250 11
1976 30,80o 14
1977 311,350 17
1978 311,90o 21
1979 32,450 24
1980 33,00o 26
1981 33,550 29
1982 33,100 32
1983 34,650 35
1984 35,200 38
1985 35,750 41
1986 36,30o 43
1987 36,850 46
1988 37,00 49
1989 37,950 51
1990 38,50o 54
1991 39,050 56
1992 39,600 59
1993 YV➢150 61
1994 W,'700 64
1995 111,250 66
1996 111,800 69
1997 12,350 71
1998 12,900 73
1999 ��13,�'15&:u 76
2000 14,000 78
2001 ��Y��Y,55&:u 80
2002 0 82
2003 0 81
2004 0 79
2005 0 76
2006 0 73
2007 0 71
2008 0 68
2009 0 66
2010 0 63
2011 0 61
2012 0 59
2013 0 56
2014 0 54
2015 0 52
2016 0 50
2017 0 48
2018 0 47
2019 0 45
2020 0 43
2021 0 42
2022 0 40
2023 0 39
Page 2019 of 4165
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Page 2021 of 4165
Model 4:Parameters
First Order Multi-Phase
k-Constant(for rapid) 0 08 Decay Rate of Rapidly Decomposables
k-Constant(for slow) 0 06 Decay Rate of Slowly Decomposables
Fraction rapid decomposing W11,G, Fraction of Rapidly Decomposing Waste
Fraction slow decomposing 4"011,1, Fraction of Slowly Decomposing Waste
Lo-Constant 3,200 cubic feet Methane/ton refuse
Lag time between initial placement of refuse and start of generation
is assumed to be one year.
Methane Generation
Annual Methane
Refuse Generation
Year (Tons) (Million cubic feet/year)
19955 ,.. 0 ,.. ,.. 0 ,.. ..,
1956 0 0
1957 0 0
1958 0 0
1959 0 0
1960 0 0
1961 0 0
1962 0 0
1963 0 0
1964 0 0
1965 0 0
1966 0 0
1967 0 0
1968 0 0
1969 0 0
1970 0 0
1971 28,050 0
1972 28,600 6
1973 2949,150 11
1974 29,'700 16
1975 30,250 21
1976 30,80o 26
1977 311,350 30
1978 311,90o 35
1979 32,450 39
1980 33,00o 43
1981 33,550 47
1982 33,100 50
1983 34,650 54
1984 35,200 57
1985 35,750 61
1986 36,30o 64
1987 36,850 67
1988 37,00 70
1989 37,950 73
1990 38,60o 76
1991 39,050 79
1992 39,600 81
1993 9V➢150 84
1994 W,'700 87
1995 111,250 89
1996 111,800 92
1997 12,350 94
1998 12,900 96
1999 ��93,�'96&:u 99
2000 14,000 101
2001 �09�09,66&:u 103
2002 0 106
2003 0 99
2004 0 92
2005 0 86
2006 0 80
2007 0 75
2008 0 70
2009 0 66
2010 0 61
2011 0 57
2012 0 53
2013 0 50
2014 0 47
2015 0 44
2016 0 41
2017 0 38
2018 0 36
2019 0 33
2020 0 31
2021 0 29
2022 0 27
2023 0 26
Page 2022 of 4165
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APPENDIX B-4
SCENARIO
Page 2024 of 4165
IPCC MODEL
Page 2025 of 4165
Model Output: Lanfill Characteristics
Landfill Name: Ukiah Landfill Year Opened: 1955
State: CA If Closed,Year: 2001 k Value: 0.038
City/County: Ukiah/Mendocino M Value: 6
Model Output: Landfill Gas Captured and Captured Gas Heat
(graph values in MMbtu/hr)
Landfill as Captured
Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0
scf/min MMbtu/hr
1900 1900
1901
1902 1902
1903
1904 1904
1905
1906 1906
1907
1908 1908
1909
1910 1910
1911
1912 1912
1913
1914 1914
1915
1916 1916
1917
1918 1918
1919
1920 1920
1921
1922 1922
1923
1924 1924
1925
1926 1926
1927
1928 1928
1929
1930 1930
1931
1932 1932
1933
1934 1934
1935
1936 1936
1937
1938 1938
1939
1940 1940
1941
1942 1942
1943
1944 1944
1945
1946 1946
1947
1948 1948
1949
1950 1950
1951 Page22026 of 4165
Model Output: Lanfill Characteristics
Landfill Name: Ukiah Landfill Year Opened: 1955
State: CA If Closed,Year: 2001 k Value: 0.038
City/County: Ukiah/Mendocino M Value: 6
Model Output: Landfill Gas Captured and Captured Gas Heat
(graph values in MMbtu/hr)
Landfill as Captured
Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0
(scf/min) (MMbtu/hr)
1952 1952
1953
1954 1954
1955
1956 1956
1957
1958 1958
1959
1960 1960
1961
1962 1962
1963
1964 1964
1965
1966 1966
1967
1968 1968
1969
1970 1970
1971 3 0.1
1972 10 0.3 1972
1973 17 0.5
1974 23 0.7 1974
1975 30 0.9
1976 36 1.1 1976
1977 42 1.3
1978 49 1.5 1978
1979 55 1.7
1980 61 1.9 1980
1981 67 2.0
1982 73 2.2 1982
1983 79 2.4
1984 85 2.6 1984
1985 92 2.8
1986 98 3.0 1986
1987 105 3.2
1988 111 3.4 1988
1989 118 3.6
1990 124 3.8 1990
1991 130 3.9
1992 135 4.1 1992
1993 139 4.2
1994 142 4.3 1994
1995 146 4.4
1996 150 4.6 1996
1997 153 4.6
1998 158 4.8 1998
1999 165 5.0
2000 171 5.2 2000
2001 172 5.2
2002 167 5.1 2002
2003 161 4.9 Pag 027 of 4165
Model Output: Lanfill Characteristics
Landfill Name: Ukiah Landfill Year Opened: 1955
State: CA If Closed,Year: 2001 k Value: 0.038
City/County: Ukiah/Mendocino M Value: 6
Model Output: Landfill Gas Captured and Captured Gas Heat
(graph values in MMbtu/hr)
Landfill as Captured
Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0
(scf/min) (MMbtu/hr)
2004 155 4.7 2004
2005 149 4.5
2006 144 4.4 2006
2007 138 4.2
2008 133 4.0 2008
2009 128 3.9
2010 123 3.7 2010
2011 119 3.6
2012 114 3.5 2012
2013 110 3.3
2014 106 3.2 2014
2015 102 3.1
2016 98 3.0 2016
2017 95 2.9
2018 91 2.8 2018
2019 88 2.7
2020 84 2.6 2020
Page 2028 of 4165
,SIMPLE FIRST R
Page 2029 of 4165
III"I Y IICd°W.PlICIA11l1°°III IIL.. III III':; III IIIII...III...
Model 2:Parameters
Simple First Order
Lo: 3,200 cubic feet Methane/ton refuse
k: 0038/year
Lag time between initial placement of refuse and start of generation
is assumed to be one year.
Methane Generation
Methane Generation
Annual (Million cubic feet/year)
Refuse Lower Median Upper
Year (Tons) Limit Limit
1955 0 0;,;;; 0,;;;; ,.,.
1956 0 0 0 0
1957 0 0 0 0
1958 0 0 0 0
1959 0 0 0 0
1960 0 0 0 0
1961 0 0 0 0
1962 0 0 0 0
1963 0 0 0 0
1964 0 0 0 0
1965 0 0 0 0
1966 0 0 0 0
1967 0 0 0 0
1968 0 0 0 0
1969 0 0 0 0
1970 0 0 0 0
1971 19,017'' 0 0 0
1972 19,567'' 1 2 3
1973 20,'17'' 3 4 7
1974 20,a'pR�"r'7 4 7 10
1975 '1 217'' 6 9 13
1976 21,767 7 11 16
1977 22 317'' 9 13 19
1978 2286'7 10 15 22
1979 23,417'' 11 17 25
1980 23,±67'' 13 19 29
1981 Z4,517'' 14 22 32
1982 '5,067'' 15 24 35
1983 '5,a'p 7'' 17 26 38
1984 26,1 a'7'' 18 28 41
1985 26,7'117' 19 30 44
1986 27,267 21 32 47
1987 27',8'117' 22 34 50
1988 228,367 23 36 52
1989 28,917'' 25 38 55
1990 22),467 26 40 58
1991 26,540 27 42 61
1992 25;444 28 43 63
1993 21,986: 29 45 65
1994 22,255 30 45 67
1995 26,330 30 46 68
1996 27,001 31 48 70
1997 34,184 32 49 72
1998 r„p:'.��,48E) 34 51 75
1999 44,995 36 54 80
2000 42,856 38 58 85
2001 10,'7"Z:] 40 60 89
2002 0 39 59 87
2003 0 38 57 84
2004 0 36 55 81
2005 0 35 53 78
2006 0 33 51 75
2007 0 32 49 72
2008 0 31 47 70
2009 0 30 46 67
2010 0 29 44 64
2011 0 28 42 62
2012 0 27 41 60
2013 0 26 39 58
2014 0 25 38 55
2015 0 24 36 53
2016 0 23 35 51
2017 0 22 34 49
2018 0 21 32 48
2019 0 20 31 46
2020 0 20 30 44
2021 0 19 29 42
2022 0 18 28 41
2023 0 18 27 39
Page 2030 of 4165
LO
0
(Y)
C)
C4
a)
cm
�
O
O
O
O
0,000e
O
ICI
O
o
oc
oc N
(.i,i/pjVjV) uoijuiauaq auuqjalV
Page 2032 of 4165
(�Ao l (Nu::::::
Model 3:Parameters
Modified First Order
s: 'tl.V90
Lo: 3,200 cubic feet Methane/ton refuse
k: 0 035/year
Lag time between initial placement of refuse and start of generation
is assumed to be one year.
Methane Generation
Annual Methane
Refuse Generation
Year (Tons) (Million cubic feet/year)
19955 ,0
1956 0 0
1957 0 0
1958 0 0
1959 0 0
1960 0 0
1961 0 0
1962 0 0
1963 0 0
1964 0 0
1965 0 0
1966 0 0
1967 0 0
1968 0 0
1969 0 0
1970 0 0
1971 19,017 0
1972 19,567 1
1973 20,1 17 3
1974 20,66�7 6
1975 21,217 8
1976 21,76�7 10
1977 22,3117 12
1978 22,86�7 14
1979 23,9'7 16
1980 23,967 19
1981 24,517 21
1982 2r5,06�7 23
1983 2r5,617 25
1984 26,16 J 27
1985 26,717 29
1986 27,26�7 31
1987 27,817 33
1988 28,36�7 35
1989 28,917 37
1990 29,467 39
1991 26,50 41
1992 25,444 44 43
1993 21,986 44
1994 22,255 46
1995 26,330 47
1996 27,001 48
1997 33,183 49
1998 42,489 51
1999 ��Y��Y,7i97i95 54
2000 12,856 57
2001 10,724 60
2002 0 60
2003 0 59
2004 0 57
2005 0 55
2006 0 53
2007 0 51
2008 0 49
2009 0 47
2010 0 46
2011 0 44
2012 0 42
2013 0 41
2014 0 39
2015 0 38
2016 0 36
2017 0 35
2018 0 34
2019 0 32
2020 0 31
2021 0 30
2022 0 29
2023 0 28
Page 2033 of 4165
LO
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o �
N M
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N
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O
N
O
N
O
O
N
of
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oc
O
�/i ICI
W r^, i■
W � �
Or l ~
Fil
ICI
A L O
W O1
A
O
O
O
O
N
(-iiC/3ajVjV) ao►juaaaaq aaugjalV
S ,ENGINEERS, 1 98
Page 2035 of 4165
Model 4:Parameters
First Order Multi-Phase
k-Constant(for rapid) 0 08 Decay Rate of Rapidly Decomposables
k-Constant(for slow) 0 06 Decay Rate of Slowly Decomposables
Fraction rapid decomposing W11,G, Fraction of Rapidly Decomposing Waste
Fraction slow decomposing 4"011,1, Fraction of Slowly Decomposing Waste
Lo-Constant 3,200 cubic feet Methane/ton refuse
Lag time between initial placement of refuse and start of generation
is assumed to be one year.
Methane Generation
Annual Methane
Refuse Generation
Year (Tons) (Million cubic feet/year)
19955 ,.. 0 ,.. ,.. 0 ,.. ..,
1956 0 0
1957 0 0
1958 0 0
1959 0 0
1960 0 0
1961 0 0
1962 0 0
1963 0 0
1964 0 0
1965 0 0
1966 0 0
1967 0 0
1968 0 0
1969 0 0
1970 0 0
1971 19,017 0
1972 19,56�7 4
1973 20,1 17 8
1974 20,66�7 11
1975 21,217 15
1976 21,76�7 18
1977 22,3117 21
1978 22,86�7 24
1979 23,9'7 27
1980 23,967 30
1981 24,517 33
1982 25,067 36
1983 25,617 39
1984 26,16 J 41
1985 26,717 44
1986 27,26�7 46
1987 27,817 49
1988 28,36�7 51
1989 28,917 54
1990 29,467 56
1991 26,60 58
1992 25,444 60
1993 21,986 61
1994 22,255 61
1995 26,330 62
1996 27,001 63
1997 33,183 64
1998 42,489 67
1999 ��9��9,9i99i96 71
2000 12,856 76
2001 10,724 79
2002 0 76
2003 0 71
2004 0 67
2005 0 62
2006 0 58
2007 0 54
2008 0 51
2009 0 47
2010 0 44
2011 0 41
2012 0 39
2013 0 36
2014 0 34
2015 0 32
2016 0 30
2017 0 28
2018 0 26
2019 0 24
2020 0 23
2021 0 21
2022 0 20
2023 0 19
Page 2036 of 4165
LO
0
r—
(Y)
O O
M
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0)
O
N
O
N
O_
O
N
00
F
� � O
U w N
� z
x �
aw
� z
x �
A �
o �
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wz
z O
0
0
(-iX/3aWW) uoiluaauag auugjaW
APPENDIX C
LFG SAMPLES
CERTIFIED ANALYTICAL REPORT
Page 2038 of 4165
IN" PRIME, Inc.
TONSUL PING ANALYTICAL CHEMISTS 3621 Westwind, Blvd.
Santa Rosa CA 95403
Phone! 707 527 7574
FAX: 707 527 7879
TRANSMITTAL
DATE: 9/24/2013
To: MR. MIKE DELMANOWSKI ACCT: 9986
EBA ENGNEIRING PRO): 02-907 TASK B
825 SONOMA AVENUE
SA,,'qTA I CA 9540�4
P t,a o n 7 0 7-54 4-0 7 84
Fax: 707,544-0866
Ema 11 : dataebal(debagroup,coin
mdel manowsk i @ebafgroup,com
FROM: Richard A. Kagel, Ph,D, �M� 112,q ao(3
LaboraLory Director
SUBJECT: LABORATORY RESULTS FOR YOUR =%JECT 02-907 TA514 8
Inclosed please find K Prime's laboratory reports for Hie following Samples,
SAMPLE ID TYPE DATE TIME Kiel LAB #
V.F&Lid-11 AIR 9/12/2013 11 32 1.14282
GI) I AIR 9/16/2013 14:55 1.14283
LFG-COMP AIR 9/16/2013 16:25 114284
1he above liLed sample group was received on 9/17/2013 and tested as requested
on the chain of custody document.
Please call me if you have any questions or need further, infc)rmaUon.
Thank you for It0s opportunity to be of service.
Page 2039 of 4165
K PRIME, INC. SAMPLE ID: LFG-LW-1
LABORATORY REPORT LAB NO: 1114282
SAMPLE TYPE: AIR
K PRIME PROJECT• 9986 DATE SAMPLED: 09/1212013
CLIEN'TPROJEC"r 02.90T TASKS TIME SAMPLED: 11;32
BATCH:ID: 091713AI
METHOD:VOC'S IN AIR DATE ANALYZED: 09i1 8/2013
REFERENCE:EPA METHOD TO 15 (GC-MS-SCAN)
PPB(V/V) pglcu.rn
F-
COMPOUND NAME CAS NO. MRL SAMPLE MRL SAMPLE
CON:C CONC
P=HLORODIFLUOROMETHANIE 76-.71-.8 100 572 2830
D
DIC HLOROTETRAFLUOROETHANE 76-14-2 100 1,03 699 718
G L
I-I'LOROMPTHANE 74..87-3 100 ND 207 ND
V Y
VINYL CHLORIDE 75-01.4 '100 5830 E25 6
BROMOMETHANE 74-83-9 100 N D 388 ND
CHLOROETHANE 75.-00-3 100 NCI 264 —"—ND
I'RI!Cf-41,.O'ROFLUIOROMEI'HANI:E 75-694 10-07 ND 5—6 2 '1 NO,
— ............ . .........
1,1-DICHLOROETFIENE, 79-39-4 fli ND 397 �N D
TRICHIL.OI'iO"rRIFLUO,RO,ETHANIE 76.113-1 100 NCI 766 i� ND
..............
-T5 0—q�2 100 147 347 512
METHYLENE CHLORIDE
1,1 75-34-3 100 NO ...........��O5 ND
CIS-1,2-DICHLOROETHENE 156-59-2 100, 20601 397 81170
CHLOROFORM — 67-66-3 100 ND 488 ND
11,1-TRIGH LOIRO'ET HANE 711 55-6 100 ND 546 ND
,CARBON'TETRACHLORIDE 56-23-5, 100 NO --7-29- ND ..........
1,2-DICHI-OROETHIANE 10 7-66' 2 1 N01 40�5 ND�11T��1711 11 - - —
7.BENZENE 71-43-2 100 161'1 319 515
rRICHLOROETI-IIENE 79;0'1.6 100 241 537 11,290 .....................
.....................................
1,2-=HLOROPR0PANE 78-87-5 100 No 462 ND
TRANS-1.3-01ICHLOROPROPENE 10061�-02-6 100 —N D 454 NO
TOLUENE-- 1(—)8-88-3 100 3,9-0— 377 14-70
C&1,3-DICHLOROPROPENIE 100161-0,1-5 100, ND............... 454 ND
1,1,2-TRICIdLOROETHANE—'-79-00-5 100 ND —64',6- NO
TETRACHLOROETHENE 1127-18-4 1100 819 678 5560
1,2..])IBROMOE-THANE 106.93-4 100 T 768 --rTb—
CHI OROBENZENE 108.90-7 100 ND........... 460 NO
ETHYL BENZENE 100-41-4 1 100 ND 434 ND
XYLEN---(M+P) 1330-20-7 100 409 434 1780
XYLENE(0) 95..47..6 100 144 434 626
...........................................-
STYRENE 100-42.5 -160 ND 426 ND
1,1,2—,? TET'RACI4L;5-R-6ff-T-HANE NID 687 ND
79-34-5 100 ............
1,3,5.TRIMiETHYLBENZENE 1:08-67-8 100, —N D -4!ik2 N�D
1,2,4-TRIMETHYLBENZENE 95-63-6 —100 ND 492 ND
1,3-DICHLOROSENZENE 541-73-1 1100, ND ---60—1 ND
IA-DPHILOROBENZENE 106-46-7 100 ND 6011 NO
...............................55-50-1 100 1—ND —60,1-
1,2-D14CHILOROBENZENE ND
1,2,4-TWH,LOROBENZENE 120-82-1 200 ND 1480 —N!)
HEXACHLOROBUTADIENE T7-6-F-3 " 100 ND 1070j ND
..........
NOTES:
ND-NOT DEFECTED AT OR ABOVE THE STATED REPORTING LIMIT
MRL-MIETHO[)REPORTING,LIMIT
NA-NOT APPLICABLE OR AVAILABLE
pglcu.ml VALUES ARE CALCULATED FROM PPB RESULTS USING NORMAL TEMPERATURE
AND PRESSURE(NIPT).
APPROVED BY:
DATE:
Page 2040 of 4165
K PRI1ME, INI:C, SAMPLE ID; LFG-COMP
LABORATORY REPORT LA'S NO: 114284
SAMPLE TYPE: AIR
K PRIME PROJECT- 9986 DATE SAMPLED: 09/1612013
CLI:EN"I"PROJ!ECT- 02-907 TASK 8 TIME SAMPLED: 16:25
BATCH ID: 091713AI
METHOD:VOC"S IN AIR DATE ANALYZED: 0,9/1812013
REFERENCE:EPA METHOD TO 15 (GC-MS-SCAN)
PPB(Viv) Pglcu.m
COMPOUND NAME CAS NO. MRL SAMPLE MRL SAMPLE
CONC CONC
UOROMET—HANE 1000 NO, 4950 NO
D]ICI•ILOROTETRAFI-LJO:ROE"Fl--i'AN�E 76-14-2 10010: ND 6990 ND
..................................... ................
CHLOROMETHANE 74-87..3 10010, Nb'- 2070 NO;
VINYL CHLORII,')I:--" 75-01-4 10,010 11540 2566, 3940,,
ITR—OMOI i—ETHIANE 74-83-9 100:0 ---1—D 3880 NID
CHLOROETHANE i ---
: 75,-00,-3 1000 NO 2640 ND
. .......................................- I ........................ 7
TRICHLOROFLUOROMETHANE 75-69-4 1000 ND —56-20-l' NO
1,1-DICHLOROEETHENE 75-35-4 1000 ND 39�70 ND
I RICHLOROTRI:FLUOROE'THIANE 76.13-1 1000 ND 7660 ND—
,MIETHYLENE CHLORIDE 75-09-2 1000 ND 3410 ND
1,1-D01LOROETHANE —'— 75-34-3 10001 ND 4050 ND
CIS-1,2-DICHLOROETH ENE 156-66-2— 1000: ND 3970 ND
CHL OROFORM 67-66-3 1000 NO; 94880 W) ...............
1,1,1-TRICHLOROETHANE 71--556 I doo —ND 5460, 1
N!D
71)6-2 3-1 1000, ND 6290 �—ND
CARBON TETRACHLORIFE ...........
1,,2-DICHLOROETHIIANE 1077--06-2 1000 ND 4050 I NO
BENZENE 711.43-2 11000 ND 3190 ND
TRICHLOROETHIENE 79,01-6 1000 ND 5370 NO,
..........
1,2-DICHLOROPROPANE 78-87-5 1000 ND 4620 NO
........ --------
TRANS-1,3-DICHLOROC PROPENE 100611-02-6 5 1000 4540 1)
TOLUENE T08—883 1000 70110 ........7-76 — 26400
,CIIS-1,3-DICHLOROPROPE E 1000 No 4540 ND
,10'I,2-.1'RICHL0ROETHANE 79,00-5 1000 NO, 5460 No
000
TETRACHLOROETFIENE 1127-118-4 k' i1000, NO NC),
1,2--DIBROMOETHANE 106-93 4 16 76801 NO
CHLOROBENZENE 108-90-7 1000 'i 1950 4600: 8960
E'I'HYLBENZE-NE I —.--
.... . ..... 010-41-4 Iwo 7—J-59-655— 434o 6920010
XYLE'NE(M+P) 1330-20-7 1000 i 123010,0 4340 534000
XYLENE(0) 95,-47-6 10010 1360100 4340 591000
STYRENE 100.42-5 10,00 NO �26O —ND
........................................
1,1,2,2--TETRACHLOROE'rHANE 79-34-5 1000 ND 6670 I—ND
1,3,5,-TR I M E I'H Y L B E NZE N!,E 108-67-8 1000 6020 4920 29600
1,2,4-TRI'METHYLBENZER 95-63-6 1000 6290 4920 309001
1
1,3-DICHILOROBEN 541-73-1
IZENE '1000 NO 6010 ND
1,4-DIICHLOROBENZENE 106-46-7 1000 NO 6010 Nfl
1,2.-DICHLOROBENZENE, 95--50-1 1000 ND 6010 NO
1,2,4-TRICI--ILOROBENZENE 120-82-1i 2000 ND 14800 ND
HEXACHLOROBUTA,DIENE 87-68-3 I 1001011 ND 10700 ND
NOTES:
ND-NOT DETECTED,AT OR ABOVE THE STATED REPORI"ING LIMIT
MiRL-METHOD REPORTING LIMIT
NA -•NOT APPLICABLE OR AVAILABLE
lag/cu.rn VALUES ARE CALCULATED FROM P,PB RESUL'I"S USING NORMAL TEMPERATURE
AND PRESSURE(NPT)!,
APPROVED BY:
DATE:
q
Page 2041 of 4165
K PRIME, INC.
LABORATORY REPORT
K PRIME PROJECT: 9986
CLIENT PROJECT: 2-907 TASK 8
METHOD:TVH C2-C10 AS HEXANE
REFERENCE: EPA TO 3 UNITS: Ppm-V
SAMPLE ID LAB NO. SAMPLE DAl"E BATCH' DATE MRL SAMPLE
TYPE SAMPLED ID ANALYZED CONO
LEG-LW-1 114282 AIR 09/1 2/2bi 3 09 1 713A 11 09/17/20:13 5.00 317
1 .....................
GP-1i 114,283 AIR 09/16/2013 091i 713AI 09/17/2013 5.00 W,6
[-FG-COMP 1142'84 AIR 019/16/2013 0917113A11 019/117/11 3 5.9nl 1 1120
NOTES:
ND-NOT DETECTED AT OR ABOVE THE STATED METHIOD REPORTING LIMIT
NA-NOT APPLICABLE OR AVAILABLE
MRL-METHOD REPORTING LIMIT
APPROVED BY:
DATE� --/v
jpQ
Page 2042 of 4165
K PRIME, INC.
LABORATORY REPORT
K PRIME PROJECT: 9986
CLIENT PROJECT: 02-907 TASK 8
METHOD:TVH C2-C10 AS HEXANE
REFERENCE. EPA TO 3 UNITS: UG/W
SAMPLE ID LAB NO. SAMPLE DATE BATCH DATE MRL SAMPLE
TYPE SAMPLED ID ANALYZED CONC
LFG-LW-1 114282 AIR 1 09/12/2013 091713A11 019/17/2013 17600 ill 9000
GP-1
AI
R IR 019/1116/2011,31 09171113A1 L 13 - 17600
283.......... ............................ _.Q9/17/20 ,000:
LFG-comp 11 142�84 AIR 09/16/20 1,131 0917113A11 13 - 1 76016 3920000
_j."__..09/1;7/201
NOTES:
ND-NOT DETECTED AT OR ABOVE Tf-1 E STATED METHOD REPORT ING LIMIT
T
NA-NOT APPIJCABLE OIR AVAILABLE
MRI...-METHOD REPORTING LIMIT
APPROVED BY:..........
DATE:
Page 2043 of 4165
K P�RIME, INC. SAMPLE ID.- LFG--LW-1
LABORATORY REPORT LAB NO: 11;14282
BATCH ID: 091 713A3
K PRIME PROJECT: 9986 SAMPLE TYPE. AIR
CLIENT PROJECT. 02-907 TASK 8 DATE SAMPLED- 09/1212a13
TIME SAMPLED: 111:32
DATE RECEIVED: 09/17/2013,
METHOD: METHANE,OXYGEN, NITROGEN DATE ANALYZED: 09117/2013,
REFERENCE: ASTM:;D 1946 UNITS: %-V
COMPOUND NAME REPORTING SAMPLE
LIMIT CONC
METHANE 0106 47.8
OXYGEN 1.001 ND
NITROGEN(BALANCE) 1.010 18,3
NOTES:
ND-NOT DETECTED:AT OR ABOVE THE STATED METHOD REPORTING LIMIl'
NIA-NOT APPLICABLE OR AVAILABLE
MRL- METHOD REPORTING LIMIT
APPROVED BY:
mm
.................
DATE:
-—----------------
Page 2044 of 4165
K PRIME, INC. SAMPLE IMF: GP-11!
LABORATORY REPORT LAB NO: 114283
BATCH ID: 091713A3
K PRIME PROJECT. 9986, SAMPLE TYPE: AIR
CLIENT PROJECT. 02-907 TASK 8 DATE SAMPLED: 09/16/20113
TIME SAMPLED: 14-:55
DATE RECEIVED: 09W/2013
METHOD: METHANE,OXYGEN:,NITROGEN DATE ANALYZED: 09/1712013
REFERENCE: ASTM D 1946 UNITS: 0/6-v
COMPOUND NAME REPORTING SAMPLE
LIMIT GONG
METH IANE 0,100 55.2
OXYGEN 1.00 -2 IF8-
NITROGEN(BAI ANCE) I.001
.................
NOTES:
ND-NOT DETECTED AT OR ABOVE THE STATED METHOD REPORTING LIMIT
NA- NOT APPLICABLE OR AVAILABLE
MRI.--METHOD REPORTING I WIT
APPROVED BY:
DATE:
...........
Page 2045 of 4165
K PRIMU E, INC. SAMPLE ID: I-FG.-COMP
LABORATORY REPORT LAB NO: 111,4284
BATCH ID: 09 1 713A3
K PRIME PROJECT: 9986 SAMPLE TYPE: AIR,
CLIENT PROJECT: 02-907 TASK 8 DATE SAMPLED: 09/16/20113
TIME SAMPLED: 16:25
DATE RECEIVED: 09/17/2013
METHOD: METHANE, OXYGEN:, NITROGEN DATE ANALYZED: 09/17/2013,
REFERENCE: ASTM D 1946 UNITS: %-V
COMPOUND NAME REPORTING AMPLE
LIMIT CONC
METHANE 0,10 5T5
OXYGEN 1.00 ND
NIT'RO EN(BALANCE 1.00 T22
NOTES:
ND-NOT DETECTED AT OR ABOVE THE STATED METHOD REPORTING LIMIT
NIIA•.. NOT APPLICABLE OR AVAILABLE
MIIRL-METHOD REPORTING LIMIT
APPROVED BY:
DATE:
Page 2046 of 4165
K PRIME, INC.
LABORATORY REPORT
K PRIME PROJECT: 9986
CLIENT PROJECT: 02-907 TASK 8
METHOD: CARBON: DIOXIDE
REFERENCE:ASTM D 1946 UNITS: %-v
SAMPLE ID LAB NO. SAMPLE DATE BATCH DATE M� RL SAMPLE
TYPE SAMPLED ID ANALYZED CONC
LFG, -LW-li _ 114282 AIR 019:/12/2013 091 713A2 09111'U2013, 0.100 33.2
GP-1 11428�3, AIR 09/116/2013 09!17113A2 09/17/20113 0.10011 35-7
LF n'p-co,mp 114284 AIR 09/116/20113 09:1713A2 09/17/2.01113 01-100 �34 �
NOTES.
ND-NOT DETECTED AT OR ABOVE THE STATED METI IOD REPORTING LIMIT
NA-NOT APPLICABLE OR AVAILABI-E
MRI...-METHOD REPORTING LIMIT
APPROVED BY:
DATE.
Page 2047 of 4165
K PRIME, INC.
LABORATORY METHOD BLANK REPORT METHOD BLANK ID: B091713A1
SAMPLE TYPE: AIR
BATCH IID: 091713A1
METHOD:VOC'S IN AIR DATE ANALYZED: OW 17/2013
REFERENCE:EPA METHOD TO 115 (GC-MS-SCAN)
PPB(VIV) pglm rn
COMPOUND NAME CAS NO. MRL SAMPLE MRL SAMPI E
CONC CONC
DICHLORODIFLUOROMETHT 75-711-8 0,500 ND 2.4-7 NID
DICHI ORoTI TFRAFLUOR4 ETHANE i 76-14-2 O.500 _ND 150 NO
THEO ROMETHANE 77-4-57-3 0-500 ND 1103 i NO
VINYL CHLORIDE
75-01-4 01-5001 ND 11.28 NID
BROMOMETHANE 74-83-91 0,500 ND 1.94 NO
... ...............................
CHLOROETHIANE 75-00-3 (I.500 N D 1 32 N D
T R I C 1-11 L OR OF L U 0 RO Mil ETHA N E 75,-69-4 01,500 NO 2.81
NO
lij-DICHILOROET"IdENE 75-35-4 0,500 ND, 1,918 —NO
TR I C H,L 0 ROT R)F L Ul'O RO ET HAN E 76-1113-1 01500 ND 3.83 ND
FAIETHYLENE CHLORIDE 75-09-2 0,500 _ND 1_.74 _ND
TI-DICHLOROETHANE 75-34-3 0,500 ID 2.02 ND
CI5-1,2-DICHILOROETHENE 156-59-2 0.5001 ND 1.98
CHLOROI ORM 67-66.3 0,53 0 0, NO 2-44 _IND
1:1,1,1,-T R ICH LO RO E THAN!E 71-55-6 0.500 N D 2,73 Nth
TARSONTIETRACHLORIDE 56-23..5 O 500 N D —3 15a NID
107-0,6-2 0,500 NCI 2012 ND
.............................
BENZENE 71.43-2 0.500 ND 1_601 ND
.TRICI1LOROETHENE 7901-6 0 500 NO 2.69 NO,
12-DICHLOROPROPANE _78-87-5 0.500 l N:D 2,311 NO
_ 7
TRANS-1,3-DICHLOROPRO,PENE 0,500 Nil) 7 2 7 CD
TOLUENE 10;8-88-3 0-5,001 NO 1.88 ND
CIS 1„3••CDICHLOROPROPENE 10061-01.61 0500 ND 2.27 NO
_
1,1,2-TRI0dLOROETHANE 79-00-5 01,5010 ND �73 NO
TETRACHLOROETHENE 127-118-4 0,500 ND �39 ND
1,2-DIBROMOETHANE 106-.934 0Tf_,67 ND 384
NID
CHLOROBENZENE 108..90-7 0,500 NO 2 30: NI CD
D
ETFIYLBENZENE 100-41-4 0,,500 ND 2.17 N D
XYLENE(M+P), 133020-7 OZOO ND 2A7 ND
XYLENE(0) 95 .500 ND 217 NO
STYRENE 0 5-00: NO 2113 ND
.1,-,.l,2,2..TE'TRADE LOROEI'HANE 79-34-5 0.600 ND 3.43 IND
1,35.-TRIMETHYLBENZENE 1108..67.8 0.5100! NI'D, 2A6 NO
.......................
1,2,4-TRIMETHYLBENZENE 95-63 5 0 5001 NO 2.46 ND
1,3-DICHLOROBENZENE 541-73-1 0!.50O ND 3.01
1,4-DICHLOROBENZENE 106-46-7 O.500 NIA 3.01--
ND
1,2-DICHLOROBENIZENE 95-501-1 0.500 NO 3,01 NiD
_�D 3,71 ND
1,2,4-TRICHLOROBENZENE 0.500
..............
HEXACHLOROBUTAIDIENE. 87-68-.3 .9,500 IND 533 NO
NOTES:
ND-NOT DETECTED AT OR ABOVE rHE STATED REPORTING LIMIT
MRL-METHOD REPORTING LIMIT
NA-NOT APPLICABLE OR AVAN1I ABLE
pig�icu,mi VALUES ARE CALCULATED FROM PPB RESULTS USING NORMAL TEMPERATURE
AND PRESSURE(NPT).
Page 2048 of 4165
K PRIME, INC., LAB CONTROL ID: L0917113Al:
LABORATORY QUALITY CONTROL REPORT LAB CONTROL DUPLICATE ID: 009 1 7113AI
SAMPLE TYPE- AIR
BATCH ID. 0911713AI
METHOD:VOC'S IN AIR DATE ANALYZED: 09117/2013
REFERENCE: EPA METHOD TO 15 (GC-MS-SCAN):
SPIKE REPORTING SAMPLE SPIKE SPIKE REC
COMPOUND'NAME ADDED LIMIT CONC CONC REC LIMITS
.............. (PPS) (PPE) (PPB); I%)
1,1-01'CI IL 7'RCIETI II NE 1&0 0,500 NID &64 86 0- 40:
6 1
—---T—500 .........
TRICHLOROETHENE 10.0 —ND 9.71 1 97 60- 140
.............. .
BENZENE 'Fo,b 6.50:01 ND 815, —88 (30- 140,
TOLUENE 10.0 0.5'00 NU'
95 60-- 140
—
TETRACHLOROETHIENE 10,0 0-500 ND 1011 60- 1140
SPIKE SPIKE DUP SPIKE DUP QC LIMITS
COMPOUND NAME ADDED CONC REC RPD RPD REC
.................. PPB j(PPB 0
8.3 01 83 4�O
M-DICHILOROETHIENE, 10.0
25 60 - 1401
............
TRICHLOROETHENE 10,0 929 93 25 60-140,
BENZENE . ..............
10,0 8.56 86 2-2 25 6 '140
-7—5
TOLUENE 10.0 91.28 913 2 2 60- 1140
TETRACHLOROETHENF: 110.0 10,0 1010
0-9 25 60- 1140
NOTES:
NA-NOT APPLICABLE OR AVAILABLE
ND-NO"r' DETECTED AT OR ABOVE THE STATED REPORTING LIMIT
Page 2049 of 4165
K PRIME, INC., METHOD,BLANK ID: B0917113A11
LABORATORY OC REPORT LAB CONTROL SAMPLE ID: L091713A1
LAB CONTROL DUPLICATE ID: D091713A1
BATCH ID: 091713All
METHOD:TVH C2-C10 AS HEXANE SAMPLE TYPE: Ali,R
REFERENCE. EPA TO 3 UNITS: Ppm.-V
METHOD BLANK
COMPOUND NAME REPORTING SAMPLE
LIMIT CONC
jTVH NI'D
................
ACCURACY(LAB CONTROL SAMPLE)
COMPOUND NAME EXPECTED MEASURED PERCENT LIMITS
1 0
TVH CONC CONC RECOVERY :!P!ERCEN'T
6:0:1:4
PRECISION,(LAB CONTROL DUPLICATE)
COMPOUND NAME SAMPLE DUPLICATE RP LIMITS
RESULT RESULT (PERCENT) (PERCENT)
159 152 4.5 W
NOTES:
NI -NOT DETECTED AT OR ABOVE THE STATED METHOD,REPORTING LIMIT
N,A-NOT APPLICABLE OR AVAILABLE
TVH -'I"OTAL VOLATILE HYDROCARBONS
Page 2050 of 4165
K PRIME, INC. METHOD BLANK ID: 80917113AI
LABORATORY QC REPORT LAB CONTROL SAMPLE ID: L0191713Al
LAB CONTROL DUPLICATE ID- D0917113A1
BATCH ID; 091713Al
METHOD., TVH C2-ClO AS HEXANE SAMPLE TYPE: AIR
REFERENCE. EPA TO 3 UNITS: U&M3
METHOD BLANK
COMPOUND NAME REPORTING SAMPLE
LIMIT CONC
JTVH 8790 1 ND
ACCURACY(LAB CONTROL SAMPLE)
COMPOUND NAME EXPECTED MEASURED, PERCENT LIMITS
CONC CONC RECOVERY (PERCENT
jTVH 58600;0 56100!0 96 6,0-1401
PRECISION (LAB CONTROL DUPLICATE)
COMPOUND NAME SAMPLE DUPLICATE RP,D LIMITS
RESULT RESULT (PERCENT) PERCENT'
TV II
NOTES.
ND-NOT DETECTED AT OR ABOVE THE STATED,METHOD REPORTING LIMIT
NIA-NOT APPLICABLE OR AVAILABLE
TVH -TOTAL VOLATILE HYDROCARBONS
Page 2051 of 4165
K PRIME, INC. METHOD SLANK ID: 8091713A3
LABORATORY QC REPORT SAMPLE ID: I 0191713A3
DUPLICATE ID: D091713A3
METHOD: METHANE,O'XYG,EN, NITROGEN (BALANCE) BATCH#: 091713A3
REFERENCE: ASTM D 1:946 SAMPLE TYPE. AIR
UNITS: %-V
DATE ANALYZED: Wl 7/2013
METHOD BLANK
PARAMETER REPORTING SAMPLE
Ll :IT RESULT
IVIETFIANE 0100 ND
OXYGEN 1.00 ND
ACCURACY(MATRIX SPIKE)
PARAmujtk SPIKE SAMPLE SPIKE REC&
.......................RY —....LIMIT'S
AbbFlj - -RESULT RESULT (%)
.METHANE 501,0 ND 43.4 97 901-1�10
,OXYGEN" —lli 01.0 ND 9.00 90 90-110
N;ITROG E-N—(BALAN--E 40�.0 ND Z-6--107 go-ijo,
PRECISION (SPIKE DUPLICATE)
COMPOUND NAME REPORTING SPIKE DUPLICATE Rpb LIMITS
LIMIT RESULT RESULT
METHANE --0.100: Z—A 48.9 1,0 ±10
-OXYGEN' 1.00 9.010 9.06 0,7 ±10:
Nll,"ROGEN (BALANCE', . 11.00 42.6 42,0: 1
Page 2052 of 4165
K PRIME, INC. METHOD BLANK ID: 8091 713A2
LABORATORY QC REPORT SAMPLE ID: L09171113A2
DUPLICATE ID: D091 713A2
METHOD. CARBON DIOXIDE BATCH#: 09,1 713A2'
REFERENCE: ASTM D;1946 SAMPLE TYPE: AIR
UNITS: %,-V
DATE ANALYZED: 019/17/20113
METHOD BLANK
-PARAMETER REPORTING SAMPLE
LIMIT RESULT
.CARBON Dilomm 0.0510 ND
ACCURACY(MATRIX SPIKE)
PARAMETER SPIKE SAMPLE SPIKE RECOVERY LIMITS
...................
ADDED RESULT RESULT
CARBON DIOXIDE 01-1l130
ND 1'-010 1-_100 7
PRECISION (SPIKE DUPLICATE)
L-lM
:COMPOUND;NAME REPORTING SPIKE DUPLICATERPD 1-T-S----1
-T-
LIMIT RESULT RESULT
-------------------------------------
CARBON DIOXIDE 0�050 .............. 1,00
NOTES:
NID; NOT DETECTED AT OR ABOVE THE STATED REPOR'rlNG Limi"r
NA NOT AVAILAM-E OR APPLICABLE
Page 2053 of 4165
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LFG CONDENSATE
GENERATION CALCULATIONS
Page 2055 of 4165
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Water Vapor Pressure vs. Temperature Data
Condensate Generation Calculations
er� :e� : et': i :
e . . atu . .( . . . . . . . . . . . . . . . hr..ss. .r..: s.a1. . . . . . . . . .
32 0.0886
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50 0.1780
60 0.2561
70 0.3629
80 0.5068
90 0.6981
100 0.9492
110 1.2750
120 1.6927
130 2.2230
140 2.8892
150 3.7180
160 4.7410
L:Iproject1907LFGDesignlCondensate CalcslCond 210scfm
Page 2060 of 4165
APPENDIX E
CONSTRUCTION DRAWINGS
Page 2061 of 4165
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COLLECTION SYSTEM PIPING
HEAD LOSS CALCULATIONS
Page 2072 of 4165
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APPENDIX G
ALTERNATIVE WALKING
PATTERN DOCUMENTATION
Page 2074 of 4165
E
B,11;;
ERA
July 1 , 01
r, Robert Scaglione
Mendocino ;reoumuaty,Air QWity ManagementDisti cti, 1 .
306 East Gobi,Street,
WE': REQUEST FOR ALFITZRNATJ-W.,' COMPLIANCE—IRIALIUNIGPATTERN
CITY OF MENDOCINO CO-LINFIN,CAUFORIVIA
Dear Mr. cagliomme:
This document is being mahmitted on,behalf of die Cityof Utah, De-partment o "Public c 'ores,
under Title 7 , California Code of latmorim (17C )y §95468 as it pertains to the o im d
walking pattem s�I " n� t n. ern"Ill l ill 3 Q � re gul,,at,";�.-Mi for c IIC hrequires.eEn�o,��w�io ��
%gym aP
d.k. i past it n. o re "aaaCmin � m„ spacing g interval ai l: , x4i. 50,000--siqPare foot
11monitoring gid,, Wheras the mua j.n-.-, oust (southern)) „11 surface emi� .,. ' �`
n, � om�momm � �. � �� � allow
fuuair tam. i.... lem .en omn of t1fis mmoo u,ue, n na jonri o.���no J� .,d nlll.� uzmf u m oo mr� o�:
olm � u� ono issues o�>o ul s n � nful �
slopes hei.ht o To 1 to inches llll,. Based on, tlhn. 17CCR ��'" (c)(1.)( o el o . that the
oau° �,��
The of�Il,:ie establ s�:n.. ar oa
,° irl, m.�„P ad.rnar .
dete or roe must arm held .m.thi . inches o the. landfill Surface hile traveTsing the
would, likely mn rm x t two to * times „ comm o t�.n.. yo
order to m .e this omr"n.1 mr� munmmm. slo s, f�°m.o ,
�° � ���,; o��� o ���over
�� III .ass
would have to 'be o d using "weed cker . It, iestimated iaiat st,liclb.
� to man m mF� om event,„ . n s
Illm m m :. �l: complete
ro isioa .is moonn male ,d Abe overly burdemsome and,oo,n thy.
° gx � heightmoisture oo�mn
-�om� �
, clam be slippery
m�
I
i m,trying to traveme by -foot I.. addition, the l . � um �e �is unev m.arn. Places
due
tlm. n �omo m �moodd � . � � l , idho nn� .� lm��carryingo3 -to
0-p(,:)u,mmd lnsbr mt or his or her backY h.ou,mld m and bolding d otor ilnno�ne n:ml one
hxmid, wbile simultanjeowsly trying to foews on.both. the monitoring device and the � ..
25 5omuorna Avenue,5u fte f' Santa Rosa,Gn:' Hlbi°n is 954f)4
(707)544-07 4 - FAX(707)544-60 866 - www.ebagiroLip.com omm°m
Page 2075 of 4165
surface. I:. n..o corm°.m."' in ation of these con sUaixfts makes for a Cott :al fall hazard and
ooauumi.safety on:nnnoanrnn.v
Ile existing gross co iii„ has, been sh.o n to 1-iarbor ride nm yes. Thus o pou�'vuun° � ��:m.is
POtLM I haZald woUldbe incurred as part of the qirartdly surface einbisions aunnoamn.i:t.onin�
as well as to personyael corm .nno .i.n°n the rasa cutfing&s dewribedabove.
In. figjit o
n.u�oo n.:m nann. exi that ,su u:ui.a a ,.namoa :n n�a�no� fitou .gym o the
non m slap a. 1 n l,-no�c
these ono � o �a� it •� �, � � . . � n unc�.
a n��m°mn.���
o target orna, nollhn nnn. .
outside N;� oa off"ek Procedures
o .olll:n. oW be�ormrimm� n ftoi tan u.neonnsurface,,
w s mood e. nregulations.accordance
� 1 .m�aa appn p.�onm".m.ah is oo�msm . .. too
offer n of na on monitoring r � .n mnna na o s � ,r
nr�am� °m� an,o na��an. .�. � o i. . � �.o�, � one. � nn
„, �°m ,. n�a emissions � � min
uo � .n:iu� �. :nm• Imm oo,� • . ,0
0le
�..u.. n.m .ofnm • mn. n..mnor:mn,m III n.m. m oa� omr µ• ,
nn om„Ro un-,,n for the
t1j.o program l. .the field.
A. site
1 . •
man.
°
m ;n
i proposed: ;
n .m in aa ma o o o
monitoring . required ,on �m„1 a h � 1m lea not that•
the p nnb. a .: shape,, a is nntload can o • o allow 9oa easy
giid � a� ona � sy
identification,ar.Ad oi umtationn.in the eld bmerl on. pro imu.at site and to o �raphr* Lures.
shown. • N , 39nd. a I. fln 9 have been, a b � ro i an „
acre I.a df lv "This equatesto an,average .ai.ze of approximately are-fee iclm is cornpHimt with. th.e 50,000-isquare foot size requirranent a n. ulatcxi. in the re�,guiafion& As
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APPENDIX H
FINAL CLOSURE
TECHNICAL SPECIFICATIONS
Page 2078 of 4165
TECHNICAL SPECIFICATIONS
for the
CITY OF UKIAH
DEPARTMENT OF PUBLIC WORKS
CITY OF UKIAH LANDFILL
FINAL CLOSURE CONSTRUCTION
April 2019
EBA Job No. 02-907
Prepared by:
EBA ENGINEERING
825 Sonoma Avenue
Santa Rosa, CA 95404
(707) 544-0784
E*"7
== BA
Page 2079 of 4165
TECHNICAL SPECIFICATIONS
CITY OF UKIAH LANDFILL
FINAL CLOSURE CONSTRUCTION
TABLE OF CONTENTS
PAGE NO.
DIVISION 1 - GENERAL REQUIREMENTS
01010 SUMMARY OF WORK.............................................................................. 01010-1
01039 PROJECT MEETINGS ............................................................................... 01039-1
01060 SURVEYING AND FIELD ENGINEERING............................................. 01060-1
01200 ACRONYM LIST........................................................................................ 01200-1
01300 SUBMITTALS............................................................................................. 01300-1
01500 MOBILIZATION......................................................................................... 01500-1
01550 STORM WATER POLLUTION PREVENTION....................................... 01550-1
01720 RECORD DOCUMENTS ........................................................................... 01720-1
01800 HEALTH AND SAFETY............................................................................ 01800-1
DIVISION 2— SITE WORK
02200 REMOVAL, REPLACEMENT, AND ADUSTMENT OF EXISTING
FACILITIES................................................................................................. 02200-1
02207 AGGREGATE MATERIALS ..................................................................... 02207-1
02222 EXCAVATION ........................................................................................... 02222-1
02224 ENGINEERED FILL................................................................................... 02224-1
02225 TRENCHING AND BACKFILLING.......................................................... 02225-1
02240 FOUNDATION LAYER............................................................................. 02240-1
City of Ukiah Landfill Final Closure Construction Technical Specifications
EBA Engineering Z April 2019
Page 2080 of 4165
TABLE OF CONTENTS
(Continued)
PAGE NO.
DIVISION 2- SITE WORK(Continued)
02310 ACCESS ROADS........................................................................................ 02310-1
02722 DRAINAGE AND EROSION CONTROLS............................................... 02722-1
02771 GEOTEXTILE............................................................................................. 02771-1
02772 GEOMEMBRANE...................................................................................... 02772-1
02773 ENGINEERED TURF................................................................................. 02773-1
02900 SEEDING AND FERTILIZING.................................................................. 02900-1
02960 TEMPORARY EROSION AND SEDIMENT CONTROLS...................... 02960-1
03300 CONCRETE ................................................................................................ 03300-1
15100 LANDFILL GAS (LFG)EXTRACTION WELLS...................................... 15100-1
15200 LFG COLLECTION SYSTEM COMPONENTS ....................................... 15200-1
15300 FLARE STATION....................................................................................... 15300-1
15400 FLARE STATION ELECTRICAL AND TELEPHONE FEED................. 15400-1
15500 LEACHATE OVERFLOW COLLECTION AND STORAGE SYSTEM.. 15500-1
City of Ukiah Landfill Final Closure Construction Technical Specifications
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DIVISION 1
GENERAL REQUIREMENTS
Page 2082 of 4165
SECTION 01010
SUMMARY OF WORK
PART GENERAL
1.01 SUMMARY
A. Project description.
B. Work by Contractor
C. Work by Owner.
D. Work by Others.
1.02 PROJECT DESCRIPTION
A. The Project is titled "City of Ukiah Landfill Final Closure Construction". The City of
Ukiah Landfill is located in Mendocino County, California approximately two miles east
of the City of Ukiah. The Work site address is 3100 Vichy Springs Road, Ukiah,
California 95482 (Sheet 1). The City of Ukiah Landfill was operated as a Class III solid
waste disposal facility and is comprised of a single waste management unit that is
approximately 40 acres in size. The Final Closure generally consists of the following
construction features:
Site Preparation:
• Refuse excavation and relocation.
• Interim cover preparation.
ClosureTurf'Final Cover System(in ascendingorder):
rder):
• 2-foot thick foundation layer.
• Gas relief/venting system.
• LLDPE geomembrane liner.
• Engineered synthetic turf with specific grade sand infill ballast.
Miscellaneous items:
• Drainage and erosion control measures.
• Access roads.
• General earthwork, including various excavations and fills.
• Leachate overflow collection and storage system, including installation of a
leachate underground storage tanks (UST).
• Landfill gas (LFG) collection system, including condensate drainage
components.
• Installation of skid-mounted packaged combustion system provided by others.
• Borrow area reclamation.
• Seeding and fertilizing.
• Security fencing.
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1.03 WORK BY CONTRACTOR
A. Unless noted otherwise,the Contractor shall perform, or subcontract to perform, all Work
shown on the Plans in accordance with the Technical Specifications.
B. The geosynthetics installation subcontractor or Installer and the Installer's foreman must
have experience in placing 1,000,000 square feet of geomembrane material on at least
three (3)landfill projects and at least on project installing ClosureTurf'.
C. Except as specifically noted,the Contractor shall provide the following Work:
1. All labor and materials.
2. All tools, construction equipment, and machinery.
3. Any water,heat, and utilities required.
4. All other facilities and services necessary for proper execution and completion of
the Work.
D. The Contractor shall pay legally required sales,consumer, and use taxes.
E. The Contractor shall secure and pay for, as necessary for proper execution and
completion of the Work, all applicable permits and licenses.
F. The Contractor shall comply with the requirements of all permits.
G. The Contractor shall give all required notices.
H. The Contractor shall comply with all codes, ordinances, rules, regulations, orders, and
other legal requirements of public authorities which bear on performance of the work.
I. The Contractor shall within five (5) calendar days, submit written notice to the Design
Engineer of observed variance of Contract Documents from legal requirements.
J. The Contractor shall give written notice to the Design Engineer of any conditions
encountered at the Work site which are unforeseen, concealed, or materially different
from those set forth in the Plans or Technical Specifications, or ordinarily encountered
and generally recognized as inherent in the Work. Such written notice shall be given to
the Design Engineer within five (5)calendar days of the discovery of any such facts.
K. If any Subcontractor or person employed by the Contractor appears to the Design
Engineer to be incompetent or to act in a disorderly or improper manner, he or she shall
be discharged immediately at the request of the Design Engineer, and such person shall
not again be employed on the Work. This provision does not impose an obligation upon
the Design Engineer to ensure proper or orderly behavior on the part of the Contractor's
employees or the employees of the Contractor's subcontractors, nor shall the Engineer's
failure to make such a request relieve the Contractor of the obligation to require
employees and subcontractor employees to refrain from engaging in disorderly or
improper conduct.
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Page 2084 of 4165
1.04 WORK BY OWNER
A. All portions of the Work specified to be performed by the "Owner" refers to the
responsibilities of the City of Ukiah, Department of Public Works and are not the
responsibility of the Contractor.
B. The Owner will award a contract to the Contractor for construction of the project,
administer the contract, measure quantities for progress payments and final payment, and
manage the contract. Performance of the Work will commence as indicated in the Bid
Documents.
1.05 WORK BY OTHERS
A. All portions of the Work specified to be performed by the "Design Engineer", "CQA
Officer", "CQA Monitor", "CQA Surveyor", "Soils Testing Laboratory" or
"Geosynthetics Testing Laboratory" refer to the responsibilities of EBA Engineering
(EBA, or subcontractors to EBA) which have contracted separately and directly with the
Owner and are not the responsibility of the Contractor.
END OF SECTION
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Page 2085 of 4165
SECTION 01039
PROJECT MEETINGS
PART GENERAL
1.01 SUMMARY
A. Preconstruction meeting.
B. Progress meetings.
C. Preparatory meetings.
1.02 PRECONSTRUCTION MEETING
A. The Design Engineer will schedule the preconstruction meeting after awarding the Contract to
the Contractor. The objectives of this meeting are to:
1. Clearly define the roles, responsibility, and authority of each organization and
individual involved in the project.
2. Review details of the Construction Quality Assurance (CQA)program.
3. Establish a foundation of cooperation to achieve quality construction.
B. The following agenda,as related to CQA,will be addressed by the Design Engineer or CQA
Officer.
1. Introduce and discuss role, authority, and responsibilities of each organization and
individual involved in the project.
2. Establish lines of communication.
3. Review Technical Specifications and Plans.
4. Distribute of the CQA Plan.
5. Review of CQA activities to be performed.
6. Discuss Contractor's construction schedule and workplan.
7. Discuss Contractor's Construction Quality Control (CQC) procedures and
responsibilities.
8. Discuss submittal review and approval procedures.
9. Discuss non-conformance and corrective action procedures.
10. Discuss construction restrictions due to weather conditions.
11. Discuss and schedule weekly progress meetings.
12. Discuss health and safety issues.
C. Meeting minutes and items for resolution will be recorded by the Design Engineer and
distributed to all parties in attendance.
D. The following representatives from each organization are required to attend the
preconstruction meeting.
1. Owner's Project Manager or representative.
2. Contractor's Project Manager and on-site Superintendent.
3. Installer's Project Manager and on-site Superintendent.
4. Design Engineer's Project Manager and CQA Officer.
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E. The Contractor's attendance at the preconstruction meeting is not a payable item. Any costs
incurred by the Contractor for attendance at the preconstruction meeting should be included in
the Contract Lump Sum Price for"Mobilization".
1.03 PROGRESS MEETINGS
A. In coordination with the Engineer, the CQA Officer will schedule and administer weekly
progress meetings. The objectives of these meetings are to: 1) maintain lines of
communication;2)review procedures and results of the CQA program; and 3)maintain and
improve the established foundation of cooperation to achieve quality construction. The
following agenda will be addressed by the CQA Officer.
1. Review minutes of previous progress meeting.
2. Review work progress.
3. Review and update construction schedule and obtain a schedule from the Contractor,
listing the construction activities for the following two (2)weeks.
4. Discuss CQA and CQC related field observations, testing results, problems,
decisions, and conflicts.
5. Review and update Submittal Log.
6. Review status of pending Change Orders.
B. Meeting minutes and items for resolution will be recorded by the CQA Officer and distributed
to all parties in attendance.
C. The following representatives from each organization are required to attend the weekly
progress meetings.
1. Owner's Project Manager or representative.
2. Contractor's on-site Superintendent.
3. Installer's on-site Superintendent(during geosynthetics installation).
4. Design Engineer's Project Manager and CQA Officer.
5. Representative of major subcontractors performing work during the week of the
weekly progress meeting
D. The Contractor's attendance at the progress meetings is not a payable item. Any costs
incurred by the Contractor for attendance at the progress meetings should be included in the
Contract Lump Sum Price for"Mobilization".
1.04 PREPARATORY MEETINGS
A. In coordination with the Design Engineer,the CQA Officer will schedule and administer,as
needed,informal preparatory meetings prior to construction of the following items.
1. Refuse excavation and interim cover preparation.
2. Foundation layer placement.
3. Gas relief/venting system installation.
4. LLDPE geomembrane and engineered turf installation.
6. General earthwork, drainage and erosion control, and access road construction, as
needed.
7. Sedimentation basin improvements.
8. Leachate overflow collection and storage system installation.
9. LFG collection system installation.
10. Borrow area reclamation and seeding and fertilizing.
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B. The objective of the preparatory meetings is to establish a complete understanding of the
upcoming unit of construction and CQA procedures and testing that will be implemented
during construction. To achieve this objective,the following agenda will be addressed by the
CQA Officer.
1. Review"Products" section of the applicable Technical Specifications.
2. Review"Execution"section of the applicable Technical Specifications.
3. Discuss any construction and grade control staking needed to complete the Work.
4. Discuss CQA testing, observation, and surveying to be performed.
5. Verify that all submittals have been or will be received and approved by the CQA
Officer in accordance with the schedule.
6. Discuss Contractor's CQC responsibilities.
7. Discuss Contractor's coordination, scheduling, and sequencing of the Work.
8. Discuss Contractor's proposed equipment and manpower.
C. Meeting minutes and items for resolution will be recorded by the CQA Officer and distributed
to all parties in attendance.
D. The following representatives from each organization are required to attend the preparatory
meetings.
1. Design Engineer's Project Manager or representative.
2. Contractor's on-site Superintendent.
3. On-site Superintendent of any Subcontractor, as applicable to the unit of
construction.
4. CQA Officer.
5. CQA Monitor(s), as applicable to the unit of construction.
E. The Contractor's attendance at the preparatory meetings is not a payable item. Any costs
incurred by the Contractor for attendance at the preparatory meetings should be distributed
and included in the Contract Unit Price for the item for which the meeting is held.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION (NOT USED)
END OF SECTION
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01039-3
Page 2088 of 4165
SECTION 01060
SURVEYING AND FIELD ENGINEERING
PART GENERAL
1.01 SUMMARY
A. Surveying and field engineering. All survey and layout for all improvements are to be
provided by the Contractor.
B. Quality assurance.
C. Submittals.
D. Project record documents.
E. Examination.
F. Survey reference points.
G. Survey requirements.
H. Surveying accuracy and tolerances in setting of survey stakes.
I. Surveys for record drawings.
J. Payment.
1.02 RELATED SECTIONS
A. Information Available to Bidders: Topographic survey.
B. Section 01720 -Record Documents.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 DESCRIPTION
A. Reference points: Reference points to be provided by Design Engineer pursuant to the
General Conditions will include referenced monuments and elevation benchmarks in the
vicinity of the Project. If displaced by Contractor, replacement of these reference points
will be at the expense of Contractor.
B. Contractor will furnish all necessary detail surveys including all lines, grades, and
elevation appropriate to control construction. At a minimum, construction surveys are
required for top of foundation layer.
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C. Use by Design Engineer: Design Engineer may at any time use line and grade points and
markers established by Contractor. Contractor's surveys are a part of the Work and may
be checked by Engineer at any time. Contractor is responsible for any lines, grades, or
measurements which do not comply with specified or proper tolerances, or which are
otherwise defective, and for any resultant defects in the Work. Contractor will be
required to conduct re-surveys or check surveys to correct errors indicated by review of
the field notebooks or otherwise detected.
3.02 QUALITY ASSURANCE
A. Employ a Land Surveyor or eligible Engineer registered in the State of California and
acceptable to the Design Engineer to perform survey work of this Section.
B. Submit evidence of Land Surveyor's or eligible Engineer's Errors and Omissions
insurance coverage in the form of an Insurance Certificate.
C. Provide instruments and other survey equipment that are accurate, suitable for the
surveys required in accordance with recognized professional standards, and in proper
condition and adjustment at all times. Perform surveys under the direct supervision of a
licensed Land Surveyor or eligible Engineer.
D. Record surveys in field notebooks.
3.03 SUBMITTALS FOR REVIEW
A. Submit name, address, and telephone number of Land Surveyor or eligible Engineer
before starting survey work.
B. On request, submit documentation verifying accuracy of survey work.
C. Submit a certificate signed by the Land Surveyor or eligible Engineer,that the elevations
and locations of the Work are in conformance with Contract Documents.
3.04 RECORD DOCUMENTS
A. Maintain a complete and accurate log of control and survey work as it progresses.
B. Submit record documents under provisions of Section 01720.
3.05 EXAMINATION
A. Verify locations of survey control points prior to starting work.
B. Promptly notify Design Engineer of any discrepancies discovered.
3.06 SURVEY REFERENCE POINTS
A. Contractor to locate and protect survey control and reference points.
B. Control datum for survey is that indicated on the Plans.
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Page 2090 of 4165
C. Protect survey control points prior to starting site work; preserve permanent reference
points during construction.
D. Promptly report to Design Engineer the loss or destruction of any reference point or
relocation required because of changes in grades or other reasons.
E. Replace dislocated survey control points based on original survey control. Make no
changes without prior written notice to Owner.
3.07 SURVEY REQUIREMENTS
A. Provide field engineering services for all proposed improvements. Utilize recognized
engineering survey practices.
B. Establish a minimum of two (2)permanent bench marks on site, referenced to established
control points. Record locations, with horizontal and vertical data,on record documents.
C. Establish elevations, lines and levels. Locate and lay out by instrumentation and similar
appropriate means:
1. Site improvements including: stakes for grading, fill, slopes, and all site
improvements.
D. Periodically verify layouts by same means.
E. Contractor's layout work will include the following:
1. Slope staking for top of erosion-resistant layer at 50-foot grid and grade breaks.
2. All as-built surveys as specified here in.
3. Surveys to measure completed units of Work specified here in.
F. Contractor must perform all additional slope staking, off-setting and other control staking
necessary to perform the Work.
3.08 SURVEYING ACCURACY AND TOLERANCES IN SETTING OF SURVEY STAKES
A. Perform control traverse field surveys and computations to an accuracy of at least
1:10,000.
B. The tolerances applicable in setting survey stakes are as set forth below. Such tolerances
cannot supersede stricter tolerances required by the Plans or Technical Specifications,
and cannot otherwise relieve the Contractor of responsibility for measurements in
compliance therewith.
Type of Mark Horizontal Position Elevation
Permanent reference points 1 in 10,000 f.01 ft
General excavation and earthwork 1 in 2,000 ±.10 ft
City of Ukiah Landfill Final Closure Construction Technical Specifications
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Page 2091 of 4165
C. Tolerances for the thickness of earthen layers shown on Plans and for elevations shown
on the Plans are±0.10 foot unless otherwise specified.
3.09 SURVEYS FOR RECORD DRAWINGS
A. Provide the Design Engineer with as-built record drawings (field surveyed) for items that
were revised during construction and differ from the Plans including the following items:
1. Topography that depicts the top of the foundation layer.
2. Topography of ditches.
3. Locations of catch basins.
4. Alignment, ends, and invert elevations of pipes and culverts.
5. Topography of storm water retention basins and borrow area.
6. Locations of LFG collection system components, including collection system
piping, LFG extraction wells, above ground condensate drain lines, condensate
discharge points, flare station concrete pads, and flare station security fencing.
7. Location of leachate UST manway.
B. The Design Engineer may perform independent checks.
C. Provide record documents on 24" x 36" size drawings, and on a computer disk in
AutoCAD. Use the coordinate system shown on the drawings.
PART 4 MEASUREMENT AND PAYMENT
4.01 PAYMENT
A. Payment for providing all surveying and field engineering is included in the Contract
Unit Price paid for the various items of Work for which they are required. No separate or
additional payment will be made therefore.
END OF SECTION
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Page 2092 of 4165
SECTION 01200
ACRONYM LIST
PART 1 GENERAL
1.01 SUMMARY
A. Standards, Institutes and Societies
B. Materials and Units
C. Miscellaneous
1.02 STANDARDS, INSTITUTES AND SOCIETIES
A. Whenever the following terms are used, the intent and meaning shall be interpreted as
follows:
AASHTO - American Association of State Highway and
Transportation Officials
AISC - American Institute of Steel Construction
ANSI - American National Standards Institute
ASTM - American Society for Testing and Materials
AWWA - American Water Works Association
CAC - California Administrative Code
CFR - Code of Federal Regulations
CRSI - Concrete Reinforcing Steel Institute
CTM - California Test Methods
NEMA - National Electrical Manufacturer's Association
NEC - National Electric Code
NFPA - National Fire Protection Association
OSHA - Occupational Health and Safety Administration
RWQCB - Regional Water Quality Control Board
SWANA - Solid Waste Association of North America
SWRCB - State Water Resources Control Board
UL - Underwriters Laboratories Inc.
US - United States
1.03 MATERIALS AND UNIT S
A. Whenever the following terms are used, the intent and meaning shall be interpreted as
follows:
AC - acre
AWG - American Wire Gauge
cm - centimeter
ClosureTurf' Three (3) component final cover system composed of
structured LLDPE geomembrane liner drainage studs
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01200-1
Page 2093 of 4165
and spike, engineered synthetic turf, and a specific grade
of sand infill ballast.
CMP - corrugated metal pipe
Engineered Turf Synthetic turf component of ClosureTurf M
EPDM - ethylene propylene diene monomer
OF - degree Fahrenheit
ft - foot
g - gram
LLDPE - Linear Low-Density Polyethylene
HDPE - High-Density Polyethylene
HP - horse power
HydroBinder Cementious infill used for surface drainage conveyance
areas of engineered turf.
in - inch
" - inch
kN - kilonewtons
lb - pound
MARV - minimum average roll value
in - meter
min - millimeter
mil - 1/1000 of 1 inch
ml - milliliters
min - minute
No. - number
oz - ounce
% - percent
psf - pounds per square foot
psi - pounds per square inch
psig - pounds per square inch gauge
PVC - Polyvinyl Chloride
SDR - Standard Dimension Ratio
sec - second
TFE - tetrafluoroethylene
TRM - turf reinforcement mat
yd - yard
1.04 MISCELLANEOUS
A. Whenever the following terms are used, the intent and meaning shall be interpreted as
follows:
AST - Above Ground Storage Tank
- at
BMP - Best Management Practice
CQA - Construction Quality Assurance
CQC - Construction Quality Control
CSMP - Construction Storm Water Management Plan
EBA - EBA Engineering
- equals
LFG - Landfill Gas
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01200-2
Page 2094 of 4165
max. - maximum
min. - minimum
MQC - Manufacturer's Quality Control
MSDS - Material Data Safety Sheet
NOI - Notice of Intent
NPDES - National Pollutant Discharge Elimination System
PDF - Portable Document Format
POC - Point of Connection
QSD - Qualified SWPPP Developer
QSP - Qualified SWPPP Practitioner
REAP - Rain Event Action Plan
SAP - Storm Water Action Plan
SMARTS - Storm Water Multiple Application and Report Tracking
System
SPC - Storm Water Pollution Control
Std. - Standard
SWPPP - Storm Water Pollution Prevention Plan
TEFC - Totally Enclosed Fan Cooled
UST - Underground Storage Tank
UV - Ultra-violet
WDID - Waste Discharge Identification
WPC - Water Pollution Control
END OF SECTION
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01200-3
Page 2095 of 4165
SECTION 01300
SUBMITTALS
PART GENERAL
1.01 SECTION SUMMARY
A. Submittal Control Log.
B. Submittal review and approval procedures.
1.02 SUBMITTAL CONTROL LOG
A. All submittals required by the Technical Specifications are included in individual sections. A
Submittal Control Log will be maintained by the CQA Officer in coordination with the
Contractor during construction. The Submittal Control Log documents: 1)submittal number;
2)referenced specification section;3)submittal description;4)submitter;5)date received;6)
reviewer; 7) action taken determination; and 8)return date.
1.03 SUBMITTALS - GENERAL REQUIREMENTS
A. The Contractor shall submit to the Engineer all submittals required by the Contract
Documents and as required herein,or subsequently required by modifications. All such items
required to be submitted for review shall be furnished by and at the expense of the Contractor,
and any work affected by them shall not proceed without such review. Submittals and their
contents shall be properly prepared,identified, and transmitted as provided herein or as the
Engineer may otherwise direct. Except for record documents,and instructional manuals for
operation and maintenance,each submittal shall be approved before the material or equipment
covered by the submittal is delivered to the site.
B. Unless otherwise specified,three (3) sets of printed submittals shall be submitted.
C. Contractor shall allow a total period of not less than two (2)calendar weeks for review and
approval of submittals by the Engineer, not including the time necessary for delivery or
mailing, and shall cause no delay in the Work. Extension of the Contract Time will not be
granted because of the Contractor's failure to make timely and correctly prepared and
presented submittals with allowance for the checking and review periods.
D. At the time of the submission,the Contractor shall give notice,in writing,in the submittal,of
any deviation from the requirements of the Contract Documents. The deviations shall be
clearly indicated or described. The Contractor shall state in writing, all variation in costs
occasioned by the deviations, and his assumption of the cost of all related changes if the
deviation is approved.
E. The Contractor shall deliver submittals by means of dated, signed, and sequence numbered
transmittals on the Engineer provided forms,identifying as to initial or resubmittal status,and
fully describing the submittal contents. In each transmittal, the Contractor shall state the
Project Number and Name, Name and Address of Contractor, Name and Address of Sub-
Contractor,Manufacturer,Distributor,and specification Section(as applicable),Articles,and
City of Ukiah Landfill Final Closure Construction Technical Specifications
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01300 - 1
Page 2096 of 4165
paragraphs to which the submittal pertains; accompanying data sheets, catalogs, and
brochures shall be identified in the same manner. Where several types or models are
contained in the literature,the Contractor shall delete non-applicable portions,or specifically
indicate which portions are intended and applicable. Submittal transmittals shall fully index
all items submitted.
1. Incomplete Submittals,including those not correctly transmitted,not correctly titled
and identified, or not bearing the Contractor's review and approval stamp, will be
returned to the Contractor without review.
2. Interrelated Submittals: Except where the preparation of a submittal is dependent
upon the approval of a prior submittal,all submittals pertaining to the Work,shall be
submitted simultaneously.
F. Every submittal of shop drawings, samples, materials lists, equipment data, instruction
manuals, and other submittals upon which the proper execution of the Work is dependent,
shall bear the Contractor's review and approval stamp certifying that the Contractor: 1)has
reviewed, checked and approved the submittal and has coordinated the contents with the
requirements of the Contract Documents,2)has determined and verified all quantities,field
measurements,field construction criteria,materials,equipment,catalog numbers,and similar
data, or will do so, and 3) states the Work covered by the submittal is recommended by the
Contractor and the Contractor's guarantee will fully apply thereto. Contractor's stamp shall
be dated and signed by the Contractor in every case.
G. Submittals will be reviewed only for conformance with the design concept of the Project and
with the information given in the Contract Documents. The approval of a separate item, as
such, will not indicate approval of the assembly in which the item functions, nor shall
approval be construed as revising, in any way, the requirements for a fully integrated and
operable system,as specified. The approval of submittals shall not relieve the Contractor of
responsibility for any deviation from the requirements of the Contract Documents,or for any
revision in resubmittals,unless the Contractor has given notice,in writing,of the deviation or
revision at the time of submission or resubmission,and written approval has been given to the
specific deviation or revision,nor shall any approval relieve the Contractor of responsibility
for errors or omissions in the submittals,or for the accuracy of dimensions and quantities,the
adequacy of connections,and the proper and acceptable fitting,execution,and completion of
the Work.
H. The Contractor shall make all required corrections and shall resubmit the required number of
corrected submittals until approved by the Engineer. The Contractor shall direct specific
attention,in writing,to revisions other than the corrections called for on previous submittals,
and shall state, in writing, all variations in costs, and his assumption of the cost of related
changes. Identify each resubmittal with number of the original submittal, followed by
consecutive letters starting with "A" for first resubmittal, `B" for second resubmittal, etc.
Note that in addition to any applicable liquidated damages, the Owner reserves the right to
deduct monies from the amounts due to Contractor to cover the cost of Engineer's review
time beyond the second submission.
L The Contractor shall check submittals returned to him for correction and ascertain if the
corrections result in extra cost to him above that included under the Contract Documents,and
shall give written notice to the Engineer within five(5)days,if in his opinion,such extra cost
results from corrections. By failing to notify the Engineer or by starting any Work covered by
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a submittal, the Contractor waives all claims for extra costs resulting from required
corrections.
J. No Work represented by required submittals shall be purchased,or paid for,or commenced
until the applicable submittal has been approved. Work shall conform to the approved
submittals and all other requirements of the Contract Documents,unless subsequently revised
by an appropriate modification,in which case,the Contractor shall prepare and submit revised
submittals as may be required. The Contractor shall not proceed with any related Work which
may be affected by the Work covered under submittals until the applicable submittals have
been approved.
K. Piecemeal submittals will be returned unreviewed. However,for mechanical equipment and
the like,separate submittals for embedded items,embedded metal work and anchors,will be
reviewed, as applicable.
1.04 OTHER SUBMITTALS.
A. Provide no less than two (2) copies of other submittals such as calculations,manufacturer's
certified reports,operational demonstration and system validation reports specified elsewhere
in the Contract Documents,one(1)of which will be retained by the Engineer and the rest of
which will be returned to the Contractor marked to show the required corrections.
1.05 FORM OF APPROVAL.
A. Copies of submittals which are returned to the Contractor and which are subject to approval
will be marked with notations(1),(2),(3)or(4),and may also be marked with notation(6),in
which case the action so indicated shall be taken by the Contractor.
1. No Exceptions Taken.
2. Furnish as Corrected
3. Revise and Resubmit.
4. Not reviewed.
5. Rejected.
B. Returned copies of drawings marked with either notation(1), or(2) authorize Contractor to
proceed with the fabrication, or construction, or any combination thereof, covered by such
returned drawings, provided, that such fabrication, or construction shall be subject to the
comments, if any, shown on such returned copies.
C. Returned copies of drawings marked with notation (3), (4) or (5) shall be corrected as
necessary and a revised submittal shall be submitted in the same manner as before.
D. Returned copies of drawings marked with either notation(3), (4)or(5) shall be resubmitted
not later than seven (7)days after date of transmittal by Engineer.
E. The Submittal Control Log will be reviewed and updated in coordination with the Contractor
at the weekly progress meetings.
END OF SECTION
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SECTION 01500
MOBILIZATION
PART GENERAL
1.01 SUMMARY
A. The Contractor shall provide all services associated with the mobilization and demobilization
of personnel, equipment, supplies, and incidentals to the Work site in accordance with this
Section.
B. The Contractor shall supply and implement all construction facilities and temporary controls
in accordance with this Section and as shown on the Plans.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Standard Plans Book. California Department of Transportation, 2010.
1.03 SUBMITTALS
A. At least 14 calendar days prior to mobilizing to the Work site,the Contractor shall submit a
Dust Control Plan for approval by the Design Engineer prior to commencement of the Work.
The plan shall comply with the requirements of the Mendocino County Air Quality
Management District and shall identify procedures to minimize dust related impacts with the
intent of eliminating dust nuisance complaints from adjacent areas or regulatory agencies.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 MOBILIZATION
A. The Contractor shall perform preparatory work and operations,including,but not limited to,
those necessary for the movement of personnel, equipment, supplies, and incidentals to the
Work site; for the establishment of all offices, buildings, and other facilities necessary for
execution of the Work; and for all other work and operations which must be performed or
costs incurred prior to beginning the Work in accordance with Section 11 of the Standard
Specifications.
B. The Contractor shall give written notice to the Design Engineer at least 48 hours prior to
transporting oversize and/or overload equipment to the Work site.
3.02 DEMOBILIZATION
A. The Contractor shall perform any work and operations, including,but not limited to, those
necessary for the removal of personnel,equipment,supplies,temporary utilities(underground
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and above ground), construction facilities, excess, surplus, waste materials and incidentals
from the Work site prior to application for final payment.
B. The Contractor shall clean and repair damage caused by installation or use of construction
facilities or temporary controls.
3.03 CONSTRUCTION FACILITIES
A. General
1. Unless noted otherwise within these Technical Specifications or allowed through
specific agreement with the Design Engineer,the Contractor shall provide and pay
for all labor,materials,tools,equipment,machinery,necessary permits,water,heat,
utilities, and any other facilities or services necessary to complete the Work in
accordance with these Technical Specifications and as shown on the Plans.
2. Provision of all construction facilities shall be coordinated with the Design Engineer.
B. Access Roads
1. The Contractor may construct and maintain any haul road necessary to execute the
Work or use existing haul and access roads at the Work site.
2. The Contractor shall repair any existing roads damaged by the Contractor during
construction, as directed by the Design Engineer.
C. Staging Area
1. The Contractor shall utilize a staging area for equipment and materials storage, and
personnel parking. The location of the staging area shall be determined in
coordination with the Design Engineer.
D. Temporary Buildings
1. The Contractor may provide and maintain a weather-tight temporary office trailer,for
the use of the Contractor and any Subcontractors, equipped as desired by the
Contractor.
2. The Contractor shall provide a weather-tight temporary office trailer,for the use of
the Owner and CQA representatives, equipped with a table, desk, and chairs. The
Contractor shall locate the trailer at a location approved by the Design Engineer.
3. The Contractor's office trailer shall be located adjacent to the CQA office trailer as
determined by the Design Engineer.
4. The Contractor shall install a security fence around their office trailer and the CQA
Office, as directed by the Design Engineer. The fences shall be chain link, a
minimum 6 feet in height with three strands of barbed wire and a minimum 12-foot-
wide gate.
E. Temporary Utilities
1. Electricity
a. The Contractor shall provide and pay to connect to electrical power required
for construction facilities and execution of the Work including, but not
limited to, a temporary electric feeder from electrical service, adequate
power outlets with branch wiring and distribution boxes located as required,
flexible power cords as required, and main service disconnect and
overcurrent protection at convenient location.
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b. The Contractor shall provide and pay for the electrical service and all power
required for the temporary office trailer for use by the Owner and CQA
representatives for the duration of the project.
2. Telephone and Facsimile
a. The Contractor shall provide,maintain, and pay for separate telephone and
facsimile service for the Contractor's office trailer and the CQA Officer's
trailer, as needed.
3. Water
a. Construction Water
1. The Contractor shall be responsible for developing a water supply
for construction water and dust control and delivering and applying
water as needed. Full compensation for developing a water supply
and delivering and applying water shall be considered as included in
the Contract Unit Price paid for the various contract items requiring
water.
b. Drinking Water
1. Drinking water shall be provided by the Contractor from a potable
source so piped or transported as to keep it safe, fresh, and served
from single service containers or satisfactory types of sanitary
drinking stands or fountains. Drinking water services and facilities
shall be furnished in strict accordance with existing governing
health regulations.
4. Sanitary Facilities
a. The Contractor shall furnish,install,and maintain ample sanitary facilities as
required for the Contractor's and Design Engineer's employees and for the
employees of any Subcontractors.
b. A sufficient number of enclosed temporary toilets shall be conveniently
placed as required by the sanitary codes of state and local government.
3.04 TEMPORARY CONTROLS
A. General
1. The Contractor shall comply with all codes,ordinances,rules,regulations,orders,or
other legal requirements of public authorities, which bear on performance of the
Work.
2. The Contractor shall instruct all personnel and maintain strict control of all Work
activities to protect and maintain the integrity of all existing environmental
monitoring and control systems for the landfill.
B. Safety
1. The Contractor shall submit a Health and Safety Plan with an Emergency Contact
List to the Design Engineer prior to commencement of the Work and in accordance
with Section 01800 (Health and Safety)of these Technical Specifications.
2. The entire Work site is subject to shutdown,at the discretion of the Design Engineer,
due to heavy rain,high winds, or other inclement weather.
3. The Contractor's equipment and vehicles shall not travel at speeds of more than 20
miles per hour within 200 feet of any active work areas, equipment, or personnel.
4. The Contractor shall contact PG&E with regard to the overhead power lines and
associated health and safety issues prior to the commencement of work.
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C. Equipment Fueling and Maintenance
1. The Contractor shall perform equipment fueling and maintenance within a contained
area, to be constructed by the Contractor in a location approved by the Design
Engineer to prevent any release of fuel or other contaminants. The Contractor shall
immediately remediate any leaks,spills,or other release of fuel or other contaminants
as directed by the Design Engineer.
D. Drainage Control
1. The Contractor shall provide ample means and devices with which to promptly
remove and dispose of all water from any source entering the Work areas and
maintain these at all times during execution of the Work and until the final Work has
been approved by the Design Engineer.
E. Erosion and Sediment Control
1. Temporary erosion and sediment control measures shall be implemented by the
Contractor for all Work areas in accordance with the SWPPP prepared as part of
Section 01550(Storm Water Pollution Prevention)of these Technical Specifications.
F. Dust Control
1. Dust control measures shall be implemented by the Contractor for all Work areas in
accordance with the Contractor's approved Dust Control Plan submitted under
Section 14-9.02A of the Standard Specifications.
PART 4 MEASUREMENT AND PAYMENT
2.01 MOBILIZATION
A. Payment for mobilization, demobilization, construction facilities and temporary controls
including temporary erosion control described in these Technical Specifications is considered
as included in the Contract Lump Sum Price paid for "Mobilization" and includes all
compensation for providing all materials,labor,equipment,tools,and incidentals required to
complete the Work specified herein and as directed by the Design Engineer. No additional
compensation will be allowed therefore.
B. Payment for"Mobilization"shall be as follows:
1. When the monthly partial payment estimate exceeds 5% the contract amount, not
including any amount paid for Mobilization, 5% of the contract amount or 50% of
the amount bid for Mobilization shall be included in the progress payment,
whichever is lesser.
2. When the monthly partial payment estimate exceeds 10%the contract amount,not
including any amount paid for Mobilization,7.5%of the contract amount or 75%of
the amount bid for Mobilization shall be included in the progress payment,
whichever is lesser.
3. When the monthly partial payment estimate exceeds 20%the contract amount,not
including any amount paid for Mobilization,9.5%of the contract amount or 95%of
the amount bid for Mobilization shall be included in the progress payment,
whichever is lesser.
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4. When the monthly partial payment estimate exceeds 50%the contract amount,not
including any amount paid for Mobilization, 10%of the contract amount or 100%of
the amount bid for Mobilization shall be included in the progress payment,
whichever is lesser.
5. After the Engineer determines that the work is substantially complete, any amount
bid for Mobilization exceeding 10%of the contract amount will be paid in the final
payment.
END OF SECTION
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SECTION 01550
STORM WATER POLLUTION PREVENTION
PART GENERAL
1.01 SUMMARY
A. Preparation,implementation, and monitoring of the Storm Water Pollution Prevention Plan
(SWPPP)for the purpose of preventing the discharge of pollutants from the Work site into
receiving waters. This includes,but is not limited to the prevention of sedimentation from the
Work site into storm drains and natural drainages and the prevention of pollution discharges
derived from equipment fueling and maintenance/repairs, improper dumping, spills, or
leakage from storage tanks or transfer areas.
B. Prohibit illicit discharge (non-rainwater)into the storm drain system or natural drainages.
C. Construct any and all necessary systems to eliminate contaminants from entering the storm
drain system or natural drainages.
D. Clean up and control of Work site materials, spoils, and debris.
E. Removal of contaminants produced by the Project.
F. Implement erosion and sediment control measures to prevent discharge of sediment to the
storm drain system and natural drainages (see Section 02960 [Temporary Erosion and
Sediment Controls] of these Technical Specifications).
G. The Work shall include the provision of all labor, materials, equipment, and apparatus not
specifically mentioned herein or noted on the Plans,but which are incidental and necessary to
complete the Work specified.
1.02 REFERENCES
A. California's General Permit for Storm Water Discharges Associated with Construction and
Land Disturbance Activities (General Permit) Order No. 2009-0009-DWQ as amended by
Order No. 2010-0014-DWQ (NPDES No. CAS000002). State Water Resources Control
Board, 2010.
B. California Storm Water BestManagement Practice Handbooks:
1. Municipal
2. Industrial/Commercial
3. Construction Activity
1.03 REGULATORY REQUIREMENTS
A. Contractor shall comply with the State Water Resources Control Board(SWRCB),Regional
Water Quality Control Board (RWQCB), county, city, municipal, and other local agency
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requirements regarding storm water discharges and management. The State does not obtain
local permits.
1.04 STORM WATER POLLUTION PREVENTION PLAN (SWPPP)
A. A SWPPP shall be prepared for the Project by the Contractor. SWPPP preparation includes
obtaining SWPPP acceptance,amending the SWPPP,preparing a Construction Storm Water
Management Plan (CSMP) and a Storm Water Action Plan (SAP), and monitoring and
inspecting Water Pollution Control(WPC)practices at the Work site and shall include:
1. Storm water sampling and analysis including reporting of storm water quality per
qualifying rain event. If specified for the risk level,the work includes preparation,
collection,analysis,and reporting of storm water samples for turbidity,pH,and other
constituents.
2. Preparation of the Storm Water Annual Report including certifications,monitoring
and inspection results, and obtaining Storm Water Annual Report acceptance.
3. If specified for the project risk level, preparation of a Rain Event Action Plan
(REAP) including preparing and submitting REAP forms and monitoring weather
forecasts.
B. The Contractor shall amend the SWPPP, as necessary,during construction showing the best
management practices(BMPs)for the prevention and control of pollutants and erosion of the
Work site. The SWPPP shall be in accordance with all of the requirements of the General
Construction Storm Water Permit (Permit). Contractor is responsible to implement the
SWPPP and make revisions to the SWPPP as necessary until completion of the Project.
Information on the Permit can be found on the internet at htt ://www.swrc5.ca.Gov/stormwtrr/
.c...o n,slma..cti anht ;. The Contractor shall prepare the Notice of Intent(NOI)to the SWRCB and
provide to the Owner for filing at the SWRCB.
1.05 RISK LEVEL
A. The Risk Level for this Project is Level D.
1.06 QUALITY ASSURANCE
A. All work performed under this Contract and all Contractors and their associates and/or
employees are required to comply with all applicable storm water regulations and to
implement BMPs at all times.
B. A SWPPP shall be provided by the Contractor for the proposed control of contaminants
entering the storm water system and natural drainages. The SWPPP must be approved by the
Design Engineer prior to commencement of work.
C. All employees and subcontractors shall be trained on the storm water pollution prevention
requirements contained in these Technical Specifications.
D. A supply of spill clean-up materials such as rags or absorbents shall be kept readily accessible
on-site at all times.
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1.07 SUBMITTALS
A. The Contractor shall submit a site-specific SWPPP prepared by a Qualified SWPPP
Developer (QSD). The Contractor shall amend the SWPPP when required, prepare a
CSMP, and perform water pollution control work under the oversight of a Qualified
SWPPP Practitioner(QSP), as specified in the General Permit. All reports and data
that must be submitted to the SWRCB will be uploaded by the Contractor's QSP to the
Storm Water Multiple Application and Report Tracking System (SMARTS) website
for final submittal. Final submittal and certification will be performed by the Owner.
B. Within 14 calendar days of Authorization to Proceed,the Contractor shall submit three(3)
printed copies of the SWPPP and Site Map and one (1) electronic copy in a Portable
Document Format(PDF) to the Design Engineer for review. The Contractor shall allow
five (5) working days for the Design Engineer's review. If revisions are required, the
Design Engineer will provide comments,and the Contractor shall revise and resubmit the
SWPPP and Site Map in printed and electronic form within five (5) working days of
receipt of the Design Engineer's comments.Within three (3) working days of receipt of
the Design Engineer's approved SWPPP, the Contractor shall submit three (3) paper
copies of the approved SWPPP to the Design Engineer and prepare the NOI and upload
all pertinent documentation to SMARTS for final submittal and certification by the
Design. The SWRCB will review the NOI and the issue a Waste Discharge Identification
(WDID)number for the Project.
C. The Contractor shall not perform work that may cause water pollution until the state
has issued a WDID number for the Project. The Design Engineer's review and approval
of the SWPPP shall not waive any contract requirements and shall not relieve the
Contractor from complying with Federal, State and local laws, regulations, and
requirements.
D. The Contractor shall keep a copy of the approved SWPPP at the Work site. The SWPPP
shall be made available when requested by a representative of the RWQCB, SWRCB,
United States Environmental Protection Agency, or the local storm water management
agency. Requests from the public shall be directed to the Owner.
E. The Contractor shall submit a Construction Management Plan that includes proposed
provisions to prevent pollution and debris from reaching the water channel and shall include
wet weather protection, erosion measures, methods, and location for cleaning tools and
equipment dust control,litter prevention,debris collection and removal,location of portable
toilets, storm water management controls, and hazardous material (including fuel)
management at the Work site.
F. The Contractor shall submit Storm Water Training Records including training dates and
subjects for employees and subcontractors including:
1. Within five (5)working days of SWPPP acceptance for existing employees.
2. Within five (5) working days following training of all new employees (Contractor
and subcontractors).
3. At least five (5) working days prior to subcontractors starting work for
subcontractor's employees.
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G. The SWPPP including the CSMP and SAP, SWPPP amendments,training records,REAPS,
sampling and analysis results, exceedance reports, visual monitoring reports, inspection
reports,BMP status reports,annual reports,and reporting on Storm Water Pollution Control
(SPC)practices, shall be prepared and submitted to the Design Engineer under the direction
of a QSD.
1.08 PERMIT
A. Within three (3) working days of receipt of the Design Engineer's approved SWPPP,the
Contractor shall submit three (3)paper copies of the approved SWPPP to the Owner and
prepare the NOI and upload all pertinent documentation to SMARTS for final submittal and
certification by the Owner. The SWRCB will review the NOI and the issue a WDID number
for the Project.
B. The Owner shall pay required fees and pay annual renewal fees until completion of the
Project.
1.09 LIABILITIES AND PENALTIES
A. Review of the SWPPP,amended and finalized by the Contractor from an initiated plan,shall
not relieve the Contractor from liabilities arising from non-compliance of storm water
pollution regulations.
B. Contractor will be held responsible for paying penalties for violations of permit conditions. In
the event of any fines against the City, due to non-compliance by the Contractor, the City
shall recover all costs of the fines from the Contractor.
1.10 IMPLEMENTATION
A. The Contractor shall not perform work that may cause water pollution until the S WRCB has
issued a WDID number for the Project. The City's review and approval of the SWPPP shall
not waive any contract requirements and shall not relieve the Contractor from complying with
Federal, State, and local laws,regulations, and requirements.
B. Contractor shall comply with the requirements of the Permit and the SWPPP.Contractor shall
update the SWPPP and have the SWPPP map available at the Work site at all times.
C. Contractor shall implement BMPs for control of all pollutants including sediment,fuel and
other petroleum and non-petroleum hydrocarbon products, concrete waste, fertilizers, soil
amendments and other construction related pollutants.
D. Contractor shall implement an effective combination of erosion and sediment controls by
stabilizing all disturbed soil,paying particular attention to exposed slopes. Back up erosion
prevention measures with sediment control measures. Ensure all control measures are
adequate,in place, and in operable condition.
E. Contractor shall conduct site inspections before,during extended storm events,and after each
storm event to identify areas that may contribute to erosion and sediment problems or any
other pollutant discharges. If additional control measures are needed, implement them
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immediately. Document all inspection findings and actions taken in detailed, site specific
inspection reports. These reports must be maintained on site for review.
F. Contractor shall maintain and repair all erosion prevention and sediment control measures
throughout the season and until completion of the project. Replacement supplies shall be kept
on the Work site.
G. Contractor shall train all site personnel in erosion prevention and sediment control techniques,
and the responsibilities under the Permit.
H. Contractor shall conduct weekly training meetings and training for personnel collecting water
samples.
L Contractor shall immediately report to the RWQCB office any instances of sediment or other
pollutant discharges from the Work site.
J. Contractor shall obtain services and pay for any sampling,testing,and analysis of storm water
as required for compliance with the General Permit and the SWPPP.
K. Contractor shall make the SWPPP available to the RWQCB staff and correct any
requirements imposed as a result of their inspections.
1.11 CERTIFICATION AND REPORTS
A. Prior to July 1 of each year during the construction period, submit two (2) copies of the
Annual Report that the construction activities are in compliance with the General Permit and
the SWPPP to the Design Engineer for review.
B. At Completion of the Project,submit records of all inspections,compliance certifications and
noncompliance reports to the SWRCB.
C. Upon Completion of the Project, the Contractor shall file a Notice of Termination with the
SWRCB.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 HAZARDOUS MATERIAL/WASTE MANAGEMENT/MATERIALS MANAGEMENT
A. Designated areas of the Work site shall be proposed by the Contractor for approval by the
Design Engineer suitable for material delivery,storage,and waste collection as far from catch
basins, drainage inlets, and natural drainages as possible.
B. All hazardous materials such as fuels and solvents and all hazardous waste such as waste oil
and antifreeze shall be labeled and stored in accordance with State and Federal regulations.
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C. All hazardous materials and all hazardous waste shall be stored in accordance with secondary
containment regulations,and it is recommended that these materials and waste be covered as
needed to avoid potential management of collected rainwater as a hazardous waste.
D. Regular hazardous waste collection shall be arranged for to comply with time limits on the
storage of hazardous waste.
E. Granular materials shall be stored a minimum 10 feet from the closest catch basin and
drainage inlet associated with the storm drain system. The Contractor shall not allow these
granular materials to enter the storm drain system or natural drainages.
F. Warning signs shall be posted in areas containing or treated with chemicals.
G. An accurate up-to-date inventory, including Material Safety Data Sheets (MSDSs) of
hazardous waste stored on site shall be kept and available to assist emergency response
personnel in the event of a hazardous materials incident.
H. Maintenance and fueling of vehicles and equipment shall be performed in a designated,
bermed area,or over a drip pan that will not allow run-off of spills. Vehicles and equipment
shall be regularly checked and have leaks repaired promptly. Secondary containment shall be
used to catch leaks or spills any time that vehicle or equipment fluids are dispensed,changed,
or poured.
3.02 DUST CONTROL
A. The Contractor's Dust Control Plan required under Section 01500 (Mobilization) of these
Technical Specifications shall comply with the requirements of the Mendocino County Air
Quality Management District,including the acquisition of a Large Area Grading Permit.
B. A minimum of two (2) water trucks with operators shall be in operation at all times during
excavation to provide dust control at all excavation,haul road,stockpile and staging areas. If
necessary, additional water trucks or other equipment with operators shall be provided and
used by the Contractor to maintain these areas in a misted condition at all times during
excavation.
C. Access and haul roads shall be watered on a continuous basis to control dust.
D. The Contractor will be restricted from areas where dust cannot be controlled and excessive
equipment speeds,which cause dust,may be regulated by the Owner.
E. The Design Engineer will require all excavation activities to cease if the Contractor's dust
control efforts do not follow the approved SWPPP,or fail to meet any of the requirements of
this Part,until such time that the Contractor can demonstrate a return to compliance.
F. Other methods of dust control and suppression may be used, however; Design Engineer
approval must be obtained prior to such use.
3.03 CONCRETE WASTE MANAGEMENT
A. Concrete trucks shall not be washed out into storm drains or natural drainages.
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B. Concrete trucks and equipment shall be washed out off-site or in a designated area on-site
where the water will flow onto dirt or into a temporary pit or bermed area. The water shall
percolate into the soil and the hardened concrete placed in a waste container for disposal. If a
suitable soil or bermed area is not available on-site, the wash water shall be collected and
removed off-site and disposed of properly.
3.04 EROSION AND SEDIMENT CONTROL
A. Stabilize all denuded areas and install and maintain all temporary erosion and sediment
control continuously between October 151h and April 151h of each year, until permanent
erosion controls have been installed (see Section 02960 [Temporary Erosion and Sediment
Controls] of these Technical Specifications).
B. Divert on-site runoff around exposed areas and divert off-site runoff around the Work site
(e.g., swales and dikes).
C. Incorporate provisions for preventing erosion and trapping sediment on-site,such as sediment
basins or traps,earthen dikes or berms, silt fences,check dams, storm drain inlet protection,
soil blankets or mats, covers for soil stock piles, and/or other measures.
3.05 CONSTRUCTION SITE BMPs
A. Store,handle,and dispose of construction materials and waste properly,so as to prevent their
contact with storm water.
B. Control and prevent the discharge of all potential pollutants,including concrete,petroleum
products,chemicals,washwater or sediments,and non-storm water discharges to storm drains
and natural drainages.
C. Use sediment controls or filtration to remove sediment when dewatering site and obtain all
necessary permits.
D. Avoid cleaning, fueling, or maintaining vehicles on-site, except in a designated area where
washwater is contained and treated.
E. Delineate with field markers clearing limits, easement, setbacks, sensitive or critical areas,
buffer zones,trees, and drainage courses.
F. Protect adjacent properties and undisturbed areas from construction impacts using vegetative
buffer strips, sediment barriers or filters,dikes,mulching,or other measures as appropriate.
G. Perform clearing and earth moving activities only during dry weather.
H. Limit and time applications of fertilizers to prevent polluted runoff.
I. Limit construction access routes and stabilize designated access points.
J. Avoid tracking dirt or other materials off-site;clean off-site paved areas using dry sweeping
methods.
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K. The Contractor shall train and provide instruction to all employees and subcontractors
regarding the construction BMPs.
3.06 SITE CLEANUP
A. The cleaning of equipment or materials shall not be performed on-site using soaps,solvents,
degreasers, steam cleaning, or equivalent methods.
B. All cleanup must be performed in a designated area that will not allow the cleaning rinse to
flow off-site or into on-site storm drains or natural drainages.
3.07 PERFORMANCE REQUIREMENTS
A. The SWPPP is a minimum requirement. Revisions and modifications to the SWPPP are
acceptable only if they maintain levels of protection equal to or greater than originally
specified.
B. Read and be thoroughly familiar with all of the requirements of the SWPPP.
C. Inspect and monitor all work and storage areas for compliance with the SWPPP prior to any
anticipated rain.
D. Complete any and all corrective measures as may be directed by regulatory agencies.
E. Costs: Contractor to pay all costs associated with the implementation of the requirements of
the SWPPP in order to maintain compliance with the Permit. This includes installation of all
Housekeeping BMPs, General Site and Material Management BMPs, inspection
requirements,maintenance requirements,and all other requirements specified in the SWPPP.
PART 4 MEASUREMENT AND PAYMENT
4.01 STORM WATER POLLUTION PREVENTION
A. Measurement and payment for storm water pollution prevention shall be considered as
included in the Contract Lump Sum Price paid for "Temporary Erosion and Sediment
Controls"addressed in Section 02960 (Temporary Erosion and Sediment Controls)of these
Technical Specifications.
END OF SECTION
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SECTION 01720
RECORD DOCUMENTS
PART GENERAL
1.01 SUBMITTALS
A. Quality Control Submittals: Written procedures for maintaining and markup of record
documents.
B. Contract Closeout Submittal: Submit record documents in accordance with the requirements
of this section. Submit prior to application for final payment.
1.02 QUALITY ASSURANCE
A. Furnish qualified and experienced person,whose duty and responsibility shall be to maintain
record documents.
B. Accuracy of Records:
1. Coordinate changes within record documents,making legible and accurate entries on
each page of Technical Specifications and each sheet of Plans and other documents
where such entry is required to show change.
2. Purpose of Project record documents is to provide factual information regarding
aspects of Work,both concealed and visible,to enable future modification of Work
to proceed without lengthy and expensive site measurement, investigation, and
examination.
C. Make entries within 24 hours after receipt of information that a change in Work has occurred.
D. Prior to submitting each request for progress payment,request Design Engineer's review and
approval of current status of record documents. Failure to properly maintain, update, and
submit record documents may result in delay of Progress Payment made by the Owner.
1.03 DELIVERY, STORAGE,AND HANDLING
A. Maintain record documents completely protected form deterioration, loss, and damage until
completion of Work.
B. In event of loss of recorded data, use means necessary to again secure data to Design
Engineer's acceptance.
1. Such means shall include, if necessary in Design Engineer's opinion, removal and
reconstruction of covering materials, at no cost to Owner.
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PART 2 PRODUCTS
2.01 RECORD DOCUMENTS
A. Promptly following commencement of Contract Times, secure from Owner at no cost to
Contractor, one complete set of Contract Documents. Plans will be full size.
PART 3 EXECUTION
3.01 MAINTENANCE OF RECORD DOCUMENTS
A. General:
1. Label or stamp each record document with title,"RECORD DOCUMENTS,"in neat
large printed letters.
2. Record information concurrently with construction progress and within 24 hours after
receipt of information that change has occurred. Do not cover or conceal Work until
required information is recorded.
B. Preservation
1. Maintain record documents in a clean,dry,legible condition and in good order. Do
not use record documents for construction purposes.
2. Make record documents and samples available at all times for observation by Design
Engineer.
C. Making Entries on Plans
1. Using an erasable colored pencil(not ink or indelible pencil),clearly describe change
by graphic line and note as required.
a. Color Coding:
i. Green when showing information deleted from Plans.
ii. Red when showing information added to Plans.
In. Blue and circled in blue to show notes.
2. Date entries
3. Call attention to entry by"cloud" drawn around area or areas affected.
4. Legibly mark to record actual changes made during construction, including but not
limited to:
a. Horizontal and vertical locations of existing and new underground facilities
and appurtenances, and other underground structures, equipment or Work.
Reference to at least two measurements of permanent surface improvements.
b. Location of internal utilities and appurtenances concealed in the construction
referenced to visible and accessible features of the structure.
C. Locate existing facilities,piping,equipment,and items critical to the interface
between existing physical conditions or construction and new construction.
d. Changes made by Addenda and Field Orders,Work Change Directive,Change
Order,Written Amendment,and Design Engineer's written interpretation and
clarification using consistent symbols for each and showing appropriate
document tracking number.
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5. Dimensions on Schematic Layouts: Show on record documents, by dimension, the
centerline of each run of items such as described in the previous subparagraph above.
a. Clearly identify the item by accurate note such as "cast iron drain," galv.
water," and the like.
b. Show,by symbol or note,vertical location of item("under slab", "exposed",
and the like).
C. Make identification sufficiently descriptive that itmay be related reliably to the
Technical Specifications.
D. Make entries in other pertinent record documents as accepted by Design Engineer.
E. If record documents are not accepted by Design Engineer, secure a new copy of that record
document from Design Engineer at Design Engineer's usual charge for reproduction and
handling, and carefully transfer change data to new copy to acceptance of Design Engineer.
END OF SECTION
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SECTION 01800
HEALTH AND SAFETY
PART 1 GENERAL
1.01 SUMMARY
A. Site safety.
B. LFG hazards.
C. Other landfill related hazards.
1.02 SITE SAFETY
A. All safety requirements are applicable to the Work to be performed under the Contract
and any subsequent addenda,modifications, alterations, and extensions thereto.
B. The Contractor shall be solely and completely responsible for conditions of the Work
site, including the safety of all persons and property during performance of the Work and
provision of safety measures on weekends and holidays. This requirement will apply
continuously and shall not be limited to normal working hours.
C. The Contractor shall comply with all federal, state, and local safety codes, ordinances,
and regulations, including the requirements of the Occupational Safety and Health
Agency, and Division of Industrial Safety, State of California, and other such safety
measures as may be required by the above mentioned regulatory agencies.
D. Contractor shall be solely and completely responsible for the safety of all construction
personnel performing the Work, including all Subcontractors. Contractor shall be
ultimately responsible for any and all necessary safety precautions and safety programs.
E. Contractor shall also be held responsible for their own compliance with the provisions of
this Section, as well as the compliance of all Subcontractors with the provisions of this
Section. Contractor shall be held responsible for any and all violations of the provisions
of this Section, as well as violations of any federal, state, and local safety codes,
ordinances, and regulations, including the requirements of the Occupational Safety and
Health Agency, and Division of Industrial Safety, State of California, and other such
safety statutes and requirements which apply to the Work.
F. No act, service, drawing review or construction review by the Owner, Design Engineer,
CQA Officer or their Consultants is intended to include review of the adequacy of the
Contractor's safety measures in, on, or near the Work site.
G. If a conflict should occur between the safety requirements of the Standard Specifications,
these Technical Specifications, the approved Health and Safety Plan, Referenced
Standards, or other federal, state, and local safety codes, ordinances, and regulations, the
more stringent requirement shall prevail.
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H. The Contractor shall contact PG&E with regard to the overhead power lines and
associated health and safety issues prior to the commencement of work.
1.03 LFG HAZARDS
A. The Contractor is advised that decomposing refuse produces LFG, which is
approximately 50 percent methane and 50 percent carbon dioxide by volume. LFG may
be present in the Work area. LFG is colorless, can be odorless, may contain benzene,
vinyl chloride, hydrogen sulfide, and other toxic constituents, is combustible, and
contains little or no oxygen. LFG can migrate through soil near the surface so the
Contractor is therefore advised of the need for precautions against fire, explosion, and
asphyxiation when working in or near excavations which are in or near refuse fill areas.
B. The Contractor shall be responsible for informing his or her employees and
Subcontractors and their employees of the potential danger of LFG on and near landfills.
C. Smoking shall be prohibited at all times and at all locations within the limits of the Work
shown on the Plans.
D. The Contractor shall be familiar with "A Compilation of Landfill Gas Field Practices and
Procedures" as prepared by the Solid Waste Association of North America(SWANA).
E. LFG has the potential to create hazardous conditions if not controlled or recognized.
Some of the hazards of LFG include:
1. Fires which may start spontaneously from exposed and/or decomposing refuse.
2. Fires and explosions which may occur from the presence of methane gas.
3. Oxygen deficiency in underground trenches, excavations, vaults, conduits and
structures.
4. The potential presence of hydrogen sulfide, a highly toxic and flammable gas.
5. The potential presence of benzene, vinyl chloride, and other toxic gases which
are known to the State of California to cause cancer, birth defects, and
reproductive harm.
6. Water vapor in LFG often becomes over saturated and condenses as a liquid in
contained pipes and vessels. This condensate may contain the toxic constituents
found in LFG.
1.04 OTHER LANDFILL-RELATED HAZARDS
A. The Contractor is advised that solid waste fills and the decomposing refuse therein may
present other unique health and safety considerations. Such considerations include, but
are not limited to:
1. Unstable ground and surface cave-ins due to decomposition and differential
settlement of refuse when working over, in, or near refuse fill areas.
2. Possible caving of trenches and excavations when working over, in, or near
refuse fill areas.
3. Potentially hazardous materials in or near refuse fill areas.
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PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 HEALTH AND SAFETY PLAN
A. Prior to start of construction, the Contractor shall submit a written Health and Safety
Plan, to the Design Engineer indicating all proposed safety measures. Said plan shall be
prepared in accordance with the requirements of Part 29 of the Code of Federal
Regulations (29 CFR) 1910.120.
B. The Health and Safety Plan shall comply with all federal, state, and local safety codes,
ordinances, and regulations, including the requirements of the Occupational Safety and
Health Administration (OSHA), and Division of Industrial Safety, State of California.
The Contractor shall comply with Section 5-1.02A of the Standard Specifications for
safety plan requirements for trenches and excavations. Contractor's attention is further
directed to Section 6705 of the Labor Code concerning trench excavation safety plans.
3.02 SITE SAFETY MONITOR
A. The Contractor shall provide a person who will be designated as the Site Safety Monitor.
B. The Site Safety Monitor shall be thoroughly trained in rescue procedures, and use of
safety equipment and gas detectors as required by the Health and Safety Plan.
C. At a minimum the Site Safety Monitor shall have taken a certified 40-hour OSHA safety
course and 8-hour supplementary health and safety supervisor course which meets the
requirements of 29 CFR 1910.120. Certificates of participation shall be submitted to the
Design Engineer prior to start of construction.
D. The Site Safety Monitor shall have the delegated authority to order any person or worker
to follow safety rules related to LFG or other site safety hazards. Failure to observe these
rules shall be sufficient cause for removal of the person or worker from the Work site.
E. Supplemental to the Contractor's regular safety program, the Site Safety Monitor shall
develop and institute procedures to inform all workers and the public visiting the Work
site of the potential for the presence of methane and other landfill gases emanating from
the natural decomposition of refuse buried at or near the Work site, and the importance of
safety precautions to provide for the safety of workers and the public.
3.03 TRENCH AND EXCAVATION SAFETY
A. Contractor shall comply with all requirements of the trench and excavation safety,
including provisions of Section 5-1.02A of the Standard Specifications and all
occupational safety and health requirements of the Labor Code. In particular, the
Contractor shall:
1. Submit to the Design Engineer at least 14 calendar days in advance of
excavation, a detailed plan showing the design of sheeting, shoring, bracing,
slopes, or other provisions to be made for worker protection from the hazard of
caving ground during excavation. Sheeting and shoring plans shall be designed
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and stamped by a Registered Civil or Structural Engineer with experience in
shoring design. The Contractor shall be solely responsible for ensuring the safety
of any excavation. Shoring and submittal of any plans for sheeting, shoring,
bracing, slopes, or other provisions to be made for worker protection shall not
relieve the Contractor from this responsibility.
2. If required, obtain a permit from the division of Industrial Safety for the
construction of excavations that are 5 feet in depth or deeper and into which a
person or persons is (are)required to descend.
B. Contractor shall provide all necessary materials to sheet, shore, brace, or otherwise
provide for worker protection in temporary excavations as well as may be required to
prevent adjacent surface settlement or damage to public and private property and to
ensure safe working conditions at the Work site.
C. Contractor shall remove all sheeting, shoring, bracing or similar structures in accordance
with the above requirements and in such a manner as to prevent any damage to the Work.
D. The Contractor shall repair all damages resulting from improper sheeting, shoring,
bracing or similar measures, or damages resulting from failure to provide such measures
at no expense to the City.
PART 4 MEASUREMENT AND PAYMENT
4.01 HEALTH AND SAFETY
A. Payment for providing all health and safety measures, including preparation of required
Health and Safety Plan, is included in the Contract Unit Price paid for the various items
of Work for which they are required. No separate or additional payment will be made
therefore.
END OF SECTION
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DIVISION 2
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SECTION 02200
REMOVAL, REPLACEMENT,AND ADJUSTMENT OF EXISTING FACILITIES
PART1 GENERAL
1.01 SUMMARY
A. Existing facilities that interfere with the Work shall be removed,reset,relocated,adjusted,or
otherwise modified as specified herein,as shown on the Plans,or as directed by the Engineer.
The Contractor shall perform all removal, replacement, abandonment, and adjustment of
existing facilities in accordance with this Section and at the locations and details shown on the
Plans including the following:
1. Adjust three (3) existing groundwater monitoring wells to grade;
2. Adjust two (2)existing leachate wells to grade;
3. Remove existing CMP and HDPE downdrains and drain outlets to creek;
4. Remove and/or abandon existing leachate piping;
5. Adjust of five (5) existing leachate manholes to grade;
6. Remove and replace existing vault boxes;
7. Install G5 traffic vault with checker plate top over existing valve;
8. Adjust existing gas vault to grade;
9. Adjust existing air release valve and vault to grade;
10. Adjust four(4) existing landfill gas perimeter monitoring wells/vaults to grade;
11. Remove existing fencing at site entrance; and
12. Demolish existing scale house structure.
B. The Contractor shall furnish all labor,supervision,tools,materials,equipment,transportation,
and incidentals necessary to implement the respective removal,replacement,and adjustment
activities outlined above and within this Section.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Standard Plans Book. California Department of Transportation, 2010.
1.03 SUBMITTALS
A. At least 14 calendar days prior to beginning any replacement work in accordance with the
requirements of this Section, the Contractor shall provide three (3) copies to the Design
Engineer manufacturer's product data sheets for any new materials used in the replacement or
adjustment of existing facilities.
1.04 PROJECT CONDITIONS
A. Except for materials indicated to be stockpiled or to remain the City's property, cleared
materials are the Contractor's property. Remove cleared materials from the project site and
dispose of in lawful manner.
B. Salvaged Materials: Carefully remove items indicated to be salvaged and store where
indicated on Plans or where designated by the City. Avoid damaging materials designated for
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salvage.
C. Unidentified Materials:
1. If unidentified materials are discovered, including hazardous materials that may
require additional removal other than is required by the Contract Documents,
immediately report the discovery to the City.
2. I necessary, the City will arrange for any testing or analysis of the discovered
materials and shall provide instruction regarding the removal and disposal of
unidentified materials.
PART 2 PRODUCTS
2.01 SOIL MATERIAL
A. Backfill excavations resulting from removal operations with onsite or import materials
conforming to the specification for compacted engineered fill as described in Section 02224
(Engineered Fill).
2.02 VAULT BOXES
A. New or replacement vault boxes shall be pre-cast boxes with solid concrete or steel lids at the
sizes and dimensions as indicated on the Plans. Extension risers shall be used as necessary to
raise vault box to grade. Vault boxes shall be Christy boxes or equivalent with traffic rated
cover where indicated.
PART 3 EXECUTION
3.01 GENERAL
A. Items demolished or removed that are not to be salvaged or reused in the Work shall become
the property of the Contractor and shall be legally disposed of or recycled.
B. Verify that utilities have been disconnected and capped before starting demolition operations.
3.02 DOWNDRAIN AND DRAIN OUTLET REMOVAL
A. Unless indicated on the Plans to remain, all existing aboveground and below ground CMP
and HDPE downdrains and drain pipe including any hardware shall be removed within the
limits of Work.
B. Backfill trench excavations resulting from removal operations with onsite or import materials
conforming to the specification for compacted engineered fill as described in Section 02224
(Engineered Fill). Compact to 90%relative compaction.
3.03 LEACHATE PIPING REMOVAL/ABANDONMENT
A. Cut existing leachate pipe at points shown on the Plans. The pipe cuts shall be square,
perpendicular to the center of the pipe. Cap or plug with concrete the ends of the piping
where indicated.
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B. Unless piping is shown on the Plans to be abandoned in place, excavate and remove piping
for disposal per section 1.04A.
C. Backfill excavations resulting from removal operations with onsite or import materials
conforming to the specification for compacted engineered fill as described in Section 02224
(Engineered Fill). Compact to 90%relative compaction.
3.04 LEACHATE MANHOLE ADJUSTMENT
A. Frames and covers of existing leachate manholes shall be adjusted to grade with new
materials similar in character to those in the original structure in accordance with the
provisions of these specifications.
C. After the existing cover and frame has been removed,the top of the structure to be raised shall
be trimmed to provide a suitable foundation for the new material.
D. When reconstruction or adjustment of a concrete structure requires partial removal of
concrete,sufficient concrete shall be removed to permit new reinforcing steel to be spliced to
existing reinforcing steel. Existing reinforcement that is to be incorporated in new work shall
be protected from damage and shall be thoroughly cleaned of adhering material before being
embedded in new concrete.
E. Concrete removal shall be performed without damage to the portion that is to remain in place.
Damage to the existing concrete,which is to remain in place,shall be repaired to a condition
equal to that existing prior to the beginning of removal operations. The cost of repairing
existing concrete damaged by the Contractor's operations shall be at the Contractor's expense.
F. At the option of the Contractor,raising devices may be used in place of adjusting manholes to
grade with new materials similar in character to those in the original structure.
G. The shape and size of the raising devices shall match the existing frame and shall produce an
installation which is equal to or better than the existing installation in stability, support and
non-rocking characteristics. Each section of the raising device shall be fastened securely to
the existing frame.
3.05 DEMOLITION
A. Demolish indicated existing buildings as shown on the Plans. Use methods required to
complete the Work within limitations of governing regulations.
B. Use water mist and other suitable methods to limit spread of dust and dirt. Comply with
governing environmental protection regulations. Do not use water when it may damage
construction or create hazardous or objectionable conditions, such as ice, flooding, and
pollution.
C. Proceed with demolition of structural framing members systematically,from higher to lower
level.
D. Remove below-grade construction, including footings and foundation walls completely.
E. Remove existing utilities within limits of structure completely. Fill depressions and voids
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with onsite or import fill compacted to a relative compaction of 90%.
F. Completely fill below-grade areas and voids resulting from building demolition operations
with satisfactory onsite or import fill compacted to a relative compaction of 90%.
PART 4 MEASUREMENT AND PAYMENT
4.01 ADJUST GROUNDWATER MONITORING WELLS TO GRADE
A. Adjustment of groundwater monitoring wells to grade shall be measured by each well that is
adjusted. Payment shall be included in the Contract Unit Price per each well adjusted for
"Adjust Groundwater Monitoring Wells to Grade"addressed in this Section and shall include
full compensation for providing all materials,labor,equipment,tools,and incidentals required
to complete the adjustment as shown on the Plans,as specified herein,and as directed by the
Design Engineer. No additional compensation will be allowed therefore.
4.02 ADJUST LEACHATE WELLS TO GRADE
A. Adjustment of leachate wells to grade shall be measured by each well that is adjusted.
Payment shall be included in the Contract Unit Price per each well adjusted for "Adjust
Leachate Wells to Grade"addressed in this Section and shall include full compensation for
providing all materials, labor, equipment, tools, and incidentals required to complete the
adjustment as shown on the Plans, as specified herein, and as directed by the Design
Engineer. No additional compensation will be allowed therefore.
4.03 REMOVE EXISTING CMP AND HDPE DOWNDRAINS AND DRAIN OUTLETS
A. Measurement and payment for removal of existing above ground and underground CEP and
HDPE downdrains and drain outlets shall be included in the Contract Lump Sum Price for
"Remove Existing CMP and HDPE Downdrains and Drain Outlets"addressed in this Section
and shall include full compensation for providing all materials,labor,equipment,tools, and
incidentals required to complete the removal as shown on the Plans, as specified herein,and
as directed by the Design Engineer,including pipe removal,excavations,disposal,and trench
backfill and compaction. No additional compensation will be allowed therefore
4.04 REMOVE EXISTING LEACHATE PIPING
A. Measurement and payment for removal and abandonment of existing leachate piping shall be
included in the Contract Lump Sum Price for"Remove Existing Leachate Pipe"addressed in
this Section and shall include full compensation for providing all materials,labor,equipment,
tools, and incidentals required to complete the removal as shown on the Plans, as specified
herein, and as directed by the Design Engineer, including cutting and capping pipe,
excavation,pipe removal, and trench backfill and compaction. No additional compensation
will be allowed therefore.
4.05 ADJUST LEACHATE MANHOLES
A. Adjustment of leachate manholes to grade shall be measured by each manhole that is
adjusted. Payment shall be included in the Contract Unit Price per each manhole adjusted for
"Adjust Leachate Manhole to Grade" addressed in this Section and shall include full
compensation for providing all materials,labor,equipment,tools,and incidentals required to
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complete the adjustment as shown on the Plans, as specified herein, and as directed by the
Design Engineer. No additional compensation will be allowed therefore.
4.06 INSTALL G5 TRAFFIC VAULT WITH CHECKER PLATE COVER
A. Installation of G5 traffic vault with checker plate cover shall be measured by each vault that is
installed. Payment shall be included in the Contract Unit Price per each vault removed and
replaced for"Install G5 Traffic Vault with Check Plate Cover"addressed in this Section and
shall include full compensation for providing all materials, labor, equipment, tools, and
incidentals required to complete the replacement as shown on the Plans,as specified herein,
and as directed by the Design Engineer. No additional compensation will be allowed
therefore.
4.07 ADJUST EXISTING GAS VAULT TO GRADE
A. Adjustment of gas vault to grade shall be measured by each vault that is adjusted. Payment
shall be included in the Contract Unit Price per each manhole adjusted for"Adjust Existing
Gas Vault to Grade" addressed in this Section and shall include full compensation for
providing all materials, labor, equipment, tools, and incidentals required to complete the
adjustment as shown on the Plans, as specified herein, and as directed by the Design
Engineer. No additional compensation will be allowed therefore.
4.08 INSTALL B2436 GAS EXTRACTION VAULT WITH CHECKER PLATE TOP
A. Installation of B2436 gas extraction vault with checker plate cover shall be measured by each
vault that is installed. Payment shall be included in the Contract Unit Price per each vault
removed and replaced for "Install B2436 Gas Extraction Vault with Check Plate Cover"
addressed in this Section and shall include full compensation for providing all materials,
labor,equipment,tools,and incidentals required to complete the replacement as shown on the
Plans, as specified herein, and as directed by the Design Engineer. No additional
compensation will be allowed therefore.
4.09 ADJUST EXISTING AIR RELEASE VALVE AND VAULT TO BOX GRADE
A. Adjustment of existing air release valve and vault box to grade shall be measured by each
valve adjustment that is performed. Payment shall be included in the Contract Unit Price per
each vault removed and replaced for"Adjust Existing Air Release Valve and Vault Box to
Grade" addressed in this Section and shall include full compensation for providing all
materials, labor, equipment, tools, and incidentals required to complete the replacement as
shown on the Plans, as specified herein, and as directed by the Design Engineer. No
additional compensation will be allowed therefore.
4.10 ADJUST LFG PERIMETER MONITORING WELLS
A. Adjustment of LFG perimeter monitoring wells to grade shall be measured by each well that
is adjusted. Payment shall be included in the Contract Unit Price per each well adjusted for
"Adjust LFG Monitoring Wells to Grade" addressed in this Section and shall include full
compensation for providing all materials,labor,equipment,tools,and incidentals required to
complete the adjustment as shown on the Plans, as specified herein, and as directed by the
Design Engineer. No additional compensation will be allowed therefore.
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4.11 REMOVE EXISTING FENCING
A. Measurement and payment for removal of existing fencing shall be included in the Contract
Lump Sum Price for"Remove Existing Fencing"addressed in this Section and shall include
full compensation for providing all materials,labor,equipment,tools,and incidentals required
to complete the removal as shown on the Plans, as specified herein, and as directed by the
Design Engineer, including cutting and capping pipe, excavation,pipe removal, and trench
backfill and compaction. No additional compensation will be allowed therefore.
4.12 STRUCTURE DEMOLITION
A. Measure and payment for the demolition of the existing scale house structure shall be
included in the Contract Lump Sum Price for "Structure Demolition" addressed in this
Section and shall include full compensation for providing all materials, labor, equipment,
tools,and incidentals required to complete the demolition as shown on the Plans,as specified
herein, and as directed by the Design Engineer, including demolition of structure and
foundation,removal of utilities,disposal of materials, and backfill and compaction of voids
and depressions. No additional compensation will be allowed therefore.
END OF SECTION
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SECTION 02207
AGGREGATE MATERIALS
PART 1 GENERAL
1.01 SUMMARY
A. The Contractor shall furnish, transport to the Work site, and install all aggregate
materials, including aggregate base for the construction of access roads, road crossings,
and placement within and around the flare station, sand ballast and hydrobinder infill for
the engineered turf, pipe bedding for trenches, rock riprap for lined swales and outfalls,
gravel pack material for LFG extraction wells, concrete aggregate, coarse rock for the
construction entrance, and tank bedding and backfill for the leachate UST, in accordance
with this Section and at the locations and to the dimensions shown on the Plans. The
Contractor shall furnish all labor, supervision,tools, materials, equipment,transportation,
and incidentals necessary to install the respective aggregate materials.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Caltrans Standard Plans. California Department of Transportation, 2010.
C. American Society for Testing and Materials. Current Edition.
D. California TestMethods. California Department of Transportation, Current Edition.
1.03 APPLICABLE STANDARDS AND SPECIFICATIONS
A. ASTM C 33 Standard Specification for Concrete Aggregates.
B. ASTM C 136 Sieve Analysis of Fine and Coarse Aggregates.
C. ASTM D 2434 Standard Test Method for Permeability of Granular Soils
(Constant Head).
D. CTM 229 Method of Test for Durability Index.
E. CTM 301 Method for Determining the Resistance "R" Value of Treated
and Untreated Bases, Subbases, and Basement Soils by the
Stabilometer.
1.04 SUBMITTALS
A. At least 14 calendar days prior to beginning any aggregate material installation, the
Contractor shall provide three (3)copies of the name and location of the proposed borrow
source, and laboratory test results on the aggregate materials from the proposed borrow
source to the Design Engineer which show that the aggregate materials have the
properties specified in Part 2 of this Section. The Design Engineer will provide the
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Contractor with an approval or rejection of the borrow source and aggregate materials
within two (2) working days of receipt of the borrow source information and laboratory
test results.
1.05 QUALITY ASSURANCE
A. Testing of the aggregate materials shall be conducted in accordance with the CQA Plan.
B. If the Design Engineer's review of Contractor's submittals indicates that an aggregate
matenal(s) does not meet specified requirements, the Contractor shall provide an
alternative material(s) and submit corresponding test results to the Design Engineer for
approval.
PART 2 PRODUCTS
2.01 GENERAL
A. Each aggregate product shall come from the same source throughout the Work.
2.02 AGGREGATE BASE
A. The aggregate base material shall be clean, hard, sound, durable, uniform in quality, free
of any surface coatings, and free of any detrimental quantity of soft, friable, thin,
elongated, or laminated pieces, disintegrated material, organic matter, oil, alkali, or other
deleterious substance. The aggregate base material may contain Portland cement concrete
and asphalt concrete meeting the grading specifications.
B. Aggregate base shall conform to requirements of Section 26 of the Standard
Specifications and these Technical Specifications. Aggregate base shall meet the
requirements for Class 2,3/4-inch maximum per the Standard Specifications.
2.03 SAND BALLAST 1NFILL
A. Sand Ballast Infill will meet Particle Size Parameters of ASTM C-33 for fine aggregates
as shown in Table 1 below:
Table 1: Sand Ballast Infill ASTM C-33-03 Particle Size Distribution
ASTM C-33-03
Sieve Percent Passing
9.5 min (3/8 in.) 100
4.75 min (No. 4) 95 to100
2.36 min (No. 8) 80 to 100
(Continued)
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ASTM C-33-03
Sieve Percent Passing
1.18 min (No. 16) 50 to 85
600 µm(No. 30) 25 to 60
300 µm(No. 50) 5 to 30
150 µm (No. 100) 0 to 10
2.04 HYDROBINDER 1NFILL
A. HydroBinder"is a cementious product used as the infill component for surface drainage
conveyance areas.
B. HydroBinderTM infill Shall be HydroBinderTM Cementitious Infill. The HydroBinderTM
infill material may be delivered in either pallet form of 80 lb. bags or 3,000 lb. bulk super
sacks.
C. Cement, except as otherwise specified herein, will be a brand of Portland Cement,
meeting ASTM C 150 and will be Type I or Type IL Only one brand of cement will be
used throughout the duration of this Contract.
D. The cementitious infill mix design will conform to the requirements of ASTM C 387 for
high strength mortars.
E. The cementious infill will have a minimum 28 day compressive strength of 5,000 psi.
2.05 PIPE BEDDING
A. Pipe bedding material shall conform to Section 19-3.02E(2) of the Standard
Specifications.
2.06 LOOSE ROCK RIPRAP
A. Stone and/or recycled concrete for loose rock riprap shall conform to Section 72-5.02 of
the Standard Specifications and the following size requirements:
Screen Size %(By Weight)Retained Above
4" x 4" 95-100
6" x 6" 75-100
9" x 9" 25-100
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2.07 GROUTED ROCK RIPRAP
A. Stone and/or recycled concrete for grouted rock riprap shall be "Light" class rock per
Section 72-2.02 of the Standard Specifications.
2.08 GRAVEL PACK
A. Gravel pack material for the LFG extraction wells shall be 1- to 2-inch diameter non-
calcareous washed rock.
2.09 CONCRETE AGGREGATE
A. Coarse and fine aggregate for concrete shall conform to ASTM C 33 as determined by
the Supplier. All aggregate shall be thoroughly washed. Maximum aggregate size shall
be 3/4 inches in diameter.
2.10 COARSE ROCK FOR CONSTRUCTION ENTRANCE
A. Coarse rock for construction entrance shall be 2-to 3-inch crushed stone.
2.11 TANK BEDDING AND BACKFILL
A. Tank bedding shall consist of filter sand.
B. Tank backfill shall be clean naturally rounded aggregate with a mix of particle
sizes not less than 1/8-inch or more than 3/4-inch (pea gravel) in accordance with
the tank manufacturer's specifications.
PART 3 EXECUTION
3.01 GENERAL
A. The Contractor shall provide all construction, grading control, and other staking
necessary to construct the aggregate materials to the lines, grades, and thickness shown
on the Plans.
3.02 STOCKPILING
A. Materials shall be stockpiled at the Work site at a location(s) designated by the Design
Engineer.
B. Stockpiles shall be of sufficient quantity to meet Project schedule and requirements.
C. Surface water shall be directed away from stockpile site(s) so as to prevent erosion or
deterioration of materials.
3.03 STOCKPILE CLEANUP
A. Surplus aggregate material stockpiles shall be removed or left in a clean and neat
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condition. Stockpile area surface(s) shall be graded to prevent free standing surface
water.
3.04 PLACEMENT
A. Aggregate base shall be placed in accordance with the requirements for aggregate base
placement in Section 02310 (Access Roads) and Section 15300 (Flare Station) of these
Technical Specifications.
B. Pipe bedding shall be placed in accordance with the requirements for backfilling in
Section 02225 (Trenching and Backfilling) of these Technical Specifications.
C. Sand ballast infill and HydroBinder infill shall be placed in accordance with the
requirements for infill placement, respectively in Section 02773 (Engineered Turf) of
these Technical Specifications.
D. Rock riprap shall be placed in accordance with the requirements for placement in Section
02722 (Drainage and Erosion Controls) of these Technical Specifications.
E. Gravel pack material shall be placed in accordance with the requirements for backfilling
in Section 15100 (Landfill Gas [LFG] Extraction Wells) of these Technical
Specifications.
F. Coarse rock shall be placed at the construction entrances in accordance with the
requirements of Section 02960 (Temporary Erosion and Sediment Controls) of these
Technical Specifications.
G. Concrete sand shall be placed in accordance with the requirements of Section 02774
(Geosynthetic Clay Liner [GCL]) of these Technical Specifications.
H. Tank bedding and backfill shall be placed in accordance with the requirements of Section
15500 (Leachate Overflow and Collection System) of these Technical Specifications.
PART 4 MEASUREMENT AND PAYMENT
4.01 AGGREGATE BASE
A. Measurement and payment for aggregate base shall be included in the Contract Unit
Prices for "Access Roads" addressed in Section 02310 (Access Roads) and "Flare
Station"addressed in Section 15300 (Flare Station) of these Technical Specifications.
4.02 SAND BALLAST INFILL
A. Measurement and payment for sand ballast infill shall be included in the Contract Unit
Prices for "Engineered Turf " addressed in Section 02773 (Engineered Turf) of these
Technical Specifications
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4.03 HYDROBINDER 1NFILL
A. Measurement and payment for HydroBinder infill shall be included in the Contract Unit
Prices for "Engineered Turf' addressed in Section 02773 (Engineered Turf) of these
Technical Specifications
4.04 PIPE BEDDING
A. Measurement and payment for pipe bedding shall be included in the Contract Unit Price
paid for the various items of Work for which pipe bedding is required.
4.05 LOOSE AND GROUTED ROCK RIPRAP
A. Measurement and payment for loose and grouted rock riprap shall be included in the
Contract Unit Price paid for the various items of Work for which loose and grouted riprap
is required.
4.06 GRAVEL PACK
A. Measurement and payment for gravel pack shall be included in the Contract Unit Price
for "LFG Extraction Wells" addressed in Section 15100 (Landfill Gas [LFG] Extraction
Wells) of these Technical Specifications.
4.07 CONCRETE AGGREGATE
A. Measurement and payment for concrete aggregate shall be included in the Contract Unit
Price paid for the various items of Work for which concrete aggregate is required.
4.08 COARSE ROCK FOR CONSTRUCTION ENTRANCE
A. Measurement and payment for coarse rock for the construction entrance shall be
considered as included in the Contract Lump Sum Price paid for "Mobilization"
addressed in Section 01500 (Mobilization) of these Technical Specifications.
4.09 TANK BEDDING AND BACKFILL
A. Measurement and payment for tank bedding and backfill for the leachate UST installation
shall be considered as included in the Contract Unit Price paid for "Leachate UST"
addressed in Section 15500 (Leachate Overflow and Collection System) of these
Technical Specifications.
END OF SECTION
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SECTION 02222
EXCAVATION
PART1 GENERAL
1.01 SUMMARY
A. The Contractor shall perform all excavation work including clearing, grubbing, stripping,
excavation, and grading of the on-site borrow area and construction of the final cover
system's foundation layer,drainage and erosion control structures,LFG collection system and
condensate drain/discharge components, and leachate UST in accordance with this Section
and at the locations and to the dimensions shown on the Plans.
B. The Contractor shall excavate refuse in selected areas and relocate the refuse to the designated
refuse relocation area shown on the Plans. Incidental refuse excavation and disposal shall
also be performed as part of the installation of drainage, LFG collection system, and
condensate drain/discharge components.
C. Excavation to be performed by the Contractor shall also include construction of any necessary
haul roads, stockpiling of all excavated materials, hauling and disposal of any excavated
refuse, and provisions for temporary dust, erosion, and drainage control measures.
D. The Contractor shall furnish all labor,supervision,tools,materials,equipment,transportation,
and incidentals necessary to implement the respective excavation activities outlined above and
within this Section.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Caltrans Standard Plans. California Department of Transportation, 2010.
1.03 SUBMITTALS
A. Temporary erosion and sediment control measures associated with excavation activities shall
be addressed in the Work site's SWPPP prepared as part of Section 01550 (Storm Water
Pollution Prevention)of these Technical Specifications.
B. The Contractor shall provide the Design Engineer with certified weight tags issued by the
permitted transfer station or solid waste disposal facility for all loads of refuse transported off-
site for disposal.
1.04 QUALITY ASSURANCE
A. Observation
1. The CQA Monitor will periodically observe performance of the excavations to verify
conformance with the execution requirements in Part 3 of this Section.
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2. If any portion(s)of the excavations are determined by the CQA Monitor to not meet
the requirements of this Section, the Contractor, at his expense, shall rework or
replace that portion(s) to meet the requirements of this Section as directed by the
Design Engineer.
B. Surveying
1. The Contractor shall provide all construction staking, grading control, and other
staking necessary to construct the excavations to the lines, grades, and dimensions
shown on the Plans. The Design Engineer will provide data on existing control
points in the vicinity of the Project for use by the Contractor's Land Surveyor or
eligible Engineer.
2. All grades and dimensions of completed areas of the excavations shall be verified by
the Design Engineer or CQA Monitor by field survey.
3. If it is demonstrated by the CQA field surveying that any portion(s) of the
excavations does not meet the required lines, grades, or dimensions shown on the
Plans,the Contractor, at his expense,shall rework or replace that portion(s)to bring
the deficient area(s) to grade or the proper dimension in accordance with all
requirements of this Section. A deduction will be made from the Contractor's
compensation(based on standard wage rates)to retest the materials and re-verify the
grade or the proper dimension by survey.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 GENERAL
A. Unless provided otherwise within this Section, all excavation activities shall conform to the
applicable requirements of Section 16 and 19 of the Standard Specifications.
B. The Contractor shall instruct all personnel and maintain strict control over all excavation
activities to protect and maintain the integrity of all existing environmental monitoring and
control systems and any other facilities for the existing landfill. The cost of repairing any
damage to these existing features will be determined by the Owner and be borne by the
Contractor. The total repair cost to be borne by the Contractor will include those for
exploration to determine extent of damage,mobilization of work crews,materials,material
delivery, CQA testing and observation, and additional design.
3.02 CLEARING AND GRUBBING
A. The existing interim cover soil on the landfill surface and natural ground surface within the
limits of the on-site borrow area as depicted on the Plans shall be cleared of all vegetative
growth, such as brush, grass,weeds, or other deleterious material.
B. Clearing and grubbing shall be performed prior to beginning excavation in any area.
C. Cleared and stripped topsoil shall be stockpiled separately from excavated material or
disposed of in accordance with this Section.
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3.03 REFUSE EXCAVATION AND RELOCATION
A. Refuse shall be excavated at the designated locations beneath the existing power lines to the
lines, grades and dimensions shown on the Plans.
B. After clearing and grubbing, residual existing interim cover soil overlying the designated
refuse excavation areas shall be segregated and subsequently reused as foundation layer
material. This material shall be free of refuse and shall be placed and compacted in
accordance with Section 02240 (Foundation Layer) of these Technical Specifications.
B. Excavated refuse shall be relocated to the designated refuse relocation area shown on the
Plans.
C. Relocated refuse placed within the designated refuse relocation area shall be spread in
uniform lifts not to exceed 2 feet in thickness and each lift compacted with a minimum of four
(4)passes using a dozer.
D. Relocated refuse lifts shall be covered with a minimum of 6 inches of soil at the end of each
working day to minimize vector hazards and odor nuisance.
E. Within five(5)working days of completing the refuse excavation work beneath the existing
power lines, the refuse relocation area shall be completely covered with a minimum of 12
inches of prepared and compacted foundation layer material in accordance with Section
02240 (Foundation Layer) of these Technical Specifications.
3.04 INCIDENTAL REFUSE EXCAVATION AND DISPOSAL
A. Refuse shall be excavated as necessary to accommodate the installation of drainage, LFG
collection system, and condensate drain/discharge components at the locations and to the
details shown on the Plans.
B. Excavated refuse may be temporarily stockpiled on and covered with visqueen at a designated
location on-site, or discharged directly into a roll-off bin or dump truck. If temporarily
stockpiled,the refuse must be removed by the end of each working day and transferred into a
roll-off bin or dump truck for subsequent transport and disposal by the Contractor to a
permitted transfer station or solid waste disposal facility. Refuse remaining on-site overnight
in a roll-off bin or dump truck shall be covered at the end of each working day. Excavated
refuse shall not remain on-site for more than a 48-hour period.
C. The Contractor shall not mix excess, surplus, or waste materials from other general
construction activities with the refuse derived from the excavation work described in this
Section. Those materials shall be managed and paid for separately under the Contract Lump
Sum Price for"Mobilization"as outlined in Section 01500(Mobilization)of these Technical
Specifications.
3.05 SOIL EXCAVATION
A. The horizontal control points and one (1) benchmark shall be provided by the Design
Engineer in the vicinity of the Work site. It shall be the responsibility of the Contractor to
maintain control points and property line markers and to provide and maintain construction
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staking, grading control,or other staking necessary to perform the excavation and construct
the stockpile.
B. Control points and property line markers that are removed, damaged, or destroyed by the
Contractor shall be reestablished by the Contractor at the Contractor's expense.
C. Boulders encountered by the Contractor during excavation shall be removed, separated by
size as directed by the Design Engineer,and stockpiled separately from excavated material or
disposed of in accordance with this Section.
D. Excavation for drainage and erosion control structures shall conform to Section 19-1.03E of
the Standard Specifications.
3.06 GRADING
A. The excavation shall be constructed in conformance with the lines, grades, and dimensions
shown on the Plans; all distances and measurements, except elevations and structural
dimensions, shall be made on a horizontal plane unless otherwise stated in this Section.
B. When completed,the grading plane for the drainage channels at any point shall not vary more
than 0.10 foot above or below the grade shown on the Plans on slopes less than 10 percent nor
vary more than 0.20 foot above or below the grade shown on the Plans on slopes greater than
10 percent.
C. Unsuitable materials, as determined by the Design Engineer, encountered at the subgrade
elevation shall be removed and stockpiled separately from excavated material or disposed of
in accordance with this Section. If, after removal of the unsuitable materials, a surface in
accordance with Part 3 of this Section does not result,overexcavation correction procedures
in this Section shall be followed.
D. If any portion of the excavation area is excavated by the Contractor below the design
(prepared subgrade) elevations shown on the Plans, the Contractor shall perform
overexcavation correction procedures,resulting in a surface which meets the requirements of
Part 3 of this Section, as directed by the Design Engineer. Overexcavation correction
procedures may consist of excavating, grading, and surface preparation of the entire
overexcavated slope,or some portion thereof,to a lower subgrade elevation determined by the
Design Engineer; backfilling with engineered fill and compacting to provide a firm and
unyielding subgrade in accordance with the requirements of Section 02224(Engineered Fill)
of these Technical Specifications;or as otherwise directed by the Design Engineer. The cost
of overexcavation correction procedures,redesign,additional surveying,and other incidental
fees resulting from the overexcavation shall be paid by the Contractor, unless the
overexcavation is performed at the direction of the Design Engineer to remove unsuitable
materials at the subgrade elevation.
3.07 HAUL ROAD CONSTRUCTION
A. The Contractor shall construct and maintain any haul roads necessary to perform excavation.
B. The location of all haul roads proposed for construction and use by the Contractor must be
approved by the Design Engineer.
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3.08 DUST CONTROL
A. Dust control shall comply with the Contractor's approved Dust Control Plan.
B. A minimum of two (2) water trucks with operators shall be in operation at all times during
excavation to provide dust control at all excavation,haul road,stockpile and staging areas. If
necessary, additional water trucks or other equipment with operators shall be provided and
used by the Contractor to maintain these areas in a misted condition at all times during
excavation.
C. The Design Engineer will require all excavation activities to cease if the Contractor's dust
control efforts do not follow the approved Dust Control Plan, or fail to meet any of the
requirements of this Part, until such time that the Contractor can demonstrate a return to
compliance.
3.09 EROSION AND SEDIMENT CONTROL
A. Erosion and sediment control measures shall be implemented by the Contractor in accordance
with the approved SWPPP, and as directed by the Design Engineer for all excavation work
areas including haul roads and stockpile areas,adjacent areas which have been disturbed,or
other affected areas.
B. The Contractor shall maintain erosion and sediment control measures until the final graded
surface of the excavation is approved by the Design Engineer. If erosion creates a final
subgrade surface which is not in accordance with any requirements of this Section,
overexcavation correction procedures in this Section shall be performed by the Contractor,at
the expense of the Contractor,including payment of all incidental fees.
3.10 DRAINAGE CONTROL
A. The Contractor shall provide ample means and devices with which to promptly remove and
dispose of all water from any source entering the excavation or stockpile area(s)and maintain
these at all times during excavation and until the final graded surface of the excavation and
stockpile are approved by the Design Engineer. The Contractor shall perform excavation in
the borrow source area in a manner that allows for the discharge and retention of storm water
that does no conflict with the Contractor's excavation activities in the borrow area.
3.11 ARCHAEOLOGICAL AND PALEONTOLOGICAL RESOURCES
A. The Design Engineer shall serve as the Archaeological and Paleontological Monitor. The
Contractor shall notify the Design Engineer in the event that he suspects that an
archaeological or paleontological discovery is found during excavation for the Design
Engineer's investigation. Should a paleontological or archaeological discovery be made
during excavation,the Contractor shall cease work in that area until the discovery is evaluated
or recovered. The Contractor may resume work elsewhere on the Work site that does not
disturb the discovery until the evaluation or recovery is completed. Should the discovery
result in an unavoidable delay to the Contractor,the Contractor shall immediately notify the
Design Engineer of the delay in writing. Additional working days will be allowed for such a
delay. The Contractor shall not charge the Owner for the delay under Sections 8-1.09 or 8-
1.10 of the Standard Specifications until such delay exceeds a total of 20 hours for the
Project, after which the Contractor may be entitled to compensation under said sections.
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PART 4 MEASUREMENT AND PAYMENT
4.01 CLEARING AND GRUBBING
A. Clearing and grubbing shall be measured by the acre cleared and grubbed. Payment shall be
included in the Contract Unit Price per acre for"Clearing and Grubbing" addressed in this
Section and shall include full compensation for providing all materials, labor, equipment,
tools,and incidentals required to complete the clearing and grubbing as shown on the Plans,
as specified herein,and as directed by the Design Engineer. No additional compensation will
be allowed therefore.
4.02 REFUSE EXCAVATION AND RELOCATION
A. Refuse excavation and relocation shall be measured by the in-place cubic yards to be removed
and includes all excavation, loading, transport, placement, compaction, and cover soil.
Payment shall be included in the Contract Unit Price per cubic yard for"Refuse Excavation
and Relocation"addressed in this Section and shall include full compensation for providing
all materials, labor, equipment, tools, and incidentals required to complete the refuse
excavation and relocation as shown on the Plans, as specified herein, and as directed by the
Design Engineer. No additional compensation will be allowed therefore.
4.03 INCIDENTAL REFUSE EXCAVATION AND DISPOSAL
A. Measurement and payment for incidental refuse excavation shall be included in the Contract
Unit Price paid for the various items of Work for which incidental refuse excavation is
required.
B. Disposal of refuse shall be measured by the tonnage of refuse disposed of off-site at a
permitted transfer station or solid waste disposal facility. Payment shall be included in the
Contract Unit Price per ton for"Refuse Disposal'addressed in this Section and shall include
full compensation for providing all materials,labor,equipment,tools,and incidentals required
to dispose of refuse as shown on the Plans,as specified herein,and as directed by the Design
Engineer. No additional compensation will be allowed therefore.
4.04 SOIL EXCAVATION
A. Measurement and payment for soil excavation associated with construction of the foundation
layer, drainage and erosion control structures, LFG collection system and condensate
drain/discharge components,and the leachate overflow collection and storage system shall be
included in the Contract Unit Price paid for these various items of Work for which soil
excavation is required.
END OF SECTION
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SECTION 02224
ENGINEERED FILL
PART1 GENERAL
1.01 SUMMARY
A. The Contractor shall install all engineered fill including all fill needed for backfilling of the
former leachate pond,fill required for conforms outside ClosureTurf'footprint area,as well
as incidental engineered fill placement for access road subgrades, buried header crossings,
road crossings,and backfilling anchor trenches and pipe/conduit trenches in the flare station
area,in accordance with this Section and at the locations and to the dimensions shown on the
Plans. The Contractor shall furnish all labor, supervision, tools, equipment, transportation
and incidentals as necessary to prepare the subgrade, excavate, haul, place, moisture
condition, compact, and grade the material to install the engineered fill.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Caltrans Standard Plans. California Department of Transportation, 2010.
C. American Society for Testing and Materials. Current Edition.
1.03 APPLICABLE STANDARDS AND SPECIFICATIONS
A. ASTM D 1557 Standard Test Methods for Laboratory Compaction Characteristics
of Soil Using Modified Effort(56,000 ft-lbf/ft3 [2,700 kN-m/m3]).
1.04 QUALITY ASSURANCE
A. Testing and Observation
1. Testing and observation of engineered fill shall be conducted in accordance with the
CQA Plan.
2. The Contractor shall cooperate with the CQA Monitor during observation,testing,
and collection of samples.
3. If field and/or laboratory testing by CQA Monitor indicate that any area(s) of
engineered fill does not meet compacted moisture content and dry density
requirements,the Contractor shall rework the material in that area(s)at his expense
until the engineered fill is in conformance with the requirements of this Section. A
deduction will be made from the Contractor's compensation(based on standard wage
rates)to pay for testing of the recompacted engineered fill material.
4. Where work is interrupted by rain, operations subject to the moisture and density
requirements shall not be resumed until observations and field tests by the CQA
Monitor indicate that the moisture content and density of the in-place fill are within
the limits specified. This requirement will not preclude the Contractor from disking
or aerating the subject materials to achieve acceptable conditions.
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B. Surveying
1. The Contractor shall provide all construction staking, grading control, and other
staking necessary to construct the engineered fill to the lines,grades, contour lines,
and dimensions shown on the Plans. The Design Engineer will provide data on
existing control points in the vicinity of the Project for use by the Contractor's Land
Surveyor or eligible Engineer.
2. All grades and dimensions of completed areas of the engineered fill may be verified
by the Design Engineer or CQA Monitor by field survey.
3. If it is demonstrated by the CQA verification surveying that any portion(s) of the
engineered fill does not meet the required lines,grades,or dimensions shown on the
Plans,the Contractor, at his expense,shall rework or replace that portion(s)to bring
the deficient area(s) to grade or the proper dimension in accordance with all
requirements of this Section. A deduction will be made from the Contractor's
compensation(based on standard wage rates)to retest the materials and re-verify the
grade or the proper dimension by survey.
PART 2 PRODUCTS
2.01 SOURCE
A. On-site material meeting the requirements of this Section and as follows shall be used for
engineered fill. The Contractor may need to segregate suitable on-site material for use as
engineered fill.
B. Material excavated from within the on-site borrow area and leachate UST excavation meeting
the requirements of this Section shall be used for engineered fill.
C. It is expected that sufficient suitable material for engineered fill will be available from the on-
site sources described in these Technical Specifications. The Contractor may need to
segregate or select material from these sources for use as engineered fill, however the
Contractor will not be required to mechanically screen or import material for engineered fill.
2.02 PROPERTIES
A. Engineered fill material shall be soil or soil/rock mixture that is free of organic matter,debris,
and/or deleterious or other unsuitable materials.
B. Engineered fill material shall not contain rocks or clods over 6 inches in greatest dimension,
and not more than 15 percent by dry weight shall be larger than 2 inches in greatest dimension
or as approved by the Design Engineer.
PART 3 EXECUTION
3.01 PLACEMENT
A. Prior to placement of engineered fill on native ground,scarify the exposed soils in-place to a
depth of approximately 6 inches, moisture condition to within 1 to 3 percentage points of
optimum moisture content, and compact as engineered fill to at least 90 percent of the
maximum dry density as determined by ASTM D 1557.
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B. General engineered fill shall be placed in 6-inch lifts with a maximum uncompacted thickness
of 8 inches. Each layer shall be spread evenly and thoroughly mixed to obtain a near uniform
condition in each layer. Engineered fill material shall then be brought to a uniform moisture
content within 1 to 3 percentage points of the optimum moisture content,mixed as required to
establish uniform moisture,and compacted to a minimum of 90 percent of the maximum dry
density as determined by ASTM D 1557.
PART 4 MEASUREMENT AND PAYMENT
4.01 ENGINEERED FILL
A. Engineered fill for backfilling the former leachate pond and the construction of access roads
and other improvements outside the ClosureTurfFm footprint area, shall be included in the
Contract Unit Price for"Fill (Foundation Layer and Engineered Fill)"addressed in Section
02240 (Foundation Layer) of these Technical Specifications and includes all excavation,
transport, placement, moisture conditioning and compaction. The quantity for "Fill
(Foundation Layer and Engineered Fill"shall be a final pay quantity as described in Section
9-1.015 of the Standard Specifications and shall include full compensation for providing all
materials,labor,equipment,tools,and incidentals required to install engineered fill as shown
on the Plans, as specified herein, and as directed by the Design Engineer. No additional
compensation will be allowed therefore.
4.02 INCIDENTAL ENGINEERED FILL
A. Measurement and payment for incidental engineered fill shall be included in the Contract Unit
Price paid for the various items of Work for which incidental engineered fill is required.
END OF SECTION
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SECTION 02225
TRENCHING AND BACKFILLING
PART 1 GENERAL
1.01 SUMMARY
A. The Contractor shall perform all trenching and/or backfilling operations necessary to
install corrugated metal pipe (CMP) and high-density polyethylene (HDPE) drainage
components, down drains and overflow pipes, sedimentation basin outlet, buried pipes
and conduits,anchoring of the ClosureTurfr I(if necessary), and condensate drain lines in
accordance with this Section and at the locations and to the dimensions shown on the
Plans. The Contractor shall furnish all labor, supervision, tools, materials, equipment,
transportation and incidentals as necessary to implement the trenching and backfilling
operations.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Caltrans Standard Plans. California Department of Transportation, 2010.
C. American Society for Testing and Materials. Current Edition.
1.03 APPLICABLE STANDARDS AND SPECIFICATIONS
A. ASTM D 1557 Standard Test Methods for Laboratory Compaction
Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3
[2,700 kN-m/m3]).
1.04 QUALITY ASSURANCE
A. Testing and Observation
1. Testing and observation of trenching and backfilling shall be conducted in
accordance with the CQA Plan.
2. The Contractor shall cooperate with the CQA Monitor during observation,
testing, and collection of samples.
3. If field testing by the CQA Monitor indicates that the moisture content or density
of any lift, or portion thereof, of trench and former leachate pond backfill fails to
meet the specified requirement, the subject layer or portion thereof shall be re-
worked, at the Contractor's expense,until the required moisture and density have
been attained. No additional backfill shall be placed until the in-place fill has
been inspected and accepted by the Design Engineer.
4. Where work is interrupted by rain, operations subject to the moisture and density
requirements shall not be resumed until observations and field tests by the CQA
Monitor indicate that the moisture content and density of the in-place fill are
within the limits specified. This requirement will not preclude the Contractor
from discing or aerating the subject materials to achieve acceptable conditions.
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PART 2 PRODUCTS
2.01 PIPE BEDDING
A. Pipe bedding shall conform to the requirements of Section 02207 (Aggregate Materials)
of these Technical Specifications.
2.02 CONDENSATE DRAIN LINE TRENCH BACKFILL
A. Backfill material for the condensate drain line trenches as shown on the Plans shall
consist of material excavated from the trench unless specified otherwise by the Design
Engineer.
2.03 OTHER TRENCH BACKFILL
A. Backfill material for all other trenches (i.e., utilities, road crossings, ClosureTurf M
anchor trenches, condensate drop-outs/discharge points, etc.) shall conform to the
requirements of Section 02224 (Engineered Fill) of these Technical Specifications.
PART 3 EXECUTION
3.01 TRENCH PREPARATION
A. Required points of connection, lines, levels, contours, and datum locations shall be
identified by the Contractor. Locations for points of connection that are shown on the
Plans are approximate. The Contractor shall locate utilities to best serve the intended use
and to avoid mechanical and structural interference.
3.02 TRENCH EXCAVATING
A. Trenches shall be excavated to the lines and grades as shown on the Plans. Water or
materials that interfere with the work shall be removed.
B. Soft areas of trench subgrade not capable of compaction in place shall be cut out.
C. The trench bottom shall be firm, continuous, relatively smooth and free of rocks and/or
unsuitable material prior to the installation of pipe bedding or trench backfill material.
3.03 SHORING, SHEETING,AND BRACING OF TRENCH
A. The trench shall be braced and supported with sheets when necessary to prevent caving
during excavation in unstable material, or to protect adjacent structures, property, and
workers.
B. The Contractor shall secure a trench permit from the California Division of Industrial
Safety prior to the excavation of any trench over 5 feet in depth.
C. Shoring and sheeting shall be removed as the backfill is completed in a manner that will
not damage the pipe or permit voids in the backfill.
D. All sheeting, shoring, and bracing of trenches shall conform to the safety requirements of
the federal, state, or local public agency having jurisdiction. The most stringent of these
requirements shall apply.
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3.04 PIPE/CONDUIT TRENCH BACKFILLING
A. Trenches shall be backfilled to the lines and grades as shown on the Plans.
B. Placement methods shall be employed that do not disturb or damage buried drainage
pipes and conduits in the trench.
C. Pipe bedding material shall be placed at trench bottom, level fill materials in one
continuous layer not exceeding 6 inches compacted depth and compacted to 90 percent of
maximum dry density as determined by ASTM D 1557.
D. Pipe bedding shall be placed around the sides and to the top of the pipe/conduit, tamped
in place, and compacted to 90 percent of maximum dry density as determined by ASTM
D 1557.
E. Optimum moisture content of pipe bedding material shall be maintained to attain required
compaction density.
F. Portion of trench above pipe bedding shall be backfilled with engineered fill in
accordance with the requirements of Section 02225 (Trenching and Backfilling)
of these Technical Specifications and as shown on the Plans.
G. Jetting of trenches shall not be permitted,unless allowed by the Design Engineer.
H. For buried pipe that does not require pipe bedding or engineered fill (condensate drain
pipe), the trench backfill shall be placed in a manner that will not damage the pipe. The
trench backfill shall be compacted to a firm consistency consistent with surrounding
erosion-resistant layer material.
3.05 ANCHOR TRENCH BACKFILLING(IF NECESSARY)
A. A placement method shall be employed that does not damage the ClosureTurf' in the
trench.
B. The portion of the trench above the ClosureTurf' shall be backfilled with engineered
fill in accordance with the requirements of Section 02225 (Trenching and
Backfilling) of these Technical Specifications and as shown on the Plans.
C. Jetting of trenches shall not be permitted,unless allowed by the Design Engineer.
D. Trenches shall be backfilled to the lines and grades as shown on the Plans.
PART 4 MEASUREMENT AND PAYMENT
4.01 TRENCHING
A. Measurement and payment for trenching per this Section shall be considered as included
in the Contract Unit Price paid for the various items of Work for which it is required.
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4.02 SHORING, SHEETING,AND BRACING
A. Measurement and payment for any shoring, sheeting and trench bracing per this Section
shall be considered as included in the Contract Unit Price paid for the various items of
Work for which they are required.
4.03 TRENCH BACKFILLLING
A. Measurement and payment for backfilling of trenches per this Section shall be considered
as included in the Contract Unit Price paid for the various items of Work for which it is
required.
END OF SECTION
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SECTION 02240
FOUNDATION LAYER
PART1 GENERAL
1.01 SUMMARY
A. The Contractor shall prepare all existing interim cover soil to be incorporated into the
foundation layer and place all new foundation layer material as necessary in accordance with
this Section and at the locations and to the dimensions shown on the Plans. The Contractor
shall furnish all labor,supervision,tools,materials,equipment,transportation,and incidentals
as necessary to prepare,haul,place and grade soil material to install the foundation layer.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Caltrans Standard Plans. California Department of Transportation, 2010.
C. American Society for Testing and Materials. Current Edition.
1.03 APPLICABLE STANDARDS AND SPECIFICATIONS
A. ASTM D 1557 Standard Test Methods for Laboratory Compaction Characteristics
of Soil Using Modified Effort(56,000 ft-lbf/ft3 [2,700 kN-m/m3]).
1.04 QUALITY ASSURANCE
A. Testing and Observation
1. Testing and observation of the foundation layer,including verification of thickness,
shall be conducted in accordance with the CQA Plan.
2. The Contractor shall cooperate with the CQA Monitor during observation,testing,
and collection of samples.
3. If field and/or laboratory testing by CQA Monitor indicates that any area(s) of the
foundation layer does not meet compacted moisture content and dry density
requirements,the Contractor shall rework the material in that area(s)at his expense
until the foundation layer is in conformance with the requirements of this Section. A
deduction will be made from the Contractor's compensation(based on standard wage
rates)to pay for testing of the recompacted foundation layer material.
4. Where work is interrupted by rain, operations subject to the moisture and density
requirements shall not be resumed until observations and field tests by the CQA
Monitor indicate that the moisture content and density of the in-place fill are within
the limits specified. This requirement will not preclude the Contractor from discing
or aerating the subject materials to achieve acceptable conditions.
B. Surveying
1. The Contractor shall provide all construction staking, grading control, and other
staking necessary to construct the foundation layer to the lines, grades, and
dimensions shown on the Plans. The Design Engineer will provide data on existing
control points in the vicinity of the Work site for use by the Contractor's Land
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Surveyor or eligible Engineer.
2. All grades and dimensions of completed areas of the foundation layer may be verified
by the Design Engineer or CQA Monitor by field survey.
3. If it is demonstrated by the CQA verification surveying that any portion(s) of the
foundation layer does not meet the required lines, grades, or dimensions shown on
the Plans, the Contractor, at his expense, shall rework or replace that portion(s)to
bring the deficient area(s) to grade or the proper dimension in accordance with all
requirements of this Section. A deduction will be made from the Contractor's
compensation(based on standard wage rates)to retest the materials and re-verify the
grade or the proper dimension by survey.
C. Foundation Layer Thickness
1. If field testing by CQA Monitor indicates that any area(s) of the foundation layer
does not meet the minimum thickness requirements, the Contractor shall place
additional foundation layer material at his expense until the deficient area(s) is in
conformance with the requirements of this Section. A deduction will be made from
the Contractor's compensation(based on standard wage rates)to pay for testing of the
new foundation layer placement area(s).
PART 2 PRODUCTS
2.01 SOURCE
A. On-site material meeting the requirements of this Section and as follows shall be used for the
foundation layer.
B. Existing interim cover soils removed from the designated refuse excavation areas meeting the
requirements of this Section shall be used for the foundation layer.
C. Material excavated from within the on-site borrow area meeting the requirements of this
Section shall be used for the foundation layer.
D. It is expected that sufficient suitable material for the foundation layer will be available from
the above on-site sources. The Contractor may need to segregate or select material from the
borrow area for use as foundation layer material,however the Contractor will not be required
to mechanically screen or import material for the foundation layer.
2.02 PROPERTIES
A. Foundation layer material shall be soil or soil/rock mixture that is free of organic matter,
debris, and/or deleterious or other unsuitable materials.
B. Foundation layer material shall not contain rocks or clods over 6 inches in greatest dimension,
and not more than 15 percent by dry weight shall be larger than 2 inches in greatest dimension
or as approved by the Design Engineer.
PART 3 EXECUTION
3.01 SUBGRADE PREPARATION
A. All vegetative growth on existing interim cover soil surfaces shall be removed in accordance
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with the "Clearing and Grubbing"procedures presented in Section 02222 (Excavation) of
these Technical Specifications.
B. The existing interim cover soils shall be fine graded to eliminate rough or low areas.
C. The existing interim cover soils shall be scarified within the limits shown on the Plans to a
depth of approximately 12 inches,moisture conditioned to within 1 to 3 percentage points of
optimum moisture content,and compacted to at least 90 percent of the maximum dry density
as determined by ASTM D 1557.
3.02 PLACEMENT OF NEW FOUNDATION LAYER MATERIAL
A. In areas requiring additional foundation layer material as shown on the Plans,new foundation
layer material shall be placed in 6-inch lifts with a maximum uncompacted thickness of 8 to
12 inches. Each layer shall be spread evenly and thoroughly mixed to obtain a near uniform
condition in each layer. Foundation layer material shall then be brought to a uniform moisture
content within 1 to 3 percentage points of the optimum moisture content,mixed as required to
establish uniform moisture,and compacted to a minimum of 90 percent of the maximum dry
density as determined by ASTM D 1557.
3.03 SURFACE GRADING
A. When completed,the surface of the foundation layer shall conform to the grades shown on the
Plans after placement and compaction and at no point on the completed grading plane shall
the grade vary above the designated grades by more than 0.10 feet.
B. When completed, the surface of all foundation layer slopes greater than 10 percent shall
conform to the grades shown on the Plans. At no point on the completed grading plane shall
the grade vary below the designated grades measured perpendicular to the slope,nor by more
than 0.20 feet above the designated grades as measured perpendicular to the slope.
PART 4 MEASUREMENT AND PAYMENT
4.01 SUBGRADE PREPARATION
A. Subgrade preparation shall be measured by the square foot and includes all fine grading,
scarification, moisture conditioning and recompaction. Payment shall be included in the
Contract Unit Price per square foot completed for"Subgrade Preparation"addressed in this
Section and shall include full compensation for providing all materials, labor, equipment,
tools, and incidentals required to prepare the subgrade as shown on the Plans, as specified
herein,and as directed by the Design Engineer. No additional compensation will be allowed
therefore.
4.02 NEW FOUNDATION LAYER MATERIAL
A. New foundation layer material comprised of interim cover soil removed from the designated
refuse excavation areas shall be measured by the in-place cubic yard installed and includes all
excavation, transport,placement, moisture conditioning and compaction. The quantity for
"Fill(Refuse Excavation Interim Cover Soils)"shall be a final pay quantity as described in
Section 9-1.015 of the Standard Specifications and shall include full compensation for
providing all materials, labor, equipment, tools, and incidentals required to install new
foundation layer material derived from the designated refuse excavation areas as shown on the
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Plans, as specified herein, and as directed by the Design Engineer. No additional
compensation will be allowed therefore.
B. New foundation layer material from all other sources shall be measured by the in-place cubic
yard installed and includes all excavation, transport,placement, moisture conditioning and
compaction. The quantity for"Fill(Foundation Layer and Engineered Fill)"shall be a final
pay quantity as described in Section 9-1.015 of the Standard Specifications and shall include
full compensation for providing all materials,labor,equipment,tools,and incidentals required
to install new foundation layer material as shown on the Plans, as specified herein, and as
directed by the Design Engineer. No additional compensation will be allowed therefore.
END OF SECTION
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SECTION 02310
ACCESS ROADS
PART1 GENERAL
1.01 SUMMARY
A. The Contractor shall construct all access roads,including grading and subgrade preparation,
in accordance with this Section and at the locations and to the dimensions shown on the Plans.
The Contractor shall furnish all labor,supervision,tools,materials,equipment,transportation,
and incidentals as necessary to prepare and construct the access roads.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Caltrans Standard Plans. California Department of Transportation, 2010.
C. American Society for Testing and Materials. Current Edition.
1.03 APPLICABLE STANDARDS AND SPECIFICATIONS
A. ASTM D 1557 Standard Test Methods for Laboratory Compaction Characteristics
of Soil Using Modified Effort(56,000 ft-lbf/ft3 [2,700 kN-m/m3]).
1.04 QUALITY ASSURANCE
A. Testing and Observation
1. Testing and observation of the access roads shall be conducted in accordance with
the CQA Plan.
2. The Contractor shall cooperate with the CQA Monitor during observation,testing,
and collection of samples.
3. If any portion(s) of the access road construction is determined by the Design
Engineer to not meet the requirements of this Section, based on either testing or
observations,the Contractor,at his expense,shall rework or remove and replace that
portion(s) to meet the requirements of this Section as directed by the Design
Engineer.
4. Where work is interrupted by rain, operations subject to the moisture and density
requirements shall not be resumed until observations and field tests by the CQA
Monitor indicate that the moisture content and density of the in-place fill are within
the limits specified. This requirement will not preclude the Contractor from discing
or aerating the subject materials to achieve acceptable conditions.
PART 2 PRODUCTS
2.01 REINFORCEMENT GEOTEXTILE
A. Reinforcement geotextile for the access road construction shall conform to the requirements
of Section 02771 (Reinforcement Geotextile)of these Technical Specifications.
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2.02 AGGREGATE BASE
A. Aggregate base for the access road construction shall conform to the requirements of Section
02207 (Aggregate Materials)of these Technical Specifications.
2.03 ENGINEERED FILL
A. Engineered fill for the access road construction shall conform to the requirements of Section
02224 (Engineered Fill)of these Technical Specifications.
PART 3 EXECUTION
3.01 GENERAL
A. The Contractor shall provide all construction,grading control,and other staking necessary to
construct the access roads to the lines, grades, and dimensions shown on the Plans.
3.02 SUBGRADE
A. Where access roads are not constructed on engineered fill,the subgrade for the access roads
shall be scarified a minimum of 6 inches, uniformly moisture conditioned to within 1 to 3
percentage point of optimum moisture content and compacted to at least 90 percent of the
maximum dry density as determined by ASTM D1557.
B. Where access roads are constructed on engineered fill,the engineered fill shall be placed and
compacted in accordance with the requirements of Section 02224(Engineered Fill)of these
Technical Specifications.
C. Where access roads are constructed on the installed engineered turf,the following precautions
and requirements shall be implemented:
1. Vehicle and equipment access on the installed engineered turf during the access road
construction shall conform with applicable provisions outlined in Section 02772
(Geomembrane) of these Technical Specifications. This requirement no longer
applies once a minimum of 12 inches of material has been placed atop the engineered
turf.
2. The initial lift of engineered fill placed atop the installed engineered turf shall be well
graded and shall not contain rock or clods over 1 inch in greatest dimension.
3. Damage to the underlying engineered turf resulting from the access road construction
operations shall be repaired at the Contractor's expense and in accordance with
applicable repair procedures outlined in Section 02772 (Geomembrane) of these
Technical Specifications.
3.03 REINFORCEMENT GEOTEXTILE
A. Prior to placing geotextile on the subgrade for access roads,the stability of the subgrade shall
be checked in the presence of the CQA Officer by proof rolling with a roller or loaded water
truck. Areas which are not suitable shall be allowed to air dry until stable or shall be over-
excavated and backfilled with aggregate base, at the Contractor's expense.
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B. Reinforcement geotextile shall be installed over the access road subgrade and seamed as
specified in Section 02771 (Reinforcement Geotextile)of these Technical Specifications,as
shown on the Plans, and in accordance with the manufacturer's instructions.
C. Reinforcement geotextile panels shall be installed (unrolled) in the direction of traffic
(longitudinally).
D. Reinforcement geotextile panels shall be overlapped a minimum of 2 feet on sides and ends.
E. Trucks and other construction equipment shall not drive on reinforcement geotextile prior to
covering with the full thickness of aggregate base.
3.04 AGGREGATE BASE
A. Prior to placing aggregate base on subgrade for access roads, the stability of the subgrade
shall be checked in the presence of the CQA Officer by proof rolling with a roller or loaded
water truck. Areas which are not suitable shall be allowed to air dry until stable or shall be
over-excavated and backfilled with aggregate base, at the Contractor's expense.
B. Trucks shall back-dump aggregate base onto the reinforcement geotextile, driving on
previously dumped aggregate base to progress.
C. The aggregate base shall be spread in uniform loose lifts not exceeding 8 inches in thickness.
D. The aggregate base shall be moisture conditioned to within 1 to 3 percentages points of
optimum moisture content, and compacted to a minimum of 95 percent of maximum dry
density per ASTM D 1557.
E. Access roads shall be "proof rolled" in the presence of the Design Engineer or their
representative with a heavy wheel-load vehicle,such as a loaded water truck,to identify weak
areas. Weak areas shall be reworked to the Design Engineer's satisfaction without additional
compensation.
PART 4 MEASUREMENT AND PAYMENT
4.01 ACCESS ROADS
A. Access roads constructed over engineered turf shall be measured by the square foot in place as
determined by the actual length constructed by the actual width constructed and includes all
engineered fill(supply and installation), subgrade preparation,reinforcement geotextile and
aggregate base. Payment shall be included in the Contract Unit Price per square foot installed
for "Access Roads over Engineered Turf' addressed in this Section and shall include full
compensation for providing all materials,labor,equipment,tools,and incidentals required to
install the access roads as shown on the Plans, as specified herein, and as directed by the
Design Engineer. No additional compensation will be allowed therefore.
B. All other access roads shall be measured by the square foot in place as determined by the
actual length constructed by the actual width constructed and includes all grading,subgrade
preparation,reinforcement geotextile and aggregate base. Payment shall be included in the
Contract Unit Price per square foot installed for"Access Roads"addressed in this Section and
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shall include full compensation for providing all materials, labor, equipment, tools, and
incidentals required to install the access roads as shown on the Plans,as specified herein,and
as directed by the Design Engineer. No additional compensation will be allowed therefore.
END OF SECTION
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SECTION 02722
DRAINAGE AND EROSION CONTROLS
PART 1 GENERAL
1.01 SUMMARY
A. The Contractor shall furnish and install (including necessary excavations) all drain inlets,
drain pipes, sedimentation basin outlet structures, side slope drainage channels (grading
only), earthen and lined swales, rock riprap swales, rock riprap outfalls and inlets, and
erosion control materials in accordance with this Section and at the locations and to the
dimensions and grades shown on the Plans. The Contractor shall furnish all labor,
supervision, tools, materials, equipment, transportation, and incidentals as necessary to
prepare and construct the various drainage and erosion control features.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Caltrans Standard Plan. California Department of Transportation, 2010.
C. American Society for Testing and Materials. Current Edition.
1.03 APPLICABLE STANDARDS AND SPECIFICATIONS
A. ASTM D 1557 Standard Test Methods for Laboratory Compaction
Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3
[2,700 kN-m/m3]).
1.04 SUBMITTALS
A. At least 14 calendar days prior to beginning any drainage or erosion control construction
in accordance with the requirements of this Section,the Contractor shall provide three (3)
copies to the Design Engineer of the name and location of material sources, laboratory
test results and/or material data sheets conforming with relevant details shown on the
Plans.
B. The Contractor shall provide the name and location of source, laboratory test results, and
product data sheets (mix design) for the concrete to be used showing that the material
meets or exceeds the product requirements. If more than one (1) concrete mix is to be
used, mix designs for each area shall be submitted and clearly marked as to the area of
Work that the mix is intended for.
C. At least 14 calendar days prior to delivery of materials to the Work site, the Contractor
shall submit the following to the Design Engineer for approval:
1. Samples, manufacturer's product data sheets, and manufacture's installation
guidelines for the following materials to verify that the materials meet or exceed
the corresponding product requirements:
a. CMP,HDPE, fittings, anchor assembly stakes and hardware.
b. Turf reinforcement mat(TRM) and anchorage stakes.
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C. Erosion control netting and anchorage staples.
1.05 QUALITY ASSURANCE
A. Testing and Observation
1. Testing and observation of the drainage and erosion control structures shall be
conducted in accordance with the CQA Plan.
2. The Contractor shall cooperate with the CQA Monitor during observation,
testing, and collection of samples.
3. If any portion(s) of the drainage and erosion control structures is determined by
the CQA Monitor to not meet the requirements of this Section, based on either
testing or observations, the Contractor shall, at his expense, rework or remove
and replace that portion(s)to meet the requirements of this Section as directed by
the Design Engineer.
B. Surveying
1. The Contractor shall provide all construction staking, grading control, and other
staking necessary to construct the drainage components to the lines, grades, and
dimensions shown on the Plans. The Design Engineer will provide data on
existing control points in the vicinity of the Work site for use by the Contractor's
Land Surveyor or eligible Engineer.
2. All lines, grades and dimensions of installed drainage components may be
verified by the Design Engineer or CQA Monitor by field survey.
3. If it is demonstrated by the CQA verification surveying that any portion(s) of the
drainage components does not meet the required lines, grades, or dimensions
shown on the Plans, the Contractor, at his expense, shall rework or replace that
portion(s) to bring the deficient area(s) to grade or the proper dimension in
accordance with all requirements of this Section. A deduction will be made from
the Contractor's compensation (based on standard wage rates) to retest the
materials and re-verify the grade or the proper dimension by survey.
PART 2 PRODUCTS
2.01 DRAIN INLETS
A. Drain inlets shall be as shown on the Plans. Drain inlets shall be manufactured of cast in
place concrete or prefabricated reinforced concrete or approved steel equivalent to the
dimensions set forth in the Plans.
B. Concrete for the drain inlets shall conform to the requirements of Section 03300
(Concrete) of these Technical Specifications.
2.02 PIPE AND FITTINGS
A. The CMP for the drain pipe shall be of 16 gauge continuous helical lock corrugated steel
pipe conforming to the requirements of Section 66 "Corrugated Metal Pipe" of the
Standard Specifications. All CMP and standard assembly fittings required for complete
assembly shall be galvanized conforming to the requirements of Section 66-1.02 E(1) of
the Standard Specifications for zinc coated steel.
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B. HDPE pipe shall be Type S corrugated polyethylene pipe with smooth interior and shall
conform to the requirements in AASHTO Designation M294. The pipe shall be
manufactured from high-density polyethylene virgin compounds.
C. Pipe (including all couplings and fabricated fittings) shall be supplied from the source
approved by the Design Engineer based on the submittal requirements in Part 1.04 of this
Section.
D. Anchor assembly stakes and hardware for above ground CMP shall conform to Section
75-1.02 of the Standard Specifications. All hardware shall be galvanized after fabrication.
All pipe stakes shall be either galvanized after fabrication, or be fabricated from pre-
galvanized pipe. If pre-galvanized pipe is used, weld areas shall be cleaned and painted
with zinc-rich primer.
2.03 PIPE BEDDING
A. Pipe bedding shall conform to the requirements of Section 02207 (Aggregate Base) of
these Technical Specifications.
2.04 BACKFILL
A. Backfill above the pipe bedding shall consist of material excavated from the
trench/excavation unless specified otherwise by the Design Engineer.
2.05 EROSION MATTING
A. Erosion matting as shown on the Plans for erosion mat lined swales shall be lined with
TRM and shall be made of thermally-welded PVC monofilaments in a two-dimensional
web as manufactured by Greenstreak and distributed as "PEC-MAT," or approved
equivalent.
B. Anchorage for the TRM shall be wooden survey stakes, 1 inch by 4 inches in dimension,
and approximately 10 to 12 inches in length.
2.06 FILTER GEOTEXTILE
A. Filter geotextile shall conform to the requirements of Section 02771 (Geotextile) of these
Technical Specifications.
2.07 ROCK RIPRAP
A. Loose and grouted rock riprap for the swales and outfalls shall conform to the
requirements of Section 02207 (Aggregate Materials) of these Technical Specifications.
2.08 CONCRETE
A. Concrete for the drain inlets, sedimentation basin outlet structure foundations, and
grouted riprap outfalls shall conform to the requirements of Section 03300 (Concrete) of
these Technical Specifications.
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2.09 EROSION CONTROL
A. Straw for erosion control shall be certified weed free.
B. Erosion control netting shall be lightweight polypropylene having an approximate 0.50-
inch x 0.50-inch mesh.
C. U-staples to anchor the netting shall be 0.50-inch by 10-inch U-staples as recommended
by the netting manufacturer or as approved by the Design Engineer.
2.09 WOOD POSTS AND RAILING
A. The wood used for the posts and railing at the drainage inlets shall be construction common or
better grade redwood. The wood shall be painted with two coats of premium quality exterior
grade flat white latex paint approved by the Engineer. Nails used to fasten the rails to the posts
shall be galvanized box gauge.
2.10 STEEL GRATE
A. The steel grate on the drainage inlet shall be made of 46 reinforcing bars at a 12 inch spacing.
The bars shall be shop welded to form the grate per Plans. The ends of the bars in the upper mat
shall be bent downward 3/4 inch so that they will rest flat on the bottom of the notch at the top of
the drainage inlet. The steel in the reinforcing bars may be Grade 40 or 60.
PART 3 EXECUTION
3.01 GENERAL
A. The Contractor shall provide all construction, grading control, and other staking
necessary to construct drainage and erosion control structures to the lines and grades
shown on the Plans.
3.02 STOCKPILING
A. The Contractor shall stockpile drainage and erosion control materials in an area(s)
approved by the Design Engineer.
3.03 EXCAVATION
A. Excavation for drainage and erosion control structures shall be in conformance with the
requirements specified in Section 02222 (Excavation) of these Technical Specifications.
3.04 DRAIN INLETS AND DRAIN PIPE
A. Trenching for drain inlets and buried drain pipe shall be in conformance with the
requirements specified in Section 02225 (Trenching and Backfilling) of these Technical
Specifications.
B. Placement of drain inlets/buried drain pipe and associated bedding and backfill material
shall be in conformance with Section 66-1 of the Standard Specifications and Section
02225 (Trenching and Backfilling) of these Technical Specifications.
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C. Above ground drain pipe shall be placed and anchored in conformance with Section 66 of
the Standard Specifications and as shown on the Plans.
3.05 SEDIMENTATION BASIN OUTLET STRUCTURES
A. Vertical slots shall be cut in the sedimentation basin drainage risers to the dimensions,
orientation and frequency as shown on the Plans.
B. Trenching for the drainage riser foundations shall be in conformance with the
requirements specified in Section 02225 (Trenching and Backfilling) of these Technical
Specifications.
C. Minor concrete for the drainage riser foundations shall be installed as shown on the Plans
and placed in conformance with Section 03300 (Concrete) of these Technical
Specifications.
D. Placement of backfill material shall be in conformance with Section 66-1 of the Standard
Specifications and Section 02225 (Trenching and Backfilling) of these Technical
Specifications.
3.06 EARTHEN SWALES
A. Earthen swales shall be excavated to the lines and grades as shown on the Plans and in
accordance with Section 02222 (Excavation) of these Technical Specifications.
3.07 EROSION MAT LINED SWALES
A. The TRM shall be installed as shown on the Plans and per manufacturer's
recommendations.
B. Trenches for terminal and check slots (anchorage) shall be excavated into the erosion-
resistant layer as shown on the Plans. Backfill of trenches shall be compacted to
90 percent of maximum dry density as determined by ASTM D 1557.
C. TRM placed at the top of swale (finish surface) shall be at or below the final grade so
surface drainage can flow freely into the swale.
D. TRM shall first be installed in the upstream terminal end slow and rolled downstream
with care taken to assure that the TRM conforms to the flow surface of the channel and is
not in tension.
E. All splices shall be shingled downstream.
F. Anchorage stakes shall be installed as shown on the Plans and per manufacturer's
recommendations.
3.08 LOOSE ROCK RIPRAP LINED SWALES
A. The earthen portion of the swale shall be excavated to the lines and grades as shown on
the Plans and in accordance with Section 02222 (Excavation) of these Technical
Specifications.
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B. Filter geotextile shall be installed to the dimensions as shown on the Plans and in
accordance with Section 02771 (Geotextile) of these Technical Specifications.
C. Rock riprap shall be placed on the earthen and ClosureTurf M swales (where applicable)
to the dimensions as shown on the Plans. Rock riprap shall be placed to the average
thickness shown on the Plans with a maximum thickness deviation of 4 inches at any
location.
D. Rock riprap shall not be placed by dumping.
E. The Contractor shall move and place individual riprap stones as necessary to obtain a
stable three-point bearing for each stone and a well-graded distribution along the entire
length of the swale. The placed rock riprap shall be free of pockets of small stones or
clusters of larger stones.
3.09 GROUTED ROCK RIPRAP OUTFALLS
A. The footprint of the outfall shall be excavated to the dimensions as shown on the Plans
and in accordance with Section 02222 (Excavation) of these Technical Specifications.
B. Rock riprap shall be placed within the excavated footprint to the average thickness shown
on the Plans with a maximum thickness deviation of 4 inches at any location.
C. Rock riprap shall not be placed by dumping.
D. The Contractor shall move and place individual riprap stones as necessary to obtain a
stable three-point bearing for each stone and a well-graded distribution over the entire
footprint of the outfall. The placed rock riprap shall be free of pockets of small stones or
clusters of larger stones.
E. Placement of concrete for the grouted rock riprap shall be in conformance with Section
03300 (Concrete) of these Technical Specifications.
3.10 LOOSE ROCK RIPRAP INLETS AND OUTLETS
A. The earthen portion of the inlets and outlets shall be excavated to the lines and grades as
shown on the Plans and in accordance with Section 02222 (Excavation) of these
Technical Specifications.
B. Filter geotextile shall be installed to the dimensions as shown on the Plans and in
accordance with Section 02771 (Geotextile) of these Technical Specifications.
C. Rock riprap shall be placed on the installed filter geotextile to the dimensions as shown
on the Plans. Rock riprap shall be placed to the average thickness shown on the Plans
with a maximum thickness deviation of 4 inches at any location.
D. Rock riprap shall not be placed by dumping.
E. The Contractor shall move and place individual riprap stones as necessary to obtain a
stable three-point bearing for each stone and a well-graded distribution along the entire
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area of protection. The placed rock riprap shall be free of pockets of small stones or
clusters of larger stones.
3.11 EROSION CONTROL
A. Following the application of seed and fertilizer, straw shall be blown onto landfill and
borrow area surface slopes that are steeper than 10 percent. Blown straw shall be applied
to achieve a minimum thickness of 1.5 inches in place.
B. Following application of the straw, cover the straw with erosion control netting. Space
netting anchors at a frequency of 1 foot on center along the edges, and one (1) every 35
square feet for interior areas. Space the butt joints 1 foot apart.
PART 4 MEASUREMENT AND PAYMENT
4.01 DRAIN INLETS AND DRAIN PIPE
A. Drain inlets shall be measured by each drain inlet installed and include all trenching,
CMP, backfill, concrete,metal cover, and bars at the opening. Payment shall be included
in the Contract Unit Price per each unit installed for "Concrete Drain Inlets (4'x4')" and
"30" CMP Drain Inlets" addressed in this Section and shall include full compensation for
providing all materials, labor, equipment, tools, and incidentals required to install the
respective drain inlets as shown on the Plans, as specified herein, and as directed by the
Design Engineer. No additional compensation will be allowed therefore.
B. Above ground drain pipe shall be measured by the linear foot in place and include all
pipe, couplings, and anchor assemblies. Payment shall be included in the Contract Unit
Price per linear foot installed for the various sizes and types of"CMP Drain Pipe (Above
Ground)" addressed in this Section and shall include full compensation for providing all
materials, labor, equipment, tools, and incidentals required to install the above ground
drain pipe as shown on the Plans, as specified herein, and as directed by the Design
Engineer. No additional compensation will be allowed therefore.
C. Buried drain pipe shall be measured by the linear foot in place and include all trenching,
pipe bedding, pipe and couplings, backfill, and compaction. Payment shall be included in
the Contract Unit Price per linear foot installed for the various sizes and types of"CMP
Drain Pipe (Buried)" and "HDPE Drain Pipe (Buried)" addressed in this Section and
shall include full compensation for providing all materials, labor, equipment, tools, and
incidentals required to install the respective buried drain pipe as shown on the Plans, as
specified herein, and as directed by the Design Engineer. No additional compensation
will be allowed therefore.
4.02 SEDIMENTATION BASIN OUTLET STRUCTURES
A. Sedimentation basin outlet structures shall be measured on each outlet structure at each
sedimentation basin for the complete installation of the outlet structure including all
trenching, excavation, backfill, CMP, HDPE pipe, HDPE riser, pipe bedding, concrete,
concrete nprap outfall, and other incidentals shown on the Plans. Payment shall be
included in the Contract Unit Price for "Sedimentation Basin Outlet Structures"
addressed in this Section and shall include full compensation for providing all materials,
labor, equipment, tools, and incidentals required to install the sedimentation basin outlet
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labor, equipment, tools, and incidentals required to install the sedimentation basin outlet
structures as shown on the Plans, as specified herein, and as directed by the Design
Engineer. No additional compensation will be allowed therefore. All payment items
under this section shall be excluded from other payment in other sections.
4.03 SIDE SLOPE DRAINAGE CHANNEL GRADING
A. Side slope drainage channel grading shall be measured by the linear foot in place and
include all excavation and grading. Installation of the ClosureTurfF I portion is covered
separately under payment for the geomembrane and engineered turf pay items. Payment
shall be included in the Contract Unit Price per linear foot constructed for "Side Slope
Drainage Channel Grading"addressed in this Section and shall include full compensation
for providing all labor, equipment, tools, and incidentals required to construct the side
slope drainage channels as shown on the Plans, as specified herein, and as directed by the
Design Engineer. No additional compensation will be allowed therefore.
4.04 SWALES
A. Earthen swales (Type I) shall be measured by the linear foot in place and include all
excavation and grading. Payment shall be included in the Contract Unit Price per linear
foot installed for "Type I Swales" addressed in this Section and shall include full
compensation for providing all materials, labor, equipment, tools, and incidentals
required to install the Type I swales as shown on the Plans, as specified herein, and as
directed by the Design Engineer. No additional compensation will be allowed therefore.
B. Earthen swales with TRM (Types II and IV) shall be measured by the linear foot in place
and include all excavation, grading and TRM materials. Payment shall be included in the
Contract Unit Prices per linear foot installed for"Type II Swales" and "Type IV Swales"
addressed in this Section and shall include full compensation for providing all materials,
labor, equipment,tools, and incidentals required to install the Type II and Type IV swales
as shown on the Plans, as specified herein, and as directed by the Design Engineer. No
additional compensation will be allowed therefore.
C. Earthen swales with loose rock riprap (Type III) shall be measured by the linear foot in
place and include all excavation, grading, filter geotextile and riprap. Payment shall be
included in the Contract Unit Price per linear foot installed for "Type III Swales"
addressed in this Section and shall include full compensation for providing all materials,
labor, equipment, tools, and incidentals required to install the Type III swales as shown
on the Plans, as specified herein, and as directed by the Design Engineer. No additional
compensation will be allowed therefore.
D. Loose rock riprap swales over ClosureTurf' (Type V) shall be measured by the linear
foot in place and include all excavation, grading and riprap. Installation of the
ClosureTurf'M portion is covered separately under payment for the geomembrane and
engineered turf pay items. Payment shall be included in the Contract Unit Price per
linear foot installed for "Type V Swales" addressed in this Section and shall include full
compensation for providing all materials, labor, equipment, tools, and incidentals
required to install the Type V swales as shown on the Plans, as specified herein, and as
directed by the Design Engineer. No additional compensation will be allowed therefore.
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4.05 GROUTED ROCK RIPRAP OUTFALLS
A. Grouted rock riprap outfalls shall be measured by each grouted rock riprap outfall
installed and include all excavation, rock riprap and concrete. Payment shall be included
in the Contract Unit Price per each unit installed for "Grouted Rock Riprap Outfalls"
addressed in this Section and shall include full compensation for providing all materials,
labor, equipment,tools, and incidentals required to install the grouted rock riprap outfalls
as shown on the Plans, as specified herein, and as directed by the Design Engineer. The
Contractor shall make provisions for additional material needed to account for excessive
voids between rocks, as no additional compensation will be allowed therefore.
4.06 LOOSE ROCK RIPRAP INLETS AND OUTLETS
A. Rock riprap inlets and outlets shall be measured by each rock riprap inlet and outlet
installed and include all excavation, filter geotextile and rock riprap. Payment shall be
included in the Contract Unit Price per each unit installed for "Loose Rock Riprap Inlets
and Outlets" addressed in this Section and shall include full compensation for providing
all materials, labor, equipment, tools, and incidentals required to install the rock riprap
protection as shown on the Plans, as specified herein, and as directed by the Design
Engineer. The Contractor shall make provisions for additional material needed to
account for excessive voids between rocks, as no additional compensation will be
allowed therefore.
4.07 EROSION CONTROL
A. Erosion control straw/netting shall be measured by the square foot in place and includes
all straw, netting and anchorage. Payment shall be included in the Contract Unit Price per
square foot installed for"Erosion Control"addressed in this Section and shall include full
compensation for providing all materials, labor, equipment, tools, and incidentals
required to install the erosion control materials as shown on the Plans, as specified herein,
and as directed by the Design Engineer. No additional compensation will be allowed
therefore.
END OF SECTION
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SECTION 02771
GEOTEXTILE
PART GENERAL
1.01 SUMMARY
A. The Contractor shall furnish,transport to the Work site,and install all filter and reinforcement
geotextiles in accordance with this Section and at the locations and to the dimensions shown
on the Plans. The Contractor shall furnish all labor, supervision,tools,materials(including
sewing thread),equipment,transportation,and incidentals as necessary to install the filter and
reinforcement geotextiles, including that needed for testing and joining materials in field
(sewing,heat bonding, etc.).
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Caltrans Standard Plans. California Department of Transportation, 2010.
C. American Society for Testing and Materials. Current Edition.
1.03 APPLICABLE STANDARDS AND SPECIFICATIONS
A. ASTM D 4355 Standard Test Method for Deterioration of Geotextiles by Exposure
to Light, Moisture and Heat in a Xenon Arc Type Apparatus.
B. ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by
Permittivity.
C. ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of
Geotextiles.
D. ASTM D 4632 Standard Test Method for Breaking Load and Elongation of
Geotextiles (Grab Method).
E. ASTM D 4751 Standard Test Method for Determining the Apparent Opening Size
of a Geotextile.
F. ASTM D 5261 Standard Test Method for Measuring Mass per Unit Area of
Geotextiles.
G. ASTM D 6241 Standard Test Method for Static Puncture Strength Resistance of
Geotextiles and Geotextile-Related Products Using a 50-mm Probe.
1.04 SUBMITTALS
A. At least 14 calendar days prior to delivery of filter and reinforcement geotextile rolls to the
Work site, the Contractor shall submit three (3) copies of the following to the Design
Engineer for approval:
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1. Samples,product data sheets, and complete description of filter and reinforcement
geotextiles that meet or exceed the product requirements of this Section.
2. Manufacturer's Quality Control (MQC)testing reports for filter and reinforcement
geotextiles to be delivered to the Work site. At a minimum, results of those tests
specified in Part 2 of this Section must be included in the MQC testing reports.
3. Manufacturer's recommended procedures for transporting, unloading, storage,
handling, installation, repair, and seaming (sewing, heat bonding, and lapping) of
filter and reinforcement geotextiles.
4. Samples, product data sheets, and complete description of sewing thread
recommended by the Manufacturer to sew the filter and reinforcement geotextile.
1.05 TRANSPORT AND STORAGE
A. The filter and reinforcement geotextile rolls shall be transported to the Work site by the
Contractor with opaque protective coverings in a closed trailer.
B. At least seven(7)calendar days prior to any Work site delivery,the Contractor shall notify the
Design Engineer of the date,time,material type,material quantity,and number of trucks for
delivery. A copy of the packing list showing lot and roll numbers for each shipment shall also
be provided to the Design Engineer prior to site delivery.
C. Unloading and storage (stacking)of the filter and reinforcement geotextile rolls at the Work
site shall be the responsibility of the Contractor; who shall observe and certify, in writing,
that the unloading and storage of filter and reinforcement geotextile rolls was performed in
accordance with the submitted Manufacturer's recommended procedures.
D. The Contractor shall transport filter and reinforcement geotextile rolls from the storage area in
a manner that does not damage the reinforcement geotextiles, and in accordance with the
Manufacturer's recommended procedures.
1.06 QUALITY ASSURANCE
A. Testing and Observation
1. Testing and observation of the filter and reinforcement geotextile shall be conducted
in accordance with the CQA Plan.
2. The Contractor shall cooperate with the CQA Monitor during observation,testing,
and collection of samples.
3. If any portion(s)of the filter and reinforcement geotextile installation is determined
by the Design Engineer to not meet the requirements of this Section,based on either
testing or observations,the Contractor,at his expense,shall remove and replace that
portion(s) to meet the requirements of this Section as directed by the Design
Engineer.
PART 2 PRODUCTS
2.01 FILTER GEOTEXTILE
A. The geotextile filter shall be manufactured of non-woven, continuous or staple filament,
needle-punched,polypropylene or polyester,ultra-violet(UV)-stabilized yarn orientated into a
stable network that maintains its structure during handling,placement,and long-term service.
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B. The geotextile filter shall be chemical resistant and cannot be heat burnished or contain
recycled materials.
C. The geotextile filter shall have the following minimum average roll values:
1. Mass per Unit Weight(ASTM D 5261) 3.8 oz./square yard
2. Grab Tensile Strength(ASTM D 4632) 110 lbs.
3. Trapezoidal Tear Strength(ASTM D 4533) 50 lbs.
4. Puncture (ASTM D 6241) 310 lbs.
5. Permittivity(ASTM D 4491) 1.7 sec-'
6. Apparent Opening Size (ASTM D 4751) <No. 70 U.S. Std. Sieve
7. UV Resistance (ASTM D 4355) Retain 70% strength A 500 hrs.
D. A geotextile product which can be used and meets these specifications is TenCate Mirifi
140N.
2.02 REINFORCEMENT GEOTEXTILE
A. Reinforcement geotextile shall be constructed of polypropylene materials and shall be
resistant to damage under normal construction activities, and to biological and chemical
degradation.
B. Reinforcement geotextile shall be a woven geotextile manufactured for the purposes of
separation, confinement, and roadway subgrade reinforcement.
C. Physical properties of the reinforcement geotextile shall be tested at a minimum testing
frequency of once per every 100,000 square feet of reinforcement geotextile manufactured
and the physical properties shall be as follows:
Test Method Pro e Required Value/MARV
ASTM D 4632 Grab Tensile
-Machine Direction 315 lb.
-Cross Direction 315 lb.
ASTM D 4632 Grab Elongation
-Machine Direction 12%
-Cross Direction 12%
ASTM D 4833 Puncture 120 lb.
ASTM D 4533 Trapezoid Tear Strength
-Machine Direction 113 lb.
-Cross Direction 113 lb.
D. Geotextile products which can be used and meet these specifications are TC Mirafi 600X,
Synthetic Industries Geotex 315ST, or equivalent.
2.02 SEWING THREAD
A. The thread used for sewing of filter and reinforcement geotextiles shall be polymeric and have
strength properties equal to or greater than the filter and reinforcement geotextiles.
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B. The thread used for sewing of filter and reinforcement geotextiles shall be chemical resistant.
C. The thread used for sewing the filter and reinforcement geotextiles shall be equivalent to that
recommended by the filter and reinforcement geotextile Manufacturer(s) submitted in
accordance with Part 1.04A of this Section.
PART 3 EXECUTION
3.01 PREPARATION AND EXAMINATION
A. The Contractor shall verify that the material and surface upon which the filter and
reinforcement geotextiles are to be placed are complete and in accordance with the Technical
Specifications for that material or surface prior to filter and reinforcement geotextile
installation.
3.02 INSTALLATION
A. Filter and reinforcement geotextiles shall be installed in accordance with Manufacturer's
instructions.
B. Filter and reinforcement geotextiles shall be installed with sufficient tension to prevent
excessive overlapping, insufficient overlapping,wrinkles, and folds.
C. Filter and reinforcement geotextile panels shall be overlapped with sufficient material to
create a prayer fold for sewing operations.
D. Filter and reinforcement geotextiles shall be ballasted during installation and until they are
covered with the overlying material.
E. Temporary anchorage for the filter and reinforcement geotextiles during placement shall be
the responsibility of the Contractor.
F. Terminal ends of reinforcement geotextile,where the type and purpose of the reinforcement
geotextile changes as shown on the Plans, shall be overlapped a minimum of 4 feet.
G. Portions of the filter and reinforcement geotextiles wasted by the Installer, and rendered
unusable,as determined by the CQA Monitor,shall be transported by the Contractor off-site
to a permitted transfer station or solid waste disposal facility for disposal at the Contractor's
expense.
3.03 SEAMING
A. All seams for filter and reinforcement geotextiles shall be made by sewing;alternate seaming
methods may be allowed if it is demonstrated by the Contractor that the method will create a
seam that is acceptable for the intended purpose and will not reduce the properties of the filter
and reinforcement geotextiles below those specified in Part 2 of this Section or cause damage
to any underlying geosynthetic materials.
B. Soil materials which could adversely affect sewing operations shall be cleaned from the filter
and reinforcement geotextiles prior to sewing.
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C. A prayer fold shall be created within the overlap prior to sewing.
D. The prayer fold shall be sewn with a 401 two-thread chain stitch.
PART 4 MEASUREMENT AND PAYMENT
4.01 FILTER GEOTEXTILE
A. Measurement and payment for filter geotextile shall be included in the Contract Unit Prices
for "Type III Swales", "Type V Swales" and "Rock Riprap Inlet Protection" addressed in
Section 02722 (Drainage and Erosion Controls)of these Technical Specifications.
4.02 REINFORCEMENT GEOTEXTILE
A. Measurement and payment for reinforcement geotextile shall be included in the Contract Unit
Price for "Access Roads" addressed in Section 02310 (Access Roads) of these Technical
Specifications.
END OF SECTION
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SECTION 02772
GEOMEMBRANE
PART 1 GENERAL
1.01 SUMMARY
A. The Contractor shall furnish and transport to the site all geomembrane as shown on the Plans
and a sufficient amount of extrudate rod to complete the extrusion welding necessary for
testing and repairing the geomembrane.
B. The Contractor shall furnish all labor, tools, supervision, transportation, and equipment
necessary for the installation of the geomembrane, including that needed for testing and
welding materials in the field.
1.02 REFERENCES
A. ASTM D 638 Standard Test Method for Tensile Properties of Plastics.
B. ASTM D 746 Standard Test Method for Brittleness Temperature of Plastics and
Elastomers by Impact.
C. ASTM D 792 Standard Test Method for Specific Gravity and Density of Plastics by
Displacement.
D. ASTM D 1004 Test Method for Initial Tear Resistance of Plastic Film and Sheeting.
E. ASTM D 1204 Standard Test Method for Linear Dimensional Changes to Nonrigid
Thermoplastic Sheeting or Film at Elevated Temperatures.
F. ASTM D 1505 Test Method for Density of Plastics by the Density-Gradient Technique.
G. ASTM D 3895 Standard Test Method for Copper Induced Oxidative Induction Time of
Polyolefins by Thermal Analysis.
H. ASTM D 4218 Test Method for Carbon Black Content.
L ASTM D 4833 Test Method for Index Puncture Resistance of Geotextiles,Geomembranes,
and Related Products.
J. ASTM D 5321 Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic Friction by the Direct Shear Method.
K. ASTM D 5397 Standard Test Method for Notched Constant Tensile Load Test of
Geomembrane.
L. ASTM D 5596 Standard Test Method for Microscopic Evaluation of the Dispersion of
Carbon Black in Polyolefin Geosynthetics.
M. ASTM D 5617 Standard Test Method for Multi-Axial Tension Test for Geosynthetics.
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N. ASTM D 5994 Sheet Thickness for Textured Geomembrane.
O. ASTM D 6392 Standard Practice for Determining the Integrity of Field Seams Used in
Joining Flexible Polymeric Sheet Geomembranes.
P. ASTM D 7466 Standard Test Method for Measuring Asperity Height of Textured
Geomembranes.
Q. FTMS IO1C Puncture Resistance.
1.03 QUALIFICATIONS (Not Used - See Section 01010-1.03B)
1.04 SUBMITTALS
A. At least 14 days prior to delivery of geomembrane rolls to the site,the Contractor shall submit
the following, in triplicate,to the Engineer for approval:
1. A Certificate of Compliance stating that all resin used for the product to be supplied
is from a single source in the United States or Canada,of the same general type,and
meets the requirements of Part 2.01 of this Section.
2. Manufacturer's Quality Control(MQC)test results for the geomembrane base resin.
3. Samples,product data sheets, and a complete description of the geomembrane to be
supplied that meets or exceeds the product requirements of Part 2.02 of this Section.
4. A 2-foot by 2-foot(minimum size) sample from the same geomembrane specimen
tested in accordance with Part 2.02G of this Section and possessing a degree of
texturization representative of the material that will be shipped to the site.
5. MQC test results for the geomembrane rolls to be delivered to the site. At a
minimum, the results of the tests specified in Part 2.02 of this Section must be
included in the MQC testing reports.
6. Manufacturer's recommended procedures for transporting, unloading, storage,
handling, installation, repair, seaming (extrusion and fusion welding), and seam
testing of geomembrane.
7. A Certificate of Compliance stating that the extrudate rod material meets the product
requirements of Part 2.03 of this Section.
B. At least 14 days prior to beginning installation of geomembrane,the Contractor shall submit
the following, in triplicate,to the Engineer for approval:
1. Installer's Geomembrane Installation Quality Control Plan, which includes testing
procedures and frequencies.
2. Shop Drawings showing the proposed geomembrane panel layout and details of field
fabrications including skirt and sleeve pipe boots.
3. Installer's Qualifications including the following:
a. Resume of Installer's foreman.
b. Resume of Installer's master welder.
C. Resumes of Installer's welding and quality control personnel.
C. Upon completion of the geomembrane installation,the Contractor shall submit the following,
in triplicate,to the Engineer.
1. Installer's warranty in compliance with Part 1.07B of this Section.
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2. As-built geomembrane panel layout drawings showing all panels,testing,sampling,
and repair locations.
1.05 TRANSPORT AND STORAGE
A. At least seven days prior to any site delivery,the Contractor shall notify the Engineer of the
date,time,material type,material quantity,and number of trucks for delivery. A copy of the
packing list showing lot and roll numbers for each shipment shall also be provided to the
Engineer prior to site delivery.
B. Unloading and storage(stacking)of the geomembrane rolls at the site is the responsibility of
the Contractor;however,unloading and storage of geomembrane rolls shall be performed in
accordance with the submitted Manufacturer's recommended procedures.
C. The Contractor shall transport geomembrane rolls from the storage area in a manner that does
not damage the geomembrane, and in accordance with the Manufacturer's recommended
procedures.
D. The storage area for the geomembrane rolls will be located by the Contractor and must be
approved by the Engineer.
1.06 QUALITY ASSURANCE TESTING
A. The CQA Monitor will take at least one sample for every 100,000 square feet of
geomembrane delivered to the site and perform the following quality CQA conformance
testing to verify that the product meets the requirements of Part 2.02 of this Section.
1. Tensile Properties (ASTM D 6693 /ASTM D 638).
2. Density(ASTM D 1505).
3. Carbon Black Content(ASTM D 4218).
4. Carbon Black Dispersion (ASTM D 5596).
5. Sheet Thickness (ASTM D 5994)
B. The CQA Monitor will take at least one sample per lot of geomembrane delivered to the site
for CQA conformance testing to verify compliance with the interface shear strength
requirements of Part 2.02F of this Section.
C. Geomembrane shipped to the site that does not contain a degree of texturization comparable
to the approved texture sample submitted in accordance with Part 1.04A of this Section will
be rejected by the Engineer.
D. Sampling for CQA conformance testing may be performed by the CQA Monitor at the
manufacturing plant prior to shipping.
E. The CQA Monitor will collect samples and send them to the Geosynthetics Testing
Laboratory for seam testing in accordance with Part 3.05E of this Section. Within 48 hours of
sampling, the Engineer will accept or reject the seams based on the results of laboratory
testing.
F. The Contractor shall assist with seam sampling by cutting samples and repairing sample
locations at the direction of the CQA Monitor.
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1.07 WARRANTIES
A. The Contractor shall provide a five-year prorata warranty for the geomembrane against
deterioration due to exposure to the elements, either exposed or buried.
B. The Contractor shall provide a two-year non-prorata warranty for the geomembrane against
installation defects.
PART2 PRODUCTS
2.01 RESIN
A. The resin used for manufacturing the geomembrane shall be new virgin material,first quality,
compounded Linear Low-density Polyethylene(LLDPE),and manufactured specifically for
producing geomembrane.
B. Preferred, but not required to have a 4-to 6-inch wide smooth edge to promote welding.
C. No mixing of different resin types shall occur during geomembrane manufacturing.
D. No second run or recycled materials shall be used during geomembrane manufacturing.
E. The resin used for manufacturing the geomembrane shall have a Specific Gravity(ASTM D
792) of minimum 0.940 g/cm3 after addition of carbon black and other additives.
F. The resin used for manufacturing the geomembrane shall not contain more than 1 percent(by
weight) additives other than carbon black.
G. The resin used for manufacturing the geomembrane shall not contain more than 3.5 percent
(by weight)total additives.
2.02 GEOMEMBRANE
A. All geomembrane shall be manufactured by the same Manufacturer in the United States or
Canada.
B. Geomembrane shall have a structured studded drainage surface on the top side and a spiked
friction surface on the bottom side using a method which fully integrates the texture asperities
with the sheet,such as Super Gripnet®,or equivalent;no spray-on texturing shall be allowed.
C. Additives for UV protection,thermal stability,or processing agents must not"bloom"to the
surface of the geomembrane over time or inhibit welding.
D. Finished geomembrane rolls shall be free from blemishes,holes,pin holes,bubbles,blisters,
excessive gels, undispersed resins, undispersed carbon black, contamination by foreign
materials,nicks, and cuts.
E. Geomembrane shall meet the following minimum average roll values for the following
properties.
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TEST MINIMUM AVERAGE MQC(3) TEST
ROLL VALUE(') FREQUENCY
Sheet Thickness (ASTM D 5994) 50-mil±10% 10 per roll
Density (ASTM D 792,Method B) 0.993 g/cm3 1 per rail car
Tensile Strength(i�Break (ASTM D 6693) 105 ppi 1 per 100,000 ft2
Elongation(i�Break (ASTM D 638) 300% 1 per 100,000 ft2
Tear Resistance (ASTM D 1004) 30 lb 1 per 100,000 ft2
Puncture Resistance (ASTM D 4833) 55 lb 1 per 100,000 ft2
Carbon Black Content (ASTM D 4218) 2.0 to 3.0% 1 per 100,000 ft2
Carbon Black Dispersion (ASTM D 5596) All Category 1 or 2 1 per 100,000 ft2
Oxidation Induction Time (ASTM D 3895) 140 minutes minimum(i�200°C 1 per 100,000 ft2
Low Temperature Brittleness(ASTM D 746) <-40OF Certification
Dimensional Stability (ASTM D 1204) 2%maximum change Certification
Drainage Stud Height (ASTM D 7466) 130-mil 1 per 100,000 ft2
Friction Spike Height (ASTM D 7466) 175-mil 1 per 100,000 ft2
0)The average of all measurements on any roll shall not be less than the MARV value.
(2) The minimum allowable thickness for any measurement shall not be less than 10% of the nominal
specified thickness. The average of all measurements on any roll shall not be less than 48 mils.
(3)Manufacturing Quality Control.
F. The geomembrane shall have the following minimum seam strength and test failure criteria
when welded in accordance with the submitted Manufacturer's recommended procedures:
1. For peel test specimens:
a. The failure mode shall be a film tear bond (FTB).
b. There shall be no more than 10 percent peel penetration into the weld.
C. The quantitative value for the peel strength shall be a minimum of 75 ppi.
2. For shear test specimens:
a. The failure mode shall be film tear bond (FTB).
b. The specimen shall achieve a 2-inch elongation with the grips initially set
one inch back from the edge of the weld.
C. The quantitative value for bonded seam strength shall be a minimum of 120
ppi.
2.03 EXTRUDATE ROD
A. All extrudate rod shall be made from same resin as the geomembrane.
B. All additives shall be thoroughly dispersed throughout the rod.
C. Extrudate rod shall be free of contamination by moisture or foreign materials.
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2.04 FIELD FABRICATIONS
A. All geomembrane used for field fabrications shall be obtained from the approved
geomembrane rolls to be used for the panel installation which meet the material property
requirements of Part 2.02 of this Section.
B. The Installer shall fabricate and weld all skirt and sleeve pipe boots in the locations shown on
the Plans, and as shown on the approved Shop Drawings.
2.05 GEOMEMBRANE SURFICIAL STRIPS
A. Geomembrane surficial strip material shall be Super Gripnet or single-sided geocomposite
(200 mil).
2.06 CLOSURE TURFTM COLLECTION FOOT ASSEMBLIES
A. The ClosureTurf M LFG collection foot is a component of the ClosureTurf M to provide the
interface between the surficial collection strips, the geomembrane, and the LFG collection
well head. The collection foot components are to be provided by the manufacturer of the
ClosureTurfrM product.
B. PVC assembly components(i.e.,pipe,fittings,valves,sample test port,etc.)shall conform to
the requirements of Section 15200(LFG Collection System Components)of these Technical
Specifications.
C. Wellhead adapter shall be 2-inch by 1.5-inch flexible coupling with stainless steel band
clamps as manufactured by Fernco, or approved equivalent.
2.07 CLOSURE TURFTM PRESSURE RELIEF VALVES
A. The ClosureTurf M pressure relief valves are a component of the ClosureTurf M to provide
necessary release of pressure in the event the LFG collection system malfunctions. These
pressure relief valves are to be provided by the manufacturer of the ClosureTurf M product.
2.08 FIELD TESTING EQUIPMENT
A. A field tensiometer shall be used by the Installer for seam strength testing and be calibrated
and accurate to within 2 pounds.
B. A one-inch(width)by six-inch(length)cutting die shall be used for cutting seam strength test
specimens from bulk seam samples.
PART 3 EXECUTION
3.01 PREPARATION AND EXAMINATION
A. The Installer shall verify that the subgrade surface upon which the geomembrane is to be
placed is smooth, uniform, firm and unyielding, and free from rocks or other debris. No
protrusions,ruts, or ridges greater in depth or height than 1.0 inch shall be allowed prior to
geomembrane installation.
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B. The Contractor and Installer shall complete and sign the Subgrade Acceptance Form provided
by the CQA Monitor, verifying that the surface which the GCL will be installed upon is
acceptable. The CQA Monitor and the Design Engineer will also verify that the surface
which the GCL will be installed upon is acceptable. Once the Contractor has signed the
Subgrade Acceptance Form,it is the Contractor's responsibility to maintain the surface in the
condition required by Part 3.O1A of this Section.
C. The Contractor is responsible for temporary anchorage during installation and until permanent
ballast is fully installed.
D. Prior to and at the middle of each geomembrane welding work shift and whenever
adjustments are made to the welding machines,the Installer shall prepare and test trial welds
for each welding machine that are being used or will be used during that work shift. Trial
welds shall be prepared for both fusion and extrusion welding machines. Trial weld samples
for fusion welding machines shall be a minimum of 6-feet in length; trial weld samples for
extrusion welding machines will be a minimum of 3-feet in length with the trial weld centered
on and running the length of the sample. Trial welds shall be tested as follows.
1. Trial welds shall be allowed to cool to ambient conditions, prior to testing. After
cooling, excessive material shall be cut from the beginning and the end of the trial
weld sample (approximately 4-inches from each end). Using the cutting die, four
1-inch specimens shall be cut at an even spacing along the length of the trial weld.
2. Using the field tenisometer, two non-adjacent specimens shall be tested for peel
adhesion (peel) and two for bonded seam strength (shear). Both sides of fusion
welds shall be tested for peel. The rate of separation for both the peel and the shear
tests shall be 2 inches per minute. The CQA Monitor will be present for, and
observe, all trial weld tests.
3. All peel test specimens shall meet all of the following criteria:
a. The failure mode shall be a film tear bond (FTB).
b. There shall be no more than 10 percent peel penetration into the weld.
C. The quantitative value for the peel strength shall be a minimum of 75 ppi.
4. All shear test specimens shall meet all of the following criteria:
a. The failure mode shall be film tear bond (FTB).
b. The specimen shall achieve a 2-inch elongation with the grips initially set
one inch back from the edge of the weld.
C. The quantitative value for bonded seam strength shall be a minimum of 120
ppi.
5. If any of the four test specimens do not meet the peel or shear criteria,the entire trial
weld will be rejected and that machine shall not be used for installation of the
geomembrane until passing a retest. Retesting shall consist of repeating the entire
trial weld sampling and testing procedure on a new weld performed with the failing
machine. If the retested trial weld fails,that welding machine shall not be used for
installation of the geomembrane until proper adjustments or repairs and a passing
trial weld test results. If the welding machine continually fails field testing, the
machine shall be tagged and completely removed from work area.
3.02 INSTALLATION
A. Geomembrane panels shall be deployed parallel to the slope by unrolling down the entire
length of the slope. Corrections or adjustments shall be made to panels which become askew
to the parallel line of the slope. End-to-end panel butt seams shall occur on benches.
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B. The textured geomembrane shall be placed in direct and uniform contact with underlying
protective cover subgrade soil,with the spikes down and the stud side up. The geomembrane
surface shall not be dragged over the underlying subgrade;a plastic slip sheet or other means
shall be used to position the geomembrane without dragging it over the subgrade.
C. Adjacent geomembrane panel edges shall be overlapped a minimum of 4-inches for fusion
welding. The alignment of the overlap shall be kept consistent by marking overlap indicator
points.
D. Geomembrane damaged during handling, transport, or deployment shall be removed or
repaired as directed by the Engineer.
E. Geomembrane installation and seaming methods shall not damage underlying subgrade or soil
materials; any damage to underlying soil materials shall be repaired at the expense of the
Contractor.
F. The Installer shall only deploy the quantity of geomembrane which can be completely welded
and anchored by the end of the work shift or day.
G. The Contractor shall prepare an adequate number of sandbags to ballast the geomembrane
during deployment. Geomembrane rolls may also be used for ballast provided that no damage
to the deployed geomembrane occurs. Only plastic ties shall be used to close sandbags; no
metal or wire ties shall be used. Sandbags shall be removed prior to deploying overlying
materials and after completion of permanent closure turf ballast installation. Sandbags shallbe
disposed of as directed by the Engineer. Sandbag fill shall not be disposed of within the
limits of work unless the fill consists of material which meets the Specification for the
material it is disposed upon. Adequate sandbags and timely covering are required to prevent
wind shifting of geomembrane. If shifting of geomembrane occurs,inspection of underlying
subgrade will be required to ensure the subgrade has not been compromised. Repairs or
replacement will be required if displacement or damage has occurred .
H. The Installer shall deploy and seam the geomembrane in a manner which minimizes wrinkles;
however, the Installer shall be responsible for, and coordinate with the Manufacturer in,
providing the proper amount of slack in the installed geomembrane to compensate for
contraction due to local temperature extremes prior to covering. Stress-bridging and
"flshmouths" shall not be allowed.
L Immediately after geomembrane panels running through ditch flow lines or at toes of slopes
are welded,sandbags shall be placed end-to-end along the entire length of the flow or toe line
to prevent geomembrane stress-bridging at those locations.
J. The geomembrane surficial strips, ClosureTurfrM collection foot assemblies, and
ClosureTurfrm pressure relief valves shall be installed per the Plans and in accordance with
manufacturer's recommendations.
K. Portions of the geomembrane wasted by the Installer, and rendered unusable, as determined
by the CQA Monitor, shall be transported and disposed of by the Contractor.
L. No equipment will be allowed on slopes exceeding 15%on the partially constructed turf cap
system until after the completed installation of the sand inflll ballast. On slopes less than
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15%,ATV type vehicles will be allowed prior to infill placement if the tire/track pressure is
less than 5 psi.
M. Following full specified sand infill ballast thickness installation,shall be limited to light duty
vehicles with drivability tire/track pressures of less than 35 psi.
3.03 FUSION WELDING
A. Fusion welding shall only take place when the ambient temperature is between 40°F and
110°F. The Installer shall measure ambient temperature 6-inches above the deployed
geomembrane. Special weather seaming plans shall be submitted by the Installer and
approved by Engineer to perform fusion welds outside this ambient temperature range.
B. All geomembrane seams shall be fusion welded by the double-track method leaving an air gap
for leak testing. Extrusion welding shall only be used for repairs,patches, and fabrications.
C. Fusion welding machines shall complete trial weld procedures and pass field testing as
specified in Part 3.01 of this Section prior to welding the geomembrane seams.
D. A power source capable of producing sufficient and constant voltage under the combined line
load of other welders and equipment shall be used.
E. The surface of the geomembrane to be welded shall be thoroughly cleaned.
F. Geomembrane panels shall be welded at the same speed, temperature,roller pressure, and
gauge settings used to prepare the trial weld; the Installer shall adjust the above settings as
temperature conditions indicate and record welding machine number, operator, machine
settings,time, and date for each seam welded.
3.04 EXTRUSION WELDING
A. Extrusion welding guns shall complete trial weld procedures and pass field testing as
specified in Part 3.01 of this Section prior to welding patches or fabrications.
B. Geomembrane patches to be extrusion welded shall overlap the underlying geomembrane
panel a minimum of 4 inches.
C. The Installer shall cut square repair patches with rounded corners large enough to extend a
minimum of 4 inches beyond the repair area in all directions.
D. The geomembrane patch shall be tack-welded to the underlying geomembrane panel to
prevent movement during grinding and extrusion welding operations.
E. A disc grinder shall be used to remove surface debris and oxidation from the outer edge of
overlapped geomembrane patches and the underlying geomembrane. Grinding parallel to
seam shall not be allowed.
F. The nozzle of the extrusion gun shall be purged to remove solidified extrudate before each
use.
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G. The extrusion weld shall completely cover the entire width of the grind area and extend 4
inches up any intersecting fusion weld.
H. A cap strip patch shall be extrusion welded at all fusion welded seam intersections of three or
more geomembrane panels.
3.05 QUALITY CONTROL
A. General
1. The Installer shall perform all quality control procedures and testing in accordance
with the approved Geomembrane Installation Quality Control Plan.
2. The Installer shall maintain an accurate geomembrane panel layout drawing during
installation. The drawing shall include: 1)roll and panel numbers;2)seam numbers;
3)geomembrane limits;4)anchor trench locations;and 5)seam test sample dates and
locations.
B. Deployment
1. The Installer shall coordinate with the CQA Monitor in assigning geomembrane
panel and corresponding seam numbers.
2. The Installer shall maintain,and submit to the CQA Monitor,daily deployment logs
and panel layout drawings as the deployment progresses and record panel and seam
numbers,panel dimensions, and deployment quantities.
C. Fusion Welding
1. The Installer shall maintain, and submit to the CQA Monitor,daily welding logs on
which are recorded welding machine number,operator,machine settings,time,and
date for each seam welded.
2. The entire length of each fusion welded seam shall be air-pressure tested by the
Installer. The Installer shall provide an air pump capable of generating and
maintaining 40 psi of pressure and equipped with a regulator and pressure gauge.
The Installer shall provide pressure feed needles with pressure gauges accurate to 1
psi and perform the following air pressure test procedure:
a. Seal both ends of the fusion welded seam with vise-grip plate clamps or an
extrusion weld. Heat may be applied to the seam ends to aid in sealing the
seam in conjunction with the clamps. Due to the potential hazard of igniting
landfill gas,propane torches or any other flame producing device shall not
be used.
b. At one end of the seam, insert air pressure needle into the fusion weld
channel.
C. Pressurize the channel to 40 psi and maintain pressure for 5 minutes.
d. Release air from the opposite end of the seam to verify that the entire length
of the fusion weld channel was pressurized. If channel pressure is not
maintained with a maximum allowable pressure loss of 2 psi over the 5-
minute test period or does not stabilize at all; the Installer shall locate the
defective area, isolate it, and repeat air pressure test procedures in each
direction from the defective area.
e. The Installer shall maintain air pressure test logs on which are recorded seam
numbers, beginning and ending air pressures, beginning and ending test
times, lengths of tested seam, defective areas found, and confirmation of
repair.
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D. Extrusion Welding
1. The Installer shall maintain, and submit to the CQA Monitor,daily welding logs on
which are recorded welding machine number,operator,machine settings,time,and
date.
2. The Installer shall vacuum test each extrusion welded along its entire length. The
Installer shall provide a vacuum pump capable of generating and maintaining a
pressure of 30 inches of mercury,and equipped with a regulator and vacuum gauge.
The Installer shall also provide a vacuum box with a gasket-type seal and a clean
view window, and vacuum gauge accurate to 1 psi and perform the following
vacuum test procedure:
a. Saturate the extrusion weld with a soap and water solution.
b. Place view box over the saturated weld, create an air tight seal, and apply
vacuum in the box.
C. Maintain the vacuum for 10 seconds and examine weld for forming bubbles
which indicate leaks. Mark detected leaks for follow up extrusion weld
repair. Retest detected leaks after repair to verify that the leaks were
successfully repaired.
d. The Installer shall maintain vacuum test logs on which are recorded repair
numbers,vacuum test dates, and vacuum test results.
E. Seam Test Sampling Procedures
1. The CQA Monitor will determine seam test sample locations at minimum intervals of
500 lineal feet of welded seam. The CQA Monitor may decrease or increase this
frequency based on previous seam test results. The Installer shall cut the seam test
sample where indicated by the CQA Monitor.
2. The Installer shall repair sample holes with an extrusion welded patch in accordance
with Part 3.04 of this Section and perform a vacuum test in accordance with Part
3.05D of this Section.
3. Seam test samples shall be 12-inches wide by 36-inches long with the weld centered
along the length of the sample. Sample sizes may be modified at the request of the
CQA Monitor. The Installer shall cut one 1-inch specimen from each end of the
sample and field test the specimens for peel adhesion in accordance with Part 3.01 of
this Section. If these specimens pass the field peel test,the CQA Monitor will divide
the remaining sample and submit one specimen to the Geosynthetics Testing
Laboratory for further testing and retain one for archive. If either of the specimens
fail the field peel test,the Installer shall perform Failed Seam Analysis Procedures in
accordance with Part 3.07 of this Section.
4. The Installer may take and test any sample at its option;however, all sampling and
testing shall be done under the observation of the CQA Monitor and all tests and
repairs shall be in accordance with the procedural requirements of this Part.
3.06 LABORATORY TESTING
A. The Geosynthetics Testing Laboratory will perform the following test procedure at the
direction of the Engineer:
1. Test five specimens from each sample submitted for peel adhesion and five
specimens from each sample for bonded seam strength (ASTM D 6392).
2. All specimens must meet the criteria specified in Part 3.01C of this Section for each
type of test.
3. Both sides of fusion welded seams shall be tested for peel adhesion.
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B. The Engineer's acceptance of the welded geomembrane seams will be based on the results of
laboratory seam analysis.
C. The Engineer will notify the Installer of acceptance or rejection of the seam within 24 hours
of submission of the samples to the Geosynthetics Testing Laboratory.
3.07 FAILED SEAM ANALYSIS PROCEDURES
A. The Installer shall perform the following procedures in the event of a seam failure determined
by field or laboratory testing:
1. The Installer shall mark the failed seam at a distance of 10 feet in each direction from
the failed test sample location. The Installer shall cut a 12-inch by 12-inch sample
from each location,then cut one 1-inch wide specimen from each end of the sample,
and field test the specimens for peel adhesion in accordance with Part 3.01 of this
Section. If all specimens pass the field peel test,the Installer shall cut,and submit to
the CQA Monitor, a 12-inch wide by 18-inch long sample from each location for
laboratory seam testing. If any of the specimens fail the field peel test at either
location, the Installer shall continue sampling the failed seam at 10-foot intervals
until specimens successfully pass the field peel tests and a sample can be submitted
for laboratory testing. If specimens continually fail field peel tests at the 10-foot
intervals, the entire seam or portion of the welded seam shall be repaired by the
Installer as directed by the Engineer.
2. The Installer shall repair the failed length of seam determined by field peel testing
with an 18-inch wide extrusion welded cap strip in accordance with Part 3.04 of this
Section. The installer shall vacuum test the cap strip in accordance with Part 3.05D
of this Section.
3. If the retest sample fails laboratory testing in accordance with Part 3.06 of this
Section,the Installer shall repeat the interval sampling and testing procedure.
B. At the discretion of the CQA Monitor,seam test samples will be taken from extrusion welded
cap strips exceeding 100 feet in length.
PART 4 MEASUREMENT AND PAYMENT
4.01 GEOMEMBRANE
A. Geomembrane material shall be measured on a horizontal plane in plan view by the square
foot of the in-place material installed. The quantity for"Geomembrane"shall be a final pay
quantity as described in Section 9-1.02C, "Final Pay Quantities," of the Standard
Specifications and as shown on the Plans. The price paid per square foot for geomembrane
shall include full compensation for providing all labor, equipment, tools, and incidentals
(including ClosureTurfrM pressure relief valves)required for installation of the geomembrane
as shown on the Plans,as specified herein,and as directed by the Engineer and no additional
compensation will be allowed therefor. The Contractor shall make provisions for additional
material needed to account for overlaps,anchorage,and waste,as no additional compensation
will be allowed therefor.
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4.02 GEOMEMBRANE SURFICIAL STRIPS
A. Geomobrane material for the surficial strips shall be measured by the lineal foot for the 3.5
foot wide strips. The price per lineal foot for geomembrane surficial strips shall be included
in the Contract Unit Price per lineal foot installed for "Geomembrane Surficial Strips"
addressed in this Section and shall include full compensation for providing all materials,
labor,equipment,tools,and incidentals required to install the geomembrane surficial strips as
shown on the Plans, as specified herein, and as directed by the Design Engineer. No
additional compensation will be allowed therefor.
4.03 CLOSURE TURFTM COLLECTION FOOT ASSEMBLIES
A. ClosureTurf M collection foot assemblies,including connection to the LFG collection system
piping, shall be measured by each collection foot assembly installed. Payment shall be
included in the Contract Unit Price per each unit installed for"ClosureTurfFM Collection Foot
Assembly" addressed in this Section and shall include full compensation for providing all
materials, labor, equipment, tools, and incidentals required to install and connect the
collection foot assemblies to the LFG collection system piping as shown on the Plans, as
specified herein,and as directed by the Design Engineer. No additional compensation will be
allowed therefor.
END OF SECTION
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SECTION 02773
ENGINEERED TURF
PART GENERAL
1.01 SUMMARY
A. The Contractor shall furnish, transport to the Work site, and install all engineered turf in
accordance with this Section and at the locations and to the dimensions shown on the Plans.
The Contractor shall furnish all labor,supervision,tools,materials,equipment,transportation,
and incidentals necessary to install the engineered turf, sand ballast infill, HydroBinder®
Infill, and water release vents,including that needed for testing and connecting materials in
field.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Caltrans Standard Plans. California Department of Transportation, 2010.
1.03 APPLICABLE STANDARDS AND SPECIFICATIONS
ASTM D 2256 Standard Test Method for Tensile Properties of Yarns by the
Single-Strand Method.
ASTM D 4595 Test Method for Tensile Product(MD/XD).
ASTM D 4632 Test Method for Breaking Load and Elongation of Geotextiles
(Grab Method).
ASTM D 4716 Standard Test Method for Constant Head Hydraulic Transmissivity
(In-Plane Flow)of Geotextiles and Geotextile Related Products.
ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of
a Geotextile.
ASTM D 5035 Standard Test Method for Breaking Force and Elongation of Textile
Fabrics (Strip Method).
ASTM D 5261 Test Methods for Mass Per Unit Area(weight)of Woven Fabrics.
ASTM D 5321 Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic Friction by the Direct Shear Method.
ASTM D 6241 Standard Test Method for Static Puncture Strength Resistance of
Geotextiles and Geotextile-Related Products Using a 50-mm Probe.
ASTM D 6913 Standard Test Methods for Particle-Size Distribution.
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ASTM D 7277 Standard Test Method for Performance Testing of Articulating
Concrete Block Systems in Open Channel Flow
ASTM D 96459 Standard Test Method for Determining Rainfall Induced Erosion
ASTM G 147 Standard Test Method for Determining the UV Stability of
Engineered Fiber,Natural and Artificial Weathering Tests.
ASTM G 1545(M) Standard Test Method for Determining UV Stability (exposed),
Modified Cycle,UVA340.
1.04 SUBMITTALS
A. At least 14 calendar days prior to delivery of engineered turf rolls to the Work site, the
Contractor shall submit three(3)copies of the following to the Design Engineer for approval:
1. Samples,product data sheets,and complete description of engineered turf that meets
or exceed the product requirements of this Section.
2. MQC testing reports for engineered turf to be delivered to the Work site. At a
minimum,results of those tests specified in Part 2 of this Section must be included in
the MQC testing reports.
3. For the geonet base resin:
a. A Certificate of Compliance stating that all resin used for the product to be
supplied is from a single source in the United States or Canada,of the same
general type, and meets the requirements of Part 2 of this Section.
b. MQC test results.
4. Manufacturer's recommended procedures for transporting, unloading, storage,
handling,installation,repair,and seaming(sewing,heat bonding,lapping,and plastic
ties) of the geonet composite.
5. Samples, product data sheets, and complete description of plastic fasteners (ties)
recommended by the Manufacturer to join the geonet and sewing thread
recommended by the Manufacturer to sew the geotextile.
6. Panel layout showing machine direction of rolls.
1.05 TRANSPORT AND STORAGE
A. The engineered turf rolls shall be shipped by the Supplier with protective coverings in a
closed trailer or a covered open trailer.
B. At least seven(7)calendar days prior to any Work site delivery,the Contractor shall notify the
Design Engineer of the date,time,material type,material quantity,and number of trucks for
delivery. A copy of the packing list showing lot and roll numbers for each shipment shall also
be provided to the Design Engineer prior to Work site delivery.
C. Unloading and storage (stacking) of the engineered turf rolls at the Work site shall be the
responsibility of the Contractor;however,unloading and storage of engineered turf rolls shall
be performed in accordance with the submitted Manufacturer's recommended procedures.
engineered turf rolls shall be stacked no more than three (3)high.
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D. The Contractor shall transport engineered turf rolls from the storage area in a manner that
does not damage the geonet composite, and in accordance with the Manufacturer's
recommended procedures.
1.06 QUALITY ASSURANCE
A. Testing and Observation
1. Testing and observation of the engineered turf shall be conducted in accordance with
the CQA Plan.
2. The Contractor shall cooperate with the CQA Monitor during observation,testing,
and collection of samples.
3. If any portion(s) of the engineered turf installation is determined by the Design
Engineer to not meet the requirements of this Section, based on either testing or
observations,the Contractor,at his expense,shall remove and replace thatportion(s)
to meet the requirements of this Section as directed by the Design Engineer.
PART 2 PRODUCTS
2.01 ENGINEERED TURF
A. The engineered turf is a synthetic structured material consisting of one or more geotextiles
tufted with polyethylene yarns that resemble grass blades such as DuraTurf manufactured by
Shaw,or equivalent. Engineered turf shall be manufactured of UV-stabilized yarn oriented
into a stable network that maintains its structure during handling,placement and long-term
service.
B. The engineered turf shall be chemical resistant and cannot be heat burnished or contain
recycled materials.
C. The engineered turf shall have the following minimum average roll values:
ENGINEERED TURF COMPO, NEWT
I
CBR Puncture ASTM D6241 800lb,(MARV)
Tensile Product(MID/XD) ASTM D459S 1,000lb/ft min(MARV)
Rainfall induced Erosion ASTM D96459 <0.45/Infill Loss 6 in/hr
Aerodynamic Evaluation GTRI Wind Tunnel 120 mph with maximum uplift of 0.12 Ib/sf
Engineered Turf Fiber UV Stability ASTM G147 >60%retained tensile strength at 100 years
(projected)
Backing System UV Stability(Exposed) _ ASTM G1545 Modified Cycle 110Ilbs/ft retained tensile strength at 6500 hours
1MVA340 (projected)
Steady State Hydraulic Overtopping(ClosureTurfv ASTM D7277/D7276 5 ft overtopping resulting in 29 ft/s velocity and
with HydroBinder—) 8.9 psf shear stress for Manning N Value of 0.02
Full Stale Wave Overtopping Test Colorado State University 165,000 ft'/ft
Cumulative Volume(ClosureTurfO with Wave Simulator
HydroBindec")
Full Seale Wave Overtopping Test Colorado State University 4.0 ft'/s/ft
Wave Overtopping Discharge(ClosureTurfl with Wave Simulator
Hydrollind er'")
Transmissivity w/underlying structured ASTM D4716 2,5E-03mz/sec.,min.
geomembrane
Normal stress 50 psf and 0.33 gradient(m2/sec)
lnternal Friction of combined components ASTM D5321 35',min.
Sand Infill Gradation and Ballast ASTM D6913 ASTM C 33 Fine Aggregates
Yarn Weight(Total Product Weight) ASTM D5261 19 oz,/sq.yd.(25 oz,/sq.yd.+-1 oz.)
Tensile Strength of Yarn, ASTM D22.56 15 Ibs.min.,
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2.02 SEWING THREAD
A. The thread used for sewing of engineered turf shall be polymeric and have strength properties
equal to or greater than the engineered turf.
B. The thread used for sewing of engineered turf shall be chemical resistant.
C. The thread used for sewing the engineered turf shall be equivalent to that recommended by
the engineered turf Manufacturer submitted in accordance with Part 1.04A of this Section.
2.03 SAND BALLAST INFILL
A. Sand Ballast Infill will meet Particle Size Parameters of ASTM C 33-03 for fine aggregates as
shown in the following Table 1:
Table 1: Sand Ballast Infill
Sieve Percent Passing
9.5 min(3/8") 100
4.75 min (No. 4) 95 to 100
2.36 min (No. 8) 80 to 100
1.18 min (No. 16) 50 to 85
600 m (No. 30) 25 to 60
300 µm (No. 50) 5 to 30
150 m(No. 100) 0 to 10
2.04 HYDROBINDERTM 1NFILL
A. HydroBinderTM is a cementious product used as the infill component for surface drainage
conveyance areas.
B. HydroBinderTM infill Shall be HydroBinderTM Cementitious Infill. The HydroBinderTM infill
material may be delivered in either pallet form of 80 lb. bags or 3000 lb. bulk super sacks.
C. Cement, except as otherwise specified herein,will be a brand of Portland Cement,meeting
ASTM C 150 and will be Type I or Type IL Only one brand of cement will be used
throughout the duration of this Contract.
D. The cementitious infill mix design will conform to the requirements of ASTM C 387 for high
strength mortars.
E. The cementious infill will have a minimum 28 day compressive strength of 5000 psi.
2.05 WATER RELEASE VENTS
A. Water release vent material shall be double-sided geocomposite (200 mil).
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PART 3 EXECUTION
3.01 PREPARATION AND EXAMINATION
A. The Installer shall verify that the material and surface upon which the engineered turf is to be
placed is complete and in accordance with these Technical Specifications for that material
prior to beginning geonet installation.
B. The Contractor is responsible for temporary anchorage during installation and until permanent
anchorage is constructed and completed.
3.02 INSTALLATION
A. Engineered turf shall be installed in accordance with the Manufacturer's instructions.
B. Engineered turf shall be installed with the machine(lengthwise)direction of the roll oriented
down the slope in accordance with the Panel Layout.
C. Engineered turf panels shall be deployed from the top of the slope in a way that the
engineered turf is laid substantially smooth and filaments are pointing upslope after
deployment is complete.
D. The first engineered turf panel deployed shall have the turf filaments facing upward.
Subsequent panels shall be deployed turf side down, and on top of the previously installed
panel. After seaming each panel, the panel shall be flipped onto the geomembrane
component with care to avoid pulling of tufts in the drainage studs.
E. End-to-end panel overlaps shall only occur on benches,unless the length of a slope between
benches exceeds the total length of a full engineered turf roll.
F. Engineered turf shall be installed with sufficient tension to prevent excessive overlapping,
insufficient overlapping,wrinkles, and folds.
G. A single stitch prayer type seam shall be constructed using a Nulong sewing machine or
equivalent. Sewing thread shall be 207 Polyester or equivalent. Sewing will occur between
the 1st and 2nd row of Engineered Turf stitches.
H. Engineered turf shall be ballasted during installation and until the engineered turf is covered
with the sand ballast infill material.
L The water release vents shall be installed per the Plans and in accordance with manufacturer's
recommendations.
J. On slopes exceeding 15%,no equipment will be allowed on the partially constructed turf cap
system until after the completed installation of the sand ballast infill. On slopes less than
15%,ATV type vehicles will be allowed prior to infill placement if the tire/track pressure is
less than 5 psi.
K. Following full specified sand ballast infill thickness installation,shall be limited to light duty
vehicles with drivability tire/track pressures of less than 35 psi.
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L. Engineered turf damaged during installation shall be removed and/or repaired with a sewn or
fastened patch at the direction of the Design Engineer.
M. Portions of the engineered turf wasted by the Installer,and rendered unusable,as determined
by the Design Engineer, shall be transported by the Contractor and disposed of off-site at a
permitted transfer station or solid waste disposal facility.
3.03 SAND BALLAST INFILL PLACEMENT
A. Sand ballast infill shall be placed between the tufts of the engineered turf and:
1. Shall be per plan either 5/8-inch thick or 2-1/8-inch thick,with a thickness tolerance
of±1/8 inch. Measuring the sand ballast infill thickness will be performed utilizing a
digital caliper,or approved alternate measuring device approved by the CQA Officer.
2. Shall consist wholly of sand meeting ASTM C-33-03 for fine aggregates. See Section
2.03 - SAND BALLAST INFILL - Table 1 for sand infill ballast grain size
parameters.
3. Engineered turf areas that are to receive sand ballast infill must be accepted by the
CQA Officer before placement of sand ballast infill takes place.
B. Sand ballast infill shall be worked into the Engineered Turf between the synthetic yarn blades.
C. Conveyor systems and/or Express Blowers shall be used to spread and place the sand ballast
infill.
D. The Contractor shall explain with detail in the Preparatory Meeting the method of sand infill
deployment to be used.
E. Previously installed components shall not be displaced or damaged as a result of the sand
ballast infill component installation.
F. A standard washer will be utilized as a plate for the point of entry into the sand ballast infill
for consistent depth control.
3.04 1NFILL—HYDROBINDERV PLACEMENT
A. See also Section 2.04 -HydroBinder®INFILL.
B. The HydroBinder®infill layer may be placed using any appropriate equipment capable of
completing the work. Manual hand spreading is acceptable when equipment isn't practical.
C. The Contractor shall explain in detail during the Preparatory Meeting the method of
HydroBinder®infill deployment.
D. Installation of HydroBinder® infill will only be performed by a Manufacture's approved
installer using techniques and equipment approved by the Manufacture.
E. The HydroBinder® shall be installed into the turf while it is in a dry state. The
HydroBinder®will be worked into the tufts so the tufts are in an upright position.
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F. The HydroBinder®infill shall be placed dry to a thickness of 7/8 inch with a tolerance of+/-
1/8 inch.
G. The hydration process must occur on the same day as the HydroBinder®infill placement. The
required HydroBinder®infill thickness will be achieved prior to the hydration process.
H. The cemented infill shall be hydrated thoroughly, however care must be taken to avoid
displacement of the non-hydrated infill. The objective is to soak the area to start the hydration
process but not to inundate with water beyond saturation.
L Once hydration is completed as described, backfill and compaction of the vertical anchor
trenches (if applicable) shall take place.
K. The HydroBinder®shall be at minimum performance levels within 24 hours. HydroBinder®
that does not meet minimum performance levels within 24 hours will be removed and
replaced.
3.05 REPAIR
A. All damaged areas or holes shall be repaired with a patch by the Installer as directed by the
Design Engineer.
B. Repairs to engineered turf are completed by using a heat-bonded seam. All tie-in seams along
flatter slopes less than 15%with length greater than 25 feet will use an approved leistering
machine so consistent pressure is achieved throughout the seam. A hand held heat gun with a
pressure wheel shall be used for repair of smaller areas. The patch shall extend 2 feet beyond
the edge of the damaged area or hole.
C. Contractor may also demonstrate techniques and practices for approval. Field demonstration
and approval by the CQA Officer and the Manufacturer is required before incorporating any
alternative repair technique.
PART 4 MEASUREMENT AND PAYMENT
4.01 ENGINEERED TURF WITH 5/8" SAND BALLAST INFILL
A. Engineered Turf with 5/8" Sand Ballast Infill shall be measured by the square foot of
engineered turf in place covering the entire limits of waste,installed to the toes of all slopes
on the landfill or five feet beyond the limits of waste,whichever is greater, as shown on the
Plans. The quantity measured for engineered turf shall be as measured on a horizontal plane
in plan view and shall include an allowance for overlaps,anchorage and waste. Payment shall
be included in the Contract Unit Price per square foot installed for"Engineered Turf with
5/8" Sand Ballast Infill" addressed in this Section and shall include full compensation for
providing all materials, labor, equipment, tools, and incidentals required to install the
engineered turf and sand ballast infill, including that needed for testing and connecting
materials in field as shown on the Plans, as specified herein, and as directed by the Design
Engineer. No additional compensation will be allowed therefore.
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4.02 ENGINEERED TURF WITH 2" SAND BALLAST 1NFILL
A. Engineered Turf with 2" Sand Ballast Infill shall be measured by the square foot of
engineered turf in place covering the entire limits of waste,installed to the toes of all slopes
on the landfill or five feet beyond the limits of waste,whichever is greater, as shown on the
Plans. The quantity measured for engineered turf shall be as measured on a horizontal plane
in plan view and shall include an allowance for overlaps,anchorage and waste. Payment shall
be included in the Contract Unit Price per square foot installed for"Engineered Turf with 2"
Sand Ballast Infill" addressed in this Section and shall include full compensation for
providing all materials, labor, equipment, tools, and incidentals required to install the
engineered turf and sand ballast infill, including that needed for testing and connecting
materials in field as shown on the Plans, as specified herein, and as directed by the Design
Engineer. No additional compensation will be allowed therefore.
4.03 ENGINEERED TURF WITH HYDROBINDER 1NFILL
B. Engineered Turf with HydroBinder®Infill shall be measured by the square foot of engineered
turf in place covering the entire limits of waste, installed to the toes of all slopes on the
landfill or five feet beyond the limits of waste,whichever is greater, as shown on the Plans.
The quantity measured for engineered turf shall be as measured on a horizontal plane in plan
view and shall include an allowance for overlaps, anchorage and waste. Payment shall be
included in the Contract Unit Price per square foot installed for "Engineered Turf with
HydroBinder® Infill" addressed in this Section and shall include full compensation for
providing all materials, labor, equipment, tools, and incidentals required to install the
engineered turf and HydroBinder® infill, including that needed for testing and connecting
materials in field as shown on the Plans, as specified herein, and as directed by the Design
Engineer. No additional compensation will be allowed therefore.
4.04 ENGINEERED TURF/GEOMEMBRANE ANCHOR TRENCH
A. Engineered turf/geomembrane anchor trench shall be measured by the lineal foot of anchor
trench installed,as shown on the Plans. The quantity measured for the anchor trench shall be
measured on the horizontal plan and shall include trenching,placement of material in trench,
and backfilling. Payment shall be included in the Contract Unit Price per lineal foot installed
for"Engineered Turf/Geomembrane Anchor Trench"and shall include full compensation for
providing all materials, labor, equipment, tools, and incidentals required to install the
engineered tur/geomembrane anchor trench,as shown on the Plans,as specified herein,and as
directed by the Design Engineer. No additional compensation will be allowed therefore.
4.05 WATER RELEASE VENTS
A. Water release vents shall be measured by each water release vent installed. Payment shall be
included in the Contract Unit Price per each unit installed for "Water Release Vent"
addressed in this Section and shall include full compensation for providing all materials,
labor,equipment,tools,and incidentals required to install the isolation valves as shown on the
Plans, as specified herein, and as directed by the Design Engineer. No additional
compensation will be allowed therefor.
END OF SECTION
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SECTION 02900
SEEDING AND FERTILIZING
PART GENERAL
1.01 SUMMARY
A. The Contractor shall seed and fertilize the on-site borrow area surfaces, earthen drainage
swales,and all construction-related disturbed surfaces in accordance with this Section and at
the locations and to the dimensions shown on the Plans. The Contractor shall furnish all labor,
supervision,tools,materials,equipment,transportation, and incidentals as necessary to seed
and fertilize the various areas identified herein.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Caltrans Standard Plans. California Department of Transportation, 2010.
1.03 SUBMITTALS
A. Prior to seeding,the Contractor shall submit to the CQA Monitor,in triplicate,the name and
location of material sources,laboratory test results,and/or material data sheets conforming to
the relevant details shown on the Plans as outlined herein.
B. After seeding,the Contractor shall submit to the CQA Monitor the certified tags from the seed
bags.
1.04 QUALITY ASSURANCE
A. Testing and Observation
1. Testing and observation of the seeding,fertilizing and mulching shall be conducted
in accordance with the CQA Plan.
2. If any portion(s)of the seeding and fertilizing is determined by the CQA Monitor to
not meet the requirements of this Section,the Contractor,at his expense,shall rework
that portion(s) to meet the requirements of this Section as directed by the Design
Engineer.
PART 2 PRODUCTS
2.01 SEED
A. Seeding shall conform to the provisions of Section 20-2.10 (Seed) and Section 20-3.04
(Seeding and Fertilizing) of the Standard Specifications.
B. The seed shall consist of the following mix of species and corresponding application rates:
1. Trilfolium Incarnaium (Crimson Clover): 25 lbs/AC
2. Hordeum Vulgare (Common Barley): 50 lbs/AC
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3. Festuca Rubra(Creeping Red Fescue): 50 lbs/AC
4. Lolium Perenne (Perennial Ryegrass): 25 lbs/AC
2.02 FERTILIZER
A. Fertilizer shall consist of the following components and percentages:
Ammonia Phosphate Sulfate 16 percent
Phosphoric Acid 20 percent
Water Soluble Potash 0 percent
PART 3 EXECUTION
3.01 GENERAL
A. The method and equipment used to spread the seed and fertilizer shall be subject to the
approval of the Design Engineer.
B. Seed and fertilizer shall be applied after the after the access roads and drainage structures
have been placed to grade.
C. Seed and fertilizer shall not be applied to the access roads, rock riprap swales, and
sedimentation basins.
3.02 APPLICATION
A. The application of seed and fertilizer shall be performed by hydroseeding methods using the
following steps:
1. .Step 1: Seed and fiber shall be hydroseeded onto the designated surfaces at a rate of
150 lbs/AC and 500 lbs/AC,respectively.
2. .Step 2: Hydromulch with tackifier and fertilizer shall then be applied at rates of 500
lbs/AC (fiber), 150 lbs/AC (tackifier [M-binder, organic bean base glue]), and 200
lbs/AC (fertilizer).
B. All products shall be spread uniformly over all areas subject to revegetation.
PART 4 MEASUREMENT AND PAYMENT
4.01 SEEDING AND FERTILIZING
A. Seeding and fertilizing shall be measured by the acre installed and includes all seed,fertilizer,
tackifier and fiber. No adjustments in compensation will be made in the Contract Unit Price
paid for "Seeding and Fertilizing" as a result of an increase or decrease in the quantity of
revegetation products used,regardless of the reason for the increase or decrease,even if the
increase or decrease exceeds 25 percent of the Design Engineer's Estimate. The provisions in
Section 4-1.0313(Increased or Decreased Quantities)of the Standard Specifications shall not
apply.
B. Payment shall be included in the Contract Unit Price per acre installed for "Seeding and
Fertilizing" addressed in this Section and shall include full compensation for providing all
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materials, labor, equipment, tools, and incidentals required for seeding and fertilizing as
shown on the Plans, as specified herein, and as directed by the Design Engineer. No
additional compensation will be allowed therefore.
END OF SECTION
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SECTION 02960
TEMPORARY EROSION AND SEDIMENT CONTROLS
PART GENERAL
1.01 SUMMARY
A. The Contractor shall implement all erosion control provisions consisting of,but not limited to,
the construction of permanent and temporary facilities and taking measures as are necessary to
prevent,control and abate water,mud,and erosion damage to public and private property as a
result of the construction of this Project. Erosion control shall apply year round to all areas
where earthen material is exposed on the Work site and shall not be limited to those areas
outlined in these Technical Specifications or as shown on the Plans. The Contractor shall
furnish all labor, supervision,tools,materials, equipment,transportation, and incidentals as
necessary to implement the erosion control provisions.
1.02 REFERENCES
A. Caltrans Standard Specifications(Section 20). California Department of Transportation,May
2006.
B. California's General Permit for Storm Water Discharges Associated with Construction and
Land Disturbance Activities (General Permit) Order No. 2009-0009-DWQ as amended by
Order No. 2010-0014-DWQ (NPDES No. CAS000002). State Water Resources Control
Board, 2010.
1.03 SUBMITTALS
A. The Contractor shall prepare and implement a SWPPP for construction activities in
accordance with Section 01550 (Storm Water Pollution Prevention) of these Technical
Specifications.
PART 2 PRODUCTS
2.01 STRAW BALES
A. Straw for bales shall be noxious weed free and shall be derived from wheat,rice or barley.
2.02 STRAW WATTLES
A. Straw wattles shall be fiber rolls composed of bio-degradable fibers stuffed in a photo-
degradable open weave netting.
2.03 ROCK FOR CONSTRUCTION ENTRANCE
A. Rock for the construction entrance shall conform to the requirements of Section 02207
(Aggregate Materials) of these Technical Specifications.
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2.04 SILT FENCING
A. Silt Fencing: Filter fabric shall be a pervious sheet of synthetic polymer composed of at least
85%by weight ethylene,propylene,amide,ester,or vinylidene yarn,woven or non-woven. It
shall contain stabilizers and/or inhibitors to resist deterioration by heat,water,and ultra-violet
light. The fabric shall conform to the following:
1. The Equivalent Opening Size(U.S. Standard Sieve)shall be within the range 70-100.
2. The tensile strength (per ASTM D4632) shall be at least 120 pounds.
B. Silt Fencing Posts: Posts for silt fences shall be either 4-inch diameter wood or 1.33 pounds
per linear foot steel with a minimum length of 3 feet. Steel posts shall have projections for
fastening wire to them.
PART 3 EXECUTION
3.01 SCHEDULE
A. Construction or implementation of erosion control measures shall be performed year round.
Between October 15 and May 15 of each year,such temporary erosion control features as are
necessary to prevent damage during the forthcoming winter season shall be constructed and
remain functional.
B. The Contractor shall comply with the pollution control measures referenced in these
Technical Specifications as part of the overall program to control erosion and de-silt runoff.
C. All temporary erosion control facilities shall be maintained during temporary suspension of
Work periods.
3.02 PROTECTION
A. All areas of exposed earth created by the Contractor beyond what is shown on the Plans and
referred to in these Technical Specifications and areas cleared and grubbed prior to
excavation or embankment operations which are subject to wind erosion and runoff shall also
be subject to these Technical Specifications, except that the Contractor shall be fully
responsible for all costs and liabilities associated with water pollution and temporary erosion
control work in these areas.
3.03 TEMPORARY EROSION CONTROL FACILITIES
A. The Contractor shall conduct his operations in such a manner that storm water runoff will be
contained within the Work site or channeled into the storm drain system which serves the
runoff area. Storm water runoff from one area shall not be allowed to divert to another runoff
area.
B. Temporary down drains,drainage structures,and other devices shall be provided to channel
storm water runoff water into the respective permanent storm drain systems during
construction. Permanent drainage structures, not fully completed, shall be modified as
required to accept de-silted runoff.
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C. Fill areas, while being brought to grade, and during periods of completion prior to final
construction, shall be protected by various measures to eliminate erosion and the siltation of
downstream facilities and adjacent areas. These measures may include, but shall not be
limited to:
1. Temporary down drains, either in the form of pipes or paved ditches with protected
outfall areas;
2. Graded berms around areas to eliminate erosion of embankment slopes by surface
runoff,
3. Embankment slopes,not included as part of the construction contract and constructed
by the Contractor for temporary access roads, shall be compacted by track walking
the face of the slope in a direction perpendicular to the slope contours. Several
passes may be required to adequately compact the slope face.
D. Contour graded areas shall be protected against erosion and the resulting siltation of
downstream facilities and adjacent areas during grading operations. Various measures may
include,but shall not be limited to:
1. Use of graded contour berms to control sheet flow.
2. Supplemental grading of large areas around temporary or unfinished inlet structures,
such as inside ramp loops.
E. Culvert pipe used in conjunction with temporary erosion control measures which was new
when delivered to the Work site and,in the opinion of the Design Engineer,is not damaged
and whose dimensions and other properties conform to the requirements for new material may
be used in the new Work.
PART 4 MEASUREMENT AND PAYMENT
4.01 TEMPORARY EROSION AND SEDIMENT CONTROL
A. Measurement and payment for temporary erosion and sediment control provisions including
preparation and implementation of a SWPPP shall be considered as included in the Contract
Lump Sum Price paid for"Temporary Erosion and Sediment Controls"as addressed in this
Section and Section 01550 (Storm Water Pollution Prevention) of these Technical
Specifications and includes all compensation for providing all materials,labor, equipment,
tools, and incidentals required to complete the Work specified herein and as directed by the
Design Engineer. No additional compensation will be allowed therefore.
END OF SECTION
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SECTION 03300
CONCRETE
PART 1 GENERAL
1.01 SUMMARY
A. The Contractor shall supply, transport to the Work site, and install all concrete for
construction of drain inlets and the pads at the flare station, post footings for the metal
frame pipe supports and security fencing, foundation for the sedimentation basin outlet
structures, and grouted rock riprap outfalls in accordance with this Section and at the
locations and to the dimensions shown on the Plans. The Contractor shall furnish all
labor, supervision, tools, materials, equipment, transportation, and incidentals as
necessary to prepare and construct the various concrete structures.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Caltrans Standard Plans. California Department of Transportation, 2010.
C. American Society for Testing and Materials. Current Edition.
D. Manual of Standard Practice, Concrete Reinforcing Steel Institute (CRSI), 2009.
1.03 APPLICABLE STANDARDS AND SPECIFICATIONS
A. ASTM A 615 Standard Specification for Deformed and Plain Billet-Steel Bars
for Concrete Reinforcement.
B. ASTM C 31 Standard Specification for Making and Curing Concrete Test
Specimens in the Field.
C. ASTM C 39 Standard Test Method for Compressive Strength of Cylindrical
Concrete Specimens.
D. ASTM C 143 Standard Test Method for Slump of Portland Cement Concrete.
E. ASTM D 1557 Standard Test Methods for Laboratory Compaction
Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3
[2,700 kN-m/m3]).
1.04 SUBMITTALS
A. At least 14 calendar days prior to delivery of materials to the Work site, the Contractor
shall provide three (3) copies of the following information to the Design Engineer for
approval:
1. Name and location of the source for the concrete and reinforcing bars.
2. Laboratory test results for the concrete and reinforcing bars.
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3. Manufacturer's product data sheets for the concrete and reinforcing bars to verify
that the materials meet or exceed the corresponding product requirements.
1.05 QUALITY ASSURANCE
A. Testing and Observation
1. Testing and observation of the concrete components shall be conducted in
accordance with the CQA Plan.
2. The Contractor shall cooperate with the CQA Monitor during observation and
testing.
3. If any portion(s) of the concrete is determined by the Design Engineer to not
meet the requirements of this Section,based on either testing or observations,the
Contractor, at his expense, shall remove and replace that portion(s) to meet the
requirements of this Section as directed by the Design Engineer.
PART 2 PRODUCTS
2.01 CONCRETE
A. Concrete shall be supplied from the same approved source during construction of each
structure.
B. Concrete for the drain inlets and flare station concrete pads shall be Type II Portland
cement concrete meeting all material requirements of Sections 90-1 and 90-2 of the
Standard Specifications and shall exhibit a maximum 4-inch slump when tested in
accordance with ASTM C 143 and have a designated 28-day compressive strength of
2,500 psi (drain inlets) and 3,000 psi (flare station concrete pads) when tested in
accordance with ASTM C 31 and ASTM C 39.
C. Concrete for post footings and sedimentation basin outlet structure foundations shall be
minor concrete conforming to the requirements of Section 90-10 of the Standard
Specifications.
D. Concrete for the grouted rock riprap outfalls shall be minor concrete conforming to the
requirements of Sections 72-5.02 and 90-10 of the Standard Specifications.
2.02 REINFORCEMENT
A. Reinforcing bars shall be billet-steel bars for concrete reinforcement conforming to
ASTM A 615, Grade 40, 44 bars.
2.03 FORMS
A. Forms used in concrete installations shall be APA "Plyform" or equivalent as designed
by then Contractor and exhibiting sufficient strength to hold the concrete.
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2.04 EPDXY
A. Epoxy used for securing dowels or anchors in concrete shall be Simpson "SET—Epoxy"
or Covert"CIA-Gel 7000 Epoxy".
2.05 AGGREGATE BASE
A. Aggregate base for the flare station concrete pads shall conform to the requirements of
Section 02207 (Aggregate Base) of these Technical Specifications.
2.06 ENGINEERED FILL
A. Engineered fill for the flare station concrete pads shall conform to the requirements of
Section 02224 (Engineered Fill) of these Technical Specifications.
PART 3 EXECUTION
3.01 GENERAL
A. The locations, dimensions, and final elevations of the concrete slabs shall be as shown on
the Plans or as staked by the Design Engineer.
B. The footprint areas for the flare station concrete pads as shown on the Plans shall be
cleared and grubbed in accordance with the requirements of Section 02222 (Excavation)
of these Technical Specifications.
C. Following clearing and grubbing, the flare station concrete pad areas shall be
overexcavated to a depth of 18 inches and recompacted as engineered fill in accordance
with the requirements of Section 02224 (Engineered Fill) of these Technical
Specifications. Overexcavation is not required if compaction data beneath the concrete
slab footprints are available from the former leachate pond backfilling operations that
demonstrate that the upper 18 inches meet the engineered fill compaction requirements.
D. Aggregate base for the flare station concrete pads shall be spread in a uniform loose lift
not exceeding 8 inches in thickness, moisture conditioned to within 1 to 3 percentage
points of the optimum moisture content, and compacted to a minimum of 95 percent of
maximum dry density per ASTM D 1557.
3.02 REINFORCEMENT
A. All reinforcement shall be installed in conformance with CRSI's "Manual of Standard
Practice".
B. All reinforcement shall be free from rust, oil, dirt, or any other coating.
C. Continuous reinforcing bars shall be lapped at splices at a minimum of 32 diameters.
D. Unless otherwise noted, reinforcement shall have a minimum concrete cover of 3 inches.
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E. Reinforcement shall not be damaged and shall be securely supported and anchored to
avoid movement during placement of concrete.
3.03 FORMWORK
A. Design and erection of concrete formwork shall be the responsibility of the Contractor.
Strength of concrete formwork shall be sufficient to hold the concrete with minimal or no
leakage. Shoring and bracing shall be provided to ensure stability of formwork. Three-
quarter-inch chamfer strips shall be used at exposed corners.
3.04 CONCRETE SLAB PLACEMENT
A. Subgrade and forms shall be moistened prior to placing concrete.
B. Care shall be taken to not damage or displace the reinforcing steel components.
C. Concrete shall be placed in a continuous operation and thoroughly vibrated to ensure
consolidation around reinforcement.
D. The final surface of the concrete slabs shall have a non-slip broom finish.
E. The Contractor shall repair or patch all significant cracks, spalls and irregularities in
formed or finished surfaces or other defects, as required to attain the workmanship
standards herein.
3.05 MINOR CONCRETE PLACEMENT
A. Minor concrete for post footings and sedimentation basin outlet structure foundations
shall be installed as shown on the Plans and in conformance with Sections 51 and 90-10
of the Standard Specifications, as applicable.
B. Minor concrete for the grouted rock riprap shall be placed in conformance with Section
72-5.04 of the Standard Specifications.
3.06 EPDXY SECURED DOWELS OR ANCHORS
A. The diameter and depth of the drill hole shall be as indicated. If not included, the hole
shall be drilled 1/8-inch larger and ten (10) times deeper than the diameter of the dowel
or anchor.
B. The hole shall be thoroughly cleaned by blowing it out with compressed air and by using
a wire brush.
C. Placement of epoxy in the hole shall be performed using a dispensing tool provided by, or
recommended by the manufacturer. The hole shall be completely filled with epoxy.
D. The dowel or anchor shall be placed in the hole and the epoxy allowed sufficient time to
completely cure before disturbing the dowel or anchor.
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PART 4 MEASUREMENT AND PAYMENT
4.01 CONCRETE SLABS
A. The concrete slabs for the flare station shall be measured by the cubic yard of concrete
installed and includes all subgrade and pad preparation work, aggregate base,
reinforcement steel, formwork, and epoxy secured dowels and anchors. Payment shall be
included in the Contract Unit Price per cubic foot installed for "Flare Station Concrete
Slabs" addressed in this Section and shall include full compensation for providing all
materials, labor, equipment, tools, and incidentals required to install the flare station
concrete slabs as shown on the Plans, as specified herein, and as directed by the Design
Engineer. No additional compensation will be allowed therefore.
4.02 DRAIN INLETS
A. Measurement and payment for concrete associated with the drain inlets shall be included
in the Contract Unit Price for "Drain Inlets" addressed in Section 02722 (Drainage and
Erosion Controls) of these Technical Specifications.
4.03 CONCRETE POST FOOTINGS
A. Measurement and payment for concrete post footings associated with the metal frame
pipe supports and security fencing for the flare station shall be included in the Contract
Unit Prices for "Metal Frame Pipe Supports" addressed in Section 15200 (LFG
Collection System Components) and "Security Fencing" addressed in Section 15300
(Flare Station), respectively, of these Technical Specifications.
4.04 SEDIMENTATION BASIN OUTLET STRUCTURES
A. Measurement and payment for concrete associated with the sedimentation basin outlet
structure foundations shall be included in the Contract Unit Price for "Sedimentation
Basin Outlet Structures" addressed in Section 02722 (Drainage and Erosion Controls) of
these Technical Specifications.
4.05 GROUTED ROCK RIPRAP OUTFALLS
A. Measurement and payment for concrete associated with the grouted rock riprap outfalls
shall be included in the Contract Unit Price for "Grouted Rock Riprap Outfalls"
addressed in Section 02722 (Drainage and Erosion Controls) of these Technical
Specifications.
END OF SECTION
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SECTION 15100
LANDFILL GAS (LFG) EXTRACTION WELLS
PART1 GENERAL
1.01 SUMMARY
A. The Contractor shall install all LFG extraction wells as shown on the Plans and in
accordance with these Technical Specifications. The Contractor shall furnish all labor,
supervision, tools, materials, equipment, transportation, and incidentals as necessary to
install the LFG extraction wells.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
1.03 SUBMITTALS
A. At least 14 calendar days prior to commencement of drilling operations, the Contractor
shall submit the following to the Design Engineer for approval:
1. Drilling subcontractor information, including name of subcontractor, proof of
State of California drilling contractor license (Class C-57),type and make of drill
rig, names and experience of drill rig operator and helpers, and proposed
operating procedures.
2. The name and location of source, laboratory test results, and/or product data
sheets for the following materials to verify that the materials meet or exceed the
requirements in Section 7-1.2:
a. PVC well casing and fittings.
b. Gravel pack material.
C. Bentonite.
d. PVC well bore seal.
e. Prefabricated Well Head Assemblies.
3. Manufacturer's recommended installation procedures and operation instructions
for prefabricated well head assemblies.
4. Copies of approved drilling permits (if required) issued by the local governing
agency.
B. At the completion of each working day, the Contractor shall prepare a work order
summarizing the total footage drilled and amount of materials used for well construction,
and submit it to the Design Engineer for approval.
C. The Contractor shall submit to the Design Engineer performance test results for the
prefabricated well head assemblies within 14 calendar days of completion of the testing.
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1.04 QUALITY ASSURANCE
A. Testing and Observation
1. Testing and/or observation of the casing, annular materials, PVC well bore seal
and prefabricated well head assembly installations shall be conducted in
accordance with the CQA Plan.
2. The Contractor shall cooperate with the CQA Monitor during observation and
testing.
3. If any portion(s) of the LFG extraction well installations is determined by the
Design Engineer to not meet the requirements of this Section based on
observations,the Contractor, at his expense, shall mitigate that portion(s)to meet
the requirements of this Section as directed by the Design Engineer.
PART 2 PRODUCTS
2.01 LFG EXTRACTION WELLS
A. PVC WELL CASING AND FITTINGS: PVC well casing and fittings for the LFG
extraction wells shall conform to the requirements of Section 15200 (LFG Collection
System Components) of these Technical Specifications.
B. GRAVEL PACK: Gravel pack material shall conform to the requirements of Section
02207 (Aggregate Materials) of these Technical Specifications.
C. BENTONITE SEAL: Bentonite seal material shall be 100 percent premium grade
bentonite clay.
D. PVC WELL BORE SEAL: PVC well bore seals shall consist of a prefabricated pipe
boot and a 10-foot by 10-foot skirt manufactured from 30 mil PVC and designed
specifically for the intended purpose. The boot portion shall have a minimum length of 4
feet and shall be sized to accommodate a 4-inch diameter well casing.
E. SOIL BACKFILLL: Soil backfill material shall be engineered fill material in accordance
with Section 02224 (Engineering Fill) of these Technical Specifications.
2.02 PREFABRICATED WELL HEAD ASSEMBLIES
A. Prefabricated well head assemblies for LFG extraction wells shall be Series 3100 PVC
well heads manufactured by Real Environmental Products [(209) 296-7900], or approved
equivalent. The overall assembly shall include: Series 3100 PVC well head equipped
with a 1.5-inch diameter PVC gate valve and dedicated thermometer; orifice assembly
with four(4) interchangeable orifice plates with bore diameters of/z inch, 3/4inch, 1 inch
and 1-1/2 inch; elastomeric adaptor for connection between the well casing and well
head; and a 2-inch diameter PVC flexible hose for connection between the well head and
the LFG collection system piping.
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PART 3 EXECUTION
3.01 GENERAL
A. The Contractor's attention is directed to the details contained in the Plans for information
regarding individual well construction characteristics.
B. The locations of LFG extraction wells will be staked by the Design Engineer prior to the
commencement of drilling operations.
C. All required drilling permit(s), fees, and inspections shall be arranged, and paid for, by
the Contractor.
3.02 DRILLING
A. Drilling and installation of LFG extraction wells shall be by a drilling contractor licensed
(Class C-57)in the State of California.
B. Individual LFG extraction wells shall be drilled and installed in a single day so as to
minimize the potential for LFG emissions from the borehole. Installation shall include
placement of casing, gravel pack, and surface seal (including lower and upper hydrated
bentonite seals). The top of the casing shall be capped until installation of the
prefabricated well head assembly. In the event of equipment breakdown or other
unforeseen circumstance prohibits complete installation of the LFG extraction well
within the same working day, provisions shall be made to cover and seal the exposed
borehole at the surface to prevent LFG emissions.
C. The boreholes for the LFG extraction wells shall be drilled using a bucket auger drill rig
capable of drilling 24-inch diameter boreholes. The Design Engineer will prepare boring
logs and associated records.
D. The borehole depths listed in the Plans are estimated and may be adjusted in the field by
the Design Engineer.
E. Spoils generated as part of drilling operations may be temporarily stockpiled in proximity
of the borehole, or discharged directly into a roll-off bin or dump truck. If temporarily
stockpiled, the spoils must be removed by the end of each working day and transferred
into a roll-off bin or dump truck for subsequent transport and disposal by the Contractor
in accordance with Section 02222 (Excavation) of these Technical Specifications. Spoils
remaining on-site overnight in a roll-off bin or dump truck shall be covered at the end of
each working day. Spoils shall not remain on-site for more than a 48-hour period.
F. As soon as drilling is completed, a safety screen shall be placed over the top of the
borehole. This screen shall stay in place until backfilling is within 4 feet of the surface.
The safety screen size should be large enough to accommodate all backfill materials and
activities yet not large enough for any human to accidentally fall through.
G. The borehole shall be straight and the well casing shall be installed in the center of the
borehole. The Contractor shall take all tension off of the pipe by mechanical means and
center the well casing in the middle of the borehole before starting to backfill.
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H. PVC well casing joints shall be solvent cemented and secured with 3/8-inch long Type
316 stainless steel lag screws.
L The completion height of the well casing above ground surface shall be such that the final
height of the installed prefabricated well head assembly is 5 feet above final grade.
J. Obstructions and saturated conditions may be encountered during drilling; the Contractor
is expected to make reasonable effort to drill through obstructions and saturated
conditions and may only abandon the borehole if written approval is obtained from the
Design Engineer.
3.03 BACKFILLING
A. Backfilling operations shall commence immediately after well drilling is completed and
the well casing has been installed in the borehole. Backfill materials shall be installed as
shown on the Plans and as directed by the Design Engineer.
1. If water is encountered during drilling,the Design Engineer may elect to have the
borehole remain open overnight to allow the water level to stabilize. Under this
scenario, the Contractor shall make provisions to cover and secure the borehole
as a safety precaution and to prevent LFG emissions.
B. The gravel pack shall be poured or scooped through the safety screen at a rate that will
not endanger the integrity of the well casing.
C. The upper and lower bentonite seals shall be formed by evenly distributing the bentonite
material around the annulus of the well casing and then adding fresh water in a manner
that will allow for a thorough saturation of the bentonite. The proportion of water added
versus bentonite material shall be in accordance with the bentonite manufacturer's
recommendations. This process shall be continued until the minimum bentonite seal
thickness as specified on the Plans has been achieved.
D. Soil backfill shall be placed from the top of the lower bentonite seal to the bottom of the
upper bentonite seal in a manner that will promote self compaction and avoid bridging of
the soil backfill material.
E. The PVC well bore seal shall be installed in accordance with the manufacturer's
recommendations around the well casing and placed at the location shown on the Plans.
At a minimum,the following provisions shall be implemented during PVC well bore seal
installation:
1. The boot portion of the well bore seal shall be secured around the well casing
with stainless steel straps to provide an air-tight connection. Following placement
of erosion-resistant layer material, the boot shall be installed in a collapsed
position above the final grade to accommodate potential settlement.
2. Following installation, the PVC well bore seal shall be covered with the
overlying GCL material or soil (temporary) if the PVC well bore seal is going to
be exposed for more than three (3)working days.
F. For each completed LFG extraction well, the Design Engineer will make a record of
borehole and well completion details to include the following information:
1. Boring log summarizing materials and conditions encountered.
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2. Well construction log outlining completion depths and intervals for well casing
and construction materials.
3. Map showing the well location by grid coordinates and ground surface elevation.
4. Numbering system to correlate each well with its corresponding well log.
3.04 INSTALLATION OF PREFABRICATED WELL HEAD ASSEMBLIES
A. The prefabricated well head assemblies shall be handled and installed in accordance with
the manufacturer's recommendations and as shown on the Plans.
B. Provisions shall be made to ensure that the well head is installed such that the interior
extension tube assembly is concentric within the well casing.
C. The completion height of the well head assembly shall be 5 feet above final grade as
shown on the Plans.
D. The PVC flexible hose connection between the well head and LFG collection system
piping shall be installed with sufficient slack (6 to 8 inches) to accommodate expansion
and contraction. "IPS Weld-On 795" plastic pipe cement, or approved equivalent, shall
be used for flexible hose connections to the well head and LFG collection system piping.
3.05 ABANDONMENT OF LFG EXTRACTION WELL BOREHOLE (IF REQUIRED)
A. Boreholes approved by the Design Engineer for abandonment shall be backfilled with
refuse and/or soil to the final grade and compacted. If refuse is used,the refuse should be
mechanically compacted within the borehole using the bucket auger to eliminate potential
voids.
B. Upon completion of borehole abandonment activities, the area around the borehole shall
be restored to meet the surrounding grades as shown on the Plans.
3.06 PERFORMANCE TESTING
A. During testing of the entire LFG collection system as described in Section 15300 (Flare
Station) of these Technical Specifications, the Contractor shall test the prefabricated well
head assemblies to verify proper operation. The scope of testing shall include the
following:
1. Testing of static and differential pressure ports with valve completely open and
completely closed.
2. Operation of temperature gauge.
3. Operation of gas sample port.
4. General inspection of well head assembly, PVC flexible hose, and fittings for
leaks.
B. Testing of the static and differential pressure ports and gas sample port shall be
conducted using a LANDTEC GEM-2000 Analyzer or equivalent. The Contractor shall
measure and record the following information for subsequent submittal to the Design
Engineer:
1. Static and differential pressure (valve open and closed).
2. Temperature (valve open and closed).
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3. Gas composition: methane, carbon dioxide, oxygen and balance (valve open and
closed).
PART 4 MEASUREMENT AND PAYMENT
4.01 LFG EXTRACTION WELLS
A. LFG extraction wells shall be measured by the vertical linear foot installed and includes
all drilling, backfilling, and materials. Payment shall be included in the Contract Unit
Price per vertical linear foot installed for "LFG Extraction Wells" addressed in this
Section and shall include full compensation for providing all materials, labor, equipment,
tools, and incidentals required to install the LFG extraction wells as shown on the Plans,
as specified herein, and as directed by the Design Engineer. No additional compensation
will be allowed therefore.
4.02 PREFABRICATED WELL HEAD ASSEMBLIES
A. Prefabricated well head assemblies shall be measured by each assembly installed and
include supply of four (4) interchangeable orifice plates for each assembly. Payment
shall be included in the Contract Unit Price per each unit installed for"Prefabricated Well
Head Assemblies" addressed in this Section and shall include full compensation for
providing all materials, labor, equipment, tools, and incidentals required to install the
prefabricated well head assemblies as shown on the Plans, as specified herein, and as
directed by the Design Engineer. No additional compensation will be allowed therefore.
4.03 ADDITIONAL BOREHOLE SET-UP
A. Additional borehole set-up (resetting on boreholes allowed to sit overnight for water level
stabilization) shall be measured by each set-up required. Payment shall be included in
the Contract Unit Price per each occurrence for "Additional Borehole Set-up" addressed
in this Section and shall include full compensation for providing all materials, labor,
equipment, tools, and incidentals required to implement an additional borehole set-up as
specified herein, and as directed by the Design Engineer. No additional compensation
will be allowed therefore.
4.04 BOREHOLE ABANDONMENT
A. Borehole abandonment shall be measured by the vertical liner foot of borehole
abandoned and includes all drilling, backfilling, and materials. Payment shall be included
in the Contract Unit Price per vertical linear foot of borehole drilled/backfilled for
"Borehole Abandonment" addressed in this Section and shall include full compensation
for providing all materials, labor, equipment,tools, and incidentals required to implement
each borehole abandonment as specified herein, and as directed by the Design Engineer.
No additional compensation will be allowed therefore.
4.05 REFUSE DISPOSAL
A. Measurement and payment for disposal of refuse generated by the LFG extraction well
drilling operation shall be included in the Contract Unit Price for "Refuse Disposal"
addressed in Section 02222 (Excavation) of these Technical Specifications.
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4.06 PERFORMANCE TESTING
A. Measurement and payment for performance testing of the prefabricated well head
assemblies described in this Section shall be included in the Contract Unit Price paid for
"Prefabricated Well Head Assemblies". No additional compensation will be allowed
therefore.
END OF SECTION
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SECTION 15200
LFG COLLECTION SYSTEM COMPONENTS
PART1 GENERAL
1.01 SUMMARY
A. The Contractor shall furnish, transport to the Work site, and install all required LFG
collection system components, including PVC and HDPE pipe, fittings, and valves,
flexible couplings, pipe supports and anchors, condensate drop-outs, and condensate
discharge points, as shown on the Plans and in accordance with these Technical
Specifications. The Contractor shall furnish all labor, supervision, tools, materials,
equipment, transportation, and incidentals, including excavation and backfilling services,
necessary to install the respective LFC collection system components outlined above.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Caltrans Standard Plans. California Department of Transportation, May 2010.
C. American Society for Testing and Materials. Current Edition.
D. American National Standards Institute (ANSI).
E. Plastic Pipe Institute.
1.03 APPLICABLE STANDARDS AND SPECIFICATIONS
A. ASTM A 193 Standard Specification for Alloy-Steel and Stainless Steel
Bolting for High Temperature or High Pressure Service and
Other Special Purpose Applications.
B. ASTM A 194 Standard Specification for Carbon and Alloy Steel Nuts for Bolts
for High Pressure or High Temperature Service, or Both.
C. ASTM A 325 Standard Specification for Structural Bolts, Steel, Heat Treated,
120/105 KSI Minimum Tensile Strength.
D. ASTM D 1784 Standard Specification for Rigid PVC Compounds and
Chlorinated PVC Compounds.
E. ASTM D 1785 Standard Specification for PVC Plastic Pipe, Schedules 40, 80,
and 120.
F. ASTM D 2464 Standard Specification for Threaded PVC Plastic Pipe Fittings,
Schedule 80.
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G. ASTM D 2466 Standard Specification for Threaded PVC Plastic Pipe Fittings,
Schedule 40.
H. ASTM D 2467 Standard Specification for Socket-Type PVC Plastic Pipe
Fittings, Schedule 80.
L ASTM D 2513 Standard Specification for Thermoplastic Gas Pressure Pipe,
Tubing, and Fittings.
J. ASTM D 2564 Standard Specification for Solvent Cements for PVC Plastic
Piping Systems.
K. ASTM D 2855 Standard Specification for Making Solvent-Cemented Joints with
PVC Pipe and Fittings.
L. ASTM D 3261 Standard Specification for Butt Heat Fusion Polyethylene (PE)
Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing.
M. ASTM D 3350 Standard Specification for Polyethylene Plastic Pipe and Fittings
Materials.
1.04 SUBMITTALS
A. At least 14 calendar days prior to delivery of materials to the Work site, the Contractor
shall provide three (3) copies of the following to the Design Engineer for approval:
1. Manufacturer's product data sheets for the following materials to verify that the
materials meet or exceed the corresponding product requirements:
a. PVC pipe, fittings, and valves (including gasket, seal, bearing and gear
materials).
b. HDPE pipe and fittings.
C. Vacuum test port fittings.
d. PVC-HPDE transition coupling.
e. Flexible couplings and band clamps.
f Block type pipe supports and anchors (including concrete masonry
blocks,pipe clamps and miscellaneous fittings).
g. Metal frame pipe supports (including metal frames, pipe clamps and
miscellaneous fittings).
h. Primer and paint.
2. Manufacturer's recommended procedures for handling (transporting, unloading,
storage, etc.), installation, and welding of PVC and HDPE pipe, fittings, and
valves, as applicable.
B. At least 14 calendar days prior to conducting performance testing, the Contractor shall
submit proposed procedures for the following to the Design Engineer for approval:
1. Vacuum pressure test of HDPE condensate drain pipe.
2. Gravity flow discharge test of condensate discharge points.
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C. Within 14 calendar days of completion of performance testing for the respective
components, the Contractor shall submit to the Design Engineer test results for the
following system components:
1. PVC LFG collection system pipe.
2. HDPE condensate drain pipe.
3. Condensate discharge points.
1.05 QUALITY ASSURANCE
A. Testing and Observation
1. Testing and observation of the LFG collection system component installations
shall be conducted in accordance with the CQA Plan.
2. The Contractor shall cooperate with the CQA Monitor during observation and
testing.
3. If any portion(s) of the LFG collection system component installations is
determined by the Design Engineer to not meet the requirements of this Section,
based on either testing or observations, the Contractor, at his expense, shall
remove and replace that portion(s) to meet the requirements of this Section as
directed by the Design Engineer.
PART 2 PRODUCTS
2.01 PVC PIPE AND FITTINGS
A. PVC pipe shall meet the requirements of ASTM D 1784 and ASTM D 1785 for Schedule
40 and Schedule 80 PVC pipe. The pipe shall be manufactured from a PVC compound
which meets the requirements of Cell Classification 12454-B PVC as outlined in ASTM
D 1784.
B. PVC fittings shall meet the requirements of ASTM D 2464, ASTM D 2466, and ASTM
D 2467 for Schedule 40 and Schedule 80 PVC pipe fittings. Fittings unavailable in
Schedule 40 may be replaced with Schedule 80. The fittings shall be manufactured from
a PVC compound which meets the requirements of Cell Classification 12454-B PVC as
outlined in ASTM D 1784.
1. Fittings shall be industrial,heavy duty,hub style.
2. Socket fittings shall be pressure rated as for the corresponding pipe size
prescribed by ASTM D 1785. Threaded fittings shall be pressure rated at 50
percent of the rating for socket fittings.
3. Flanges: Flanges shall meet the following specifications:
a. Flanges shall be one-piece solid design or two-part van stone type
which use the tapered, serrated face and full-face gasket technique
for joining and are comparable with ANSI B16.5 Class 150 metal
flanges.
b. Flanges shall be non-shock and pressure rated at 150 psi for water
service at 73°F, and have a minimum burst requirement of 3.3 times the
rate pressure.
C. Bolts shall be Type 316 stainless steel ASTM A 193, Grade 138M hex
head and nuts shall be ASTM A 194, Grade 8m hex head.
d. Gaskets shall be full-face neoprene.
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4. Branch Saddles: Branch saddles shall either be socket style affixed using PVC
cement or clamp-on style secured using stainless steel screws.
2.02 PVC BUTTERFLY VALVES (ISOLATION VALVES)
A. Butterfly valves used for isolating LFG collection system piping segments shall be wafer-
type design with a body and disc manufactured from a PVC compound which meets the
requirements of Cell Class 12454-B PVC as outlined in ASTM D 1784 and shall be
compatible with associated PVC pipe fittings. The PVC butterfly valves shall also meet
the following material and performance specifications:
1. Shaft shall be cadmium-plated steel alloy or 300 series stainless steel, positively
attached to the disc, and totally sealed from exposure to the process gas or
environment. The shaft shall also have a directional indicator on top to indicate
disc position with handle removed.
2. Valve body shall be of the wafer design for ease of installation and maintenance
and shall be compatible with ANSI B 16.5 Class 150 metal flanges.
3. Seat material shall be Viton.
4. Bearings shall be corrosion resistant TFE or polypropylene 20 percent glass
filled.
5. Secondary seal material shall be Viton and correspond to the seat material for
maximum chemical resistance.
6. Handles and worm gear operators shall be corrosion resistant.
7. Valves shall be non-shock, rated at 150 psi for water service at 73°F, and have a
minimum burst requirement of 3.3 times the rate pressure.
2.03 PVC BALL VALVES
A. PVC ball-type valves shall be designed with the major components manufactured
from a PVC compound which meets the requirements of Cell Class 12454-B PVC
as outlined in ASTM D 1784 and shall be compatible with associated PVC pipe
fittings. The PVC ball valves shall also meet the following material and
performance specifications:
1. Ball seats shall be virgin TFE and the stem/body seals and seat energizers shall
be Viton.
2. PVC socket type connectors shall conform to the requirements of ASTM D 2466
and ASTM D 2467.
3. Threaded type connectors shall conform to the requirements of ASTM D 2466
and ASTM D 2464 and ANSI B 1.20.1 for tapered pipe threads.
4. The valve assembly shall be of construction such that a two-piece body is
screwed together to contain seats which are maintained under compressive load
against the ball.
5. Valves shall be non-shock, rated at 150 psi for water service at 73°F, and have a
minimum burst requirement of 3.3 times the rated working pressure.
2.04 PVC GATE VALVES
A. PVC gate-type valves shall be designed with the major components manufactured
from a PVC compound which meets the requirements of Cell Class 12454-B PVC
as outlined in ASTM D 1784 and shall be compatible with associated PVC pipe
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fittings. The PVC gate valves shall also meet the following material and
performance specifications:
1. Seals shall be Viton.
2. PVC socket type connectors shall conform to the requirements of ASTM D 2466
and ASTM D 2467.
3. Threaded type connectors shall conform to the requirements of ASTM D 2466
and ASTM D 2464 and ANSI B 1.20.1 for tapered pipe threads.
4. Valve wedge shall be constructed of polypropylene and have strain-equalizing
threads.
5. Valves shall be non-shock, rated at 150 psi for water service at 73°F, and have a
minimum burst requirement of 3.3 times the rated working pressure.
2.05 PVC CEMENT
A. PVC cements shall meet the requirements of ASTM D 2564 for solvent cemented PVC
joints.
2.06 VACUUM/SAMPLE TEST PORTS
A. Vacuum/sample test ports for the LFG collection system piping and ClosureTurf"
collection foot assemblies shall be 1/8-inch flow, 1/4-inch threaded polypropylene quick
disconnect couplings.
2.07 HDPE PIPE AND FITTINGS
A. HDPE pipe and fittings for the condensate drain piping shall be SDR 9 and rated PE 3408
by the Plastics Pipe Institute. The HDPE pipe shall have a cell classification per ASTM
D 3350 of 345444C
B. HDPE pipe and fittings shall meet the following criteria:
1. The nominal inside diameter of the HDPE pipe shall be true to the pipe size
shown on the Plans in accordance with ASTM D 2513.
2. HDPE fittings for use in laying pipe shall have standard dimensions that conform
to ASTM D 3261.
3. Where possible, HDPE pipe and fittings should be produced by the same
manufacturer from identical materials meeting the requirements of this
specification. Special or custom fittings may be exempted from this requirement.
2.08 PVC-HDPE TRANSITION COUPLING
A. The PVC-HDPE transition coupling used in the condensate discharge point assemblies to
the existing leachate drain shall be Series 735 transition couplings manufactured by Poly-
Cam, Inc. [(763) 786-6682], or approved equivalent.
2.09 FLEXIBLE COUPLINGS
A. Flexible couplings shall be 4, 6, or 8 inches in diameter by 18 inches long (Model 4
LFG44) as manufactured by Snook, Inc. [(2310 799-3333], or approved equivalent.
B. Band clamps used to secure the flexible couplings shall be stainless steel.
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2.10 BLOCK TYPE PIPE SUPPORTS AND ANCHORS
A. Blocks for pipe supports and anchors shall be 8"x 8"x 16"masonry blocks.
B. The masonry blocks for the pipe supports shall be equipped with a 2" x 8" redwood cap
and 44 rebar stakes covered with rubber hose.
C. Metal frames for the pipe anchors shall be 1-5/8-inch hot-dipped galvanized carbon steel
as manufactured by UNISTRUTO(Part No. P1000HS[HG]), or approved equivalent.
D. Pipe clamps shall be galvanized carbon steel and as shown on the Plans.
E. Miscellaneous fittings (i.e., angle braces, bolts, nuts and washers) shall be zinc-coated
carbon steel and conform to ASTM A 325.
2.11 METAL FRAME PIPE SUPPORTS
A. Metal frames for pipe supports shall be 1-5/8-inch hot-dipped galvanized carbon steel as
manufactured by UNISTRUTO(Part No. P1000HS[HG]), or approved equivalent.
B. Pipe clamps shall be galvanized carbon steel and as shown on the Plans.
C. Miscellaneous fittings (i.e., angle braces, bolts, nuts and washers) shall be zinc-coated
carbon steel and conform to ASTM A 325.
2.12 CORRUGATED METAL PIPE(CMP)
A. CMP for pipe supports/drainage for the Type 1 and 3 roadcrossings shall be of 16 gauge
CMP continuous helical lock steel conforming to the requirements of Section 66-3 of the
Standard Specifications. All CMP shall be galvanization compatible and conform to the
requirements of Section 66-3.02 of the Standard Specifications for zinc coated steel.
2.13 STEEL PIPE PROTECTIVE SLEEVES
A. Steel pipe protective sleeves used for the Type 1 and 3 road crossings shall conform to
ASTM A53.
2.14 REINFORCED CONCRETE PIPE(RCP)PROTECTIVE SLEEVE
A. The RCP protective sleeve used for the Type 2 road crossing shall conform to ASTM
C76, Class III with mesh reinforcement; minimum wall thickness not less than 1.75
inches; steel areas not less than 0.06 square inches per linear foot of pipe barrel; bell and
spigot end joints.
2.15 CONCRETE
A. Concrete for block type pipe supports/anchors and metal frame pipe supports shall
conform to the requirements of Section 03300 (Concrete) of these Technical
Specifications.
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2.16 PIPE BEDDING
A. Pipe bedding for buried header crossings shall conform to the requirements of Section
02207 (Aggregate Materials) of these Technical Specifications.
2.17 ENGINEERED FILL
A. Engineered fill for buried header crossings and road crossings shall conform to the
requirements of Section 02224 (Engineered Fill) of these Technical Specifications.
PART 3 EXECUTION
3.01 GENERAL
A. The alignment and locations of the LFG collection system components will be staked by
the Design Engineer prior to installation.
B. PVC and HDPE pipe, fittings, and valves shall be installed by skilled laborers
experienced in installation of such materials.
C. All exposed PVC pipe and fittings shall be painted.
3.02 LFG COLLECTION SYSTEM PIPING
A. LFG collection system piping, including flexible couplings, isolation valves and
condensate drop-out points, shall be installed as shown on the Plans.
B. All PVC pipe, fittings and valves shall be handled carefully in loading and unloading, and
in such a manner as to avoid shock during placement. PVC pipe, fittings and valves shall
not be dropped or dumped.
C. Prior to painting and installation, all PVC pipe, fittings and valves shall be inspected for
cuts, scratches, or other damages. Pipe, fittings and valves with imperfections shall not
be used.
D. Prior to installation, all PVC pipe and fittings to be left exposed shall be steam cleaned
and allowed to dry, then painted with an undercoat coat of high-quality, water-based
exterior latex primer, followed by a topcoat of high-quality, ultra-violet resistant, water-
based exterior latex paint. The pipe shall be painted to within 6 inches of each end of the
pipe section length. Light sanding may be necessary to achieve an acceptable bond. The
paint shall be medium gray or white in color, or as specified by the City. Within 24
hours of cleaning,the first coat shall be applied followed by the second coat no more than
48 hours after the first coat has dried. The pipe joints shall be painted in this manner
after installation.
E. PVC pipe, fittings and valves shall be joined with socket and solvent cement welding in
accordance with ASTM D 2855. Joining of PVC pipe, fittings and valves shall be in
accordance with these specifications and the pipe manufacturer's recommendations.
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F. All PVC pipe cuts shall be square and perpendicular to the centerline of the pipe. In
addition, PVC pipe ends shall be beveled prior to applying primer and solvent cement so
that the primer or cement are not wiped off during insertion into the fitting socket.
G. All burrs, chips, etc. generated as a result of cutting operations shall be removed from the
pipe interior and exterior. In addition, the inside of the piping shall be kept clean of dirt
and debris. Piping left overnight shall be capped.
H. A coating of CPS primer as recommended by the PVC pipe supplier shall be applied to
the entire interior surface of the fitting socket, and to an equivalent area on the exterior of
the pipe prior to applying solvent cement.
L The solvent cement shall comply with the requirements of ASTM D 2564 and shall be
applied in strict accordance with manufacturer's specifications.
J. PVC pipe, fittings and valves shall not be primed or solvent welded when it is raining or
when ambient temperature is below 40°F or above 100°F.
K. After solvent welding, the PVC pipe, fittings and valves shall remain undisturbed until
cement has thoroughly set. As a guideline for joint setting time, use 1 hour for ambient
temperatures 60°F to 100°F, or 2 hours when ambient temperature is 40°F to 60°F.
L. Flexible couplings shall be installed at the locations shown on the Plans. The flexible
couplings shall be installed per the pipe separation criteria specified in the Plans based on
the ambient temperature at the time of installation. The stainless steel band clamps shall
be secured around the ends of the flexible coupling in such a manner as to provide an air-
tight j oint.
M. Vacuum/sample test ports shall be installed at the locations and orientations shown on the
Plans. The ports shall be installed by drilling and tapping an appropriate sized hole in the
LFG collection pipe to allow insertion of the threaded quick disconnect coupling. The
ports shall be installed currently with the LFG collection pipe installation and near the
end of pipe sections (but not within coupled joints) to facilitate the removal of PVC
shavings introduced into the pipe by the drilling/tapping process.
N. Block type pipe supports shall be installed under all pipe segments located on benches.
The block type pipe supports shall be spaced at 6 feet on-center(maximum) along the full
length of the pipe segments.
O. Block type pipe anchors shall be installed every 50 linear feet (minimum) of LFG
collection system piping, as well as at the locations of all tee, elbow and wye fittings
(both ends, but not on the fittings themselves). Pipe clamps shall be secured around the
LFG header system pipe to ensure that the pipe does not move. Securing of the pipe
clamps shall be done in such a manner as to not damage the pipe. No portion of the
fittings and flexible couplings shall rest on the block type pipe anchors.
P. Strap type pipe anchors shall be installed at various locations as shown on the Plans to
prevent movement associated with thermal expansion. Strap type pipe anchors shall be
installed per the Plans and in accordance with the manfucturer's recommendations.
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Q. Metal frame pipe supports shall be installed at channel crossings and near the flare station
at the locations shown on the Plans. The pipe supports shall be spaced at 6 feet on-center
(maximum) along the full length of the designated spans. Concrete for the pipe supports
shall be batched and placed in accordance with the requirements of Section 03300
(Concrete) of these Technical Specifications. The height of cross-bar pipe supports shall
be adjusted as appropriate to ensure positive slope of LFG collection system piping.
3.03 BURIED HEADER CROSSINGS
A. Trenching across bench sections shall be to the depth and dimensions shown on
the Plans. Do not excavate deeper than necessary to avoid or minimize the
volume of refuse that may be encountered.
B. Pipe bedding material and LFG collection system piping shall be placed to the
dimensions shown on the Plans. LFG collection system piping shall be sloped as
shown on the Plans to maintain proper condensate drainage capabilities. The pipe
bedding shall be placed in accordance with the requirements of Section 02225
(Trenching and Backfilling) of these Technical Specifications
C. The remainder of trench shall be backfilled with engineered fill in accordance
with the requirements of Section 02225 (Trenching and Backfilling) of these
Technical Specifications and as shown on the Plans.
3.04 ROAD CROSSINGS
A. CMP used for pipe support/drainage and the steel pipe/RCP protective sleeves
shall be installed in the orientations shown on the Plans. The CMP shall be
aligned with the center line of the drainage swale.
B. A small section of reinforcement geotextile used in the access road construction shall be
wrapped around the steel pipe protective sleeve where it will be in direct contact with the
underlying pipe support/drainage CMP in order to provide a cushion between the two
pipes.
C. LFG collection system piping shall be inserted through the steel pipe/RCP protective
sleeves in a manner that will not damage or compromise the LFG collection system
piping.
D. Engineered fill shall be placed around and over the CMPs and protective sleeves
as shown on the Plans and in accordance with the requirements of Section 02224
(Engineered Fill) of these Technical Specifications.
E. The final surface of the road crossing shall be completed in accordance with the
requirements of Section 02310 (Access Roads) of these Technical Specifications
and as shown on the Plans.
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3.05 CONDENSATE DRAIN PIPE AND FITTINGS
A. The HDPE pipe and fitting manufacturer shall package products for shipment in a
manner suitable for safe transport and shall be subsequently handled in accordance with
the manufacturer's recommendations.
B. Prior to installation, all HDPE pipe and fittings shall be inspected for cuts, scratches, or
other damages. Pipe and fittings with imperfections shall not be used.
C. Trench excavation and backfill for buried HDPE pipe and fittings shall be as shown on
the Plans.
D. HDPE pipe connection ends and fittings shall be joined by butt fusion procedures in
accordance with the HDPE pipe and fitting manufacturer's recommended procedures.
E. The Contractor shall not bend the HDPE pipe to a degree greater than the minimum
radius recommended by the manufacturer.
F. The HDPE pipe shall not be subjected to strains that will overstress or buckle piping or
impose excessive stress on joints.
G. Open ends of fused HDPE pipe shall be covered or capped at the end of each working
day to prevent entry by animals or debris.
H. For segments completed above ground, provide sufficient slack to allow for thermal
expansion and contraction so as to not promote excessive stress on the piping following
installation.
I. For segments completed below ground, the Contractor shall allow for thermal expansion
or contraction of the HDPE pipe within the trench and coordinate pipe backfill operations
to avoid buildup of thermal stresses. Whenever possible, segment tie-ins shall be
completed within the trench to prevent overstressed conditions.
J. Following placement of HDPE pipe, sufficient time shall be allowed (per manufacturer's
recommendations) for the pipe to adjust to trench temperature prior to testing, segment
tie-ins, or backfilling activities.
3.06 CONDENSATE DROP-OUTS
A. Condensate drop-outs, including a-trap assemblies, shall be installed at the locations and
to the dimensions shown on the Plans. Do not excavate deeper than necessary to
avoid or minimize the volume of refuse that may be encountered.
B. The transition from PVC to HDPE shall be at the flange connection as shown on the
Plans.
C. PVC and HDPE pipe, fittings and valves shall be installed in accordance with Part 3.02
(LFG Collection System Piping) and Part 3.05 (Condensate Drain Pipe and Fittings) of
this Section.
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D. Strap type pipe anchors shall be installed at various points on the a-trap piping as shown
on the Plans to prevent movement associated with thermal expansion. Strap type pipe
anchors shall be installed per the Plans and in accordance with the manfucturer's
recommendations.
E. Following construction of a-trap assemblies and prior to start of LFG collection system
operations,the a-trap assemblies shall be filled with clean water.
3.07 CONDENSATE DISCHARGE POINTS
A. Condensate discharge points shall be installed at the locations and to the dimensions
shown on the Plans.
B. Soil and/or refuse shall be excavated to expose the existing condensate drain. If refuse is
encountered, the refuse shall be removed and disposed of in accordance with
Section 02222 (Excavation) of these Technical Specifications.
C. When entering excavations to install branch saddles,miscellaneous piping and/or backfill
materials, the Contractor's Health and Safety Plan shall be followed accordingly,
including trench safety, LFG hazards and possible confined space entry (i.e., oxygen-
deficient atmosphere).
D. PVC and HDPE pipe and fittings shall be installed in accordance with Part 3.02 (LFG
Collection System Piping) and Part 3.05 (Condensate Drain Pipe and Fittings) of this
Section.
E. For condensate discharge points located within the limits of the final cover system, the
respective final cover system components shall be placed and installed in accordance
with Sections 02240 (Foundation Layer), 02772 (Geomembrane), and 02773 (Engineered
Turf) of these Technical Specifications. Portions below the final cover system shall be
backfilled in accordance with Section 02225 (Trenching and Backfilling) of these
Technical Specifications.
F. For condensate discharge points located outside the limits of the final cover system, the
excavation shall be backfilled in accordance with Section 02225 (Trenching and
Backfilling) of these Technical Specifications.
3.08 PERFORMANCE TESTING
A. PVC LFG Collection System Pipe: After all PVC pipe and fittings have been joined,
including flexible couplings, all connections shall be visually inspected to verify that the
connections are securely intact. Tension on the stainless steel straps for the flexible
couplings shall also be checked to ensure that the ends of the flexible couplings are
adequately secured to the LFG collection system piping and that the tension within the
flexible couplings is appropriate based on the given ambient temperature.
B. HDPE Condensate Drain Pipe: Before the HDPE condensate drain pipe is connected to
the PVC piping system and existing leachate drain, each HDPE condensate drain pipe
segment shall be tested and withstand a minimum of 5 psig vacuum for a period of not
less than 10 minutes without any drop in pressure. Vacuum shall be measured by a
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mercury manometer, slope gauge, or an equivalent device calibrated to read increments
of not greater than 0.1 psi. The source of the vacuum shall be isolated before the test is
made. Testing shall be performed prior to backfilling segments of the HDPE condensate
drain pipe that are to be buried. It shall be the Contractor's responsibility to ensure that
proper safety precautions are observed during the testing.
C. Condensate Discharge Points: After the HDPE condensate drain pipe is connected to the
leachate drain but prior to connecting it to PVC piping system, the functionality of each
HDPE condensate drain pipe segment shall be tested to verify each segment's ability to
transmit water to the existing leachate drain. Testing shall include introducing water at
the uppermost point (i.e., highest elevation) of each segment and verifying the influx of
water into the existing leachate drain utilizing the closest downgradient manhole as the
point of observation.
PART 4 MEASUREMENT AND PAYMENT
4.01 LFG COLLECTION SYSTEM PIPING
A. PVC pipe and fittings for the LFG collection system piping shall be measured by the
linear foot of each for each size of pipe installed and includes all fittings. Payment shall
be included in the Contract Unit Price per linear foot installed for "PVC Pipe and
Fittings" addressed in this Section and shall include full compensation for providing all
materials, labor, equipment, tools, and incidentals required to install the PVC pipe and
fittings as shown on the Plans, as specified herein, and as directed by the Design
Engineer. No additional compensation will be allowed therefore.
B. Isolation valves shall be measured by each isolation valve installed. Payment shall be
included in the Contract Unit Price per each unit installed for "Isolation Valves"
addressed in this Section and shall include full compensation for providing all materials,
labor, equipment, tools, and incidentals required to install the isolation valves as shown
on the Plans, as specified herein, and as directed by the Design Engineer. No additional
compensation will be allowed therefore.
C. Flexible couplings shall be measured by each flexible coupling installed. Payment shall
be included in the Contract Unit Price per each unit installed for "Flexible Couplings"
addressed in this Section and shall include full compensation for providing all materials,
labor, equipment,tools, and incidentals required to install the flexible couplings as shown
on the Plans, as specified herein, and as directed by the Design Engineer. No additional
compensation will be allowed therefore.
D. Vacuum test ports shall be measured by each vacuum test port installed. Payment shall
be included in the Contract Unit Price per each unit installed for "Vacuum Test Ports"
addressed in this Section and shall include full compensation for providing all materials,
labor, equipment,tools, and incidentals required to install the vacuum test ports as shown
on the Plans, as specified herein, and as directed by the Design Engineer. No additional
compensation will be allowed therefore
E. Block type pipe supports shall be measured by each block type pipe support installed.
Payment shall be included in the Contract Unit Price per each unit installed for "Block
Type Pipe Supports" addressed in this Section and shall include full compensation for
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providing all materials, labor, equipment, tools, and incidentals required to install the
block type pipe supports as shown on the Plans, as specified herein, and as directed by
the Design Engineer. No additional compensation will be allowed therefore.
F. Block type pipe anchors shall be measured by each block type pipe anchor installed.
Payment shall be included in the Contract Unit Price per each unit installed for "Block
Type Pipe Anchors" addressed in this Section and shall include full compensation for
providing all materials, labor, equipment, tools, and incidentals required to install the
block type pipe anchors as shown on the Plans, as specified herein, and as directed by the
Design Engineer. No additional compensation will be allowed therefore.
G. Strap type pipe anchors shall be measured by each strap type pipe anchor installed.
Payment shall be included in the Contract Unit Price per each unit installed for "Strap
Type Pipe Anchors" addressed in this Section and shall include full compensation for
providing all materials, labor, equipment, tools, and incidentals required to install the
strap type pipe anchors as shown on the Plans, as specified herein, and as directed by the
Design Engineer. No additional compensation will be allowed therefore.
H. Metal frame pipe supports installed within the waste boundary shall be measured by each
metal frame pipe support installed and includes all fittings and concrete post footings.
Payment shall be included in the Contract Unit Price per each unit installed for "Metal
Frame Pipe Supports — Within Waste Boundary" addressed in this Section and shall
include full compensation for providing all materials, labor, equipment, tools, and
incidentals required to install the metal frame pipe supports within the waste boundary as
shown on the Plans, as specified herein, and as directed by the Design Engineer. No
additional compensation will be allowed therefore.
L Metal frame pipe supports installed outside the waste boundary shall be measured by
each metal frame pipe support installed and includes all fittings and concrete post
footings. Payment shall be included in the Contract Unit Price per each unit installed for
"Metal Frame Pipe Supports — Outside Waste Boundary" addressed in this Section and
shall include full compensation for providing all materials, labor, equipment, tools, and
incidentals required to install the metal frame pipe supports outside the waste boundary
as shown on the Plans, as specified herein, and as directed by the Design Engineer. No
additional compensation will be allowed therefore.
J. The buried header crossing shall be measured by each buried header crossing installed
and includes all trenching and backfill materials. PVC pipe and fittings for the LFG
collection system piping are not included in this payment as they are addressed
separately. Payment shall be included in the Contract Unit Price per each unit installed
for "Buried Header Crossing" addressed in this Section and shall include full
compensation for providing all materials, labor, equipment, tools, and incidentals
required to install the buried header crossing as shown on the Plans, as specified herein,
and as directed by the Design Engineer. No additional compensation will be allowed
therefore.
K. Road crossings shall be measured by each road crossing (Type 1, 2, or 3) installed and
includes all trenching, steel pipe/RCP protection sleeves, pipe support/drainage CMPs,
and backfill materials. PVC pipe and fittings for the LFG collection system piping and
reinforcement geotextile/aggregate base associated with the access road construction are
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not included in this payment as they are addressed separately. Payment shall be included
in the Contract Unit Prices per each unit installed for "Type 1 Road Crossings", "Type 2
Road Crossing" and "Type 3 Road Crossing" addressed in this Section and shall include
full compensation for providing all materials, labor, equipment, tools, and incidentals
required to install the road crossings as shown on the Plans, as specified herein, and as
directed by the Design Engineer. No additional compensation will be allowed therefore.
4.02 CONDENSATE DRAIN PIPING
A. HDPE pipe and fittings for the condensate drain piping shall be measured by the linear
foot installed and includes all fittings. HDPE pipe and fittings for the condensate drop-
outs and condensate discharge points are not included in this payment as they are
addressed separately Payment shall be included in the Contract Unit Price per linear foot
installed for "Condensate Drain Piping" addressed in this Section and shall include full
compensation for providing all materials, labor, equipment, tools, and incidentals
required to install the condensate drain piping as shown on the Plans, as specified herein,
and as directed by the Design Engineer. No additional compensation will be allowed
therefore.
4.03 CONDENSATE DROP-OUTS
A. Condensate drop-outs, including a-trap assemblies, shall be measured by each condensate
drop-out installed. Payment shall be included in the Contract Unit Price per each unit
installed for "Condensate Drop-outs" addressed in this Section and shall include full
compensation for providing all materials, labor, equipment, tools, and incidentals
required to install the condensate drop-outs as shown on the Plans, as specified herein,
and as directed by the Design Engineer. No additional compensation will be allowed
therefore.
4.04 CONDENSATE DISC14ARAGE POINTS
A. Condensate discharge points shall be measured by each condensate discharge point
installed. Payment shall be included in the Contract Unit Price per each unit installed for
"Condensate Discharge Points" addressed in this Section and shall include full
compensation for providing all materials, labor, equipment, tools, and incidentals
required to install the condensate discharge points as shown on the Plans, as specified
herein, and as directed by the Design Engineer. No additional compensation will be
allowed therefore.
4.05 PERFORMANCE TESTING
A. Measurement and payment for performance testing of the various LFG collection system
components described in this Section shall be included in the Contract Unit Price paid for
the various items of Work for which they are required. No additional compensation will
be allowed therefore.
END OF SECTION
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SECTION 15300
FLARE STATION
PART 1 GENERAL
1.01 SUMMARY
A. The Contractor shall assemble all required flare station components and associated
appurtenances and implement improvements as shown on the Plans and in accordance
with these Technical Specifications, including: installation of a skid-mounted packaged
combustion system; installation of condensate drainage line between the skid-mounted
packaged combustion system and leachate wet well; completion of all electrical,
telephone, and mechanical connections; installation of security fencing; and placement of
aggregate base within and around the flare station area as shown on the Plans.
B. The Contractor shall furnish all labor, supervision, tools, materials, equipment, and
incidentals necessary to assemble all required flare station components and associated
appurtenances, including all required piping, fittings, and connections.
C. The Contractor shall not begin flare station assembly activities requiring hookup to the
LFG collection system until performance testing of that system is completed in
accordance with Section 15100 (Landfill Gas [LFG] Extraction Wells) and Section 15200
(LFG Collection System Components) of these Technical Specifications.
D. The Owner will be responsible for purchasing and arranging delivery of the skid-mounted
packaged combustion system. The actual plans and specifications for these units are not
currently available. Based on this circumstance, the design plans, specifications, and
installation instructions for the aforementioned system will be supplied to the Contractor
a minimum of six (6) weeks prior to commencement of the scheduled LFG collection
system installation activities. The Contractor shall be responsible for reviewing the
design plans, specifications, and installation instructions in a timely manner and
furnishing all necessary materials required to complete the Work in accordance with the
approved Construction Schedule.
E. The Contractor shall be responsible for mechanical and electrical assembly and
connections of the skid-mounted packaged combustion system. As noted above, actual
plans and specifications for these units are not currently available. Based on these
circumstances, an assumed scope of work has been developed based on the Design
Engineer's experience on similar projects. Whereas the assumed scope of work presented
herein is considered representative of what the assembly will entail, the actual work
scope is subject to minor revisions based on requirements specified by the selected flare
manufacturer.
F. Assembly of the skid-mounted packaged combustion system will require use of a 5 ton
crane. The crane will also be required for unloading the skid-mounted packaged
combustion system upon its delivery to the Work site. The Contractor shall be
responsible for furnishing and operating the crane to implement these tasks. The Design
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Engineer or Owner will coordinate the delivery schedule of the skid-mounted packaged
combustion system with the Contractor.
G. A representative of the manufacturer of the skid-mounted packaged combustion system
will be present during start-up and troubleshooting of the system. Written approval of the
system installation and operation by the manufacturer will be required prior to Owner's
acceptance of the flare station components. The Owner will pay for the manufacturer's
inspection services under the provisions and requirements of this Section.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Caltrans Standard Plans. California Department of Transportation, 2010.
C. American Society for Testing and Materials. Current Edition.
D. American Institute of Steel Construction(AISC).
1.03 APPLICABLE STANDARDS AND SPECIFICATIONS
A. ASTM D 1557 Standard Test Methods for Laboratory Compaction
Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3
[2,700 kN-m/m3]).
1.04 SUBMITTALS
A. At least 14 calendar days prior to commencement of flare station assembly, the
Contractor shall submit to the Design Engineer copies of any building permits (if
required)issued by the local governing agency.
B. Within 14 calendar days of completion of flare station assembly, the Contractor shall
submit to the Design Engineer copies of any building inspection reports (if required)
issued by the local governing agency.
C. At least 14 calendar days prior to conducting performance testing, the Contractor shall
submit proposed procedures for the following to the Design Engineer for approval:
1. Skid-mounted packaged combustion system operation.
2. Hydrostatic pressure test of PVC condensate discharge pipe.
D. Within 14 calendar days of completion of performance testing for the respective
components, the Contractor shall submit to the Design Engineer test results for the
following system components:
1. Skid-mounted packaged combustion system.
2. PVC condensate discharge pipe.
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1.05 QUALITY ASSURANCE
A. Testing and Observation
1. Testing and observation of the flare station components shall be conducted in
accordance with the CQA Plan.
2. The Contractor shall cooperate with the CQA Monitor during observation and
testing.
3. If any portion(s) of the flare station components is determined by the Design
Engineer to not meet the requirements of this Section, based on either testing or
observations, the Contractor, at his expense, shall fix that portion(s) to meet the
requirements of this Section as directed by the Design Engineer.
4. Abraded and otherwise damaged portions of shop-applied paint shall be cleaned
and repainted per the flare manufacturer's recommendations. Welded seams and
other un-coated surfaces, heads and nuts of field-installed bolts, and surface
where paint was damaged during installation shall be given a coat of specified
primer, followed by top coat paint once the primer has completely dried.
PART 2 PRODUCTS
2.01 SKID-MOUNTED PACKAGED COMBUSTION SYSTEM
A. The skid-mounted packaged combustion system will be furnished by the Owner. In
general,the system will be comprised of the following primary equipment components:
1. Primary Skid Assembly (AISC designed) housed on a galvanized structural steel
skid. This skid will be installed on the eastern flare station concrete pad as
shown on the Plans. Primary equipment components mounted to the skid
include:
a. Gas-liquid separator.
b. Two (2) centrifugal blowers equipped with TEFC electric motors and
variable frequency drive.
C. 4-inch to 8-inch diameter LFG process piping (stainless steel or HDPE)
equipped within an automatic block valve.
d. Control station assembly that includes a self-supporting steel rack with a
weather-proof control panel, main power supply disconnect, power
transformer, and pilot gas control system.
2. Totally-Enclosed Vertical Ground Flare constructed of A-36 carbon steel. The
flare will be installed on the western flare station concrete pad as shown on the
Plans. The flare stack diameter will be 4 feet (estimated) with an overall height
of approximately 30 feet (estimated). Primary equipment components mounted
to the skid include:
a. One (1)or two (2) combustion air dampers.
b. Self-checking ultra-violet flame scanner.
C. Purge air blower.
d. Thermocouples.
3. Miscellaneous Appurtenances including a flow meter, inlet flame arrestor,
continuous chart recorder, and an automatic telephone dialer system.
4. All piping, conduit and manual valves are pre-piped/pre-wired to the
greatest extent possible and are mounted within the skid boundaries.
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2.02 ELECTRICAL CONDUIT,WIRE AND FITTINGS
A. Electrical conduit, wire, and fittings for the flare station shall conform to the
requirements of Section 15400 (Flare Station Electrical and Telephone Feed) of these
Technical Specifications.
2.03 PVC PIPE, FITTINGS AND BALL VALVE
A. PVC pipe, fittings and ball valve for the condensate drainage line between the skid-
mounted packaged combustion system and leachate wet well shall conform to the
requirements of Section 15200 (LFG Collection System Components) of these Technical
Specifications.
2.04 PIPE BEDDING
A. Pipe bedding for the buried portion of the condensate drainage line shall conform to the
requirements of Section 02207 (Aggregate Materials) of these Technical Specifications.
2.05 TRENCH BACKFILLL
A. Backfill for the buried portion of the condensate drainage line shall conform to the
requirements of Section 02225 (Trenching and Backfilling) of these Technical
Specifications.
2.06 CHAIN LINK FENCE
A. Chain link fence materials for the security fence shall conform to the requirements of
Section 80-4.01 of the Standard Specifications and as shown on the Plans.
2.07 CONCRETE
A. Concrete for the security fence post footings shall conform to the requirements of Section
03300 (Concrete) of these Technical Specifications.
2.08 AGGREGATE BASE
A. Aggregate base placed on the completed ground surface within and around the flare
station shall conform to the requirements of Section 02207 (Aggregate Materials)of these
Technical Specifications.
PART 3 EXECUTION
3.01 FLARE STATION ASSEMBLY
A. All required building permits, fees, and inspections shall be arranged and paid for by the
Contractor.
B. Assembly of the flare components shall be performed by skilled laborers experienced in
installation of similar equipment.
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C. The skid-mounted packaged combustion system shall be installed in strict accordance
with the manufacturer's specifications. Design drawings and installation instructions will
be provided to the Contractor upon selection of the flare manufacturer. In general,
installation of the skid-mounted packaged combustion system will include the following
tasks:
1. Mechanical Assembly
a. Mount/anchor the primary skid assembly and totally-enclosed vertical
ground flare to the concrete slabs.
b. Connect inlet flame arrestor to the totally-enclosed vertical ground flare.
C. Connect LFG process piping from the primary skid assembly to the
flame arrestor.
d. Mount thermocouples (three or four) onto the totally-enclosed vertical
ground flare (elevated).
e. Connect the LFG collection system header pipe from the wellfield to the
primary skid assembly.
2. Electrical Assembly
a. Connect main power supply, telephone line, and conduit to the control
station assembly.
b. Connect thermocouple wire and conduit between the thermocouples
(elevated) and the control station assembly.
D. Abraded and otherwise damaged
3.02 CONDENSATE DRAINAGE LINE
A. Trenching and pipe bedding placement shall conform to the requirements of Section
02225 (Trenching and Backfilling) of these Technical Specifications.
B. Handling and installation of the PVC pipe, fittings and ball valve shall conform to the
requirements of Section 15300 (LFG Collection System Components) of these Technical
Specifications.
C. The condensate drainage line shall be installed at a minimum slope of 1 percent in the
direction of the leachate wet well.
D. The wall of the leachate wet well shall be penetrated at the appropriate depth by coring or
other means to allow for insertion of the condensate drainage line. The annular space
between the condensate drainage line and the wall of the leachate wet well shall be sealed
using non-shrink grout.
E. Following placement of pipe bedding material, the remainder of the trench shall be
backfilled in accordance with the requirements of Section 02225 (Trenching and
Backfilling) of these Technical Specifications.
3.03 SECURITY FENCE
A. The chain link fence and gates shall be installed as shown on the Plans and in accordance
with the requirements of Section 80-4.02 of the Standard Specifications.
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B. All line, corner, and gate post assemblies shall be constructed with concrete post footings
in accordance with the requirements of Section 03300 (Concrete) of these Technical
Specifications.
C. Soil between fence posts shall be leveled to create a 2-inch clearance under the fence
fabric.
3.04 FLARE STATION AGGREGATE BASE
A. Aggregate base within and around the flare station shall be placed to the dimensions
shown on the Plans.
B. The aggregate base shall be spread in uniform loose lifts not exceeding 8 inches in
thickness.
C. The aggregate base shall be moisture conditioned to within 1 to 3 percentage points of
optimum moisture content, and compacted to a minimum of 95 percent of maximum dry
density per ASTM D 1557. The final compacted thickness shall be a minimum of 6
inches.
3.05 PERFORMANCE TESTING
A. Skid Mounted Packaged Combustion System: The skid-mounted packaged combustion
system shall be tested to verify proper operation in accordance with the manufacturer's
recommendations. Performance testing shall be supervised by the flare manufacturer's
on-site inspector and shall encompass all aspects of system operations, including but not
limited to the verification of proper operation of the following components:
1. Gas-liquid separator.
2. Blowers.
3. Automatic ignition and pilot gas control system.
4. Automatic temperature controls, including thermocouples and actuated louver
assembly.
5. Automatic block valve operation.
6. Flow meter and continuous chart recorder.
7. Control panel gauges and indicator lighter.
8. Safety shut-down and alarm systems, including automatic telephone dialer
system.
Written approval from the flare manufacturer's representative for the system installation
and operation will be required prior to the Owner's acceptance of the flare station
components. The written approval shall certify that the equipment was properly installed
and connected, is in accurate alignment, and is free of undue stress imposed by piping or
mounting bolts. The performance testing and acquisition of the manufacturer's approval
shall be done within a 3-day work period.
During performance testing of the flare station, the entire LFG collection system well
field shall be visually inspected to identify any problems or breaks in the system that may
have resulted from system operations.
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B. Condensate Drainage Line: The PVC condensate drainage line between the flare
station and existing leachate wet well shall be hydrostatically pressure tested in
accordance with the pipe manufacturer's recommended procedures. It shall be the
Contractor's responsibility to ensure that proper safety precautions are observed during
the testing.
PART 4 MEASUREMENT AND PAYMENT
4.01 FLARE STATION ASSEMBLY
A. Measurement and payment for flare station assembly shall be included in the Contract
Lump Sum Price for"Flare Station Assembly"addressed in this Section and shall include
full compensation for providing all materials, labor, equipment, tools, general electrical
work, and incidentals required to assemble the flare station as shown on the Plans, as
specified herein and within the flare manufacturer's specifications, and as directed by the
Design Engineer.No additional compensation will be allowed therefore.
4.02 CONDENSATE DRAINAGE LINE
A. Measurement and payment for the condensate drain line shall be included in the Contract
Lump Sum Price above for "Flare Station Assembly" of this Section. No additional
compensation will be allowed therefore.
4.03 SECURITY FENCE
A. Security fencing for the flare station shall be measured by the linear foot installed and
includes all posts, chain link fence fabric, gates, slats and fittings. Payment shall be
included in the Contract Unit Price per linear foot installed for "Security Fencing"
addressed in this Section and shall include full compensation for providing all materials,
labor, equipment,tools, and incidentals required to install the security fence as shown on
the Plans, as specified herein, and as directed by the Design Engineer. No additional
compensation will be allowed therefore.
4.04 FLARE STATION AGGREGATE BASE
A. Aggregate base placed within and around the flare station shall be measured by the
square foot installed. Payment shall be included in the Contract Unit Price per square
foot installed for "Flare Station Aggregate Base" addressed in this Section and shall
include full compensation for providing all materials, labor, equipment, tools, and
incidentals required to install the aggregate base as shown on the Plans, as specified
herein, and as directed by the Design Engineer. No additional compensation will be
allowed therefore.
4.05 PERFORMANCE TESTING
A. Measurement and payment for performance testing of the skid-mounted packaged
combustion system and condensate discharge pipe described in this Section shall be
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included in the Contract Lump Sum Price paid for "Flare Station Assembly". No
additional compensation will be allowed therefore.
END OF SECTION
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SECTION 15400
FLARE STATION ELECTRICAL AND TELEPHONE FEED
PART 1 GENERAL
1.01 SUMMARY
A. The Contractor shall furnish and install the electrical and telephone feed for the flare
station as shown on the Plans and in accordance with these Technical Specifications,
which includes extending electrical and telephone services from the existing service point
locations to the flare station control panel. The Contractor shall furnish all labor, tools,
supervision, equipment, and materials necessary to provide the flare station electrical and
telephone feed.
B. The Owner will be responsible for upgrading the power supply at the existing electrical
service point shown on the Plans to accommodate the following power requirements for
the flare station: 480 volts, 3 phase, 60 hertz, 100 amps, and 35 HP. In addition, the
Owner will be responsible for extending telephone service to the service point shown on
the Plans.
1.02 APPLICABLE STANDARDS AND SPECIFICATIONS
A. California Administrative Code (CAC) -Title 24.
B. County Ordinances.
C. National Electrical Code (NEC).
D. National Electrical Manufacturer's Association (NEMA).
E. National Fire Protection Association(NFPA).
F. Underwriters Laboratory Inc. (UL).
1.03 SUBMITTALS
A. At least 14 calendar days prior to delivery of materials to the Work site, the Contractor
shall submit the following to the Design Engineer for approval:
1. Name and location of source, product data sheets, and manufacturer's installation
instructions for the following materials to verify that the materials meet or exceed
the product requirements specified herein:
a. Wire.
b. Conduit and fittings.
C. Meter socket.
d. Pull boxes.
e. Panel.
f. Junction and outlet boxes.
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B. At least 14 calendar days prior to commencement of a specific task, the Contractor shall
submit to the Design Engineer copies of electrical permits (if required) issued by the local
governing agency.
C. Within 14 calendar days of completion of all electrical work, the Contractor shall submit
to the Design Engineer copies of electrical inspection reports (if required) issued by the
local governing agency.
1.04 QUALITY ASSURANCE
A. Testing and Observation
1. The Contractor shall notify the Design Engineer of progress of all Work in order
that the Design Engineer may make the appropriate site inspections.
2. The Contractor shall cooperate with the Design Engineer during testing and
observation.
3. If any portion(s) of the electrical components is determined by the Design
Engineer to not meet the requirements of this Section, based on either testing or
observations,the Contractor, at his expense, shall repair or replace that portion(s)
to meet the requirements of this Section as directed by the Design Engineer.
1.05 HAZARDOUS CLASSIFICATION
A. All underground electrical installed shall be classified as Class 1, Division 2. Above
ground electrical work from the ground surface to within 18 inches above the ground
surface shall be classified as Class 1, Division 2.
PART 2 PRODUCTS
2.01 GENEAL
A. All electrical materials shall be new, meet UL requirements, and bear appropriate UL
labels.
2.02 WIRE
A. Wire shall be NEC standard copper wire and shall bear UL and manufacturer's labels.
Wire shall provide proper connection and operation of all equipment. Requirements for
connection of the respective electrical components are as follows:
1. Main Power Supply: Copper AWG No. 2, THW(four [4] wires total).
2. Automatic Telephone Dialer System: Standard telephone line (one [1] wire
total).
2.03 CONDUIT AND FITTINGS
A. All exposed conduit and fittings shall be rigid PVC type, Schedule 80. All buried conduit
and fittings shall be rigid PVC type, Schedule 40. Conduit size requirements for the
respective electrical components are as follows:
1. Main Power Supply: 1-1/4 inch conduit.
2. Automatic Telephone Dialer System: 'V2 inch conduit.
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2.04 METER SOCKET
A. Meter socket for main power supply shall be NEMA 3R, raintight-outdoor, UL listed,
with drip shield top that requires no gasketing. Size of meter socket shall accommodate
power service requirements.
2.05 JUNCTION AND OUTLET BOXES
A. Junction and outlet boxes shall be NEMA 4 galvanized metal type, cast iron, or malleable
iron with proper cover and/or mounting lugs as required.
2.06 WARNING TAPE
A. Direct burial warning tape reading "CAUTION, ELECTRICAL LINE BURIED
BELOW", 4 mil polyethylene with foil laminate shall be installed in all underground
electrical installations. Panduit, Motivator 3M, or approved equivalent.
2.07 PIPE BEDDING
A. Pipe bedding for conduit shall conform to the requirements of Section 02207 (Aggregate
Materials)of these Technical Specifications.
2.08 ENGINEERED FILL
A. Engineered fill for backfill above the pipe bedding shall conform to the requirements of
Section 02224 (Engineered Fill) of these Technical Specifications.
PART 3 EXECUTION
3.01 GENERAL
A. All required electrical permits, fees, and inspections shall be arranged and paid for by the
Contractor.
B. The Contractor shall furnish, install, and maintain all temporary power and lighting
systems needed for construction. After construction is completed, the Contractor shall
remove all temporary power equipment and devices.
C. All electrical work shall be conducted by skilled electricians and laborers experienced in
this type of work. All equipment, materials, installation, and workmanship shall be in
accordance with the mandatory and advisory provisions of NFPA 70 and the NEC.
D. The Contractor shall verify that the wire and conduit sizes specified herein for the main
power supply and automatic telephone dialer system are appropriate for the intended use.
E. The Contractor shall install all electrical components in accordance with the NEC,NFPA
and local codes and regulations for installation in a Class 1, Division 1 or Class 1,
Division 2 classified locations as defined in Part 1.05 of this Section and shown on the
Plans. Nothing on the Plans or in these Technical Specifications is to be construed to
permit work not conforming to these governing codes and standards.
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F. Installation of electrical and telephone feed shall be performed in accordance with the
local electrical and telephone company rules and regulations.
G. The electrical and telephone feed from the existing service points to the flare station
control panel shall be completed below grade as shown on the Plans.
H. The Contractor shall verify service and panel locations and all other service requirements
prior to starting Work. Except for Work specifically excluded from the Contract, the
Contractor shall provide all Work required by the serving utility companies to render
utility services to the Project.
3.02 PREPARATION
A. The Contractor shall handle electrical materials carefully during loading and unloading.
All means necessary shall be used to protect electrical materials before, during and after
installation and to protect the installed work of other trades. In the event of damage,
provisions shall be made to immediately make repairs and replacement necessary to the
approval of the Design Engineer.
B. The Contractor shall inspect materials for damage and imperfections prior to installation.
Damaged materials or materials with imperfections shall not be used.
3.03 TRENCHING AND BACKFILLING
A. Trenching and placement of pipe bedding and backfill material shall conform to the
requirements of Section 02225 (Trenching and Backfilling) of these Technical
Specifications.
3.04 INSTALLATION
A. All equipment, motors, conduit and outlets, as applicable, shall be permanently and
effectively grounded in accordance with NEC, CAC -Title 24 and local codes.
B. Conduits shall be sloped towards pull boxes. Conduits shall run in straight lines except
where a change in direction is necessary. Couplings shall be staggered for maximum
duct line strength.
C. Buried conduit and fittings shall not be dropped or dumped into trenches and the ends of
conduit shall be kept closed with approved conduit seals during construction.
Immediately prior to pulling wire or cable, a swab shall be drawn through all conduits to
force out water and foreign materials.
D. Junction boxes shall be installed in an accessible location as required for splicing,
connections and pulling of wire.
E. All above ground conduit shall be properly secured on pipe supports or concrete slabs.
F. The meter socket installed at the existing service pole shall comply with the height and
fastening specifications outlined in the local electric company rules and regulations.
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3.05 CLEAN-UP
A. All exposed portions of electrical installation shall be thoroughly cleaned, including the
removal of all traces of soil, labels, grease, oil, and other foreign matter. Only cleaners
recommended by the manufacturer shall be used.
PART 4 MEASUREMENT AND PAYMENT
4.01 ELECTRICAL AND TELEPHONE FEED
A. The electrical and telephone feed shall be measured by the linear foot installed, including
trench excavation and backfill. Payment shall be included in the Contract Unit Price per
linear foot installed for "Electrical and Telephone Feed" addressed in this Section and
shall include full compensation for providing all materials, labor, equipment, tools, and
incidentals required to install the electrical and telephone feed as shown on the Plans, as
specified herein, and as directed by the Design Engineer. No additional compensation
will be allowed therefore.
4.02 GENERAL ELECTRICAL WORK
A. Measurement and payment for general electrical work associated with assembly of the
flare station shall be included in the Contract Lump Sum Price for "Flare Station
Assembly" addressed in Section 15300 (Flare Station) of these Technical Specifications.
No additional compensation will be allowed therefore.
END OF SECTION
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SECTION 15500
LEACHATE OVERFLOW COLLECTION AND STORAGE SYSTEM
PART1 GENERAL
1.01 SUMMARY
A. The Contractor shall furnish, transport to the Work site, and install all leachate overflow
collection and storage system components,including a 10,000 gallon double wall fiberglass
reinforced leachate UST, tank accessories, field testing, collection system piping and
accessories,and lining of the existing sediment chamber and leachate wet well in accordance
with this Section and at the locations and to the dimensions shown on the Plans. The
Contractor shall furnish all labor,supervision,tools,materials,equipment,transportation,and
incidentals as necessary to install the leachate overflow collection and storage system.
B. The existing sediment chamber is a concrete manhole structure,approximately nine feet deep
(base to top of manhole); four feet in diameter with a 30" high riser cone (48" to 24" in
diameter). The existing wet well is approximately 18 feet deep and five feet in diameter and
contains two submersible pumps.
C. The Contractor accepts full responsibility for proper handling and installation of the leachate
UST and shall insure that good workmanship, practices, and construction procedures are
followed during the handling and installation of the leachate UST,regardless of the inclusion
or omission of any applicable suggestion in this Section.
1.02 REFERENCES
A. Caltrans Standard Specifications. California Department of Transportation, 2010.
B. Caltrans Standard Plans. California Department of Transportation, May 2010.
C. American Society for Testing Materials. Current Edition.
D. Occupational Safety and Health Agency(OSHA) Construction Standards. Current Edition.
E. American National Standards Institute (ANSI).
F. American Water Works Association(AWWA).
1.03 APPLICATBLE STANDARDS AND SPECIFICATIONS
A. ASTM C 39 Standard Test Method for Compressive Strength of Cylindrical
Concrete Specimens.
B. ASTM D 143 Standard Test Method for Slump of Portland Cement Concrete.
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C. ASTM D 3034 Standard Specification for Type PSM Poly(Vinyl Chloride)(PVC)
Sewer Pipe and Fittings.
D. ASTM D 4414 Standard Practice for Measurement of Wet Film Thickness of
Organic Coatings by Notched Gages.
E. ASTM F 477 Standard Specification for Elastomeric Seals (Gaskets)for Joining
Plastic Pipe.
F. UL Standard for Safety 1316.
1.04 SUBMITTALS
A. At least 14 calendar days prior to delivery of materials to the Work site,the Contractor shall
provide three (3) copies of the following information to the Design Engineer for approval:
1. Manufacturer's product data sheets for the following materials to verify that the
materials meet or exceed the corresponding product requirements:
a. Leachate UST,fittings, and accessories.
b. Collection piping and fittings.
C. Concrete junction boxes and accessories.
2. Manufacturer's recommended procedures for handling (transporting, unloading,
storage, etc.) and installation of each of the products identified in Subsection
1.04(A)(1) of this Part.
B. Field Test Reports: Tank tightness test at delivery and after installation.
C. At least 14 calendar days prior to commencement of lining the leachate sediment chamber and
wet well,the Contractor shall submit the following to the Design Engineer for approval:
1. Procedures for removal and re-installation of the existing pumps within the leachate wet
well.
2. Name, location and experience of Subcontractor responsible for installation of lining
product. Subcontractor shall have sufficient prior experience in the installation of the
lining product.
3. Manufacturer's recommended application procedures for lining product.
4. Product data and chemical resistance data.
1.05 TRANSPORT AND STORAGE
A. Unloading and storage of the leachate UST and collection piping at the Work site shall be the
responsibility of the Contractor and shall be performed in accordance with the manufacturer's
recommended procedures.
1.06 QUALITY ASSURANCE
A. Governing Standards, as applicable:
1. Manufacturer of the leachate overflow storage tank shall be in the business of
manufacturing tanks with materials conforming to the requirements of ANSUAWWA
D 120-02 Thermosetting Fiberglass-Reinforced Plastic Tanks.
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2. Tank manufacturer shall be in the business of manufacturing tanks to UL 1316
standards.
PART 2 PRODUCTS
2.01 PIPE MATERIALS
A. Pipe for gravity drain lines shall be PVC per AWWA C-900, with integral wall, bell and
spigot joints. Pipe and fitting shall meet wall and strength minimum of SDR 26, and the
requirements of ASTM D 3034. Joints shall be equipped with rubber rings. The bell shall
consist of an integral wall section with a solid cross section rubber ring factory assembled,
securely locked in place to prevent displacement. Rubber rings shall meet the requirements of
ASTM F 477. All fittings and accessories shall be manufactured and furnished by the pipe
supplier and have bell and/or space configurations identical to that of the pipe.
2.02 PIPE ACCESSORIES
A. All fittings and accessories shall be manufactured and furnished by pipe supplier of same
material as pipe molded or formed to suit pipe size and end design, in required tee,bends,
elbows, cleanouts,reducers,traps and other configurations required.
2.03 PIPE BEDDING
A. Pipe bedding shall conform to the requirements of Section 02207 (Aggregate Materials) of
these Technical Specifications.
2.04 CONCRETE JUNCTION BOXES
A. Concrete junction boxes for the leachate collection piping shall be as shown on the Plans.
Concrete boxes shall be manufactured of cast in place concrete or prefabricated reinforced
concrete or approved steel equivalent to the dimensions set forth in the Plans.
B. Concrete for the junction boxes shall be a 6 sack Portland cement Type II mix and must meet
the requirements of a maximum slump of 4 inches and a minimum 28-day compressive
strength of 2,500 psi when tested in accordance with ASTM C 143 and ASTM C 39,
respectively.
2.05 LEACHATE SEDIMENT CHAMBER/WET WELL LINING
A. Lining material for the existing sediment chamber and wet well shall be a solids epoxy resin-
based coating formulated for use in chemically aggressive sewer systems. It is the intent that
this material shall provide waterproofing, sealing, structural reinforcement, and corrosion
protection of the existing sediment chamber and wet well.
B. The coating material shall be resistant to attack from the following: volatile organic
compounds; bleaches; sulfuric, acetic,hydrochloric,phosphoric,nitric, chromic, oleic, and
stearic acids;sodium and calcium hydroxides;ammonium,sodium,calcium,magnesium,and
ferric chlorides; ferric sulfate, hydrogen sulfides, petroleum oil and greases, vegetable and
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animal oils,fats,greases,soaps and detergents. The coating shall be impermeable to sewage
gases and liquid and shall be non-conducive to bacterial or fungus growth.
2.06 LEACHATE UST
A. Design Criteria
1. Internal Load: Tank shall withstand a 5 psig air pressure test with 5:1 safety factor.
Contractor shall individually test tank for leakage prior to installation.Maximum test
pressure is 5-psi.
2. Vacuum Test: To verify structural integrity, tank shall be vacuum tested by the
manufacturer at the factory to 11.5 inches of mercury.
3. Surface Load: Tank shall withstand surface H-20 axle loads when properly installed
according to current manufacturer's installation instructions.
4. External Hydrostatic Pressure: Tank shall be capable of being buried in ground with
7 feet of overburden over the top of the tank, the hole fully flooded, and a safety
factor of 5:1 against general buckling.
5. Tank shall support accessory equipment such as drop tubes when installed according
to tank manufacturer's recommendations and limitations.
B. Tank shall be double wall, horizontal glass fiber reinforced tank manufactured with 100
percent resin and glass-fiber reinforcement. No sand fibers. Capacity shall be as indicated on
Plans.
C. Product Storage:
1. Tank shall be capable of storing chemicals or leachate with specific gravity up to 1.1.
2. Tank shall be vented to atmospheric pressure.
3. Tanks shall be capable of storing products identified in the manufacturer's current
standard limited warranty.
D. Interstitial Space: Double wall tank shall have a space between the walls to allow for the free
flow and containment of leaked material from the primary tank. The space also allows the
insertion of a monitoring device through a monitoring fitting.
2.07 TANK ACCESSORIES
A. Manway: Flanged 22-inch(minimum)inside diameter manway with UL listed gasket,bolt
and cover.
B. NPT Fittings:NPT fittings shall be sized and located as indicated on Plans. Fittings shall be
UL listed. All fittings are to be 4 inches in diameter and supplied with plugs. NPT fittings
shall withstand a minimum of 150 foot-pounds of torque and 1,000 foot-pounds of bending,
both with a 2:1 safety factor. The monitor fitting shall consist of a 4-inch NPT fitting on the
tank.
C. Striker plates shall be installed under each service fitting and manway opening.
D. Float Switch and Alarm Panel: One(1)mechanical float switch shall be provided and set at
bottom of tank to detect presence of any liquid. The float switch shall be approved for use
with intrinsically safe, Class I, Division 1 applications and shall be connected to an alarm
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panel located at pump station structure, warning lights only. The alarm shall also be
connected to an existing auto-dialer.
E. A 2-inch diameter PVC vent pipe shall be installed from tank to the surface with a goose-neck
and screen.
F. Anchor Straps: Anchor straps shall be of glass fiber reinforced type and located per
manufacturer's recommendations. Each strap shall be capable of withstanding the maximum
buoyance force of the tank assuming the tank empty and submerged in groundwater. Number
and location of straps shall be per manufacturer's recommendations.
G. Concrete Deadman: Two concrete deadman, 12"x 12"x the tank length,shall be installed at
the bottom of the tank excavation as shown on the Plans.
2.08 TANK BEDDING
A. Tank bedding shall conform to the requirements of Section 02207 (Aggregate Materials)of
these Technical Specifications.
2.09 BACKFILL MATERIAL
A. Backfill material above the pipe bedding and tank bedding shall conform to the requirements
of Section 02225 (Trenching and Backfilling) of these Technical Specifications.
PART 3 EXECUTION
3.01 BRACING AND SHORING
A. As required by the Trench Construction Safety Orders of the California Construction Safety
Orders of the Division of Occupational Safety and Health, bracing and shoring shall be
installed in trenches or excavations of 5 feet or greater depth to insure the safety of workers
and to protect and facilitate the Work.
B. Bracing and shoring shall comply with Section 5-1.02A and 7-1.01E of the Standard
Specifications.
3.02 GENERAL PIPE INSTALLATION
A. Contractor shall verify location of point of connection (POC) at the existing leachate
collection piping as shown the Plans by potholing to determine the location and depth
(elevation).
B. For the gravity drain pipe, the trench subgrade shall provide uniform support at a uniform
slope along full length of pipe.
C. Contractor shall furnish all necessary fittings, fixtures, hardware, plates, fasteners, etc. to
provide complete installation.
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D. Location of pipes,fixtures,fittings, and drains that are shown on the Plans are approximate.
The Contractor shall locate fittings and drains to best serve the intended use and to avoid
mechanical and structural interferences. Location of valves, drains, and fittings must be
approved by the Design Engineer prior to installation.
E. All installations shall be secure and watertight.
3.03 PIPE INSTALLATION
A. Excavation of pipe trenches shall be in accordance with Section 02225 (Trenching and
Backfilling)of these Technical Specifications and as shown on the Plans.
B. The bottom of the trench shall be graded and prepared to provide a firm and uniform bearing
throughout the entire length of the pipe barrel.
C. Pipe, fittings, and accessories shall be installed in accordance with manufacturer's
instructions. Sealed joints shall be watertight.
D. Pipe shall be placed to the lines and grades as shown on the Plans.
E. The pipe shall be laid without break upgrade from structure to structure, with bell end
upgrade for bell and spigot pipe.
F. The horizontal alignment of the pipe shall be laid such that any point shall not vary more than
0.10 feet from the design alignment established and shown on the Plans.
G. Pipe bedding material shall be placed at sides and over top of pipe in accordance with Section
02225 (Trenching and Backfilling) of these Technical Specifications and as shown on the
Plans.
H. Trench backfill above the pipe bedding shall be in accordance with Section 02225(Trenching
and Backfilling)of these Technical Specifications and as shown on the Plans. Pipe shall not
be displaced or damaged when compacting.
3.04 CONCRETE JUNCTION BOXES
A. Excavation for concrete junction boxes shall be in accordance with Section 02222
(Excavation) of these Technical Specifications and as shown on the Plans.
B. Concrete junction boxes shall be installed in accordance with manufacturer's instructions.
Placement of the concrete junction boxes into the excavation shall be performed in a manner
that will not induce damage or compromise future stability.
C. Backfill for concrete structures shall conform to the provisions in Section 19-3 of the Standard
Specifications.
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3.05 LEACHATE SEDIMENT CHAMBER/WET WELL LINING
A. Sequencing of this task shall be after installation of the condensate discharge line from the
flare station to the leachate wet well in order to ensure that the new penetration is properly
sealed by the lining application.
B. The Contractor's Health and Safety Plan shall be followed accordingly, including LFG
hazards and possible confined space entry(i.e.,oxygen-deficient atmosphere),for all phases
of Work.
C. Prior to start of Work,provisions shall be made to divert leachate from the existing leachate
drain from discharging into the leachate sediment chamber. The leachate may be diverted to
the new leachate UST (if already installed) or collected in a temporary holding tank of
sufficient size.
D. Once discharge into the leachate sediment chamber has been diverted, all leachate shall be
pumped from the leachate sediment chamber and wet well. The pumped leachate may be
discharged to the existing leachate AST,new leachate UST(if already installed),or temporary
holding tank.
E. If sediment is present at the base of the leachate sediment chamber and/or wet well,provisions
shall be made to remove all sediment. Removed sediment may be disposed of with refuse
excavated from other site activities,or transported separately and disposed of at a permitted
transfer station or solid waste disposal facility.
F. Existing pumps and any other equipment/features that may inhibit application product shall be
removed and stored in a dry and secure location.
G. The interior walls and base shall be cleaned to remove all dirt,dust,corrosion products,loose
concrete,debris,grease,oils,growths,and foreign matter and residues. Residual generated by
the cleaning operations shall be removed and managed in the same manner as described
previously for leachate and sediment.
H. Sufficient time shall be provided to allow the surfaces of the interior walls and base to dry.
Drying time may be expedited by mechanical means. Coatings shall be applied only to a
sound clean surface profile consistent with the manufacturer's published recommendation.
L Cracks,joints, eroded and damaged areas shall be sealed with a compatible grout/mortar as
recommended by the coating manufacturer prior to application of the coating material.
J. Coating material shall be applied in a manner and thickness consistent with the
manufacturer's published recommendation. Coatings shall be applied in a manner consistent
with all applicable environmental and health and safety regulations. At a minimum,during
application, the applicators shall use protective clothing, eye protection, chemical resistant
gloves,and air respirators. Coating shall be applied to provide full and sufficient coverage of
all interior walls and base and shall be free of blisters,pinholes,holidays,or discontinuities.
Application shall be performed in strict accordance with recommended manufacturer's
procedures.
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K. Pumps and any other equipment/features that were removed shall be re-installed and normal
operation of the leachate sediment chamber/wet well restored per pre-existing conditions.
3.06 TANK HANDLING
A. Contractor Acceptance Inspection: The Contractor is responsible for damage in shipment
according to the checklist included in the tank shipment. Any discrepancies should be
reported to the Design Engineer.
B. The tank shall not be dropped,rolled or impacted. The tank shall be set on smooth ground,
free of rocks and foreign objects, and chock tanks to prevent movement.
3.07 TANK INSTALLATION
A. The tank excavation shall be large enough to provide:
1. 2 feet of clearance between the tank sides and ends and the excavation walls in stable
soil.
2. 12 inches of bedding under the tank.
B. Excavation for the tank shall be in accordance with Section 02222 (Excavation) of these
Technical Specifications and as shown on the Plans. Contractor shall slope or shore sides of
tank hole excavation as required to comply with the requirements of"OSHA Construction
Standards".
C. The tank and all related piping and accessories shall be installed as per manufacturer's printed
instructions.
D. Tank backfill shall be as follows:
1. Tank bedding material shall be evenly placed over bottom of the excavation to attain
a minimum thickness of 12 inches.
2. A 12-inch lift of tank backfill shall initially be placed evenly around the tank. Care
shall be taken to push backfill material completely beneath tank bottom and under
end caps to provide necessary tank support,without voids.
3. A second 12-inch lift of tank backfill shall be placed evenly around the tank using the
same procedures described above.
4. After completion of the second lift,tank backfill can be brought to the top of the tank
without additional handwork.
5. The tank shall never be left on the bed without tank backfill to the top of tank if there
is any chance of more than 12 inches of water in the hole.
6. Once tank backfill material has been placed completely over the tank to the depth
shown on the Plans,backfill the remainder of the tank excavation in accordance with
Section 02225 (Trenching and Backfilling) of these Technical Specifications.
3.08 PERFORMANCE TESTING
A. UST Air Test:
1. Prior to setting the tank,the Contractor shall perform an aerostatic leakage test in the
presence of the Design Engineer.
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2. Pressurizing the relatively small annular space between two(2)tank shells can occur
very quickly. A pressure of over 5 psi may cause damage to the tank structure which
may not be immediately apparent. For all such tests, an air gauge with maximum'/z
psi increments shall be used.
3. The Contractor shall provide a valve and manifold arrangement with two (2) air
gauges to perform tests.
4. Testing shall be in accordance with the tank manufacturer's instructions.
5. While tank is under pressure, the entire tank, including fittings, should be wetted
with a soapy solution to inspect for minor leaks which otherwise might not be
evident.
B. Leachate Sediment Chamber/Wet Well:
1. Visual inspection to verify a leak-free,uniform appearance.
2. The applied wet film thickness shall be verified per ASTM D 4414, Standard
Practice for Measurement of Wet Film Thickness of Organic Coatings by Notched
Gages.
3. The leachate sediment chamber and wet well shall be operated after the lining
application and re-assembly of the pumps and other equipment/features to verify that
the system is operating in accordance with pre-existing conditions.
C. If tests indicate Work does not meet specified requirements, all Work shall be removed,
replaced and retested at no cost to the City.
PART 4 MEASUREMENT AND PAYMENT
4.01 LEACHATE COLLECTION PIPING
A. Leachate collection system piping shall be measured by the linear foot of collection piping
installed and includes all piping, fittings, trenching, and backfilling. Payment shall be
included in the Contract Unit Price per linear foot installed for the various sizes and types of
"Leachate Collection Piping"addressed in this Section and shall include full compensation
for providing all materials, labor, equipment, tools, and incidentals required to install the
leachate collection piping as shown on the Plans, as specified herein, and as directed by the
Design Engineer. No additional compensation will be allowed therefore.
4.02 CONCRETE JUNCTION BOXES
A. Concrete junction boxes for the leachate collection piping shall be measured by each box
installed and include all trenching,backfill,concrete,and cover. Payment shall be included
in the Contract Unit Price per each unit installed for"Concrete Junction Boxes"addressed in
this Section and shall include full compensation for providing all materials,labor,equipment,
tools,and incidentals required to install the concrete junction boxes as shown on the Plans,as
specified herein,and as directed by the Design Engineer. No additional compensation will be
allowed therefore.
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4.03 LEACHATE SEDIMENT CHAMBER/WET WELL LINING
A. Measurement and payment for lining of the leachate sediment chamber/wet well shall be
included in the Contract Lump Sum Price for "Leachate Sediment Chamber/Wet Well
Lining" addressed in this Section and shall include full compensation for providing all
materials, labor, equipment, tools, and incidentals required to line the leachate sediment
chamber/wet well as shown on the Plans, as specified herein, and as directed by the Design
Engineer. No additional compensation will be allowed therefore.
4.04 LEACHATE UST
A. Measurement and payment for the leachate UST shall be included in the Contract Lump Sum
Price for"Leachate UST" addressed in this Section and shall include full compensation for
providing all materials, labor, equipment, tools, general electrical work, and incidentals
required to install the leachate UST and accessories as shown on the Plans,as specified herein
and within the tank manufacturer's specifications, and as directed by the Design Engineer.
No additional compensation will be allowed therefore.
END OF SECTION
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APPENDIX I
FINAL CLOSURE
CONSTRUCTION QUALITY ASSURANCE PLAN
Page 2243 of 4165
CONSTRUCTION
QUALITY ASSURANCE PLAN
for the
CITY OF UKIAH
DEPARTMENT OF PUBLIC WORKS
CITY OF UKIAH LANDFILL
FINAL CLOSURE CONSTRUCTION
April 2019
EBA Job No. 02-907
Prepared by:
EBA ENGINEERING
825 Sonoma Avenue
Santa Rosa, CA 95404
(707) 544-0784
ii = B�A
E�:BA
Page 2244 of 4165
CONSTRUCTION QUALITY ASSURANCE PLAN
CITY OF UKIAH LANDFILL
FINAL CLOSURE CONSTRUCTION
TABLE OF CONTENTS
PAGE NO.
DIVISION I - GENERAL INFORMATION
01000 INTRODUCTION........................................................................................ 01000-1
01010 SCOPE OF CONSTRUCTION................................................................... 01010-1
01039 PROJECT MEETINGS ............................................................................... 01039-1
01050 GENERAL REQUIREMENTS ................................................................... 01050-1
01090 REFERENCES ............................................................................................ 01090-1
01300 SUBMITTALS............................................................................................. 01300-1
01400 DOCUMENTATION................................................................................... 01400-1
DIVISION 2— CONSTRUCTION QUALITY ASSURANCE (CQA) PROCEDURES
02207 AGGREGATE MATERIALS ..................................................................... 02207-1
02222 EXCAVATION ........................................................................................... 02222-1
02224 ENGINEERED FILL................................................................................... 02224-1
02225 TRENCHING AND BACKFILLING.......................................................... 02225-1
02240 FOUNDATION LAYER............................................................................. 02240-1
02310 ACCESS ROADS........................................................................................ 02310-1
02722 DRAINAGE AND EROSION CONTROLS............................................... 02722-1
02771 GEOTEXTILE............................................................................................. 02771-1
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TABLE OF CONTENTS
(Continued)
PAGE NO.
DIVISION 2— CQA PROCEDURES (Continued)
02772 GEOMEMBRANE...................................................................................... 02772-1
02773 ENGINEERED TURF................................................................................. 02773-1
02900 SEEDING AND FERTILIZING.................................................................. 02900-1
02960 TEMPORARY EROSION AND SEDIMENT CONTROLS...................... 02960-1
03300 CONCRETE ................................................................................................ 03300-1
15100 LANDFILL GAS (LFG)EXTRACTION WELLS...................................... 15100-1
15200 LFG COLLECTION SYSTEM COMPONENTS ....................................... 15200-1
15300 FLARE STATION....................................................................................... 15300-1
15400 FLARE STATION ELECTRICAL AND TELEPHONE FEED................. 15400-1
15500 LEACHATE OVERFLOW COLLECTION AND STORAGE SYSTEM.. 15500-1
LIST OF APPENDICES
Appendix A.................................................................................. Project Document Forms
Appendix B.................................................................................... Soils Monitoring Forms
Appendix C...................................................................... Geosynthetics Monitoring Forms
Appendix D...................................................................................... Submittal Control Log
City of Ukiah Landfill Final Closure Construction CQA Plan
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DIVISION 1
GENERAL INFORMATION
Page 2247 of 4165
CQA SECTION 01000
INTRODUCTION
PART GENERAL
1.01 PROJECT DESCRIPTION
A. The City of Ukiah Landfill is located in Mendocino County, California approximately two
miles east of the City of Ukiah. The Work site address is 3100 Vichy Springs Road,Ukiah,
California 95482 (Sheet 1). The City of Ukiah Landfill was operated as a Class III solid
waste disposal facility and is comprised of a single waste management unit that is
approximately 40 acres in size.
B. This Construction Quality Assurance (CQA)Plan applies to the final closure of the City of
Ukiah Landfill. The final closure project encompasses approximately 65 acres in area and
consists of the following construction features:
Site Preparation:
• Refuse excavation and relocation.
• Interim cover preparation.
Final Cover System (in ascendingorder):
rder):
• 2-foot thick foundation layer.
• Gas relief/venting system.
• LLDPE geomembrane.
• Engineered synthetic turf with specific grade sand infill ballast.
Miscellaneous items:
• Drainage and erosion control measures.
• Access roads.
• General earthwork,including various excavations and fills.
• Leachate overflow collection and storage system,including installation of a leachate
underground storage tanks (UST).
• Landfill gas (LFG) collection system,including condensate drainage components.
• Installation of skid-mounted packaged combustion system provided by others.
• Borrow area reclamation.
• Seeding and fertilizing.
• Security fencing.
C. A detailed scope of construction for each unit of construction is presented in Section 01010 of
this CQA Plan.
1.02 PURPOSE
A. The purpose of this CQA Plan is to provide a detailed guidance document for correct and
thorough CQA verification procedures implemented during construction. This CQA Plan is
also intended to identify, prevent, and correct problems and deficiencies that may occur
during construction. This CQA Plan details general and specific requirements of the CQA
program that will be implemented during construction to verify and document that
City of Ukiah Landfill Final Closure Construction CQA Plan
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01000 - 1
Page 2248 of 4165
construction is in compliance with the contract documents and the design intent.
Requirements of the CQA program include the following:
1. Product quality assurance verification testing to verify that all materials are in
compliance with the Technical Specifications.
2. Construction monitoring and documentation to verify that each unit of construction is
in compliance with the Technical Specifications and that construction was executed
correctly using industry-standard construction methods and the proper materials.
3. Review and approval of product submittals to verify that construction materials are in
compliance with the Technical Specifications.
4. Testing to verify that installed or constructed components are in compliance with the
Technical Specifications.
5. CQA documentation consisting of Daily Summary Reports,CQA field logs,testing
forms, installation logs, document control binders, material control logs, testing
reports, photographic documentation, technical revisions, design modifications,
record as-built drawings,and corrective action determination and verification reports.
6. Preparation of the CQA Certification Report that documents the CQA program
implemented during construction and that construction was completed in compliance
with the contract documents and the design intent. The CQA Certification Report
will be submitted to the California Regional Water Quality Control Board, North
Coast Region (RWQCB).
B. Although the CQA Plan provides a foundation for the CQA program, this plan may be
modified and revised as appropriate prior to and during construction. All modifications and
revisions to the CQA program will be documented in the CQA Certification Report.
1.03 PROJECT ORGANIZATION
A. The City of Ukiah,Department of Public Works(City)is the owner and operator of the City
of Ukiah Landfill and has ultimate responsibility for the Project, including overall project
management and project funding. For purposes of this CQA Plan,the City will be referred to
as "Owner". The Owner has contracted with the following organizations to complete
construction in accordance with the project documents listed in Part 1.02 of Section 01090
(References)of this CQA Plan.
1. EBA Engineering(EBA) -Design Engineer and CQA Certifying Engineer.
2. To Be Determined—Construction Contractor and Subcontractors.
B. EBA is the Design and CQA Certifying Engineer for the Project. As the Design Engineer,
EBA is responsible for the design and site engineering related to the design. Site engineering
includes: 1) review and approval of product and construction submittals required by the
contract documents; 2) technical issues related to construction; 3) interpretation of the
Technical Specifications and the Construction Drawings(herein after referred to as"Plans");
and 4) design modifications and technical revisions. For purposes of this CQA Plan, EBA
will be referred to as"Design Engineer"when functioning as the Design Engineer.
As the CQA Certifying Engineer, EBA is responsible for certifying to the Owner and
RWQCB that construction is in compliance with the contract documents and the design
intent. Specific responsibilities of the CQA Certifying Engineer include: 1) providing a
professional engineer or certified engineering geologist registered in the state of California;2)
implementing and managing the CQA program outlined in Part 1.02 of this Section;3)review
of all CQA documentation; and 4)preparation of the CQA Certification Report. EBA will
provide an on-site CQA Team to implement and manage the CQA program consisting of a
CQA Officer, CQA Monitors, a CQA Surveyor, and Geosynthetics and Soils CQA Testing
City of Ukiah Landfill Final Closure Construction CQA Plan
EBA Engineering April 2019
01000 - 2
Page 2249 of 4165
Laboratories. For purposes of this CQA Plan, EBA will be referred to as "CQA Officer"
when functioning as the CQA Certifying Engineer.
C. The Construction Contractor is responsible for overall performance of the earthwork,
including construction of drainage and erosion control measures, in accordance with the
contract documents and as shown on the construction drawings. For purposes of this CQA
Plan,the Construction Contractor will be referred to as"Contractor".
D. The Project Organization for CQA is shown on Table 01000-1, CQA Organization Chart
1.04 CQA PLAN FORMAT
A. This CQA Plan closely parallels the format of the Technical Specifications in the contract
documents. The intent of this parallel format is to avoid discrepancies between the two
documents, therefore preventing misinterpretations and misunderstandings between the
Owner, Contractor, Design Engineer and CQA Certifying Engineer. This format also
organizes all necessary quality assurance verification procedures for each unit of construction
into a single section.
B. Division 1 of this plan presents general information about the construction project and the
CQA program.
C. Division 2 of this plan provides detailed and specific CQA procedures to be implemented by
the CQA Officer for each unit of construction. Division 2 is written instruction and direction
for members of the CQA Team.
END OF CQA SECTION 01000
INTRODUCTION
City of Ukiah Landfill Final Closure Construction CQA Plan
EBA Engineering April 2019
01000 - 3
Page 2250 of 4165
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CQA SECTION 01010
SCOPE OF CONSTRUCTION
PART GENERAL
1.01 SECTION SUMMARY
A. Work to be performed by the Design Engineer
B. Work to be performed by the Owner.
C. Contractor's scope of work.
1.02 WORK TO BE PERFORMED BY THE DESIGN ENGINEER
A. The Design Engineer will provide three (3) reference control points with benchmark
elevations in the vicinity of the Work site. All other necessary control or reference points
needed to perform construction will be established by the Contractor.
1.03 WORK TO BE PERFORMED BY THE OWNER
A. The Owner will provide the following construction materials and services:
1. Material for engineered fill.
2. Material for the foundation layer.
3. Skid-mounted packaged combustion system, including totally-enclosed vertical
ground flare.
4. Extension of adequate power and telephone service to the location of the skid-
mounted packaged combustion system.
1.04 CONTRACTOR'S SCOPE OF WORK
A. The Contractor's scope of work includes the following.
1. Mobilization of construction equipment and personnel.
2. Excavation of on-site borrow material for construction of final cover system soil
components, as well as sedimentation basin improvements.
3. Construction of final cover system, including interim cover preparation and
placement/installation of foundation layer, geomembrane, engineered turf,
hydrobinder, and sand ballast.
4. Seeding and fertilizing of disturbed areas and on-site borrow area.
5. Excavation and construction of, and supply of materials for, drainage and erosion
control measures.
6. Construction of, and supply of materials for, access roads.
7. Construction of,and supply of materials for,leachate overflow collection and storage
system, including installation of new leachate UST and lining of existing leachate
sediment chamber and wet well.
8. Construction of, and supply materials for, LFG collection and control system,
including installation of LFG extraction wells, LFG collection system piping and
condensate drainage components.
City of Ukiah Landfill Final Closure Construction CQA Plan
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01010 - 1
Page 2252 of 4165
9. Installation of Owner-supplied skid-mounted packaged combustion system,including
totally-enclosed vertical ground flare.
10. Construction of, and supply of materials for, security fencing.
END OF CQA SECTION 01010
SCOPE OF CONSTRUCTION
City of Ukiah Landfill Final Closure Construction CQA Plan
EBA Engineering April 2019
01010 - 2
Page 2253 of 4165
CQA SECTION 01039
PROJECT MEETINGS
PART GENERAL
1.01 SECTION SUMMARY
A. Communication and coordination between the Design Engineer,Contractor,and CQA Team
are most important to achieve the common goals of quality construction and successful
completion of the project.
B. A series of project meetings will be held for the purpose of establishing a successful
environment of communications, coordination, and overall teamwork;the meetings will be
administered by the CQA Officer to: 1) clearly define responsibility and authority of each
organization involved in the project;2)resolve communication problems,misunderstandings,
and misinterpretations; 3) find solutions to unanticipated developments; and 4) identify,
prevent, and correct problems and deficiencies that may occur during the construction
process.
C. Project meetings include the following.
1. Preconstruction meeting.
2. Progress meetings.
3. Preparatory meetings.
1.02 PRECONSTRUCTION MEETING
A. A preconstruction meeting will be held to discuss topics relating to the commencement of the
project.
B. The objectives of this meeting are to: 1)clearly define the roles,responsibility,and authority
of each organization and individual involved in the project;2)review specific requirements of
the CQA program; and 3) establish a foundation of cooperation to achieve quality
construction. The following agenda, as related to CQA, will be addressed by the Design
Engineer:
1. Introduce and discuss roles, authority, and responsibilities of each organization and
individual involved in the project.
2. Establish lines of communication.
3. Review Technical Specifications and Plans.
4. Distribution of the CQA Plan.
5. Review of CQA activities to be performed.
6. Discuss Contractor's construction schedule and workplan.
7. Discuss Contractor's Construction Quality Control (CQC) procedures and
responsibilities.
8. Discuss submittal review and approval procedures.
9. Discuss non-conformance and corrective action procedures.
10. Discuss construction restrictions due to weather conditions.
11. Discuss and schedule weekly progress meetings.
12. Discuss health and safety issues.
13. Discuss preparatory meetings.
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C. A Meeting/Discussion Summary Report(see Part 1.08 of Section 01400 of this CQA Plan)
will be completed by the CQA Officer and distributed to all parties in attendance.
D. The following representatives from each organization are required to attend the
preconstruction meeting:
1. City's Project Manager or representative.
2. Contractor's Project Manager and on-site Superintendent.
3. Installer's Project Manager and on-site Superintendent.
4. Design Engineer's Project Manager and CQA Officer.
1.03 PROGRESS MEETINGS
A. The CQA Officer will schedule and administer weekly progress meetings. The objectives of
these meetings are to: 1)maintain lines of communication;2)review work progress and CQA
activities performed previously;3)discuss upcoming construction and related CQA activities;
and 4) maintain and improve the established foundation of cooperation to achieve quality
construction. The following agenda will be addressed by the CQA Officer.
1. Review minutes of previous progress meeting.
2. Review work progress.
3. Review and update construction schedule and obtain a 2-week look-ahead schedule
from the Contractor.
4. Discuss CQA and CQC related field observations, testing results, problems,
decisions, and conflicts.
5. Review and update Submittal Log.
B. A Meeting/Discussion Summary Report (see Section 01400 of this CQA Plan) will be
completed by the CQA Officer and distributed to all parties in attendance.
C. The following representatives from each organization are required to attend the weekly
progress meetings.
1. City's Project Manager or representative.
2. Contractor's on-site Superintendent.
3. Installers on-site Superintendent(during geosynthetics installation).
4. Design Engineer's Project Manager and CQA Officer.
1.04 PREPARATORY MEETINGS
A. The CQA Officer will schedule and administer informal preparatory meetings prior to
beginning construction/implementation of the following items.
1. Refuse excavation and interim cover preparation.
2. Foundation layer placement.
3. Geomembrane placement.
4. Engineered turf installation.
5. Sand ballast placement.
6. General earthwork, drainage and erosion control, and access road construction, as
needed.
7. Sedimentation basin improvements.
8. Leachate overflow collection and storage system installation.
9. LFG collection system installation.
10. Borrow area reclamation.
11. Seeding and fertilizing.
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B. The objective of these preparatory meetings is to establish a complete understanding of the
upcoming unit of construction and CQA activities that will be implemented during
construction. To achieve this objective,the following agenda will be addressed by the CQA
Officer.
1. Review"Products"part of the applicable section of the Technical Specifications.
2. Review"Execution"part of the applicable section of the Technical Specifications.
3. Discuss any construction and grade control staking needed to perform and complete
the Work.
4. Discuss CQA testing, observation, and surveying to be performed.
5. Verify that all submittals have been, or will be, received by the CQA Officer and
approved by the Design Engineer in accordance with the schedule.
6. Discuss Contractor's CQC responsibilities.
7. Discuss Contractor's coordination, scheduling, and sequencing of the work.
8. Discuss Contractor's proposed equipment and manpower.
C. A Meeting/Discussion Summary Report (see Section 01400 of this CQA Plan) will be
completed by the CQA Officer and distributed to all parties in attendance.
D. The following representatives from each organization are required to attend the preparatory
meetings.
1. Design Engineer's Project Manager or representative.
2. Contractor's on-site Superintendent.
3. On-site Superintendent of any Subcontractor, as applicable to the unit of
construction.
4. CQA Officer.
5. CQA Monitor(s), as applicable to the unit of construction.
END OF CQA SECTION 01039
PROJECT MEETINGS
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CQA SECTION 01050
GENERAL REQUIREMENTS
PART1 GENERAL
1.01 SECTION SUMMARY
A. Conformance testing.
B. Construction monitoring.
C. Construction testing.
D. Project meetings.
E. Submittal review and approval.
F. Documentation.
1.02 CONFORMANCE TESTING
A. Prior to using a product or material in construction,sampling and testing will be performed to
verify that construction products and materials to be used are in conformance with the
Technical Specifications.
B. Conformance testing requirements,methods,and sampling frequencies are given for each unit
of construction in Division 2 of this CQA Plan.
C. All product and material conformance test samples will be recorded on the appropriate Master
Testing Control Log,assigned a sample number,and processed by the CQA Officer for either
on-site or off-site testing. The Master Testing Control Logs document: 1)sample numbers;2)
product or material types; 3) required testing; 4) sampling locations and dates; 5) testing
personnel or organization; 6)testing completion dates;and 7)a brief summary of the testing
results. The Master Testing Control Log for soils are presented in Appendix C.
D. At the request of the Design Engineer,conformance test samples will be archived at the Work
site or an alternate location determined by the Owner for a period of one year. Archived
samples will be stored in sealed plastic containers tagged with: 1) the sample number; 2)
product or material type;3)the prof ect name and number;4)sample date and location;and 5)
the date for discarding the sample.
E. The following products or materials require conformance testing.
1. Miscellaneous aggregate materials.
2. Engineered fill.
3. Foundation soil layer.
4. Geomembrane.
5. Engineered turf.
6. Concrete.
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1.03 CONSTRUCTION MONITORING
A. Each unit of construction will be monitored to verify compliance with the Technical
Specifications and that construction was executed correctly using industry-standard
construction methods and the proper materials.
B. Monitoring guidelines and procedures are specified for each construction unit in Division 2 of
this CQA Plan and include the following:
1. Field tests.
2. Observations.
3. Field surveys.
4. Physical measurements.
1.04 CONSTRUCTION TESTING
A. Construction testing will be performed during installation and construction to verify
compliance with the Technical Specifications.
B. Construction testing may be performed by the Contractor, Design Engineer, or CQA
personnel as required for each construction unit in Division 2 of this CQA Plan and includes
the following:
1. Engineered fill.
2. Foundation layer.
3. Aggregate base for access roads.
4. Geomembrane.
5. Engineered turf.
6. Sand ballast.
1.05 PROJECT MEETINGS
A. In accordance with Section 01039 of this CQA Plan.
1.06 SUBMITTAL REVIEW AND APPROVAL
A. In accordance with Section 01300 of this CQA Plan.
1.07 DOCUMENTATION
A. In accordance with Section 01400 of this CQA Plan.
END OF CQA SECTION 01050
GENERAL REQUIREMENTS
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CQA SECTION 01090
REFERENCES
PART GENERAL
1.01 SECTION SUMMARY
A. Project Reference Documents.
B. Industry Standards and Technical Reference Documents.
C. Soils Testing Standards and Methods.
D. Geosynthetics Testing Standards and Methods.
E. Landfill Gas Collection System Testing Standards and Methods.
F. Concrete Testing Standards and Methods.
G. Acronyms.
H. Contact Addresses and Telephone Numbers.
1.02 PROJECT REFERENCE DOCUMENTS
A. The following project reference documents provide support and background information for
use in conjunction with this CQA Plan.
1. Joint Technical Documentfor City of Ukiah Landfill,Mendocino County, California;
EBA Engineering, January 2008.
2. Response to RWQCB Comments Dated February 21, 2008, Joint Technical
Document, City of Ukiah Landfill, Mendocino County, California; EBA
Engineering,April 21, 2008.
3. January 2008 Joint Technical Document Addendum, Response to Regulatory
Comments, Final Closure and Postclosure Maintenance Plans, City of Ukiah
Landfill, Mendocino County, California; EBA Engineering, June 20, 2013.
4. Design Plan for Landfill Gas Collection and Control System, City of Ukiah Landfill,
Mendocino County, California; EBA Engineering, October 2013.
1.03 INDUSTRY STANDARDS AND TECHNICAL REFERENCE DOCUMENTS
A. The following industry standards and technical reference documents were used in the
preparation of this CQA Plan.
1. ASTM Standards and Other Specifications and Test Methods on the Quality
Assurance ofLandfrll Liner Systems. American Society for Testing and Materials,
Current Edition.
2. Technical Guidance Document, Quality Assurance and Quality Control for Waste
Containment Facilities [EPA/600IR-93/182]. United States Environmental
Protection Agency, September 1993.
3. Federal Register (Vol. 56, No. 196, pp. 50978 - 51119). Part II, Environmental
Protection Agency, 40 CFR Parts 257 and 258 - Solid Waste Disposal Facility
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Criteria; Final Rule [EPA/OSW-FR-91-004 FRL-4011-9J. United States
Environmental Protection Agency, October 9, 1991.
4. California Code ofRegulations, Title 27-Combined SWRCB/CIWMB Regulations,
Division 2, Subdivision 1, Chapter 3, Subchapter 2, Article 4, Section 20324.
Effective July 18, 1997.
5. Caltrans Standard Specifications. California Department of Transportation, 2010.
6. Caltrans Standard Plans. California Department of Transportation, 2010.
7. California TestMethods. California Department ofTransportation, CurrentEdition.
8. California Building Code. Current Edition.
1.04 SOILS TESTING STANDARDS AND METHODS
A. The following standard soils testing methods and procedures apply as referenced in the
Technical Specifications and/or this CQA Plan.
1. ASTM C 33 Standard Specification for Concrete Aggregates.
2. ASTM C 136 Sieve Analysis of Fine and Coarse Aggregates.
3. ASTM D 422 Standard Test Method for Particle-Size Analysis of Soils.
4. ASTM D 1557 Test Method for Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000 ft-lbf/ft3 [2,700 kN-
m/m3]).
5. ASTM D 2434 Standard Test Method for Permeability of Granular Soils
(Constant Head).
6. ASTM D 2487 Standard Classification of Soils for Engineering Purposes
(Unified Soil Classification System).
7. ASTM D 2488 Standard Practice for Description and Identification of Soils
(Visual-Manual Procedure).
8. ASTM D 2922 Standard Test Methods for Density of Soil and Soil-
Aggregate in Place by Nuclear Methods (Shallow Depth).
9. ASTM D 3017 Standard Test Method for Water Content of Soil and Rock
in Place by Nuclear Methods (Shallow Depth).
10. ASTM D 4959 Standard Test Method for Determination of Water
(Moisture) Content of Soil by Direct Heating.
11. CTM 229 Method of Test for Durability Index.
12. CTM 301 Method for Determining the Resistance "R" Value of
Treated and Untreated Bases, Subbases, and Basement
Soils by the Stabilometer.
1.05 GEOSNYTHETICS TESTING STANDARDS AND METHODS
A. The following standard geosynthetics testing methods and procedures apply as referenced in
the Technical Specifications and/or this CQA Plan.
1. ASTM D 638 Standard Test Method for Tensile Properties of Plastics.
2. ASTM D 746 Standard Test Method for Brittleness Temperature of
Plastics and Elastomers by Impact.
3. ASTM D 792 Standard Test Method for Specific Gravity and Density of
Plastics by Displacement.
4. ASTM D 1004 Test Method for Initial Tear Resistance of Plastic Film and
Sheeting.
5. ASTM D 1204 Standard Test Method for Linear Dimensional Changes to
Nonrigid Thermoplastic Sheeting or Film at Elevated
Temperatures.
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6. ASTM D 1505 Test Method for Density of Plastics by the Density-
Gradient Technique.
7. ASTM D 2256 Standard Test Method for Tensile Properties of Yarns by
the Single-Strand Method.
8. ASTM D 3895 Standard Test Method for Copper Induced Oxidative
Induction Time of Polyolefins by Thermal Analysis.
9. ASTM D 4218 Test Method for Carbon Black Content.
10. ASTM D 4355 Standard Test Method for Deterioration of Geotextiles by
Exposure to Light,Moisture and Heat in a Xenon Arc Type
Apparatus.
11. ASTM D 4491 Standard Test Methods for Water Permeability of
Geotextiles by Permittivity.
12. ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of
Geotextiles.
13. ASTM D 4595 Test Method for Tensile Product(MD/XD).
14. ASTM D 4632 Standard Test Method for Breaking Load and Elongation of
Geotextiles (Grab Method).
15. ASTM D 4716 Standard Test Method for Constant Head Hydraulic
Transmissivity (In-Plane Flow) of Geotextiles and
Geotextile Related Products.
16. ASTM D 4751 Standard Test Method for Determining the Apparent
Opening Size of a Geotextile.
17. ASTM D 4833 Test Method for Index Puncture Resistance of Geotextiles,
Geomembranes, and Related Products.
18. ASTM D 5035 Standard Test Method for Breaking Force and Elongation
of Textile Fabrics (Strip Method).
19. ASTM D 5261 Standard Test Method for Measuring Mass per Unit Area
of Geotextiles.
20. ASTM D 5321 Standard Test Method for Determining the Coefficient of
Soil and Geosynthetic or Geosynthetic Friction by the
Direct Shear Method.
21. ASTM D 5397 Standard Test Method for Notched Constant Tensile Load
Test of Geomembrane.
22. ASTM D 5596 Standard Test Method for Microscopic Evaluation of the
Dispersion of Carbon Black in Polyolefin Geosynthetics.
23. ASTM D 5617 Standard Test Method for Multi-Axial Tension Test for
Geosynthetics.
24. ASTM D 5994 Sheet Thickness for Textured Geomembrane.
25. ASTM D 6241 Standard Test Method for Static Puncture Strength
Resistance of Geotextiles and Geotextile-Related Products
Using a 50-mm Probe.
26. ASTM D 6392 Standard Practice for Determining the Integrity of Field
Seams Used in Joining Flexible Polymeric Sheet
Geomembranes.
27. ASTM D 6693 Standard Test Method for Determining of Tensile
Properties of Nonreinforced Polyethylene and
Nonreinforced Flexible Polypropylene Geomembranes.
28. ASTM D 6913 Standard Test Methods for Particle-Size Distribution.
29. ASTM D 7277 Standard Test Method for Performance Testing of
Articulating Concrete Block Systems in Open Channel
Flow.
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30. ASTM D 7466 Standard Test Method for Measuring Asperity Height of
Textured Geomembranes.
31. ASTM D 96459 Standard Test Method for Determining Rainfall Induced
Erosion.
32. ASTM G 147 Standard Test Method for Determining the UV Stability of
Engineered Fiber,Natural and Artificial Weathering Tests.
33. ASTM G 1545(M) Standard Test Method for Determining UV Stability
(exposed), Modified Cycle,UVA340.
34. FTMS IO1C Puncture Resistance.
1.06 LANDFILL GAS EXTRACTION SYSTEM TESTING STANDARDS AND METHODS
A. The following standard geosynthetics testing methods and procedures apply as referenced in
the Technical Specifications and/or this CQA Plan.
1. ASTM A 193 Standard Specification for Alloy Steel and Stainless Steel
Bolting Materials for High Temperature Service.
2. ASTM A 325 Standard Specification for Structural Bolts, Steel, Heat
Treated, 120/105 KSI Minimum Tensile Strength.
3. ASTM D 1784 Standard Specification for Rigid PVC Compounds and
Chlorinated PVC Compounds.
4. ASTM D 1785 Standard Specification for PVC Plastic Pipe,Schedules 40,
80, and 120.
5. ASTM D 2464 Standard Specification for Threaded PVC Plastic Pipe
Fittings, Schedule 80.
6. ASTM D 2466 Standard Specification for Threaded PVC Plastic Pipe
Fittings, Schedule 40.
7. ASTM D 2467 Standard Specification for Socket-Type PVC Plastic Pipe
Fittings, Schedule 80.
8. ASTM D 2513 Standard Specification for Thermoplastic Gas Pressure
Pipe, Tubing, and Fittings.
9. ASTM D 2564 Standard Specification for Solvent Cements for PVC
Plastic Piping Systems.
10. ASTM D 2855 Standard Specification for Making Solvent-Cemented
Joints with PVC Pipe and Fittings.
11. ASTM D 3034 Standard Specification for Type PSM Poly (Vinyl
Chloride) (PVC) Sewer Pipe and Fittings.
12. ASTM D 3212 Standard Specification for Joints for Drain and Sewer
Plastic Pipes Using Flexible Elastomeric Seals.
13. ASTM D 3261 Standard Specification for Butt Heat Fusion Polyethylene
(PE)Plastic Fittings for Polyethylene(PE)Plastic Pipe and
Tubing.
14. ASTM D 3350 Standard Specification for Polyethylene Plastic Pipe and
Fittings Materials.
15. ASTM D 3786 Standard Test Method for Methoxyl and Hydroxypropyl
Substitution in Cellulose Ether Products by Gas
Chromatography.
16. ASTM D 7001 Standard Specification for Geocomposites for Pavement
Edge Drains and Other High-Flow Applications.
17. ASTM F 477 Standard Specification for Elastomeric Seals(Gaskets)for
Joining Plastic Pipe.
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18. ASTM F 2648 Standard Specification for 2 to 60 inch [50 to 1500 mm]
Annular Corrugated Pipe Wall Polyethylene(PE)Pipe and
Fittings for Land Drainage Applications.
1.07 CONCRETE TESTING STANDARDS AND METHODS
A. The following standard concrete testing methods and procedures apply as referenced in the
Technical Specifications and/or this CQA Plan.
1. ASTM C 39 Standard Test Method for Compressive Strength of
Cylindrical Concrete Specimens.
2. ASTM C 42 Standard Test Method for Obtaining and Testing Drilled
Cores and Sawed Beams of Concrete.
3. ASTM C 143 Standard Test Method for Slump of Portland Cement
Concrete.
4. ASTM C 150 Standard Specification for Portland Cement.
5. ASTM C 260 Standard Specification for Air-Entraining Admixtures for
Concrete.
6. CBC Section 1701 Structural Tests and Special Inspections.
7. CBC Section 1905 Concrete Quality, Mixing and Placing.
1.08 STEEL TESTING STANDARDS AND METHODS
A. The following standard steel testing methods and procedures apply as referenced in these
Technical Specifications and/or the CQA Plan.
1. ASTM A 36 Standard Specification for Carbon Structural Steel.
2. ASTM A 90 Test Method for Weight (Mass) of Coating on Iron and
Steel Articles with Zinc or Zinc-Alloy Coating.
3. ASTM A 185 Standard Specifications for Steel Welded Wire
Reinforcement, Plain, for Concrete.
4. ASTM A 313 Specification for Chromium-Nickel Stainless and Heat-
Resisting Steel Spring Wire.
5. ASTM A 370-97a Test Methods and Definitions for Mechanical Testing of
Steel Products.
6. ASTM A 615 Standard Specification for Deformed and Plain Carbon-
Steel Bars for Concrete Reinforcement.
7. ASTM A 641 Specification for Zinc Coated (Galvanized) Carbon Steel
Wire.
8. ASTM A 764 Specification for Steel Wire, Carbon, Drawn Galvanized
and Galvanized at Size for Mechanical Springs.
9. ASTM A 975-97 Standard Specification for Double-Twisted Hexagonal
Mesh Gabions and Revet Mattresses(Metallic-Coated Steel
Wire or Metallic-Coated Steel Wire with Polyvinyl
Chloride (PVC) Coating).
1.09 ACRONYMS
A. Whenever the following acronyms for standards,institutes and societies are referenced in the
Technical Specifications or this CQA Plan,the following meanings apply:
1. AASHTO American Association of State Highway and Transportation
Officials
2. AISC American Institute of Steel Construction
3. ANSI American National Standards Institute
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4. ASTM American Society for Testing and Materials
5. AWWA American Water Works Association
6. CAC California Administrative Code
7. CFR Code of Federal Regulations
8. CRSI Concrete Reinforcing Steel Institute
9. CTM California Test Methods
10. NEMA National Electrical Manufacturer's Association
11. NEC National Electric Code
12. NFPA National Fire Protection Association
13. OSHA Occupational Health and Safety Administration
14. RWQCB Regional Water Quality Control Board
15. SWANA Solid Waste Association of North America
16. SWRCB State Water Resources Control Board
17. UL Underwriters Laboratories Inc.
18. US United States
B. Whenever the following acronyms for materials and units are referenced in the Technical
Specifications or this CQA Plan,the following meanings apply:
1. AC acre
2. AWG American Wire Gauge
3. cm centimeter
4. ClosureTurfrM Three (3) component final cover system composed of structured
LLDPE geomembrane liner drainage studs and spike, engineered
synthetic turf, and a specific grade of sand infill ballast.
5. CMP corrugated metal pipe
6. Enginneer Turf Synthetic turf component of ClosureTurfrM
7. EPDM ethylene propylene diene monomer
8. OF degree Fahrenheit
9. ft foot
10. g gram
11. LLDPE Linear Low-Density Polyethylene
12. HDPE High Density Polyethylene
13. HP horse power
14. HydroBinder Cementious infill used for surface drainage conveyance areas of
engineered turf.
15. in inch
16. " inch
17. kN kilonewtons
18. lb pound
19. MARV minimum average roll value
20. in meter
21. min millimeter
22. mil 1/1000 of 1 inch
23. ml milliliters
24. min minute
25. No. number
26. oz ounce
27. % percent
28. psf pounds per square foot
29. psi pounds per square inch
30. psig pounds per square inch gauge
31. PVC Polyvinyl Chloride
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32. SDR Standard Dimension Ratio
33. sec second
34. TFE tetrafluoroethylene
35. TRM turf reinforcement mat
36. yd yard
C. Whenever the following miscellaneous acronyms are referenced in the Technical
Specifications or this CQA Plan,the following meanings apply:
1. AST Above Ground Storage Tank
2. A at
3. BMP Best Management Practice
4. CQA Construction Quality Assurance
5. CQC Construction Quality Control
6. CSMP Construction Storm Water Management Plan
7. EBA EBA Engineering
8. = equals
9. LFG Landfill Gas
10. max. maximum
11. min. minimum
12. MQC Manufacturer's Quality Control
13. MSDS Material Data Safety Sheet
14. NOI Notice of Intent
15. NPDES National Pollutant Discharge Elimination System
16. PDF Portable Document Format
17. POC Point of Connection
18. QSD Qualified SWPPP Developer
19. QSP Qualified SWPPP Practitioner
20. REAP Rain Event Action Plan
21. SAP Storm Water Action Plan
22. SMARTS Storm Water Multiple Application and Report Tracking System
23. SPC Storm Water Pollution Control
24. Std. Standard
25. SWPPP Storm Water Pollution Prevention Plan
26. TEFC Totally Enclosed Fan Cooled
27. UST Underground Storage Tank
28. UV Ultra-violet
29. WDID Waste Discharge Identification
30. WPC Water Pollution Control
1.10 CONTACT ADDRESSES AND TELEPHONE NUMBERS
A. The following are addresses,telephone numbers,and fax numbers for individual contacts at
each organization involved in the project.
City of Ukiah
Department of Public Works
300 Seminary Avenue
Ukiah, CA 95482
Telephone: (707)463-6282
Fax: (707) 463-6204
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EBA Engineering
825 Sonoma Avenue
Santa Rosa, CA 95404
Contact Name: Damon F. Brown,P.G., C.E.G., C.Hg.
Telephone: (707) 544-0784
Fax: (707) 544-0866
END OF CQA SECTION 01090
REFERENCES
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CQA SECTION 01300
SUBMITTALS
PART GENERAL
1.01 SECTION SUMMARY
A. Submittal Control Log.
B. Submittal review and approval procedures.
1.02 SUBMITTAL CONTROL LOG
A. The Submittal Control Log lists all submittals required by the Technical Specifications. The
Submittal Control Log will be maintained by the CQA Officer in coordination with the
Contractor during construction. The Submittal Control Log documents: 1)submittal number;
2)referenced specification section;3)submittal description;4)submiteer;5)date received;6)
reviewer; 7) action taken determination; and 8)return date.
1.03 SUBMITTAL REVIEW AND APPROVAL PROCEDURES
A. Three(3)copies of each submittal listed in the Submittal Control Log will be submitted to the
CQA Officer by the Contractor in accordance with the Technical Specifications. The
submittals will be forwarded by the CQA Officer to the Design Engineer for review and
approval. The Design Engineer may perform a preliminary review of submittals for
compliance with the Technical Specifications and issue a verbal Approval for Use to the CQA
Officer who,in turn,will notify the Contractor that no corrective action determinations were
required prior to issuing a verbal Approval for Use. All submittals which are not in
compliance with the Technical Specifications must be immediately forwarded to the Design
Engineer for review and corrective action determinations.
B. At the completion of the review process,the Design Engineer will return two (2) copies of
each submittal to the CQA Officer with Action Taken determinations stamped on both copies
of the submittal. The Action Taken determinations and the return dates will be recorded on
the Submittal Control Log. One copy of the reviewed submittal will be returned to the
Contractor and the other copy will be archived by the CQA Officer in the submittal
documentation control binder.
C. The Submittal Control Log will be reviewed and updated in coordination with the Contractor
at the weekly progress meetings.
END OF CQA SECTION 01300
SUBMITTALS
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CQA SECTION 01400
DOCUMENTATION
PART GENERAL
1.01 SECTION SUMMARY
A. Daily Summary Report.
B. Daily Field Log(Inspection Data Sheet).
C. Construction monitoring forms.
D. Laboratory testing reports.
E. Non-conformance/Corrective Action Form.
F. Acceptance Report.
G. Meeting/Discussion Summary Report.
H. Photograph Log.
L Document Control.
J. As-built Record Documents.
K. CQA Certification Report.
L. Documentation archive storage.
1.02 DAILY SUMMARY REPORT
A. A summary report will be prepared daily by the CQA Officer. This report will organize and
summarize all construction and CQA activities (monitoring and testing) completed during
each day. The Daily Summary Report will contain or reference the following information:
1. Title block containing: 1)project name; 2)project number; 3)project location; 4)
name of Owner; 5) name of Contractor; 6) date and day; 7) Document Control
Number(see Part 1.10 of this Section); and 8)weather conditions.
2. Summary of construction activities for each unit of construction including equipment,
personnel,and subcontractors utilized for each unit of construction and identification
of the general area(s)where construction took place.
3. General summary of CQA activities(monitoring and testing)completed for each unit
of construction with reference to attached Daily Field Logs (see Part 1.03 of this
Section) which describe construction monitoring, construction testing results, and
quality control procedures and test results.
4. General description of any non-conformance with the Plans or Technical
Specifications and the corrective action measures taken with reference to attached
Non-conformance/Corrective Action Forms (see Part 1.06 of this Section) which
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contain a more detailed description of the non-conformance issue and its corrective
action.
5. List of any materials received and status of submittal(s).
6. List of project meetings or pertinent discussions with reference to attached
Meeting/Discussion Summary Report(see Part 1.08 of this Section).
7. Other miscellaneous information.
8. Signature of CQA Officer.
B. A sample Daily Summary Report is included in Appendix A,Project Documentation Forms.
1.03 DAILY FIELD LOG(INSPECTION DATA SHEET)
A. Each CQA Monitor will maintain an individual Daily Field Log(or Inspection Data Sheet)
which will be assigned a cross-referencing Document Control Number(see Part 1.10 of this
Section) and contain daily entries of the CQA Monitor.
B. On the Daily Field Log, the CQA Monitors will provide a written account of construction
activities, construction monitoring, construction testing, and quality control procedures
performed during the day for the monitored construction unit(s), as well as any observations
(i.e.,notes, charts, sketches, or photograph reference).
C. Construction monitoring forms (see Part 1.04 of this Section) and laboratory testing forms
(see Part 1.05 of this Section)will be attached to, or referenced in,the Daily Field Log.
1.04 CONSTRUCTION MONITORING FORMS
A. Construction activities,construction monitoring,and construction testing will be recorded on
appropriate construction monitoring forms. The following construction monitoring forms,or
similar forms, will be issued by the CQA Officer for this project and are presented in the
following appendices:
1. Soils Monitoring Forms (Appendix B)
a. Soils Test Request- Sample Custody Log
b. Nuclear Density/Moisture Test Data
2. Geosynthetics Monitoring Forms (Appendix C)
a. Geomembrane Delivery and Control Log
b. Engineered Turf Delivery and Control Log
C. Geomembrane Test Request—Sample Custody Log
d. Engineered Turf Test Request— Sample Custody Log
e. Geomembrane Deployment/Seaming Log
f. Geomembrane Repair Log
g. Engineered Turf Deployment/Seaming Lot
h. Engineered Turf Repair Log
B. Completed construction monitoring forms will be submitted by the CQA Monitor to the CQA
Officer for review with Daily Field Logs, or at the completion of testing, and will be
addressed by the CQA Officer in the Daily Summary Reports.
1.05 LABORATORY TESTING REPORTS
A. Laboratory testing reports will be issued by the Soils and Geosynthetics CQA Testing
Laboratories for conformance and construction testing. Laboratory testing reports will be
issued for the following testing during the project.
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1. Moisture content,particle size analysis,Atterberg limits,Unified Soil Classification,
and/or moisture-density relationship testing for miscellaneous aggregate materials,
engineered fill,foundation layer, and erosion-resistant layer materials.
2. Particle size analysis for sand ballast.
3. Conformance testing for geomembrane.
4. Conformance testing for engineered turf.
5. Conformance testing for concrete.
B. Laboratory testing reports will be addressed by the CQA Officer in the Daily Summary Report
on the date of receipt.
1.06 NON-CONFORMANCE/CORRECTIVE ACTION FORM
A. A Non-conformance/Corrective Action Form will be issued by the Owner to the CQA Officer
who will notify the Contractor or Installer of construction or materials not in compliance with
the Plans or Technical Specifications, or for defective workmanship or materials even if in
compliance with the Plans and Technical Specifications. The Non-conformance/Corrective
Action Form will contain or reference the following information:
1. Title block containing: 1)project name; 2)project number; 3)project location; 4)
name of Owner; 5)name of Contractor; 6)date and day; and 7)Document Control
Number(see Part 1.10 of this Section).
2. Description of the non-conformance issue, construction unit, and location.
3. Reference to the technical specification(s) and/or plan(s) for which materials or
construction are not in compliance.
4. Description of corrective action measures necessary to fully correct the area of non-
conformance with the Plans and/or Technical Specifications as determined by the
Owner.
5. Specification variance or revisions to the As-built Record Drawings(see Part 1.11 of
this Section)required.
6. If necessary, any Daily Field Log,construction monitoring forms,laboratory testing
report(s),Meeting/Discussion Summary Report,or Photograph Log pertaining to the
non-conformance issue will be referenced by Document Control or Photograph
Number to fully substantiate the non-conformance issue and corrective action
determination.
7. Signature of the CQA Officer verifying that corrective measures determined by the
Owner have been taken by the Contractor or Installer.
B. A sample Non-conformance/Corrective Action Form is included in Appendix A, Project
Documentation Forms.
1.07 ACCEPTANCE REPORT
A. An Acceptance Report will be prepared for each Construction Unit to verify that all materials
and construction are in compliance with the Plans and Technical Specifications. The
Acceptance Report will reference all relevant Daily Summary Reports, Daily Field Logs
(Inspection Data Sheets), and Non-conformance/Corrective Action Forms by the Document
Control Number.
B. A sample Acceptance Report is included in Appendix A,Project Documentation Forms.
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1.08 MEETING/DISCUSSION SUMMARY REPORT
A. A Meeting/Discussion Summary Report will be prepared for each scheduled Project Meeting
(see Section 01039 of this CQA Plan) and any pertinent discussion between the Contractor
and CQA personnel. The Meeting/Discussion Summary Report will contain the following
information:
1. Title block containing: 1)project name; 2)project number; 3)project location; 4)
name of Owner;5)name of Contractor;6)date and time;7)meeting location;and 8)
Document Control Number(see Part 1.10 of this Section).
2. Meeting name or general discussion subject matter.
3. List of meeting attendees or discussion participants.
4. Minutes of scheduled Project Meetings or synopsis of discussion.
5. List of any items needing resolution resulting from the meeting or discussion.
6. Signature of CQA Officer.
B. A sample Meeting/Discussion Summary Report is included in Appendix A, Project
Documentation Forms.
1.09 PHOTOGRAPH LOG
A. All construction activities will be continually photographed to clearly show and define
construction methods and as-built conditions of completed units of construction. Photographs
will include: 1)product or material sources;2)construction methods in progress for each unit
of construction; 3) completed units of construction; 4) damaged, rejected, or substandard
materials and construction; 5) corrective action measures to rectify damaged, rejected, or
substandard construction; 6)completed units of construction after completion of corrective
action measures; and 7) design modifications. Photographs will be identified by number,
date, and time of the photograph. The CQA Officer will maintain a cross-referencing
photography log documenting the subject matter of each photograph.
B. A sample Photograph Log is included in Appendix A, Project Documentation Forms.
1.10 DOCUMENT CONTROL
A. A unique Document Control Number will be assigned to all CQA documents generated
during construction and implementation of this CQA Plan.
B. The Document Control Number will organize and index all CQA documentation for cross-
referencing,to allow easy access to all documents, and to enable a reviewer to identify and
retrieve original CQA documentation for any completed unit of construction.
C. Complete documentation of all CQA activities will be controlled and secured in a series of 3-
ring binders maintained by the CQA Officer with a duplicate copy maintained at the offices of
the Owner, at the option of the Owner. This documentation control structure organizes and
indexes all CQA documents and is intended to allow easy access to all documents for review
and audit by the Owner, Design Engineer, or regulatory agencies. The following is a
preliminary list and contents of the CQA Documentation Binders to be established and
maintained by the CQA Officer.
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1. Title: Daily Summary Reports and Field Logs.
Color code (optional): Blue.
Contents: Daily Summary Reports prepared by the CQA Officer and Daily Field
Logs completed by the CQA Monitors.
2. Title: Project Administration Documentation.
Color code (optional): Red.
Contents: Non-conformance/Corrective Action Forms, Acceptance Reports,
Meeting/Discussion Summary Reports, Owner correspondence, Design Engineer
correspondence, Contractor correspondence, and miscellaneous correspondence.
3. Title: Contractor Daily Field Reports.
Color code (optional): Green.
Contents: Any Daily Field Reports prepared by the Contractor(or Installer).
4. Title: Submittals.
Color code (optional): Purple.
Contents:Updated Submittal Control Log,submittal transmittal cover sheets,and all
reviewed and approved(or other status) submittals.
5. Title: Soils CQA.
Color code (optional): White.
Contents: Construction monitoring forms and laboratory testing reports for soils.
6. Title: Geosynthetics CQA.
Color code (optional): Orange.
Contents: Construction monitoring forms and laboratory testing reports for
geosynthetics.
7. Title: CQA Plan.
Color code (optional): Teal.
Contents: CQA Plan.
8. Title: Photography Log.
Color code (optional): Yellow.
Contents: Construction and CQA photographs and cross-referencing Photograph
Logs.
1.11 AS-BUILT RECORD DOCUMENTS
A. As-built Record Documents will be maintained by the CQA Officer and will be reviewed and
verified by the Design Engineer.
B. The As-built Record Documents will show actual as-built conditions of construction,
including an aerial topographic survey illustrating the final construction grades and
configuration, and will adequately reflect that construction is in substantial compliance with
the design intent of the Plans and Technical Specifications; irrelevant deviations in actual
construction that do not substantially affect the design intent will not be incorporated into the
As-built Record Documents,but will be addressed in the CQA Certification Report(see Part
1.12 of this Section).
C. As-built Record Documents will be prepared during the construction process by making
modifications as they occur to a single set of construction drawings designated as the Site As-
built Record Documents;at the completion of construction the CQA Officer will incorporate
all as-built conditions into the Final As-built Record Documents.
D. The final As-built Record Documents will contain revision numbers, dates, and reviewer
initials; and will be signed and stamped by the CQA Certifying Engineer.
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1.12 CQA CERTIFICATION REPORT
A. At the completion of the project, the CQA Certifying Engineer will prepare a CQA
Certification Report and submit it to the Owner. The CQA Certification Report will consist
of information and data generated by the CQA program and will document that the final
closure construction is in compliance with the design intent of the Plans and Technical
Specifications. At a minimum, the CQA Certification Report will contain the following
information.
1. Summary of construction methods for each unit of construction completed.
2. Summary of the CQA program implemented during construction and specific CQA
activities(monitoring and testing)performed for each unit of construction completed.
3. Results of conformance testing and construction testing.
4. Revisions made to Plans and variances from Technical Specifications allowed.
5. Final As-built Record Documents.
6. Statement of compliance with the design intent of the Plans and Technical
Specifications,signed and stamped by the CQA Certifying Engineer,a professional
engineer or certified engineering geologist registered in the State of California.
1.13 DOCUMENTATION ARCHIVE STORAGE
A. At the completion of the project and after submittal of the CQA Certification Report and As-
built Record Documents to the Owner,all original documentation generated by construction
and the CQA program will be archived at the Owner's administrative office with duplicate
copies stored at the offices of the Design Engineer and CQA Certifying Engineer.
END OF CQA SECTION 01400
DOCUMENTATION
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DIVISION 2
CONSTRUCTION QUALITY ASSURANCE
PROCEDURES
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CQA SECTION 02207
AGGREGATE MATERIALS
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that the aggregate materials are
in compliance with the Plans and Technical Specifications.
1.02 SUBMITTALS
A. Collect three (3) copies of each submittal required in the Technical Specifications.
B. Verify compliance with the submittal schedule and update Submittal Log.
C. Perform submittal review and approval procedures in Part 1.03 of Section 01300(Submittals)
of this CQA Plan.
PART 2 PRODUCTS
2.01 AGGREGATE MATERIALS
A. Verify that the following aggregate materials meet the applicable product requirements of
Section 02207 (Aggregate Materials) of the Technical Specifications:
1. Aggregate base.
2. Pipe bedding.
3. Sand ballast.
4. Loose rock riprap.
5. Grouted rock riprap.
6. Gravel pack.
7. Concrete aggregate.
8. Coarse rock for construction entrance.
9. Concrete sand.
10. Tank bedding and backfill.
2.02 CONFORMANCE TESTING
A. Prior to aggregate base,pipe bedding,tank bedding and tank backfill placement operations,
sample these respective materials to be used at the Work site and send the samples to the
Soils Testing Laboratory to perform following test as specified:
1. Moisture-Density Relationship (ASTM D 1557); one (1)per source.
B. Prior to sand ballast placement operations, sample the actual sand material to be used at the
Work site and send the samples to the Soils Testing Laboratory to perform at least one(1)of
each of the following tests as specified:
1. Sieve Analysis (ASTM C 136)per every 10,000 cubic yards.
2. Permeability(ASTM D 2434 [modified])per every 10,000 cubic yards.
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C. Verify that the respective aggregate materials are derived from the approved sources
throughout the Work.
PART 3 EXECUTION
3.01 STOCKPILING
A. Verify that the Contractor places all aggregate materials in the appropriate stockpile areas
designated in the Plans and in accordance with all requirements in the Technical
Specifications.
B. Verify that provisions are made to direct surface water away from stockpile site(s) so as to
prevent erosion or deterioration of materials.
END OF CQA SECTION 02207
AGGREGATE MATERIALS
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CQA SECTION 02222
EXCAVATION
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that all excavation work
associated with the various construction tasks are in compliance with the Plans and Technical
Specifications.
1.02 SUBMITTALS
A. Collect three(3)copies of the Contractor's Storm Water Pollution Prevention Plan(SWPPP)
as required in the Technical Specifications.
B. Collect certified weight tags issued by the permitted transfer station or solid waste disposal
facility for all loads of refuse transported off-site for disposal.
C. Verify compliance with the submittal schedule and update Submittal Log.
D. Perform submittal review and approval procedures in Part 1.03 of Section 01300(Submittals)
of this CQA Plan.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 PREPARATION
A. Prior to beginning of any portion of general earthwork, hold a preparatory meeting in
accordance with Part 1.04 of Section 01039 (Project Meetings)of this CQA Plan.
B. Verify that the Contractor has located all underground utilities prior to performing any
excavation for drainage and/or erosion control structures outside the limits of Work shown on
the Plans.
3.02 CLEARING AND GRUBBING
A. Verify that all areas delineated for construction as shown on the Plans, including interim
cover soil on the landfill surface and natural ground surface within the limits of the on-site
borrow area, are cleared of all vegetative growth, such as brush, grass, weeds, or other
deleterious material.
B. Verify that clearing and grubbing is performed prior to beginning excavation of any area.
C. Verify that cleared and grubbed debris are stockpiled separately from excavated material in
accordance with the requirements set forth in Part 3.05 of this Section.
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3.03 REFUSE EXCAVATION AND RELOCATION
A. After clearing and grubbing, verify that residual existing interim cover soil overlying the
designated refuse excavation areas is segregated and subsequently reused as foundation layer
material.
B. Verify that refuse beneath the existing power lines is excavated to the lines, grades and
dimensions shown on the Plans.
C. Verify that the excavated refuse is relocated to the designated refuse relocation area shown on
the Plans.
D. Verify that the relocated refuse placed within the designated refuse relocation area is spread in
uniform lifts not exceeding 2 feet in thickness and the each lift is compacted with a minimum
of four(4)passes using a dozer.
E. Verify that the relocated refuse lifts is covered with a minimum of 6 inches of soil at the end
of each working day to minimize vector hazards and odor nuisance.
F. Verify that within five(5)working days of completing the refuse excavation work beneath the
existing power lines,the refuse relocation area is completely covered with a minimum of 12
inches of prepared and compacted foundation layer material in accordance with Section
02240 (Foundation Layer) of these Technical Specifications.
3.04 INCIDENTAL REFUSE EXCAVATION AND DISPOSAL
A. Verify that refuse is excavated at the locations and to the details shown on the Plans to
accommodate the installation of drainage, LFG collection system, and condensate
drain/discharge components.
B. Verify that excavated refuse is handled and managed in accordance with the procedures
outlined in Section 02222(Excavation)of the Technical Specifications,including placement
of refuse in roll-off bins or dump trucks,covering of roll-off bins or dump trucks containing
refuse at the end of each working day,and the removal of refuse from the site within 48 hours
of being excavated.
C. Verify that the Contractor does not mix excess,surplus,or waste materials from other general
construction activities with the refuse derived from the excavation work described in this
Section.
3.05 SOIL EXCAVATION
A. Verify that excavation of swales for drainage and erosion control structures conforms to
Section 19-4.01 of the Standard Specifications.
3.06 GRADING
A. Verify that the excavations for the on-site borrow area,drainage swales,and leachate UST are
constructed in conformance with the lines, grades, and dimensions shown on the Plans.
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B. Verify that unsuitable materials, as determined by the Design Engineer, encountered at the
subgrade elevation are removed and stockpiled separately from excavated material or
disposed of in accordance with Section 02222(Excavation)of the Technical Specifications.
C. Verify that where excavation is inadvertently carried below subgrade elevations, suitable
provision is made by the Contractor for adjustment of same as determined by the Design
Engineer to meet requirements incurred by the deeper excavation;also,verify that inadvertent
over-excavation in such locations is rectified by backfilling with engineered fill and
compacting to provide a firm and unyielding subgrade in accordance with the requirements of
the Technical Specifications.
3.07 HAUL ROAD CONSTRUCTION
A. Verify that haul road locations have been approved by the Design Engineer.
3.08 DUST CONTROL
A. Verify that dust control measures are implemented by the Contractor in accordance with the
approved Dust Control Plan and are effective in preventing and controlling the generation of
dust in construction zones, along haul roads, in equipment parking areas, and in other
locations as may be required due to operations related to performing the Work, and as
required by the Design Engineer.
3.09 EROSION CONTROL
A. Verify that erosion and sediment control measures are implemented by the Contractor in
accordance with the approved SWPPP, and as directed by the Design Engineer for all
excavation work areas including on-site borrow area, sedimentation basins, leachate UST,
stockpile areas, adjacent areas which have been disturbed, or any other affected areas.
3.10 DRAINAGE CONTROL
A. Verify that the Contractor provides ample means and devices with which to promptly remove
and dispose of all water from any source entering the stockpile area(s) and any other active
Work areas,and maintains these at all times until authorization for their removal is issued by
the Design Engineer.
3.11 CORRECTIVE ACTIONS
A. If any portion(s) of the excavation work does not meet the requirements of the Plans and
Technical Specifications,based on either field test results,observations,field survey,and/or
physical measurement,verify that that portion(s)is reworked or removed and replaced to meet
the requirements of the Plans and Technical Specifications and that the corrective actions
implemented by the Contractor are in conformance with methods approved by the Design
Engineer and the applicable Standard Specifications.
END OF CQA SECTION 02222
EXCAVATION
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CQA SECTION 02224
ENGINEERED FILL
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that engineered fill materials and
construction methods are in compliance with the Plans and Technical Specifications.
1.02 SUBMITTALS (Not Used)
PART 2 PRODUCTS
2.01 ENGINEERED FILL
A. Verify that the engineered fill materials meets the applicable product requirements of Section
02224 (Engineered Fill)of the Technical Specifications.
2.02 CONFORMANCE TESTING
A. Verify that engineered fill is obtained from one of the approved on-site borrow sources.
B. If engineered fill placement operations are being performed concurrently and from the same
borrow source area as the foundation layer or erosion-resistant layer construction,use results
from the foundation/erosion-resistant layer conformance testing to determine moisture-density
relationship for compaction. If not,sample the actual engineered fill material to be used and
send the samples to the Soils Testing Laboratory to perform the following test per the stated
frequency of material to be placed or a minimum of two (2) tests, whichever results in the
greater number of tests:
1. Moisture-Density Relationship Curve(ASTM D 1557)per every 5,000 cubic yards.
C. If engineered fill material appearance or properties are different from those identified from
borrow source characterization or change within the same location at the on-site borrow
source,based on visual observation,perform additional borrow source characterization tests
in accordance with the aforementioned conformance testing program.
D. Notify the Design Engineer of a change in materials and receive approval from the Design
Engineer for use of the material as engineered fill prior to excavating additional material from
that location within the on-site borrow source.
PART 3 EXECUTION
3.01 PREPARATION
A. Prior to engineered fill placement operations,hold a preparatory meeting in accordance with
Part 1.04 of Section 01039 (Project Meetings)of this CQA Plan.
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B. Convey to the Contractor that the nuclear testing gauge shall be calibrated on a daily basis
using the methods and materials recommended by the gauge manufacturer.The nuclear gauge
serial number and the name of the soil technician performing the soil density testing shall be
noted to demonstrate that both the technician and the nuclear gauge are certified.
3.02 PLACEMENT
A. Verify that prior to placement of engineered fill on native ground,the subgrade is scarified to
a depth of approximately 6 inches,moisture conditioned to within 1 to 3 percentage points of
optimum moisture content,and compacted to at least 90 percent of the maximum dry density
as determined by ASTM D1557.
B. Verify that engineered fill material is spread in uniform loose lifts not exceeding 8 inches in
thickness.
C. Verify that each loose lift is moisture conditioned and thoroughly mixed to ensure a uniformly
distributed moisture content.
3.03 COMPACTION
A. Verify that the final thickness of compacted lifts does not exceed 6 inches.
B. Perform the following field tests at the frequency shown to verify that the compacted
engineered fill has a minimum dry density of 90 percent of the maximum dry density and is at
a moisture content within 1 to 3 percentage points of the optimum moisture content as
determined from ASTM D 1557:
1. Dry Density and Moisture Content-Nuclear(ASTMD 2922 and D 3017); at least
four samples (4)per 1,000 cubic yards of material placed or four samples per day.
a. For sedimentation basin improvements and former leachate pond backfill,
perform at least one (1)test per every 5,000 cubic yards
2. Moisture Content (ASTM D 4959); at least one (1) test per every ten (10) nuclear
gauge tests.
C. Record corresponding dry density and moisture content results on the Nuclear
Density/Moisture Test Data form.
3.04 CORRECTIVE ACTIONS
A. If any portion(s) of the engineered fill does not meet the requirements of the Plans and
Technical Specifications,based on either field test results,observations,field survey,and/or
physical measurement,verify that that portion(s)is reworked or removed and replaced to meet
the requirements of the Plans and Technical Specifications and that the corrective actions
implemented by the Contractor are in conformance with methods approved by the Design
Engineer and the applicable Standard Specifications.
END OF CQA SECTION 02224
ENGINEERED FILL
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CQA SECTION 02225
TRENCHING AND BACKFILLING
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that all trenching and backfilling
work associated with the various construction tasks are in compliance with the Plans and
Technical Specifications.
1.02 SUBMITTALS (Not Used)
PART 2 PRODUCTS
2.01 PIPE BEDDING
A. Verify pipe bedding conformance under CQA Section 02207 (Aggregate Materials) of this
CQA Plan.
2.02 ENGINEERED FILL
A. Verify engineered fill conformance under CQA Section 02224(Engineered Fill)of this CQA
Plan.
2.03 CONFORMANCE TESTING
A. Review moisture-density relationship conformance test results for the pipe bedding and
engineered fill as determined under CQA Section 02207 (Aggregate Materials) and CQA
Section 02224 (Engineered Fill),respectively, of this CQA Plan.
PART 3 EXECUTION
3.01 TRENCH PREPARATION
A. Verify that the required points of connection,lines,levels,contours,and datum locations have
been identified by the Contractor.
B. Verify that the Contractor has located all utilities to avoid mechanical and structural
interference.
3.02 TRENCH EXCAVATION
A. Verify that trenches are excavated to the lines and grades as shown on the Plans.
B. Verify that any water or materials that interfere with the work is removed.
C. Verify that soft areas of trench subgrades not capable of compaction in place are cut out.
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D. Verify that trench bottoms are firm, continuous,relatively smooth and free of rocks and/or
unsuitable material prior to the installation of pipe bedding or trench backfill material.
3.03 SHORING, SHEETING,AND BRACING OF TRENCH
A. Verify that the Contractor has secured a trench permit from the California Division of
Industrial Safety prior to excavating any trench over 5 feet in depth.
B. Verify that shoring and sheeting is removed as the backfill is completed in a manner that will
not damage the pipe or permit voids in the backfill.
3.04 PIPE/CONDUIT TRENCH BACKFILLING
A. Verify that trenches are backfilled to the lines and grades as shown on the Plans.
B. Verify that the placement methods employed do not disturb or damage buried drainage pipes
and conduits in the trench.
C. Verify that pipe bedding material is placed at trench bottom in one continuous level layer not
exceeding 6 inches in compacted depth.
D. Verify that pipe bedding is placed around the sides and to the top of the pipe/conduit,tamped
in place, and compacted.
E. Verify that optimum moisture content of pipe bedding material is maintained to attain
required compaction density.
F. Perform the following field tests at the frequency shown to verify that the compacted pipe
bedding and engineered fill have a minimum dry density of 90 percent of the maximum dry
density and is at a moisture content within 1 to 3 percentage points of the optimum moisture
content as determined from ASTM D 1557:
1. Dry Density and Moisture Content-Nuclear(ASTMD 2922 and D 3017); at least
one (1)test per 100 linear feet per lift or at a change in material.
2. Moisture Content (ASTM D 4959); at least one (1) test per every ten (10) nuclear
gauge tests.
G. Record corresponding dry density and moisture content results on the Nuclear
Density/Moisture Test Data form.
H. Verify that trenches are not jetted,unless allowed by the Design Engineer.
L For buried pipe that does not require pipe bedding or engineered fill(condensate drain pipe),
verify that the trench backfill is placed in a manner that will not damage the pipe and that the
backfill is compacted to a firm consistency consistent with surrounding erosion-resistant layer
material.
3.05 ANCHOR TRENCH BACKFILLING
A. Verify that the placement method employed does not damage the ClosureTurfFM in the trench.
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B. Verify that the portion of the trench above the ClosureTurfr'is backfilled with engineered fill
and field tested consistent with the procedures described in Part 3.04 of this Section.
C. Verify that trenches are not jetted,unless allowed by the Design Engineer.
D. Verify that the trenches are backfilled to the lines and grades as shown on the Plans.
3.06 CORRECTIVE ACTIONS
A. If any portion(s) of the trenching and/or backfilling does not meet the requirements of the
Plans and Technical Specifications, based on either field test results, observations, field
survey,and/or physical measurement,verify that that portion(s)is reworked or removed and
replaced to meet the requirements of the Plans and Technical Specifications and that the
corrective actions implemented by the Contractor are in conformance with methods approved
by the Design Engineer and the applicable Standard Specifications.
END OF CQA SECTION 02225
TRENCHING AND BACKFILLING
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CQA SECTION 02240
FOUNDATION LAYER
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that the foundation layer
materials and construction methods are in compliance with the Plans and Technical
Specifications.
1.02 SUBMITTALS (Not Used)
PART 2 PRODUCTS
2.01 FOUNDATION LAYER MATERIAL
A. Verify that the foundation layer materials meet the applicable product requirements of Section
02240 (Foundation Layer) of the Technical Specifications.
B. Verify that residual interim cover soil derived from designated refuse excavation areas is free
of refuse and suitable for reuse as new foundation layer material.
2.02 CONFORMANCE TESTING
A. Following clearing and grubbing of landfill surface but prior to fine grading and scarification
operations,sample existing interim cover material to be incorporated into the foundation layer
and send the samples to the Soils Testing Laboratory to perform at least one(1)of each of the
following tests as specified:
1. Particle Size Analysis (ASTM D 422)per every 5,000 cubic yards.
2. Unified Soil Classification(ASTM D 2487)per every 5,000 cubic yards.
3. Moisture-Density Relationship Curve(ASTM D 1557)per every 5,000 cubic yards.
B. Prior to new foundation layer placement operations, sample the actual foundation layer
material to be used at the Work site and send the samples to the Soils Testing Laboratory to
perform at least one (1) of each of the following tests as specified:
1. Particle Size Analysis (ASTM D 422)per every 5,000 cubic yards.
2. Unified Soil Classification(ASTM D 2487)per every 5,000 cubic yards.
3. Moisture-Density Relationship Curve(ASTM D 1557)per every 5,000 cubic yards.
C. Verify that foundation layer material is obtained from the approved on-site borrow source as
determined from the aforementioned conformance testing.
D. If foundation layer material appearance or properties are different from those identified from
borrow source characterization or change within the same location at the on-site borrow
source,based on visual observation,perform additional borrow source characterization tests
in accordance with the aforementioned conformance testing program.
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E. Notify the Design Engineer of a change in materials and receive approval from the Design
Engineer for use of the material for foundation layer construction prior to excavating
additional material from that location within the on-site borrow source.
PART 3 EXECUTION
3.01 PREPARATION
A. Prior to foundation layer placement operations,hold a preparatory meeting in accordance with
Part 1.04 of Section 01039 (Project Meetings)of this CQA Plan.
B. Convey to the Contractor that the nuclear testing gauge shall be calibrated on a daily basis
using the methods and materials recommended by the gauge manufacturer.The nuclear gauge
serial number and the name of the soil technician performing the soil density testing shall be
noted to demonstrate that both the technician and the nuclear gauge are certified.
3.02 PREPARATION OF EXISTING INTERIM COVER SOIL TO BE INCORPORATED INTO THE
FOUNDATION LAYER
A. Perform visual soil classification of the interim cover soils per the following test method and
frequency:
1. Visual Soil Classification (ASTMD 2488); at least one (1)test per every acre.
B. Verify that existing interim cover soils are scarified to a minimum depth of 12 inches.
C. Following scarification,verify that existing interim cover soils are moisture conditioned and
thoroughly mixed to ensure a uniformly distributed moisture content to within 1 to 3
percentage points of the optimum moisture content.
D. Perform the following field tests at the frequency shown to verify that the compacted interim
cover soils have a minimum dry density of 90 percent of the maximum dry density and within
1 to 3 percentage points of the optimum moisture content as determined from ASTM D 1557:
1. Dry Density andMoisture Content-Nuclear(ASTMD 2922 andD 3017). Soil shall
be sampled and tested at a frequency of four samples per 1,000 cubic yards
(3/AC/lift)of material placed or four samples per day,whichever frequency results in
the greatest number of tests.
2. Moisture Content (ASTM D 4959); at least one (1) test per every ten (10) nuclear
gauge tests.
3.03 PLACEMENT AND COMPACTION OF NEW FOUNDATION LAYER MATERIAL
A. Verify that foundation layer material is moisture conditioned and thoroughly mixed in the on-
site borrow area to ensure a uniformly distributed moisture content. At time of placement,
perform the following field test at the frequency shown to verify that the foundation layer
material meets the soil classification requirements:
1. Soil Classification (ASTMD 2488);one(1)sample per three(3)acres per lift(2,400
cubic yards)of material placed or change in material,whichever results in the greater
number of tests.
B. Record corresponding soil classification results on the Test Data form.
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C. Continuously observe all placement operations to verify that the foundation layer material is
consistent and has no oversized particles,overly wet or dry areas,or organic,deleterious,or
other unsuitable matter.
D. Verify that foundation layer material is spread in uniform loose lifts not exceeding 8 or 12
inches in thickness.
E. Verify that each loose lift is moisture conditioned and thoroughly mixed to ensure a uniformly
distributed moisture content.
F. Verify that the final thickness of compacted lifts for new foundation layer material does not
exceed 6 inches.
G. Perform the following field tests on each 6-inch lift at the frequency shown to verify that the
foundation layer has been compacted to 90 percent of the maximum dry density and is within
1 to 3 percentage points of the optimum moisture content as determined from ASTM D 1557:
1. Dry Density andMoisture Content-Nuclear(ASTMD 2922 and D 3017). Soil shall
be sampled and tested at a frequency of four samples per 1,000 cubic yards
(3/AC/lift)of material placed or four samples per day,whichever frequency results in
the greatest number of tests.
2. Moisture Content (ASTM D 4959); at least one (1) test per every ten (10) nuclear
gauge tests.
H. Record corresponding dry density and moisture content results on the Nuclear
Density/Moisture Test Data form.
3.04 FINAL SURFACE PREPARATION
A. Verify that the completed foundation layer surface is free of individual particles or protrusions
greater than 0.50 inches in diameter.
B. Verify that ruts and ridges on the completed foundation layer surface are limited to a
maximum depth or height of 1.0 inch.
3.05 CONFORMANCE VERIFICATION
A. Verify by auger or survey that the completed foundation layer has a minimum thickness of 12
inches. Measurements by either method shall be conducted using a grid pattern with 100-foot
centers.
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3.06 CORRECTIVE ACTIONS
A. If any portion(s) of the foundation layer does not meet the requirements of the Plans and
Technical Specifications,based on either field test results,observations,field survey,and/or
physical measurement,verify that that portion(s)is reworked or removed and replaced to meet
the requirements of the Plans and Technical Specifications and that the corrective actions
implemented by the Contractor are in conformance with methods approved by the Design
Engineer and the applicable Standard Specifications.
END OF CQA SECTION 02240
FOUNDATION LAYER
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CQA SECTION 02310
ACCESS ROADS
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that the access road materials
and construction methods are in compliance with the Plans and Technical Specifications.
1.02 SUBMITTALS (Not Used)
PART 2 PRODUCTS
2.01 REINFORCEMENT GEOTEXTILE
A. Verify reinforcement geotextile conformance under CQA Section 02771 (Reinforcement
Geotextile)of this CQA Plan.
2.02 AGGREGATE BASE
A. Verify aggregate base conformance under CQA Section 02207(Aggregate Materials)of this
CQA Plan.
2.03 CONFORMANCE TESTING
A. Review moisture-density relationship conformance test results for the aggregate base as
determined under CQA Section 02207 (Aggregate Materials) of this CQA Plan.
PART 3 EXECUTION
3.01 SUBGRADE
A. Where access roads are not constructed on engineered fill,verify that subgrade is scarified a
minimum of 6 inches,uniformly moisture conditioned to within 1 to 3 percentages points of
optimum moisture content,and compacted to at least 90 percent of the maximum dry density
as determined by ASTM D 1557.
B. Where access roads are constructed on engineered fill,verify that the engineered fill has been
placed and compacted in accordance with the requirements of Section 02224 (Engineered
Fill)of this CQA Plan.
C. Where access roads are constructed on installed engineered turf, verify that the following
precautions and requirement are implemented:
1. Vehicle and equipment access on the installed engineered turf conform with
applicable provisions outlined in Section 02772 (Geomembrane) of the Technical
Specifications.
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2. Verify that the initial lift of engineering filled placed atop the installed engineered
turf is well graded and does not contain rocks or clods over 1 inch in greatest
dimension.
3.02 REINFORCEMENT GEOTEXTILE
A. Verify that reinforcement geotextile is installed,including examination of subgrade surface,in
accordance with the requirements for geotextile as set forth in Section 02771 (Geotextile)of
this CQA Plan.
3.03 AGGREGATE BASE
A. Verify the stability of the subgrade by proof rolling with a roller or loaded water truck. Verify
that any areas determined not to be suitable are allowed to air dry until stable or over-
excavated and backfilled with aggregate base.
B. Verify that trucks do not back-dump aggregate base onto the reinforcement geotextile and that
they only drive on previously dumped aggregate base to progress.
C. Verify that aggregate base material is spread in uniform loose lifts not exceeding 8 inches in
thickness.
D. Perform the following field tests at the frequency shown to verify that the compacted
aggregate base material has a minimum dry density of 95 percent of the maximum dry density
and is within 1 to 3 percentage points of the optimum moisture content as determined from
ASTM D 1557:
1. Dry Density and Moisture Content-Nuclear(ASTMD 2922 and D 3017); at least
one (1)test per 100 linear feet per lift.
2. Moisture Content(ASTM D 4959); at least one (1) test per every ten (10) nuclear
gauge tests.
E. Record corresponding dry density and moisture content results on the Nuclear
Density/Moisture Test Data form.
F. Verify that access roads are"proof rolled"with a heavy wheel-load vehicle,such as a loaded
water truck,to identify weak areas,and verify that any weak areas are reworked to the Design
Engineer's satisfaction.
3.04 CORRECTIVE ACTIONS
A. If any portion(s) of the access roads does not meet the requirements of the Plans and
Technical Specifications,based on either field test results,observations,field survey,and/or
physical measurement,verify that that portion(s)is reworked or removed and replaced to meet
the requirements of the Plans and Technical Specifications and that the corrective actions
implemented by the Contractor are in conformance with methods approved by the Design
Engineer and the applicable Standard Specifications.
B. If any portion(s)of the underlying installed engineered turf is damaged during the access road
construction as determined by visual observations, verify that that portion(s) is repaired or
removed and replaced to meet the requirements of the Technical Specifications and that the
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corrective actions implemented by the Contractor are in conformance with methods approved
by the Design Engineer and the applicable Standard Specifications.
END OF CQA SECTION 02310
ACCESS ROADS
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CQA SECTION 02722
DRAINAGE AND EROSION CONTROLS
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that the drainage and erosion
control materials and construction methods are in compliance with the Plans and Technical
Specifications.
1.02 SUBMITTALS
A. Collect three (3) copies of each submittal required in the Technical Specifications.
B. Verify compliance with the submittal schedule and update Submittal Log.
C. Perform submittal review and approval procedures in Part 1.03 of Section 01300(Submittals)
of this CQA Plan.
PART 2 PRODUCTS
2.01 DRAINAGE AND EROSION CONTROL COMPONENTS
A. Verify that the following drainage and erosion control components meet the applicable
product requirements of Section 02722 (Drainage and Erosion Controls) of the Technical
Specifications:
1. Corrugated metal pipe (CMP), couplings and fabricated fittings.
2. High density polyethylene (HDPE)pipe, couplings and fabricated fittings.
3. CMP anchor assembly stakes and hardware.
4. Wood posts and railings.
5. Steel grates for drainage inlets.
6. Turf reinforcement mat(TRM).
7. TRM anchorage stakes.
8. Erosion control netting.
9. Erosion control netting anchors.
2.02 PIPE BEDDING
A. Verify pipe bedding conformance under CQA Section 02207 (Aggregate Materials) of this
CQA Plan.
2.03 BACKFILL
A. Verify that backfill placed above pipe bedding consists of material excavated from the
trench/excavation unless specified otherwise by the Design Engineer.
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B. Review moisture-density relationship conformance test results for the erosion-resistant layer
as determined under CQA Section 02250 (Erosion-Resistant Layer) of this CQA Plan.
2.04 ROCK RIPRAP
A. Verify rock riprap conformance under CQA Section 02207 (Aggregate Materials) of this
CQA Plan.
2.05 CONCRETE
A. Verify concrete conformance under CQA Section 03300 (Concrete)of this CQA Plan.
PART 3 EXECUTION
3.01 PREPARATION
A. Prior to beginning construction of any drainage and erosion control structure, hold a
preparatory meeting in accordance with Part 1.04 of Section 01039(Project Meetings)of this
CQA Plan.
3.02 STOCKPILING
A. Verify that the Contractor places all drainage and erosion control materials in an area(s)
approved by the Design Engineer.
3.03 EXCAVATION
A. Verify excavation conformance under CQA Section 02222 (Excavation)of this CQA Plan.
3.04 DRAIN INLETS AND DRAIN PIPE
A. Verify trenching conformance under CQA Section 02225 (Trenching and Backfilling)of this
CQA Plan.
B. Verify that drain inlets/buried drain pipe and associated bedding and backfill material are
placed in conformance with Section 66-1 of the Standard Specifications and the Technical
Specifications.
C. Verify that above ground drain pipes are placed and anchored in conformance with Section 66
of the Standard Specifications and as shown on the Plans.
3.05 SEDIMENTATION BASIN OUTLET STRUCTURES
A. Verify that vertical slots are cut in the sedimentation basin drainage risers to the dimensions,
orientation and frequency as shown on the Plans.
B. Verify trenching conformance under CQA Section 02225 (Trenching and Backfilling)of this
CQA Plan.
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C. Verify that minor concrete installed for the drainage riser foundations is as shown on the
Plans.
D. Verify concrete placement conformance under CQA Section 03300(Concrete)of this CQA
Plan.
E. Verify that bedding and backfill material are placed in conformance with Section 66-1 of the
Standard Specifications and the Technical Specifications.
3.06 EARTHEN SWALES
A. Verify excavation conformance under CQA Section 02222 (Excavation)of this CQA Plan.
3.07 EROSION MAT LINED SWALES
A. Verify that the TRM is installed as shown on the Plans and per manufacturer's
recommendations.
B. Verify that trenches for terminal and check slots(anchorage)are excavated into the erosion-
resistant layer as shown on the Plans.
C. Verify trench backfill conformance under CQA Section 02225 (Trenching and Backfilling)
and perform the following field tests at the frequency shown to verify that the trench backfill
has a minimum dry density of 90 percent of the maximum dry density and is within 1 to 3
percentage points of the optimum moisture content as determined from ASTM D 1557:
1. Dry Density and Moisture Content-Nuclear(ASTMD 2922 and D 3017); at least
one (1)test per 100 linear feet per lift.
2. Moisture Content(ASTM D 4959); at least one (1) test per every ten (10) nuclear
gauge tests.
D. Record corresponding dry density and moisture content results on the Nuclear
Density/Moisture Test Data form.
E. Verify that TRM placed at the top of swale (finish surface)is at or below the final grade so
surface drainage can flow freely into the swale.
F. Verify that all splices are shingled downstream.
G. Verify that anchorage stakes are installed as shown on the Plans and per manufacturer's
recommendations.
3.08 LOOSE ROCK RIPRAP LINED SWALES
A. Verify filter geotextile installation conformance under CQA Section 02771 (Geotextile) of
this CQA Plan.
B. Verify that rock riprap is placed to the average thickness shown on the Plans with a maximum
thickness deviation of 4 inches at any location.
C. Verify that rock riprap is not be placed by dumping.
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D. Verify that individual riprap stones are moved and placed as necessary to obtain a stable
three-point bearing for each stone and a well-graded distribution along the entire length of the
swale.
E. Verify that the placed rock riprap is free of pockets of small stones or clusters of larger stones.
3.09 GROUTED ROCK RIPRAP OUTFALLS
A. Verify that the footprint of the outfall is excavated to the dimensions as shown on the Plans.
B. Verify that rock riprap is placed within the excavated footprint to the average thickness shown
on the Plans with a maximum thickness deviation of 4 inches at any location.
C. Verify that rock riprap is not be placed by dumping.
D. Verify that individual riprap stones are moved and placed as necessary to obtain a stable
three-point bearing for each stone and a well-graded distribution over the entire footprint of
the outfall.
F. Verify that the placed rock riprap is free of pockets of small stones or clusters of larger stones.
G. Verify concrete placement conformance under CQA Section 03300(Concrete)of this CQA
Plan.
3.10 LOOSE ROCK RIPRAP INLETS AND OUTLETS
A. Verify that the footprint of the inlet or outfall is excavated to the dimensions as shown on the
Plans.
B. Verify filter geotextile installation conformance under CQA Section 02771 (Geotextile) of
this CQA Plan.
C. Verify that rock riprap is placed on the installed filter geotextile to the average thickness
shown on the Plans with a maximum thickness deviation of 4 inches at any location.
D. Verify that rock riprap is not be placed by dumping.
E. Verify that individual riprap stones are moved and placed as necessary to obtain a stable
three-point bearing for each stone and a well-graded distribution over the entire footprint of
the inlet or outfall.
F. Verify that the placed rock riprap is free of pockets of small stones or clusters of larger stones.
3.11 EROSION CONTROL
A. Verify that the finish surface has been track walked prior to placement of seeding,fertilizer
and straw.
B. Verify that the straw is placed onto landfill surface slopes that are steeper than 10 percent.
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C. Verify that the blown straw applied to the landfill surface slopes has a minimum thickness of
1.5 inches in place.
D. Verify that erosion control netting is placed over the applied straw and that the netting is
secured with anchors at a frequency of 1 foot on center along the edges,and one(1)every 35
square feet for interior areas. Verify that butt joints are spaced 1 foot apart.
3.12 CONFORMANCE VERIFICATION
A. After construction of any portion of drainage and erosion control measures,verify all grades
and dimensions of completed work by either field survey or physical measurement.
3.13 CORRECTIVE ACTIONS
A. If any portion(s)of the drainage and erosion control provisions do not meet the requirements
of the Plans and Technical Specifications,based on either field test results,observations,field
survey,and/or physical measurement,verify that that portion(s)is reworked or removed and
replaced to meet the requirements of the Technical Specifications and that the corrective
actions implemented by the Contractor are in conformance with methods approved by the
Design Engineer and the applicable Standard Specifications.
END OF CQA SECTION 02722
DRAINAGE AND EROSION CONTROL
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CQA SECTION 02771
GEOTEXTILE
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that reinforcement geotextile
materials and installation are in compliance with the Plans and Technical Specifications.
1.02 SUBMITTALS
A. Collect three (3) copies of each submittal listed in the Technical Specifications.
B. Verify compliance with the submittal schedule and update Submittal Log.
C. Perform submittal review and approval procedures in Part 1.03 of Section 01300(Submittals)
of this CQA Plan.
1.03 TRANSPORT AND STORAGE
A. Upon delivery of the filter and reinforcement geotextile rolls to the Work site,verify that the
rolls have been transported with opaque protective coverings and within a closed trailer.
B. During unloading of the filter and reinforcement geotextile rolls at the Work site,perform the
following procedure:
1. Obtain a copy of the packing list.
2. Complete the Geotextile Delivery and Control Log for each shipment and attach a
copy of the packing list. The Geotextile Delivery and Control Log documents the
following:
a. Delivery date.
b. Roll numbers.
C. Batch/lot numbers or production dates.
d. Roll dimensions.
e. Receipt of MQC test reports.
f. CQA conformance test sampling.
g. Receipt of CQA conformance test results.
h. Manufacturer and Product Name or Designation.
i. Name of CQA monitor observing delivery and storage.
j. Total quantity delivered with each shipment and the cumulative total
quantity delivered to date.
k. Additional notes including rejection of materials, condition of delivered
materials, and other materials included with the shipments.
3. Obtain written certification from the Supplier that unloading and storage of the filter
and reinforcement geotextile rolls has been done in accordance with the
Manufacturer's recommended procedures.
4. Verify that filter and reinforcement geotextile rolls are transported, unloaded,
handled, and stored in a manner that does not damage the filter and reinforcement
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geotextile rolls or their protective coverings in accordance with the Manufacturer's
recommended procedures and the following requirements:
a. Nylon or other cloth straps were used to unload and handle the filter and
reinforcement geotextile rolls to protect the rolls and their protective
coverings from damage.
b. The filter and reinforcement geotextile rolls were stacked no more than five
rolls high and with a 3-foot wide access path between the stacked rows.
5. Verify that damaged protective coverings are repaired or replaced.
6. Identify and separate damaged or rejected filter and reinforcement geotextile rolls.
PART2 PRODUCTS
2.01 GEOTEXTILE COMPONENTS
A. Verify that the following filter and reinforcement geotextile components meet the applicable
product requirements of Section 02771 (Geotextile) of the Technical Specifications:
1. Filter geotextile.
2. Reinforcement geotextile.
3. Sewing thread.
PART 3 EXECUTION
3.01 PREPARATION AND EXAMINATION
A. Prior to filter and reinforcement geotextile installation, hold a preparatory meeting in
accordance with Part 1.04 of Section 01039 (Project Meetings)of this CQA Plan.
B. Prior to filter and reinforcement geotextile installation, verify that all underlying material
installation and construction has been completed in accordance with the Technical
Specifications.
3.02 INSTALLATION
A. Verify that the filter and reinforcement geotextile is installed in accordance with
Manufacturer's instructions for deployment, seaming, and exposure.
B. Verify that the filter and reinforcement geotextile is installed with sufficient tension to prevent
excessive overlapping, insufficient overlapping,wrinkles, and folds.
C. Verify that the filter and reinforcement geotextile panels are overlapped with sufficient
material to create a prayer fold for sewing operations.
D. Verify that the filter and reinforcement geotextile is adequately ballasted during installation
and until geotextile is covered with the overlying material.
E. Verify that the reinforcement geotextile are permanently anchored as shown on the Plans
when installation is complete.
F. Verify that filter and reinforcement geotextile damaged during installation is removed and/or
repaired with a sewn patch.
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G. Verify that terminal ends of reinforcement geotextile, where the type and purpose of the
geotextile changes as shown on the Plans, are overlapped a minimum of 4 feet.
H. Verify that when cutting any filter and reinforcement geotextile above other geosynthetics,the
Installer uses a knife with a hooked blade.
L Verify that the underlying soil subgrade or installed geosynthetics are not damaged by filter
and reinforcement geotextile installation equipment or methods and that any damaged soil
subgrade or installed geosynthetics are completely repaired in accordance with the
requirements of the applicable parts of Section 02771 (Geotextile) of the Technical
Specifications.
J. Verify that rocks,excessive dust,excessive moisture or other matter that could cause damage,
hamper sewing operations, or clog the filter and reinforcement geotextile are not trapped
under the filter and reinforcement geotextile or within the overlap.
3.03 SEAMING AND REPAIR
A. Verify that all seams are sewn unless an alternate seaming method is allowed by the Design
Engineer based on the Installer's demonstration of the alternative acceptability.
B. Verify that overlaps are clean and free of soil materials which could adversely affect sewing
operations.
C. Verify that a prayer fold is made within the overlap prior to sewing.
D. Verify that a continuous 401 two-thread chain stitch is used to sew the prayer fold.
E. Verify that damaged filter and reinforcement geotextile is removed entirely and replaced or
repaired in accordance with the following guidelines:
1. Repair (patching) material shall be of the same type as the damaged filter and
reinforcement geotextile.
2. Patches shall extend a minimum of 12 inches in all directions beyond the damaged
area with the machine direction of the patch aligned with the machine direction of the
damaged filter and reinforcement geotextile.
3. Patches shall be seamed using the same method used for seaming the damaged filter
and reinforcement geotextile.
3.04 CORRECTIVE ACTIONS
A. If any portion(s) of the filter and reinforcement geotextile provisions do not meet the
requirements of the Plans and Technical Specifications,based on either observations and/or
physical measurement,verify that that portion(s)is repaired or removed and replaced to meet
the requirements of the Technical Specifications and that the corrective actions implemented
by the Contractor are in conformance with methods approved by the Design Engineer and the
applicable Standard Specifications.
END OF CQA SECTION 02771
REINFORCEMENT GEOTEXTILE
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CQA SECTION 02772
GEOMEMBRANE
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that geomembrane liner
materials and installation are in compliance with the Plans and Technical Specifications.
1.02 SUBMITTALS
A. Collect three copies of each submittal listed in the Specifications.
B. Verify compliance with the submittal schedule and update Submittal Log.
C. Perform submittal review and approval procedures in Part 1.03 of Section 01300(Submittals)
of this CQA Plan.
1.03 TRANSPORT AND STORAGE
A. During unloading of the geomembrane rolls at the site,perform the following procedure:
1. Obtain a copy of the packing list.
2. Complete the Geomembrane Delivery and Control Log for each shipment and attach
a copy of the packing list. The Geomembrane Delivery and Control Log documents
the following:
a. Delivery date;
b. Roll numbers;
C. Batch/lot numbers or production dates;
d. Roll dimensions;
e. Receipt of MQC test reports;
f. Manufacturer and Product Name or Designation;
g. Name of CQA monitor observing delivery and storage;
h. Total quantity delivered with each shipment and the a cumulative total
quantity delivered to date; and
i. Additional notes including rejection of materials, condition of delivered
materials, and other materials included with the shipments.
3. Obtain written certification from the Supplier that unloading and storage of the
geomembrane rolls has been done in accordance with the Manufacturer's
recommended procedures.
4. Verify that geomembrane rolls are transported, unloaded, handled, and stored in a
manner that does not damage the geomembrane rolls in accordance with the
Manufacturer's recommended procedures and the following requirements:
a. Stinger or straps(nylon or other cloth)shall be used to unload and handle the
geomembrane rolls to protect the rolls from damage.
b. The geomembrane rolls shall be stacked no more than three rolls high and
with a 3-foot wide access path between the stacked rows.
5. Identify and separate damaged or rejected geomembrane rolls.
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PART2 PRODUCTS
2.01 GEOMEMBRANE
A. Verify that geomembrane material consists of a compounded Linear Low-density
polyethylene (LLDPE)meeting the product requirements of the Technical Specifications.
2.02 EXTRUDATE ROD
A. Verify that extrudate rod is made from the same resin as the geomembrane.
2.03 GEOMEMBRANE SURFICIAL STRIPS
A. Verify that geomembrane surficial strip material consists of Super Gripnet or single-sided
geocomposite (200 mil).
2.04 CLOSURE TURFTM COLLECTION FOOT ASSEMBLIES
A. Verify that ClosureTurf M collection foot components are provided by the manufacturer of the
ClosureTurfrM product.
B. Verify PVC assembly components conformance under CQA Section 15200(LFG Collection
System Components)of this CQA Plan.
C. Verify that wellhead adapter consists of 2-inch by 1.5-inch flexible coupling with stainless
steel band clamps as manufactured by Fernco, or approved equivalent.
2.05 CLOSURE TURFTM PRESSURE RELIEF VALVES
A. Verify that ClosureTurfrM pressure relief valves are provided by the manufacturer of the
ClosureTurf M product.
2.06 FIELD TESTING EQUIPMENT
A. Verify that the Installer provides and uses a field tensiometer for seam testing that has been
calibrated within the last year and is accurate to within 2 pounds.
B. Verify that the Installer provides and uses a 1-inch(width)by 6-inch(length)cutting die for
cutting seam test specimens.
2.07 CONFORMANCE TESTING
A. Conduct sampling for CQA conformance testing at the site upon delivery or at the
manufacturing plant prior to shipment and delivery to the site.
B. For every 100,000 square feet of material delivered to the site, select at least one
geomembrane roll to sample for CQA conformance testing.
C. Sample the selected geomembrane rolls for CQA conformance testing using the following
procedure:
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1. Cut and discard the first three feet of geomembrane material from across the entire
width of the roll.
2. Cut the next 12 inches of material from across the entire width of the roll;this section
of material is the CQA conformance testing sample.
3. Assign a CQA test number to the sample and mark the following information directly
on the sample with a paint marker:
a. Machine direction of the sample.
b. Manufacturer's roll number.
C. CQA test number.
4. Complete the geomembrane Test Request and Sample Custody Log and ship samples
to the Geosynthetics Testing Laboratory via overnight delivery.
D. The following CQA conformance tests will be performed by the Geosynthetics Testing
Laboratory to verify compliance with the product requirements of the Specifications:
1. Tensile Properties (ASTM D 6693 /ASTM D 638).
2. Density (ASTM D 1505).
3. Carbon Black Content(ASTM D 4218).
4. Carbon Black Dispersion (ASTM D 5596).
5. Sheet Thickness (ASTM D 5994).
E. Upon completion of CQA conformance testing and receipt of the results,review all results for
compliance with the Specifications and report any test results which are not in compliance
with the Specifications to the Engineer.
F. Additional CQA conformance testing or corrective action to be performed in the event of test
results which are not in compliance with the Specifications will be determined by the
Engineer.
PART 3 EXECUTION
3.01 PREPARATION AND EXAMINATION
A. Prior to geomembrane installation, hold a preparatory meeting in accordance with Section
01039 (Progress Meetings)of this CQA Plan.
B. Prior to geomembrane installation, verify that all underlying material installation and
construction has been completed in accordance with the Technical Specifications.
C. Verify that prior to and at the middle of each geomembrane welding work shift and whenever
adjustments are made to the welding machines,the Installer prepares and tests trial welds for
each welding machine that is being used or will be used during that work shift.
D. Verify that trial welds are prepared for both fusion and extrusion welding machines and
sampled using the following guidelines:
1. Trial weld samples for fusion welding machines should be a minimum of 6 feet in
length.
2. Trial weld samples for extrusion welding machines should be a minimum of 3 feet in
length.
3. The trial weld should be centered along and run the entire length of the sample.
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E. Verify that trial welds are tested as follows:
1. Trial welds should be allowed to cool to ambient conditions prior to testing.
2. After cooling,excessive material should be cut from the beginning and the end of the
trial weld sample (approximately 4-inches from each end).
3. Using the cutting die,four 1-inch specimens should be cut at an even spacing along
the length of the trial weld.
4. Using the field tensiometer with a rate of separation of 2 inches per minute,two non-
adjacent specimens shall be tested for peel adhesion(peel)and two for bonded seam
strength(shear);both sides of fusion welds shall be tested for peel.
F. Record peel and shear test results for trial welds on the Geomembrane Deployment/Welding
Log using the following criteria:
1. Peel test specimens:
a. The break is either a film tear bond (FTB-passing) or a non-film tear bond
(NFTB-failing).
b. Percent of peel penetration into the weld (maximum of 10%).
C. Quantitative value for peel strength (minimum of 75 ppi).
2. Shear test specimens:
a. The break is either a film tear bond (FTB-passing) or a non-film tear bond
(NFTB-failing).
b. Elongation of shear specimen(minimum of 2 inches).
C. Quantitative value for bonded seam strength(minimum of 120 ppi).
G. If any of the four test specimens do not meet the peel or shear criteria,reject the entire trial
weld and verify that the welding machine is not used for installation of the geomembrane until
passing a retest consisting of repeating the entire trial weld sampling and testing procedure on
a new weld performed with the failing machine.
H. If the retested trial weld fails,verify that the welding machine is not used for installation of
the geomembrane until proper adjustments or repairs are made and passing a retest; if the
welding machine continually fails field trial weld testing,verify that the welding machine is
tagged and completely removed from work area.
3.02 INSTALLATION
A. Verify that geomembrane panels are deployed parallel to the slope by unrolling down the
entire length of the slope and that corrections or adjustments are made to panels which
become askew to the parallel line of the slope.
B. Verify that adjacent geomembrane panel edges are overlapped a minimum of 4-inches for
fusion welding and alignment of the overlap is kept consistent by marking overlap indicator
points.
C. Verify that geomembrane damaged during handling,transport,or deployment is removed or
repaired.
D. Verify that the underlying the soil subgrade or installed geosynthetics are not damaged by
geomembrane installation equipment or methods and that any damaged soil subgrade or
installed geosynthetics are completely repaired in accordance with the requirements of the
applicable section of the Specifications.
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E. Verify that the Installer only deploys the quantity of geomembrane which can be completely
welded and anchored by the end of the work shift or day.
F. Verify that the Installer prepares an adequate number of sandbags to ballast the geomembrane
during deployment in accordance with the following guidelines:
1. Only plastic ties should be used to close sandbags;no metal or wire ties are allowed.
2. Sandbags should be removed prior to deploying overlying materials and after
completion of permanent geomembrane anchorage.
3. Sandbag fill should not be disposed of within the limits of work unless the fill
consists of material which meets the Specification for the material it is disposed
upon.
4. Geomembrane rolls may also be used for ballast provided that no damage to the
deployed geomembrane occurs.
G. Verify that the Installer deploys and seams the geomembrane in a manner which minimizes
wrinkles and provides the proper amount of slack in the installed geomembrane to
compensate for contraction due to local temperature extremes prior to covering; no stress-
bridging or"fishmouths"are allowed.
H. Verify that immediately after geomembrane panels running through ditch flow lines or at toes
of slopes are welded,sandbags are placed end-to-end along the entire length of the flow or toe
line to prevent stress-bridging at those locations; alternatively, to reduce the number of
sandbags required and to further prevent stress-bridging, the Installer may anchor the
geomembrane near the toes of slopes within a backfilled anchor trench constructed in
accordance with the Specifications.
1. Verify that the geomembrane surficial strips, ClosureTurfrM collection foot assemblies, and
ClosureTurfrM pressure relief valves are installed per the Plans and in accordance with
manufacturer's recommendations.
J. Verify that geomembrane panels are not overlapped or seamed perpendicular to the slope on
slopes with a gradient of more than 10 percent, within 20 feet of the top of any slope, and
unless the geomembrane is anchored within a backfilled anchor trench constructed in
accordance with the Specifications.
K. Verify that when cutting any geomembrane above another geomembrane,the Installer uses a
knife with a hooked blade.
L. Record the following information on the Geomembrane Deployment/Welding Log:
Note: The abbreviations in parenthesis following each verification procedure are used on the
Geomembrane Deployment/Welding Log.
1. Temperature (T). Ambient and geomembrane surface temperatures with a
description of the current weather conditions. Record every two hours and document
dramatic changes in temperature and weather conditions.
2. Trial Welds (TW). Time of trial weld, type of welding equipment, welding
equipment number, welding operator, and results of field peel and shear testing of
trial welds.
3. Panel (P). Assigned panel number, geomembrane roll number, panel dimensions,
and area of panel.
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M. Using a graph computation sheet, field sketch a panel layout drawing of the geomembrane
panels deployed during the day and attach this field sketch to the completed Geomembrane
Deployment/Welding Log; the daily field sketches will be transposed to the master panel
layout drawing.
3.03 FUSION WELDING
A. Verify that fusion welding operations only take place when the ambient temperature is
between 40°F and 110°F unless the special weather welding plans have been submitted by the
Installer and approved by Engineer to weld outside this range;measure ambient temperature
6-inches above the in-place geomembrane and record readings every two hours on the
Geomembrane Deployment/Welding Log.
B. Verify that all geomembrane seams are fusion welded by the double-track method leaving an
air gap for leak testing;extrusion welding can only be used for repairs,patches,fabrications,
and inaccessible areas.
C. Prior to welding, verify that all fusion welding machines have performed trial welds and
passed field trial weld testing.
D. Verify that the Installer's power source is capable of producing sufficient and constant voltage
under the combined line load of multiple welders and other equipment.
E. Verify that surfaces to be welded are thoroughly cleaned.
F. Verify that seams are welded at the same speed, temperature, roller pressure, and gauge
settings used to prepare the trial weld and that the welding operators record welding machine
numbers, operators,machine settings,times, and dates on each seam welded.
G. Closely observe each fusion welding machine to verify that the machine is not adversely
affecting or damaging the parent geomembrane material outside the welding area.
H. Record the following information on the Geomembrane Deployment/Welding Log:
Note: The abbreviations in parenthesis following each verification procedure are used on the
Geomembrane Deployment/Welding Log.
1. Seam(S). Assigned seam number,welding equipment number that welded the seam,
welding operator, and length of the welded seam.
2. End of Seam Test. (EST). If the Installer's quality control program requires that
specimens be taken from the end of each welded seam and tested for peel adhesion,
record these results using the same criteria as for trial welds. If the Installer records
these results,request a copy of the results and this information can be omitted from
the Geomembrane Deployment/Welding Log.
3. Seam Test Sample(STS). Assigned sample number,seam number sample is located
on,location of sample within the seam,welding machine number,welding operator,
and results of field seam testing.
3.04 EXTRUSION WELDING
A. Verify that extrusion welding is used only for repairs,patches,fabrications,and inaccessible
areas.
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B. Prior to welding,verify that all extrusion welding machines have performed trial welds and
passed field trial weld testing.
C. Verify that geomembrane patches overlap the underlying geomembrane panel a minimum of 4
inches.
D. Verify that geomembrane patches are cut square with rounded corners and are large enough to
extend a minimum of 4 inches in all directions over the repair area.
E. Verify that geomembrane patches are tack-welded to the underlying geomembrane panel to
prevent movement during grinding and extrusion welding operations.
F. Verify that the outer edge of repair patches and the adjacent underlying geomembrane are
disc-ground to remove surface debris and oxidation and that grinding is not parallel to seam.
G. Verify that the nozzles of extrusion guns are purged before each use to remove solidified
extrudate.
H. Verify that the extrusion weld completely covers the entire width of the grind area and that
extrusion safety welds extend 4 inches up any intersecting fusion weld.
L Verify that a cap strip patch is extrusion welded at all fusion welded seam intersections of
three or more geomembrane panels.
3.05 QUALITY CONTROL
A. Verify that quality control procedures are performed by the Installer in accordance with the
Installer's Geomembrane Installation Quality Control Manual except where amended or
modified by the Engineer or the Specifications.
B. Verify that the Installer maintains the following quality control documentation during the
geomembrane installation in accordance with the Specifications:
1. An accurate geomembrane panel layout drawing which includes; 1)roll and panel
numbers;2)seam numbers;3)geomembrane limits;4)anchor trench locations;and
5) seam test sample locations.
2. Daily deployment logs and panel layout drawings to be submitted to the CQA Officer
daily which include; 1) panel and seam numbers; 2) panel dimensions; and 3)
deployment quantities.
3. Daily welding logs to be submitted to the CQA Officer daily which include; 1)
welding machine numbers;2)operators;3)machine settings;and 4)times and dates
for each seam welded.
C. Verify that the entire length of each fusion welded seam is air-pressure tested by the Installer,
with an air pump capable of generating and maintaining 40 psi of pressure and equipped with
a regulator and pressure gauge and pressure feed needles having pressure gauges accurate to 1
psi, in accordance with the following procedure:
1. Seal both ends of the fusion welded seam with vise-grip plate clamps or an extrusion
weld;heat may be applied to the seam ends to aid in sealing the seam in conjunction
with the clamps but due to the potential hazard of igniting landfill gas, propane
torches or any other flame producing device are not allowed.
2. At one end of the seam, insert air pressure needle into the fusion weld channel.
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3. Pressurize the channel to 30-35 psi and maintain pressure for 5 minutes.
4. Release air from the opposite end of the seam to verify that the entire length of the
fusion weld channel was pressurized.
5. If channel pressure is not maintained with a maximum allowable pressure loss of 2
psi over the 5-minute testperiod or does not stabilize at all,locate the defective area,
isolate it,and repeat air pressure test procedures in each direction from the defective
area.
D. Verify that the Installer maintains air-pressure test logs on which are recorded seam numbers,
beginning and ending air pressures,beginning and ending test times,lengths of tested seam,
defective areas found, and confirmation of repair.
E. Record the following air-pressure testing information on the Geomembrane
Deployment/Welding Log:
Note: The abbreviations in parenthesis following each verification procedure are used on the
Geomembrane Deployment/Welding Log.
1. Air-Pressure Test(AP). Seam number tested, start time of the air pressure test and
initial air pressure (psi), termination time of the air pressure test and ending air
pressure (psi), and length of seam or portion of seam successfully tested.
F. Verify that the entire length of each extrusion welded seam and repair is vacuum tested by the
Installer in accordance with the following procedures, with a vacuum pump capable of
generating and maintaining 30 inches of mercury and equipped with a clean view window,
regulator, and vacuum gauge accurate to 1 psi:
1. Saturate the extrusion weld with a soap and water solution.
2. Place view box over the saturated weld,create an air tight seal,and apply vacuum in
the box.
3. Maintain the vacuum for 10 seconds and examine weld for forming bubbles which
indicate leaks; mark detected leaks for follow-up extrusion weld repair and retest
detected leaks after repair to verify that the leaks were successfully repaired.
G. Verify that the Installer maintains vacuum test logs on which are recorded repair numbers,
vacuum test dates, and vacuum test results.
H. Record the following vacuum testing information on the Geomembrane Repair Log.
1. Assigned repair number,location and description of repair, vacuum test dates, and
vacuum test results.
3.06 SEAM TEST SAMPLING
A. Determine seam analysis sample locations by the stratified random sampling method. The
stratified random sampling method allows random selection of a single sewn analysis sample
location anywhere within the required 500-lineal feet sampling interval required in the
technical specifications. Have the Installer perform the following seam analysis sampling
procedures.
1. Seam analysis samples will be 12-inches wide by 36-inches long with the weld
centered down the length of the sample. Samples sizes may be modified at the
request of the Installer or CQA Officer. Cut one 1-inch specimen from each end of
the sample, and field test specimens for peel adhesion in accordance with the
Technical specifications. If these specimens pass the field peel test,submit sample for
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laboratory seam analysis. If either of the specimens fail the field peel test,perform
Faded Seam Analysis Procedures in accordance with Section 3.08 of this Section.
2. Divide the sample into equal two sections,submit one Section for seam analysis and
archive storage the second section.
3. Installer may obtain and test any seam analysis sample at its option.
4. Repair sample holes and vacuum test repair in accordance with Section 3.04 of this
Section.
B. Based on the seam analysis sampling method of attributes, the CQA Officer may decrease or increase
the 500-foot sampling interval based on the following control chart of passing percentages of seam
analysis results.
Percent Of Passing Seam
Sampling Modifications
Analysis
100 Decrease sampling interval to 10001f.
90— 100 Decrease sampling interval to 7501f.
60—90 Maintain sampling interval at 5001f.
30 - 60 Increase sampling interval to 2501f.
Note: Sampling modifications will be considered only after 20 percent of seam analysis is
completed.
3.07 LABORATORY TESTING
A. Laboratory seam analysis will be performed at the Geosynthetics Testing Laboratory,which is
independent of the geomembrane Manufacturer and Installer, and will be performed in
accordance with the following procedures.
1. Seam analysis will include peel adhesion and bonded seam strength(ASTM D 6392).
Five specimens will be tested for each method.
2. Both sides of fusion welded seams will be tested for peel adhesion.
3. All five of the specimens must meet the Fail Criteria specified in the technical
specifications.
B. Acceptance of the welded geomembrane seams will be based on the results of laboratory seam
analysis.
3.08 FAILED SEAM ANALYSIS PROCEDURES
A. In coordination with the Installer, perform the following quality assurance verification
procedures in the event of a seam analysis sample failure determined by either field testing or
laboratory seam analysis.
1. Track the welded seam 10 feet in both directions away from the failed seam analysis
sample location. Cut a small 12-inch wide by 12-inch long sample from each
location. Cut one 1-inch specimen from each end of the sample, and field test
specimens for peel adhesion in accordance with Part 3.01 of this Section. If these
specimens pass the field peel test, submit a 12-inch wide by 18-inch long re-test
sample from both locations for laboratory seam analysis. If either of the specimens
fail the field peel test at either location,continue tracking the welded seam at 10-foot
intervals until specimens successfully pass the field peel tests and a sample can be
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submitted for laboratory seam analysis.If specimens continually fail field peel tests at
10-foot intervals,the entire seam or portion of the welded seam will be repaired at the
discretion of the CQA Officer.
2. Verify that the failed length of seam is repaired with an 18-inch wide extrusion
welded cap strip. Tack and extrusion welding the leading flap of the fusion welded
seam is not permitted. Verify that the extrusion welded cap strip is vacuum tested in
accordance with the technical specifications.
3. If the re-test sample fails laboratory seam analysis,repeat the above procedures.
B. Sample extrusion welded cap strips exceeding 100 feet in length for seam analysis.
END OF CQA SECTION 02772
GEOMEMBRANE
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CQA SECTION 02773
ENGINEERED TURF
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that geonet composite material
and installation are in compliance with the Plans and Technical Specifications.
1.02 SUBMITTALS
A. Collect three (3) copies of each submittal listed in the Technical Specifications.
B. Verify compliance with the submittal schedule and update Submittal Log.
C. Perform submittal review and approval procedures in Part 1.03 of Section 01300 of this CQA
Plan.
1.03 TRANSPORT AND STORAGE
A. Upon delivery of the engineered turf rolls to the Work site, verify that the rolls have been
transported with opaque protective coverings and within a closed trailer or covered open
trailer.
B. During unloading of the geonet composite rolls at the Work site, perform the following
procedure:
1. Obtain a copy of the packing list.
2. Complete the Engineered Turf Delivery and Control Log for each shipment and
attach a copy of the packing list. The Engineered Turf Delivery and Control Log
documents the following:
a. Delivery date.
b. Roll numbers.
C. Batch/lot numbers or production dates.
d. Roll dimensions.
e. Manufacturer and Product Name or Designation.
f. Name of CQA monitor observing delivery and storage.
g. Total quantity delivered with each shipment.
h. Additional notes including rejection of materials, condition of delivered
materials, and other materials included with the shipments.
3. Verify unloading and storage of the engineered turf rolls has been done in accordance
with the Manufacturer's recommended procedures.
4. Verify that engineered turf rolls are transported,unloaded,handled, and stored in a
manner that does not damage the engineered turf rolls or their protective coverings in
accordance with the Manufacturer's recommended procedures and the following
requirements:
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a. Nylon or other cloth straps are used to unload and handle the geonet
composite rolls to protect the rolls and their protective coverings from
damage.
b. The engineered turf rolls are stacked no more than five (5)rolls high and
with a 3-foot wide access path between the stacked rows.
5. Identify and separate damaged or rejected engineered turf rolls.
6. Verify that damaged protective coverings are repaired or replaced.
7. If CQA conformance test sampling,in accordance with Part 2.03C of this Section,is
to be performed during delivery to the Work site,determine which geonet composite
rolls will be sampled by either individual roll numbers, batch/lot numbers, or
production dates, and position the rolls for convenient sampling.
PART 2 PRODUCTS
2.01 ENGINEERED TURF COMPONENTS
A. Verify that the following engineered turf components meet the applicable product
requirements of Section 02773 (Engineered Turf)of the Technical Specifications:
1. Engineered turf geotextiles.
2. Engineered turf polyethylene yarns (grass blades).
3. Sewing thread.
4. Sand ballast infill.
5. HydroBinder®.
6. Water release vents.
2.02 CONFORMANCE TESTING
A. Conduct sampling for CQA conformance testing at the Work site upon delivery or at the
manufacturing plant prior to shipment and delivery to the Work site.
B. For every 100,000 square feet of material delivered to the Work site, select at least one (1)
engineered turf roll to sample for CQA conformance testing.
C. Sample the selected engineered turf rolls for CQA conformance testing using the following
procedure:
1. Cut and discard the first 3 feet of engineered turf material from across the entire
width of the roll.
2. Cut the next 18 inches of material from across the entire width of the roll;this section
of material is the CQA conformance testing sample.
3. Mark the sample with the following information directly on the sample with a paint
marker:
a. Machine direction of the sample.
b. Manufacturer's roll number.
C. CQA test number.
4. Immediately re-wrap the sampled engineered turf roll with its protective covering;
use additional opaque plastic sheeting,if needed,to completely cover the roll.
5. Complete the Engineered Turf Test Request and Sample Custody Log and ship
samples to the Geosynthetics Testing Laboratory.
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D. The following CQA conformance tests will be performed by the Geosynthetics Testing
Laboratory to verify compliance with the product requirements of the Technical
Specifications at the following frequencies:
One (1) per every 100,000 square feet of Engineered Turf material components to be
installed:
1. CBR Puncture (ASTM D 6241).
2. Tensile Properties (ASTM D 4595).
3. Rainfall Induced Erosion (ASTM D 96459).
4. Fiber UV Stability(ASTM G 147).
5. Backing System UV Stability,Exposed(ASTM G 1545 Modified Cycle LUVA340).
6. Steady State Hydraulic Overtopping, Turf with HydroBinder® (ASTM D 7277 /
ASTM D 7276).
7. Transmissivity with underlying structure geomembrane (ASTM D 4716).
8. Internal Friction of combined components (ASTM D 5321).
9. Sand Infill Gradation and Ballast(ASTM D 6913).
10. Yarn Weight(ASTM D 5261).
11. Tensile Strength of Yarn(ASTM D 2256).
E. Upon completion of CQA conformance testing and receipt of the results,review all results for
compliance with the Technical Specifications and report any test results which are not in
compliance with the Technical Specifications to the Design Engineer.
F. Additional CQA conformance testing or corrective action to be performed in the event of test
results which are not in compliance with the Technical Specifications will be determined by
the Design Engineer.
PART 3 EXECUTION
3.01 PREPARATION AND EXAMINATION
A. Prior to engineered turf installation,hold a preparatory meeting in accordance with Part 1.04
of Section 01039 of this CQA Plan.
B. Prior to engineered turf installation, verify that all underlying material installation and
construction has been completed in accordance with the Technical Specifications.
3.02 INSTALLATION
A. Verify that engineered turf is installed in accordance with the Manufacturer's instructions.
B. Verify that engineered turf is installed with the machine (lengthwise) direction of the roll
oriented down the slope.
C. Verify that the engineered turf panels are deployed from the top of the slope in a way that the
engineered turf is laid substantially smooth and filaments are pointing upslope after
deployment is complete.
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D. Verify that the first engineered turf panel deployed has the turf filaments facing upward.
Verify that subsequent panels are deployed turf side down, and on top of the previously
installed panel. Verify that after seaming each panel, the panel is flipped onto the
geomembrane component with care to avoid pulling of tufts in the drainage studs.
E. Verify that end-to-end panel overlaps only occur on benches, unless the length of a slope
between benches exceeds the total length of a full engineered turf roll.
F. Verify that the engineered turf is installed with sufficient tension to prevent excessive
overlapping, insufficient overlapping,wrinkles, and folds.
G. Verify that a single stitch prayer type seam is constructed using a Nulong sewing machine or
equivalent. Verify that sewing thread is 207 Polyester or equivalent and that sewing occurs
between the 1st and 2nd row of engineered turf stitches.
H. Verify that the engineered turf is ballasted during installation and until the engineered turf is
covered with the sand ballast infill material.
1. Verify that water release vents are installed per the Plans and in accordance with
manufacturer's recommendations.
J. Verify that on slopes exceeding 15%,no equipment is allowed on the partially constructed
turf cap system until after the completed installation of the sand ballast infill. Verify that on
slopes less than 15%,ATV type vehicles are allowed prior to infill placement if the tire/track
pressure is less than 5 psi.
K. Verify that following full specified sand ballast infill thickness installation,traffic be limited
to light duty vehicles with drivability tire/track pressures of less than 35 psi.
L. Verify that engineered turf damaged during installation is removed and/or repaired with a
sewn or fastened patch at the direction of the Design Engineer.
M. Verify that portions of the engineered turf wasted by the Installer, and rendered unusable,as
determined by the Design Engineer,are transported by the Contractor and disposed of off-site
at a permitted transfer station or solid waste disposal facility.
3.03 SAND BALLAST INFILL PLACEMENT
A. Verify that sand ballast infill is placed between the tufts of the engineered turf and:
1. Is per plan either 5/8 inch thick or 2 1/8 inch thick,with a thickness tolerance of+/-
1/8 inch.
2. Consists wholly of sand meeting ASTM C-33-03 for fine aggregates.
3. Turf areas that are to receive sand ballast infill are accepted by the CQA Officer
before placement of sand ballast infill takes place
B. Verify that sand ballast infill is worked into the engineered turf between the synthetic yarn
blades.
C. Verify that conveyor systems and/or Express Blowers are used to spread and place the sand
ballast infill.
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D. Verify that the Contractor has explained with detail in the Preparatory Meeting the method of
sand infill deployment to be used.
E. Verify that previously installed components are not displaced or damaged as a result of the
sand ballast infill component installation.
F. Verify that a standard washer is utilized as a plate for the point of entry into the sand ballast
infill for consistent depth control.
3.04 1NFILL—HYDROBINDERV PLACEMENT
A. Verify that the HydroBinder®infill layer is placed using appropriate equipment capable of
completing the work.
B. Verify that the Contractor has explained in detail during the Preparatory Meeting the method
of HydroBinder®infill deployment.
C. Verify that installation of HydroBinder® infill is only be performed by a Manufacture's
approved installer using techniques and equipment approved by the Manufacture.
D. Verify that the HydroBinder®is installed into the turf while it is in a dry state and that the
HydroBinder®is worked into the tufts so the tufts are in an upright position.
E. Verify that the HydroBinder®infill is placed dry to a thickness of 7/8 inch with a tolerance of
+/- 1/8 inch.
F. Verify that the hydration process occurs on the same day as the HydroBinder® infill
placement and that the required HydroBinder® infill thickness is achieved prior to the
hydration process.
G. Verify that the cemented infill is hydrated thoroughly and that care is taken to avoid
displacement of the non-hydrated infill.
H. Verify that once hydration is completed as described,backfill and compaction of the vertical
anchor trenches (if applicable)take place.
1. Verify that the HydroBinder®is at minimum performance levels within 24 hours.
3.05 DOCUMENTATION
A. Document daily observations of the deployment and seaming operations.
3.06 REPAIRS
A. Verify that all damaged areas or holes are repaired with apatch that extends 2 feet beyond the
edge of the damaged area or hole.
3.07 CORRECTIVE ACTIONS
A. If any portion(s)of the engineered turf components do not meet the requirements of the Plans
and Technical Specifications, based on either observations and/or physical measurement,
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verify that that portion(s)is repaired or removed and replaced to meet the requirements of the
Technical Specifications and that the corrective actions implemented by the Contractor are in
conformance with methods approved by the Design Engineer and the applicable Standard
Specifications.
END OF CQA SECTION 02773
ENGINEERED TURF
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CQA SECTION 02900
SEEDING AND FERTILIZING
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that revegetation materials and
placement methods are in compliance with the Plans and Technical Specifications.
1.02 SUBMITTALS
A. Collect three (3) copies of each submittal required in the Technical Specifications.
B. Verify compliance with the submittal schedule and update Submittal Log.
C. Perform submittal review and approval procedures in Part 1.03 of Section 01300(Submittals)
of this CQA Plan.
PART 2 PRODUCTS
2.01 REVEGETATION MATERIALS
A. Verify that the following revegetation materials meet the applicable product requirements of
Section 02900 (Seeding and Fertilizing)of the Technical Specifications:
1. Seed.
2. Fertilizer.
3. Tackifier.
4. Fiber.
B. Verify that fertilizer conforms to Section 20-2.02 of the Standard Specifications.
C. Verify that seed conforms to Section 20-2.10 of the Standard Specifications.
D. Verify that fiber and/or stabilizing emulsion,if used, conforms to Sections 20-2.07 and 20-
2.11,respectively, of the Standard Specifications.
PART 3 EXECUTION
3.01 PREPARATION
A. Prior to beginning of revegetation activities,hold a preparatory meeting in accordance with
Part 1.04 of Section 01039 (Project Meetings)of this CQA Plan.
B. Verify that the method and equipment to be used to spread the seed,fertilizer and mulch has
been approved by the Design Engineer.
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C. Verify that the access roads,drainage structures,and erosion-resistant layer have been placed
to grade before seed, fertilizer and mulch is applied and verify with the Contractor that
revegetation shall not occur on the access roads, lined drainage swales, and sedimentation
basins.
3.02 APPLICATION
A. Verify that seed and fertilizer(including fiber and/or stabilizing emulsion,if applicable)are
applied to the areas designated on the Plans.
B. Verify that all products are spread uniformly over all areas subject to revegetation.
3.03 CONFORMANCE VERIFICATION
A. Verify application rates on a daily basis for the respective materials by comparing the amount
used (as determined from weight tags)to the total acreage covered.
3.04 CORRECTIVE ACTIONS
A. If any portion(s)of the seeding and fertilizing provisions do not meet the requirements of the
Plans and Technical Specifications, based on either observations and/or physical
measurement, verify that that portion(s) is reworked or removed and replaced to meet the
requirements of the Technical Specifications and that the corrective actions implemented by
the Contractor are in conformance with methods approved by the Design Engineer and the
applicable Standard Specifications.
END OF CQA SECTION 02900
SEEDING AND FERTILIZING
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CQA SECTION 02960
TEMPORARY EROSION AND SEDIMENT CONTROLS
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that the temporary erosion and
sediment control materials and installation methods are in compliance with the Plans and
Technical Specifications.
1.02 SUBMITTALS (NOT USED)
PART 2 PRODUCTS
2.01 EROSION AND SEDIMENT CONTROL COMPONENTS
A. Verify that the following erosion and sediment control components meet the applicable
product requirements of Section 02960 (Temporary Erosion and Sediment Controls) of the
Technical Specifications:
1. Straw bales.
2. Straw wattles.
3. Silt fencing.
2.02 ROCK FOR CONSTRUCTION ENTRANCE
A. Verify rock conformance under CQA Section 02207(Aggregate Materials)of this CQA Plan.
PART 3 EXECUTION
3.01 PREPARATION AND SCHEDULE
A. Prior to beginning installation of any temporary erosion and sediment control components,
hold apreparatory meeting in accordance with Part 1.04 of Section 01039(Project Meetings)
of this CQA Plan.
B. Verify that the Storm Water Pollution Prevention Plan (SWPPP) has been prepared by a
Qualified SWPPP Developer(QSD),been submitted to the State Water Resources Control
Board, and that a WDID number has been received for the project.
C. Verify that temporary erosion and sediment control measures are implemented year round
during the course of the Project,and that temporary erosion control features are installed and
maintained between October 15 and May 15 of each year.
3.02 PROTECTION
A. Verify that temporary erosion and sediment control measures are implemented in all areas of
exposed earth created by the Contractor beyond what is shown on the Plans and referred to in
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the Technical Specifications and areas cleared and grubbed prior to excavation or
embankment operations which are subject to wind erosion and runoff.
3.03 TEMPORARY EROSION CONTROL FACILITIES
A. Verify that the Contractor conducts his operations in such a manner that storm water runoff is
contained within the Work site or channeled into the storm drain system which serves the
runoff area.
B. Verify that storm water runoff from one area is not diverted to another runoff area.
C. Verify that temporary down drains, drainage structures, and other devices are provided to
channel storm water runoff water into the respective permanent storm drain systems during
construction. Also verify that permanent drainage structures, not fully completed, are
modified as required to accept de-silted runoff.
D. Verify that fill areas,while being brought to grade and during periods of completion prior to
final construction,are protected by various measures to eliminate erosion and the siltation of
downstream facilities and adjacent areas.
E. Verify that contour graded areas are protected against erosion and the resulting siltation of
downstream facilities and adjacent areas during grading operations.
F. Verify that incorporation of culvert pipe used in conjunction with temporary erosion control
measures for final construction improvements has been approved by the Design Engineer.
3.04 CORRECTIVE ACTIONS
A. If any portion(s) of the temporary erosion and sediment controls does not meet the
requirements of the Plans and Technical Specifications, based on either field test results,
observations, field survey, and/or physical measurement, verify that that portion(s) is
reworked or removed and replaced to meet the requirements of the Plans and Technical
Specifications and that the corrective actions implemented by the Contractor are in
conformance with methods approved by the Design Engineer and the applicable Standard
Specifications.
END OF CQA SECTION 02960
TEMPORARY EROSION AND SEDIMENT CONTROLS
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CQA SECTION 03300
CONCRETE
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that the concrete materials and
construction methods are in compliance with the Plans and Technical Specifications.
1.02 SUBMITTALS
A. Collect three (3) copies of each submittal required in the Technical Specifications.
B. Verify compliance with the submittal schedule and update Submittal Log.
C. Perform submittal review and approval procedures in Part 1.03 of Section 01300(Submittals)
of this CQA Plan.
PART 2 PRODUCTS
2.01 CONCRETE COMPONENTS
A. Verify that the following concrete components meet the applicable product requirements of
Section 03300 (Concrete)of the Technical Specifications:
1. Concrete.
2. Reinforcement.
3. Forms.
4. Epoxy.
2.02 AGGREGATE BASE
A. Verify aggregate base conformance under CQA Section 02207(Aggregate Materials)of this
CQA Plan.
2.03 ENGINEERED FILL
A. Verify engineered fill conformance under CQA Section 02224(Engineered Fill)of this CQA
Plan.
2.04 CONFORMANCE TESTING
A. Review moisture-density relationship conformance test results for the aggregate base as
determined under CQA Section 02207 (Aggregate Materials) of this CQA Plan.
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B. Verify that concrete and aggregate base materials are obtained from the approved sources
throughout the Work.
PART 3 EXECUTION
3.01 PREPARATION
A. Prior to beginning construction of any drainage and erosion control structure, hold a
preparatory meeting in accordance with Part 1.04 of Section 01039(Project Meetings)of this
CQA Plan.
B. Verify that the locations and dimensions of the concrete pads are as shown on the Plans or as
staked by the Design Engineer.
C. Verify that the footprint areas for the flare station concrete pads as shown on the Plans are
properly cleared and grubbed and that the underlying subgrade conforms to the engineered fill
requirements per CQA Section 02224 (Engineered Fill) of this CQA Plan.
D. Verify that aggregate base for the flare station concrete pad is spread in a uniform loose lift
not exceeding 8 inches in thickness.
E. Perform the following field tests at the frequency shown to verify that the compacted
aggregate base material has a minimum dry density of 95 percent of the maximum dry density
and is within 1 to 3 percentage points of the optimum moisture content as determined from
ASTM D 1557:
1. Dry Density and Moisture Content-Nuclear(ASTMD 2922 and D 3017); at least
one test beneath each concrete pad.
2. Moisture Content(ASTM D 4959); at least one (1) test per every ten (10) nuclear
gauge tests.
F. Record corresponding dry density and moisture content results on the Nuclear
Density/Moisture Test Data form.
3.02 REINFORCEMENT
A. Verify that all reinforcement is installed in conformance with Concrete Reinforcing Steel
Institute's (CRSI's)"Manual of Standard Practice".
B. Verify that all reinforcement is free from rust, oil, dirt, or any other coating.
C. Verify that continuous reinforcing bars are lapped at splices at a minimum of 32 diameters.
D. Verify that reinforcement has a minimum concrete cover of 3 inches(unless otherwise noted).
E. Verify that reinforcement is not damaged and is securely supported and anchored to avoid
movement during placement of concrete.
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3.03 FORMWORK
A. Verify that the strength of concrete formwork is sufficient to hold the concrete with minimal
or no leakage and that shoring and bracing is provided to ensure stability of formwork.
B. Verify that 3/4-inch chamfer strips are used at exposed corners.
3.04 CONCRETE SLAB AND DRAIN INLET PLACEMENT
A. Verify that the subgrade and forms are moistened prior to placing concrete.
B. Verify that care is taken to not damage or displace the reinforcing steel components.
C. Verify that concrete is placed in a continuous operation and thoroughly vibrated to ensure
consolidation around reinforcement.
D. Collect samples of the concrete to be used at the Work site and perform the following tests to
verify that the concrete has the slump and compressive strength characteristics specified in the
Technical Specifications:
1. Slump (ASTM C 143); one test per each concrete pour.
2. Compressive Strength (ASTM C 31 and ASTM C 39); one test per each concrete
pour.
E. Verify that the final surfaces of the concrete slabs have a non-slip broom finish.
F. Verify that all significant cracks, spalls and irregularities in formed or finished surfaces or
other defects are properly repaired or patched.
3.05 MINOR CONCRETE PLACEMENT
A. Verify that minor concrete for post footings and the sedimentation basin outlet structure
foundations are installed as shown on the Plans and in conformance with Sections 51 and 90-
10 of the Standard Specifications, as applicable.
B. Verify that minor concrete for the grouted rock riprap is placed in conformance with Section
72-5.04 of the Standard Specifications.
3.06 EPDXY SECURED DOWELS OR ANCHORS
A. Verify that the diameter and depth of the drill hole is as indicated. If not included,verify that
the hole is drilled 1/8-inch larger and ten(10)times deeper than the diameter of the dowel or
anchor.
B. Verify that the hole is thoroughly cleaned by blowing it out with compressed air and by using
a wire brush.
C. Verify that placement of epoxy in the hole is performed using a dispensing tool provided by,
or recommended by the manufacturer and that the hole shall is completely filled with epoxy.
D. Verify that the dowel or anchor is placed in the hole and the epoxy allowed sufficient time to
completely cure before disturbing the dowel or anchor.
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3.07 CONFORMANCE VERIFICATION
A. After construction,verify by survey that the flare station concrete pads are completed at the
elevations shown on the plans.
3.08 CORRECTIVE ACTIONS
A. If any portion(s) of the concrete provisions do not meet the requirements of the Plans and
Technical Specifications,based on either field test results,observations,field survey,and/or
physical measurement,verify that that portion(s)is reworked or removed and replaced to meet
the requirements of the Technical Specifications and that the corrective actions implemented
by the Contractor are in conformance with methods approved by the Design Engineer and the
applicable Standard Specifications.
END OF CQA SECTION 03300
CONCRETE
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CQA SECTION 15100
LANDFILL GAS (LFG) EXTRACTION WELLS
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that the LFG extraction well
materials and construction methods are in compliance with the Plans and Technical
Specifications.
1.02 SUBMITTALS
A. Collect three (3) copies of each submittal required in the Technical Specifications.
B. Verify compliance with the submittal schedule and update Submittal Log.
C. Perform submittal review and approval procedures in Part 1.03 of Section 01300(Submittals)
of this CQA Plan.
PART 2 PRODUCTS
2.01 LFG EXTRACTION WELL COMPONENTS
A. Verify that the following LFG extraction well components meet the applicable product
requirements of Section 15100 (Landfill Gas [LFG] Extraction Wells) of the Technical
Specifications:
1. PVC well casing and fittings.
2. Bentonite Seal.
3. PVC well bore seal.
4. Prefabricated well head assemblies.
2.02 GRAVEL PACK
A. Verify gravel pack conformance under CQA Section 02207 (Aggregate Materials) of this
CQA Plan.
2.03 SOIL BACKFILL
A. Verify soil backfill conformance under CQA Section 02250(Erosion-Resistant Layer)of this
CQA Plan.
PART 3 EXECUTION
3.01 PREPARATION
A. Prior to LFG extraction well drilling and installation, hold a preparatory meeting in
accordance with Part 1.04 of Section 01039 (Project Meetings)of this CQA Plan.
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B. Verify that the LFG extraction well locations conform to the locations staked by the Design
Engineer.
C. Verify that a drilling permit(s),if required,has been obtained by the Contractor.
D. Verify that drilling contractor is licensed(Class C-57)in the State of California.
E. Verify that the Contractor understands that individual LFG extraction wells must be drilled
and installed in a single day so as to minimize the potential for LFG emissions from the
borehole. In the event of equipment breakdown or other unforeseen circumstance that
prohibits complete installation of the LFG extraction well within the same working day,verify
that provisions are made to cover and seal the exposed borehole at the surface to prevent LFG
emissions.
3.02 DRILLING
A. Verify that the boreholes for the LFG extraction wells are drilled using a bucket auger drill rig
capable of drilling 24-inch diameter boreholes.
B. Verify that a safety screen is placed over the top of the borehole as soon as drilling is
completed and that the screen is kept in place until backfilling is within 4 feet of the surface.
Verify that the safety screen size is large enough to accommodate all backfill materials and
activities yet not large enough for any human to accidentally fall through.
C. Verify that the borehole is straight and the well casing is installed in the center of the
borehole. Verify that the Contractor takes all tension off of the pipe by mechanical means and
centers the well casing in the middle of the borehole before starting to backfill.
D. Verify that PVC well casing joints are solvent cemented and secured with 3/8-inch long Type
316 stainless steel lag screws.
E. Verify that the completion height of the well casing above ground surface is such that the
final height of the installed prefabricated well head assembly is 5 feet above final grade.
F. Verify that the top of the casing is capped until installation of the prefabricated well head
assembly.
G. Verify that spoils generated as part of the drilling process are handle and managed in
conformance with CQA Section 02222 (Excavation) of this CQA Plan.
H. In the event obstructions and/or saturated conditions are encountered during drilling,verify
that the Contractor makes a reasonable effort to drill through obstructions and saturated
conditions and that abandonment of the borehole is not performed without written approval
obtained from the Design Engineer.
3.03 BACKFILLING
A. Verify that backfilling operations commence immediately after well drilling is completed and
the well casing has been installed in the borehole. Verify that backfill materials are installed
as shown on the Plans and as directed by the Design Engineer.
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B. Verify that the gravel pack is poured or scooped through the safety screen at a rate that will
not endanger the integrity of the well casing.
C. Verify that the upper and lower bentonite seals are formed by evenly distributing the bentonite
material around the annulus of the well casing and that fresh water is added in a manner that
will allow for a thorough saturation of the bentonite. Verify that the proportion of water
added versus bentonite material is in accordance with the bentonite manufacturer's
recommendations.
D. Verify that soil backfill is placed from the top of the lower bentonite seal to the bottom of the
upper bentonite seal in a manner that will promote self compaction and avoid bridging of the
soil backfill material.
E. Verify that the PVC well bore seal is installed in accordance with the manufacturer's
recommendations around the well casing and placed at the location shown on the Plans.
F. Verify that the boot portion of the well bore seal is secured around the well casing with
stainless steel straps to provide an air-tight connection. Following placement of erosion-
resistant layer material,verify that the boot is installed in a collapsed position above the final
grade to accommodate potential settlement.
G. Verify that the PVC well bore seal is covered with the overlying GCL material or soil
(temporary)if the PVC well bore seal is going to be exposed for more than three(3)working
days.
3.04 INSTALLATION OF PREFABRICATED WELL HEAD ASSEMBLY
A. Verify that the prefabricated well head assemblies are handled and installed in accordance
with the manufacturer's recommendations and as shown on the Plans.
B. Verify that the well head is installed such that the interior extension tube assembly is
concentric within the well casing.
C. Verify that the final completion height of the well head assembly is 5 feet above final grade as
shown on the Plans.
D. Verify that the PVC flexible hose connection between the well head and LFG collection
system piping is installed with sufficient slack(6 to 8 inches)to accommodate expansion and
contraction. Verify that"IPS Weld-On 795"plastic pipe cement,or approved equivalent,is
used for flexible hose connections to the well head and LFG collection system piping.
3.05 ABANDONMENT OF LFG EXTRACTION WELL BOREHOLE (IF REQUIRED)
A. Verify that boreholes approved by the Design Engineer for abandonment are backfilled with
refuse and/or soil to the final grade and compacted. If refuse is used,verify that the refuse is
mechanically compacted within the borehole using the bucket auger to eliminate potential
voids.
B. Upon completion of borehole abandonment activities,verify that the area around the borehole
is restored to meet the surrounding grades as shown on the Plans.
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3.06 PERFORMANCE TESTING
A. Verify that performance testing of the prefabricated well head assemblies is performed in
conformance with Section 15100 (Landfill Gas [LFG] Extraction Wells) of the Technical
Specifications.
3.07 CORRECTIVE ACTIONS
A. If any portion(s) of the LFG extraction well provisions do not meet the requirements of the
Plans and Technical Specifications, based on either field test results, observations, field
survey,and/or physical measurement,verify that that portion(s)is reworked or removed and
replaced to meet the requirements of the Technical Specifications and that the corrective
actions implemented by the Contractor are in conformance with methods approved by the
Design Engineer and the applicable Standard Specifications.
END OF CQA SECTION 15100
LANDFILL GAS (LFG) EXTRACTION WELLS
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CQA SECTION 15200
LFG COLLECTION SYSTEM COMPONENTS
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that the LFG collection system
component materials and construction methods are in compliance with the Plans and
Technical Specifications.
1.02 SUBMITTALS
A. Collect three (3) copies of each submittal required in the Technical Specifications.
B. Verify compliance with the submittal schedule and update Submittal Log.
C. Perform submittal review and approval procedures in Part 1.03 of Section 01300(Submittals)
of this CQA Plan.
PART 2 PRODUCTS
2.01 LFG COLLECTION SYSTEM COMPONENTS
A. Verify that the following LFG collection system components meet the applicable product
requirements of Section 15200 (LFG Collection System Components) of the Technical
Specifications:
1. PVC pipe and fittings.
2. PVC butterfly valves (isolation valves).
3. PVC ball valves.
4. PVC cement.
5. Vacuum/sample test ports.
6. HDPE pipe and fittings.
7. PVC-HDPE transition coupling.
8. Flexible couplings.
9. Block type pipe supports and anchors (including concrete masonry blocks, pipe
clamps and miscellaneous fittings).
10. Metal frame pipe supports(including metal frames,pipe clamps and miscellaneous
fittings).
11. CMP.
12. Steel pipe protective sleeves.
13. Reinforced concrete pipe (RCP)protective sleeve.
2.02 CONCRETE
A. Verify concrete conformance under CQA Section 03300 (Concrete)of this CQA Plan.
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2.03 PIPE BEDDING
A. Verify pipe bedding conformance under CQA Section 02207 (Aggregate Materials) of this
CQA Plan.
2.04 ENGINEERED FILL
A. Verify engineered fill conformance under CQA Section 02224(Engineered Fill)of this CQA
Plan.
2.05 CONFORMANCE TESTING
A. Review moisture-density relationship conformance test results for the pipe bedding and
engineered fill as determined under CQA Section 02207 (Aggregate Materials) and CQA
Section 02224 (Engineered Fill),respectively, of this CQA Plan.
PART 3 EXECUTION
3.01 PREPARATION
A. Prior to LFG collection system construction,hold a preparatory meeting in accordance with
Part 1.04 of Section 01039 (Project Meetings)of this CQA Plan.
3.02 LFG COLLECTION SYSTEM PIPING
A. Verify that the LFG collection system piping,including flexible couplings,isolation valves
and condensate drop-out points are installed as shown on the Plans.
B. Verify that all PVC pipe, fittings and valves are inspected for cuts, scratches, or other
damages prior to painting and installation.
C. Verify that prior to installation,all PVC pipe and fittings to be left exposed are steam cleaned
and allowed to dry,then painted in conformance with Section 15200(LFG Collection System
Components)of the Technical Specifications.
D. Verify that PVC pipe,fittings and valves are joined with socket and solvent cement welding
in accordance with ASTM D 2855 and that the joining of PVC pipe,fittings and valves are in
accordance with the pipe manufacturer's recommendations and the Technical Specifications.
E. Verify that PVC pipe cuts are square and perpendicular to the centerline of the pipe and that
PVC pipe ends are beveled prior to applying primer and solvent cement so that the primer or
cement are not wiped off during insertion into the fitting socket.
F. Verify that all burrs,chips,etc. generated as a result of cutting operations are removed from
the pipe interior and exterior and that the inside of the piping is kept clean of dirt and debris.
Also verify that any piping left overnight is capped.
G. Verify that a coating of CPS primer as recommended by the PVC pipe supplier is applied to
the entire interior surface of the fitting socket,and to an equivalent area on the exterior of the
pipe prior to applying solvent cement.
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H. Verify that the solvent cement used complies with the requirements of ASTM D 2564 and is
applied in strict accordance with manufacturer's specifications.
L Verify that PVC pipe,fittings and valves are not primed or solvent welded when it is raining
or when ambient temperature is below 40°F or above 100°F.
J. Verify that after solvent welding, the PVC pipe, fittings and valves are allowed to remain
undisturbed until cement has thoroughly set.
K. Verify that flexible couplings are installed at the locations shown on the Plans and that the
flexible couplings are installed per the pipe separation criteria specified in the Plans based on
the ambient temperature at the time of installation. Also verify that stainless steel band
clamps are secured around the ends of the flexible coupling in such a manner as to provide an
air-tight j oint.
L. Verify that vacuum/sample test ports are installed at the locations and orientations shown on
the Plans and in accordance with the procedures described in Section 15200(LFG Collection
System Components)of the Technical Specifications.
M. Verify that block type pipe supports are installed under the selected pipe segments as
specified on the Plans and that they are spaced at 6 feet on-center along the full length of the
pipe segments.
N. Verify that block type pipe anchors are installed every 50 linear feet (minimum) of LFG
collection system piping, as well as at the locations of all tee, elbow and wye fittings (both
ends,but not on the fittings themselves)and that the pipe clamps are secured around the LFG
header system pipe to ensure that the pipe does not move.
O. Verify that strap type pipe anchors are installed at the various locations shown on the Plans
and in accordance with manufacturer's recommendations.
P. Verify that metal frame pipe supports are installed at the locations shown on the Plans and
that they are spaced at 6 feet on-center. Verify that the height of cross-bar pipe supports are
adjusted as appropriate to ensure positive slope of LFG collection system piping. Verify
concrete placement conformance under CQA Section 03300 (Concrete)of this CQA Plan.
3.03 BURIED HEADER CROSSINGS
A. Verify that trenching across bench sections are to the depth and dimensions shown on the
Plans.
B. Verify that LFG collection system piping is sloped at a minimum of 3 percent to maintain
proper condensate drainage capabilities.
C. Verify backfill conformance under CQA Section 02225 (Trenching and Backfilling) and
perform the following field tests at the frequency shown to verify that the compacted pipe
bedding and engineered fill have a minimum dry density of 90 percent of the maximum dry
density and is within 1 to 3 percentage points of the optimum moisture content as determined
from ASTM D 1557:
1. Dry Density and Moisture Content-Nuclear(ASTMD 2922 and D 3017); at least
one (1)test per 100 linear feet per lift.
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2. Moisture Content(ASTM D 4959); at least one (1) test per every ten (10) nuclear
gauge tests.
D. Record corresponding dry density and moisture content results on the Nuclear
Density/Moisture Test Data form.
3.04 ROAD CROSSINGS
A. Verify that pipe support/drainage CMPs and steel pipe/RCP protective sleeves are installed in
the orientations shown on the Plans and that the pipe supporddrainage CMPs are aligned with
the center line of the drainage swale.
B. Verify that reinforcement geotextile is wrapped around the steel pipe protective sleeve where
it will be in direct contact with the underlying pipe support/drainage CMP.
C. Verify that LFG collection system piping is inserted through the steel pipe/RCP protective
sleeves in a manner that does not damage or compromise the LFG collection system piping.
D. Verify engineered fill placement conformance under CQA Section 02224(Engineered Fill)
and perform the following field tests at the frequency shown to verify that the compacted
engineered fill has a minimum dry density of 90 percent of the maximum dry density and is
within 1 to 3 percentage points of the optimum moisture content as determined from ASTM D
1557:
1. Dry Density and Moisture Content-Nuclear(ASTMD 2922 and D 3017); at least
one (1)test per 100 linear feet per lift.
2. Moisture Content(ASTM D 4959); at least one (1) test per every ten (10) nuclear
gauge tests.
E. Record corresponding dry density and moisture content results on the Nuclear
Density/Moisture Test Data form.
3.05 CONDENSATE DRAIN PIPE AND FITTINGS
A. Prior to installation,verify that all HDPE pipe and fittings are inspected for cuts,scratches,or
other damages and that pipe and/or fittings with imperfections are not used.
B. Verify that trench excavation and backfill for buried HDPE pipe and fittings are as shown on
the Plans.
C. Verify that HDPE pipe connection ends and fittings are joined by butt fusion procedures in
accordance with the HDPE pipe and fitting manufacturer's recommended procedures.
D. Verify during construction that the HDPE pipe is not bent to a degree greater than the
minimum radius recommended by the manufacturer and that the HDPE pipe is not subjected
to strains that will overstress or buckle piping or impose excessive stress on joints.
E. Verify that open ends of fused HDPE pipe are covered or capped at the end of each working
day to prevent entry by animals or debris.
F. Verify that sufficient slack is provided for segments completed above ground to allow for
thermal expansion and contraction so as to not promote excessive stress on the piping
following installation.
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Page 2331 of 4165
G. Verify that allowance is provided for thermal expansion or contraction of buried HDPE pipe
within trenches and is coordinated with the pipe backfill operations to avoid buildup of
thermal stresses.
H. Verify that sufficient time (per manufacturer's recommendations) is provided following
placement of HDPE pipe to allow the pipe to adjust to trench temperature prior to testing,
segment tie-ins, or backfllling activities.
3.06 CONDENSATE DROP-OUTS
A. Verify that the condensate drop-outs,including a-trap assemblies,are installed at the locations
and to the dimensions shown on the Plans.
B. Verify that excavations are not deeper than necessary to maintain adequate buffer above the
underlying GCL.
C. Verify that the transition from PVC to HDPE is conducted at the flange connection as shown
on the Plans.
D. Verify PVC and HDPE pipe, fittings and valves installation conformance under Parts 3.01
and 3.05 of this Section.
E. Verify installation of strap type pipe anchors at various points on the a-trap piping as shown
on the Plans.
F. Verify that the a-trap assemblies are filled with clean water following construction and prior
to start of LFG collection system operations.
3.07 CONDENSATE DISCHARGE POINTS
A. Verify that the Condensate discharge points are installed at the locations and to the
dimensions shown on the Plans.
B. Verify soil and/or refuse excavation and handling conformance under CQA Section 02222
(Excavation) of this CQA Plan.
C. Verify PVC and HDPE pipe and fittings installation conformance under Parts 3.01 and 3.05
of this Section.
D. For condensate discharge points located within the limits of the final cover system, verify
placement conformance of the engineered fill and respective final cover system components
above the condensate discharge points per the applicable sections of this CQA Plan.
E. For condensate discharge points located outside the limits of the final cover system, verify
engineered fill placement conformance under CQA Section 02224 (Engineered Fill) and
perform the following field tests at the frequency shown to verify that the compacted
engineered fill has a minimum dry density of 90 percent of the maximum dry density and is
within 1 to 3 percentage points of the optimum moisture content as determined from AS TM D
1557:
1. Dry Density and Moisture Content-Nuclear(ASTMD 2922 and D 3017); at least
one (1)test per 100 linear feet per lift.
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Page 2332 of 4165
2. Moisture Content(ASTM D 4959); at least one (1) test per every ten (10) nuclear
gauge tests.
F. Record corresponding dry density and moisture content results on the Nuclear
Density/Moisture Test Data form.
3.08 PERFORMANCE TESTING
A. Verify that performance testing of the PVC LFG collection system pipe,HDPE condensate
drain pipe,and condensate discharge points is performed in conformance with Section 15200
(LFG Collection System Components)of the Technical Specifications.
3.09 CORRECTIVE ACTIONS
A. If any portion(s) of the LFG collection system components provisions do not meet the
requirements of the Plans and Technical Specifications, based on either field test results,
observations, field survey, and/or physical measurement, verify that that portion(s) is
reworked or removed and replaced to meet the requirements of the Technical Specifications
and that the corrective actions implemented by the Contractor are in conformance with
methods approved by the Design Engineer and the applicable Standard Specifications.
END OF CQA SECTION 15200
LFG COLLECTION SYSTEM COMPONENTS
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Page 2333 of 4165
CQA SECTION 15300
FLARE STATION
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that the flare station materials
and construction methods are in compliance with the Plans and Technical Specifications.
1.02 SUBMITTALS
A. Collect three (3) copies of each submittal required in the Technical Specifications.
B. Verify compliance with the submittal schedule and update Submittal Log.
C. Perform submittal review and approval procedures in Part 1.03 of Section 01300(Submittals)
of this CQA Plan.
PART 2 PRODUCTS
2.01 FLARE STATION COMPONENTS
A. Verify that the following flare station components meet the applicable product requirements
of Section 15300 (Flare Station) of the Technical Specifications:
1. Skid-mounted packaged combustion system.
2. Electrical conduit,wire and fittings.
3. Chain link fence.
2.02 PVC PIPE, FITTINGS AND BALL VALVE
A. Verify PVC pipe, fittings and ball valve conformance under CQA Section 15200 (LFG
Collection System Components) of this CQA Plan.
2.03 PIPE BEDDING
A. Verify pipe bedding conformance under CQA Section 02207 (Aggregate Materials) of this
CQA Plan.
2.04 ENGINEERED FILL
A. Verify engineered fill conformance under CQA Section 02224(Engineered Fill)of this CQA
Plan.
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Page 2334 of 4165
2.05 CONCRETE
A. Verify concrete conformance under CQA Section 03300 (Concrete)of this CQA Plan.
2.06 AGGREGATE BASE
A. Verify aggregate base conformance under CQA Section 02207(Aggregate Materials)of this
CQA Plan.
2.07 CONFORMANCE TESTING
A. Review moisture-density relationship conformance test results for the aggregate base as
determined under CQA Section 02207 (Aggregate Materials) of this CQA Plan.
PART 3 EXECUTION
3.01 FLARE STATION ASSEMBLY
A. Prior to flare station assembly activities,hold a preparatory meeting in accordance with Part
1.04 of Section 01039 (Project Meetings) of this CQA Plan.
B. Verify that Contractor has obtained all required building permits.
C. Verify that Contractor's laborers are skilled and experienced in the installation of similar
equipment.
D. Verify that the skid-mounted packaged combustion system is installed in strict accordance
with the manufacturer's specifications.
3.02 CONDENSATE DRAINAGE LINE
A. Verify that the condensate drain line between the flare station and leachate wet well is
installed as shown on the Plans.
B. Verify trenching and pipe bedding conformance under CQA Section 02225 (Trenching and
Backfilling)of this CQA Plan.
C. Verify PVC pipe,fittings and ball valve installation conformance under CQA Section 15200
(LFG Collection System Components) of this CQA Plan.
D. Verify that the condensate drainage line is installed at a minimum slope of 1 percent in the
direction of the leachate wet well.
E. Verify that the condensate drainage line penetrates the wall of the leachate wet well at the
appropriate depth and that the annular space between the condensate drainage line and the
wall of the leachate wet well is sealed using non-shrink grout.
F. Verify engineered fill placement conformance under CQA Section 02224(Engineered Fill)of
this CQA Plan.
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Page 2335 of 4165
3.03 SECURITY FENCE
A. Verify that the chain link fence and gates are installed as shown on the Plans and in
accordance with the requirements of Section 80-4.02 of the Standard Specifications.
B. Verify that all line, corner, and gate post assemblies are constructed with concrete post
footings.
C. Verify that soil between fence posts is leveled to create a 2-inch clearance under the fence
fabric.
3.04 FLARE STATION AGGREGATE BASE
A. Verify that the aggregate base within and around the flare station is placed to the dimensions
shown on the Plans.
B. Verify that the aggregate base is spread in uniform loose lifts not exceeding 8 inches in
thickness.
C. Perform the following field tests at the frequency shown to verify that the compacted
aggregate base material has a minimum dry density of 95 percent of the maximum dry density
and is within 1 to 3 percentage points of the optimum moisture content as determined from
ASTM D 1557:
1. Dry Density and Moisture Content—Nuclear(ASTMD 2922 and D 3017); at one
test per every 1,200 square feet.
2. Moisture Content(ASTM D 4959); at least one (1) test per every ten (10) nuclear
gauge tests.
D. Record corresponding dry density and moisture content results on the Nuclear
Density/Moisture Test Data form.
E. Verify that the final compacted thickness is a minimum of 6 inches.
3.05 PERFORMANCE TESTING
A. Verify that performance testing of the skid-mounted packaged combustion system and
condensate drainage line is performed in conformance with Section 15300(Flare Station)of
the Technical Specifications.
3.06 CORRECTIVE ACTIONS
A. If any portion(s)of the flare station provisions do not meet the requirements of the Plans and
Technical Specifications,based on either field test results,observations,field survey,and/or
physical measurement,verify that that portion(s)is reworked or removed and replaced to meet
the requirements of the Technical Specifications and that the corrective actions implemented
by the Contractor are in conformance with methods approved by the Design Engineer and the
applicable Standard Specifications.
END OF CQA SECTION 15300
FLARE STATION
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Page 2336 of 4165
CQA SECTION 15400
FLARE STATION ELECTRICAL AND TELEPHONE FEED
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that the flare station electrical
and telephone feed materials and installation methods are in compliance with the Plans and
Technical Specifications.
1.02 SUBMITTALS
A. Collect three (3) copies of each submittal required in the Technical Specifications.
B. Verify compliance with the submittal schedule and update Submittal Log.
C. Perform submittal review and approval procedures in Part 1.03 of Section 01300(Submittals)
of this CQA Plan.
PART 2 PRODUCTS
2.01 ELECTRICAL AND TELEPHONE FEED COMPONENTS
A. Verify that the following electrical and telephone feed components meet the applicable
product requirements of Section 15400(Flare Station Electrical and Telephone Feed)of the
Technical Specifications:
1. Wire.
2. Conduit and fittings.
3. Meter socket.
4. Junction and outlet boxes.
5. Warning tape.
2.02 PIPE BEDDING
A. Verify pipe bedding conformance under CQA Section 02207 (Aggregate Materials) of this
CQA Plan.
2.03 ENGINEERED FILL
A. Verify engineered fill conformance under CQA Section 02224(Engineered Fill)of this CQA
Plan.
2.04 CONCRETE
A. Verify concrete conformance under CQA Section 03300 (Concrete)of this CQA Plan.
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15400-1
Page 2337 of 4165
2.05 CONFORMANCE TESTING
A. Review moisture-density relationship conformance test results for pipe bedding and the
engineered fill used for backfilling the former leachate pond as determined under CQA
Section 02207(Aggregate Base)and CQA Section 02224(Engineered Fill),respectively,of
this CQA Plan.
PART 3 EXECUTION
3.01 GENERAL
A. Prior to electrical and telephone feed installation,hold a preparatory meeting in accordance
with Part 1.04 of Section 01039 (Project Meetings)of this CQA Plan.
B. Verify that Contractor has obtained all required electrical permits.
C. Verify that Contractor has furnished and installed all temporary power and lighting systems
needed for construction and their subsequent removal after construction is completed.
D. Verify that Contractor has verified that the wire and conduit sizes for the main power supply
and automatic telephone dialer system are appropriate for the intended use.
E. Verify that all electrical components are in accordance with the National Electric Code
(NEC), National Fire Protection Association (NFPA) and local codes and regulations for
installation in a Class 1, Division 1 or Class 1, Division 2 classified locations.
F. Verify that electrical and telephone feed installations are performed in accordance with the
local electrical and telephone company rules and regulations.
G. Verify that the electrical and telephone feed from the existing service points to the flare
station control panel is completed below grade as shown on the Plans.
H. Verify that Contractor has confirmed service and panel locations and all other service
requirements prior to starting Work.
3.02 PREPARATION
A. Verify that all materials are inspected for damage and imperfections prior to installation and
that damaged materials or materials with imperfections are not used.
3.03 TRENCHING AND BACKFILLING
A. Verify trenching and pipe bedding placement conformance under CQA Section 02225
(Trenching and Backfilling)of this CQA Plan.
B. Perform the following field tests at the frequency shown to verify that the compacted pipe
bedding and engineered fill have a minimum dry density of 90 percent of the maximum dry
density and is at a moisture content within 1 to 3 percentage points of the optimum moisture
content as determined from ASTM D 1557:
City of Ukiah Landfill Final Closure Construction CQA Plan
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Page 2338 of 4165
1. Da Density andMotsture Content Nuclear(ASTMD 2922 and D 3017); at least
one (1)test per 100 linear feet per lift or at a change in material.
2. Moisture Content(ASTM D 4959); at least one (1) test per every ten (10) nuclear
gauge tests.
C. Record corresponding dry density and moisture content results on the Nuclear
Density/Moisture Test Data form.
3.04 INSTALLATION
A. Verify that all equipment, motors, conduit and outlets, as applicable, are permanently and
effectively grounded in accordance with NEC,California Administrative Code(CAC)-Title
24 and local codes.
B. Verify that all conduits are sloped towards pull boxes and run in straight lines except where a
change in direction is necessary. Also verify that couplings are staggered for maximum duct
line strength.
C. Verify that the ends of buried conduit are kept closed with approved conduit seals during
construction and that immediately prior to pulling wire or cable,a swab is drawn through all
conduits to force out water and foreign materials.
D. Verify that junction boxes are installed in an accessible location as required for splicing,
connections and pulling of wire.
E. Verify that all above ground conduit is properly secured on pipe supports or concrete slabs.
F. Verify that the meter socket installed at the existing service pole complies with the height and
fastening specifications outlined in the local electric company rules and regulations.
3.05 CLEAN-UP
A. Verify that all exposed portions of electrical installation are thoroughly cleaned,including the
removal of all traces of soil,labels, grease, oil, and other foreign matter.
3.06 CORRECTIVE ACTIONS
A. If any portion(s)of the flare station electrical and telephone feed provisions do not meet the
requirements of the Plans and Technical Specifications, based on either field test results,
observations, field survey, and/or physical measurement, verify that that portion(s) is
reworked or removed and replaced to meet the requirements of the Technical Specifications
and that the corrective actions implemented by the Contractor are in conformance with
methods approved by the Design Engineer and the applicable Standard Specifications.
END OF CQA SECTION 15400
FLARE STATION ELECTRICAL AND TELEPHONE FEED
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Page 2339 of 4165
CQA SECTION 15500
LEACHATE OVERFLOW COLLECTION AND STORAGE SYSTEM
PART GENERAL
1.01 SUMMARY
A. The CQA Officer shall perform CQA procedures as outlined in this Section and follow
guidelines for monitoring and testing to verify and document that the leachate overflow
collection and storage system materials and construction methods are in compliance with the
Plans and Technical Specifications.
1.02 SUBMITTALS
A. Collect three (3) copies of each submittal required in the Technical Specifications.
B. Verify compliance with the submittal schedule and update Submittal Log.
C. Perform submittal review and approval procedures in Part 1.03 of Section 01300(Submittals)
of this CQA Plan.
PART 2 PRODUCTS
2.01 COLLECTION AND STORAGE SYSTEM COMPONENTS
A. Verify that the following leachate overflow collection and storage system components meet
the applicable product requirements of Section 15500 (Leachate Overflow Collection and
Storage System)of the Technical Specifications:
1. Pipe materials.
2. Pipe accessories.
3. Concrete junction boxes.
4. Lining material for leachate sediment chamber/wet well.
5. Leachate UST and accessories.
2.02 PIPE BEDDING
A. Verify pipe bedding conformance under CQA Section 02207 (Aggregate Materials) of this
CQA Plan.
2.03 TANK BEDDING AND BACKFILL
A. Verify tank bedding and backfill conformance under CQA Section 02207 (Aggregate
Materials) of this CQA Plan.
2.04 ENGINEERED FILL
A. Verify engineered fill conformance under CQA Section 02224(Engineered Fill)of this CQA
Plan.
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15500-1
Page 2340 of 4165
2.05 CONFORMANCE TESTING
A. Review moisture-density relationship conformance test results for the pipe bedding and tank
bedding and backfill as determined under CQA Section 02207(Aggregate Materials)of this
CQA Plan.
B. Review moisture-density relationship conformance test results for the engineered fill as
determined under CQA Section 02224 (Engineered Fill)of this CQA Plan.
PART 3 EXECUTION
3.01 BRACING AND SHORING
A. Verify that Bracing and shoring complies with Section 5-1.02A and 7-1.01E of the Standard
Specifications.
3.02 GENERAL PIPE INSTALLATION
A. Verify that Contractor confirms the location of point of connection (POC) at the existing
leachate collection piping as shown the Plans by potholing to determine the location and
depth (elevation).
B. Verify that the trench subgrade for the gravity drain pipe provides uniform support at a
uniform slope along full length of pipe.
3.03 PIPE INSTALLATION
A. Verify trench conformance under CQA Section 02225 (Trenching and Backfilling) of this
CQA Plan.
B. Verify that the bottom of the trench is graded and prepared to provide a firm and uniform
bearing throughout the entire length of the pipe barrel.
C. Verify that pipe, fittings, and accessories are installed in accordance with manufacturer's
instructions and that the sealed joints are watertight.
D. Verify that pipe is placed to the lines and grades as shown on the Plans.
E. Verify that the pipe is laid without break upgrade from structure to structure, with bell end
upgrade for bell and spigot pipe.
F. Verify that the horizontal alignment of the pipe is laid such that no points vary more than 0.10
feet from the design alignment established and shown on the Plans.
G. Verify backfill conformance under CQA Section 02225 (Trenching and Backfilling) and
perform the following field tests at the frequency shown to verify that the compacted pipe
bedding and engineered fill have a minimum dry density of 90 percent of the maximum dry
density and is at a moisture content within 1 to 3 percentage points of the optimum moisture
content as determined from ASTM D 1557:
City of Ukiah Landfill Final Closure Construction CQA Plan
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15500-2
Page 2341 of 4165
1. Da Density andMotsture Content Nuclear(ASTMD 2922 and D 3017); at least
one (1)test per 100 linear feet per lift or at a change in material.
2. Moisture Content(ASTM D 4959); at least one (1) test per every ten (10) nuclear
gauge tests.
H. Record corresponding dry density and moisture content results on the Nuclear
Density/Moisture Test Data form.
3.04 CONCRETE JUNCTION BOXES
A. Verify excavation conformance under CQA Section 02222 (Excavation)of this CQA Plan.
B. Verify that concrete junction boxes are installed in accordance with manufacturer's
instructions and that their placement into the excavation is performed in a manner that will
not induce damage or compromise future stability.
C. Verify that backfilling operations conform to the provisions in Section 19-3 of the Standard
Specifications.
3.05 LEACHATE SEDIMENT CHAMBER/WET WELL LINING
A. Prior to start of Work, verify that provisions have been made to divert leachate from the
existing leachate drain from discharging into the leachate sediment chamber and document
how the leachate is being diverted and managed.
B. Verify that all leachate is pumped from the leachate sediment chamber and wet well and
document where the leachate is pumped and managed.
C. Verify that any sediment present at the base of the leachate sediment chamber and/or wet well
is removed and document how the sediment is removed and managed.
D. Verify that existing pumps and any other equipment/features that may inhibit application
product are removed and stored in a dry and secure location
E. Verify that the interior walls and base of the sediment chamber and wet well are steam
cleaned to remove residual grime and residues. Also verify that residual rinseate generated by
the steam cleaning operations is removed and document how the removed rinseate is
managed.
F. Verify that sufficient time is provided to allow the surfaces of the interior walls and base to
dry and document the nature of any mechanical means employed to expedite the drying time,
as applicable.
G. Verify that the lining product is applied to provide full and sufficient coverage of all interior
walls and base and that the application is performed in strict accordance with recommended
manufacturer's procedures.
H. Verify that pumps and any other equipment/features that were removed are re-installed and
verify that normal operation of the leachate sediment chamber/wet well is restored per pre-
existing conditions.
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15500-3
Page 2342 of 4165
3.06 TANK HOLDING
A. Verify that the tank is not dropped,rolled or impacted during unloaded and that the tank is set
on smooth ground,free of rocks and foreign objects, and chock tanks to prevent movement.
3.07 TANK INSTALLATION
A. Verify excavation conformance under CQA Section 02222 (Excavation)of this CQA Plan.
B. Verify that the tank excavation is large enough to provide 2 feet of clearance between the tank
sides and ends and the excavation walls in stable soil and 12 inches of bedding under the
tank.
C. Verify that the tank and all related piping and accessories are installed as per manufacturer's
printed instructions.
D. Verify that the tank bedding and backfill is placed in accordance with the sequence and
procedures outlined in Section 15500(Leachate Overflow Collection and Storage System)of
the Technical Specifications.
E. Following placement of the tank bedding and backfill, verify backfill conformance for the
remainder of the excavation under CQA Section 02225 (Trenching and Backfilling) and
perform the following field tests at the frequency shown to verify that the compacted
engineered fill has a minimum dry density of 90 percent of the maximum dry density and is
within 1 to 3 percentage points of the optimum moisture content as determined from AS TM D
1557:
a. Dry Density and Moisture ContentNuclear(ASTMD 2922 and D 3017); at one
test per every 1,200 square feet.
b. Moisture Content(ASTM D 4959); at least one (1) test per every ten (10) nuclear
gauge tests.
F. Record corresponding dry density and moisture content results on the Nuclear
Density/Moisture Test Data form.
3.08 PERFORMANCE TESTING
A. Verify that performance testing of the leachate sediment chamber/wet well and leachate UST
is performed in conformance with Section 15500(Leachate Overflow Collection and Storage
System) of the Technical Specifications.
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Page 2343 of 4165
3.09 CORRECTIVE ACTIONS
A. If any portion(s) of the leachate overflow connection and storage system provisions do not
meet the requirements of the Plans and Technical Specifications,based on either field test
results,observations,field survey,and/or physical measurement,verify that that portion(s)is
reworked or removed and replaced to meet the requirements of the Technical Specifications
and that the corrective actions implemented by the Contractor are in conformance with
methods approved by the Design Engineer and the applicable Standard Specifications.
END OF CQA SECTION 15500
LEACHATE OVERFLOW COLLECTION AND STORAGE SYSTEM
City of Ukiah Landfill Final Closure Construction CQA Plan
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Page 2344 of 4165
APPENDIX A
PROJECT DOCUMENT FORMS
Page 2345 of 4165
DAILYSUAIMARY'REPORT
Project: Date:
Day:
Owner: Document Control No.:
Contractor: Weather: AM'
PM
Construction Activity Summary
ConstTtiction Unit/Area:
EqujL)ment:
Personnel:
Subcontractors:
Q), oxiitoring/Testii,ig,Sumiloary
(Attach Inspection, DataSheets or Daily Field LO.,p)
'N(rti,,-Con,foi-m-,ince/Corrective Action
(AtiachNon-copi rinancelCorrective Action Forin)
00
Materiab, Received/Subinittal Status
Meetings
Other Information
Signature: ..................
Page 2346 of 4165
,NO,N-CONF-(O"ANCEICORRECTI'VE ,ACTION.FORM"
Project: Date:
Day:
Owner: Document Control No.:
Cont'i.,actor:
Non-co nforinance SumniM
Description:
Spocification or Drawing Referenm
Corrective Action
Des gd.p_to tiy
_
Specification ariance or Q.Eawin, Revision-
(Rec,ord anyDrawing Revisionon the Site As-built Record,Druivings)
Signature: .......... ..............
Page 2347 of 4165
A CCEPIANCE REPO,RT
Project: Date:
Day:
Owner: Document Control No.:
Contractor:
Acceptance Statement
All in,aterials and construction processes f6i.- the Construction Unitstated below comply with the
Design Plans and, Speci fi cart ion .
Construction Unit (Section No.)
Daily Summary Repqrts Referenced
(List Docinnent, Conm.,)LIVos)
Non-Conformance/Corrective Action Forms.Referenced
(List Docunient ControMos.)
Signature:
Page 2348 of 4165
,ME4ETINGIDISCUSSI'ON'SUMMA,RYR,EPOR,T
Project: Date:
'Time:
Owner: Document Control No.:
Contractor: Location:
Megfin Name or Subject Matter
Attendees
Minutes if scheduled meefin ylo,r Synopsis
Items for Resolution
Signature:,
Page 2349 of 4165
SHOT
Project: Date( ):
Roll No.:
Owner:
Contractor:
DATE TIME PIlU"fi''URE NO. SUBJECT mAl"t R,
Signature:
Page 2350 of 4165
SUB GRADE SOIL SURFA CE A CCEPTANCE
Project: Date:
Day.,
Owner:
CQA Monitor: Document Control No.*.
Contractor,.,
Material Descriptioir. Cell No..-
Description of Soil Surface to be Lined:
I hereby certify that the above sur,face area is suitable for the installation of geosynthetics,
and that (,,_gntr for and, last qjler)_ shall be responsible for its integrity and
suitability in accordance with the Specifications froni dais date to, the completion of the
installation.
Installer 'Representative:
Signature'
Naine:
Date:
Title:
Representing:
Subgrade Contractor.-
Signature:
Name:
Date;
Title:
Representing- ...........
Witness:
CQAMonitor:
Signature: ——-----—-——-—--—-—-------------------------------------------------------------------------
Narne:
Date:
Title:
Representing: ...............................................................................-...........
Owner Representative:
Signature: ............. .......
Name,
Date:
Title:
Representing-. ...........
TurfCQA PIafA(,()A FornmAAppendix A\B6.SUbVadr.d"
Page 2351 of 4165
APPENDIX
BOLLS MONITORING ORM
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(Attach field sketoh of daily panel layout)
Project,
Project NM*
Abbreviations: P'anel(P), Roll(R),Seam(S), ross�seam(CS),Air Pressure(AP)„Vacuum Test(VT),Seam Analysis Sample(SAS)
End of Seam Test(EST),Trial Wileld(TWW),Subgrade,Acre tance SA-Tem erature(T),Note(N),
Late: COA Monitor: Sheet No. of
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SUBMITTAL CONTROL LOG
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FINAL CLOSURE
CONSTRUCTION DRAWINGS
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APPENDIX K
EMERGENCY RESPONSE PLAN
Page 2399 of 4165
Emergency Response Plan
City of Ukiah Landfill
Mendocino County, California
April 2019
Prepared For:
City of Ukiah
Public Works Department
Ukiah, California
Prepared By.
EBA ENGINEERING
825 Sonoma Avenue
Santa Rosa, California
EBA Job No. 02-907
Page 2400 of 4165
1.0 INTRODUCTION
Division 2, Title 27, Article 2, Section 21130 of the California Code of Regulations
(effective date: 7/18/98) requires the development of an Emergency Response Plan
at landfill closure to address potential events that could impact the integrity of the
landfill cover and related appurtenances resulting in the release of waste products.
These regulations are included here for review.
27CCR, �21130
(a) the operator shall maintain a written postclosure Emergency Response
Plan at the facility or at an alternate location as approved by the EA. The
Emergency Response Plan must identify occurrences that may exceed
the design of the site and endanger public health or the environment.
The plan shall describe specific procedures that minimize these hazards
to protect public health and safety. The events that the plan shall
address include, but are not limited to. vandalism, fires, explosions,
earthquakes, floods, the collapse or failure of artificial or natural dikes,
levees or dams, surface drainage problems, and other waste releases.
(b) The Emergency Response Plan shall contain the following.
(1) identification of events which could require the implementation of
emergency response actions. This section shall not apply to the
gas monitoring provisions,-
(2) a description of the actions to be taken, and the sequence and
implementation timetable needed to mitigate the conditions,
(3) a statement regarding the general availability of equipment
required to mitigate each type of emergency.
(c) The operator shall amend the Emergency Response Plan under the
following conditions.
(1) whenever a failure or release occurs for which the plan did not
provide an adequate response;
(2) when the postclosure land use and/or structures on the site
change and these changes are not addressed in the existing
plan, or
(3)if the EA notifies the operator in writing that the current Emergency
Response Plan is inadequate under the provision of this section.
The notifying agency shall include within the written notice the
items that plan needs to consider for it to comply with this section.
The operator shall submit an amended Emergency Response
Plan to the EA within thirty (30) days of notification of an
inadequacy.
(d) Whenever the operator amends the Emergency Response Plan pursuant
to (c) (1 or 2), the operator shall submit a written copy of the amended
plan to the EA.
Appendix K-Emergency Response Plan K-2
Page 2401 of 4165
2.0 SPECIFIC EVENTS AND RESPONSES
The following presents a summary of specific events requiring correction action at
the City of Ukiah Landfill (Landfill) and actions to be taken to minimize the release of
waste products.
Earthquake
Given the final closure configuration of the Landfill, a seismic event within the area
should not result in slope failure or a release of waste products; however, such an
event could impact the integrity of the final cover, drainage conveyance systems, or
monitoring systems. The following is the sequence and schedule of actions to be
taken in the event of an earthquake to minimize potential hazards.
• In event of an earthquake, the site will be inspected by a qualified
engineer within 24-hours to evaluate the integrity of the landfill cover,
ancillary facilities and the potential for hazardous conditions.
• Within 5 days, notify the Local Enforcement Agency (LEA), the
Sheriff's Department, California Regional Water Quality Control Board
— North Coast Region (RWQCB), and the California Department of
Resources Recycling and Recovery (CalRecycle) of any failure.
• Contact with areas of damaged landfill cover or potentially hazardous
areas/conditions will be limited.
• Areas of concern will be stabilized pending reconstruction activities.
• Reconstruction requirements and construction scheduling will be
evaluated and prepared for submittal to the LEA, RWQCB, and
CalRecycle within 7 days.
• Areas requiring repair will be reconstructed in accordance with the
Construction Quality Assurance Plan to original design specifications
and contours, or the Final Closure Plan will be amended/revised and
approved by the LEA, CalRecycle, and RWQCB.
• The LEA, RWQCB, and CalRecycle will be notified as to completion
of construction activities.
Fires, Subsurface Fire, or Explosion
The potential for fire, subsurface fire, and/or explosion exists due to the presence of
landfill gas. In the event of a fire or explosion, mitigative actions, sequence of
actions, and timetable to minimize potential hazards will include the following:
• Immediately make a determination of the severity of the fire or
explosion.
Appendix K-Emergency Response Plan K-3
Page 2402 of 4165
• If the fire or explosion is deemed severe, the Sheriff's Department
and the Fire Department will be immediately notified. Also notify
CalRecycle, RWQCB, LEA, and Mendocino County Air Quality
Management District, and other authorities necessary to evaluate
extent of damage.
• In the case of a surface fire or explosion, an area will be cordoned off
from the incident and personnel will be retained on-site until the area
has been declared safe.
• In the case of a subsurface fire that is not deemed severe, within 24
hours, turn off extraction wells in the adjoining area, then proceed with
locating the source of the oxygen infiltration and repair the breach
accordingly. If repair of breach will take longer than 48 hours,
temporarily cover area of breach with soil to minimize further oxygen
intrusion.
• If a subsurface fire is deemed severe:
A. Secure the services of a consultant experienced in subsurface
fires.
B. Identify surface fractures, geologic features, or other cover
features which may act as a conduit for oxygen infiltration.
C. Determine the extent of subsurface fire through subsurface
vapor and temperature monitoring.
D. Cordon off area affected by fire.
E. Evaluate the feasibility of extinguishing the fire by 1)
remediation of conduits of air infiltration, 2) excavation of
affected areas and extinguishing the fire using conventional
means (water or foam vapor suppressant), 3)extinguishing the
fire through CO2 injection, or 4)other methods identified by the
consultant.
F. Implement procedures to extinguish the fire.
• Repairs shall be made in accordance with the Construction Quality
Assurance Plan.
• The LEA, RWQCB, and CalRecycle will be notified as to completion
of construction activities.
Wild fires also represent a potential hazard. Whereas the ClosureTurf material
should provide greater protection against flame propagation than a vegetative
cover, the potential remains for damage to occur. Thus, a post-fire inspection will
Appendix K-Emergency Response Plan K-4
Page 2403 of 4165
be performed following such an incident to evaluate the integrity and potential
damage to pertinent site components, including the ClosureTurf final cover system,
landfill gas collection system (including the totally-enclosed vertical ground flare),
leachate management system, monitoring system components, and perimeter
security fencing and signage. Any damaged components identified by the inspection
will be recorded and provisions made to implement the repairs accordingly.
Surface Drainage Failures and Floods
In the event of a wash out due to a surface drainage failure or flood, mitigative
actions, sequence of actions, and timetable to minimize potential hazards will
include the following:
• Inspection and evaluation of any damage incurred to the landfill cover
and determination of the potential for hazardous conditions.
• Areas identified as potentially hazardous will be cordoned off.
• The LEA, RWQCB, and CalRecycle will be notified of the failure.
• Reconstruction requirements and construction scheduling will be
evaluated and prepared for submittal to the LEA, RWQCB, and
CalRecycle within 7 days.
• Repairs will be made in accordance with the Construction Quality
Assurance Plan.
• The LEA, RWQCB, and CalRecycle will be notified as to completion
of construction activities.
Vandalism
In the event that vandalism occurs that impacts the integrity of landfill closure
facilities, mitigative actions, sequence of actions, and timetable to minimize potential
hazards include the following:
• Inspection and evaluation of any damage incurred to the landfill cover
and determination of the potential for hazardous conditions.
• Areas identified as potentially hazardous will be cordoned off.
• The LEA, RWQCB, and CalRecycle will be notified of the vandalism.
• Reconstruction requirements and construction scheduling will be
evaluated and prepared for submittal to the LEA, RWQCB, and
CalRecycle within 7 days.
Appendix K-Emergency Response Plan K-rJ
Page 2404 of 4165
• Repairs will be made in accordance with the Construction Quality
Assurance Plan.
• The LEA, RWQCB, and CalRecycle will be notified as to completion
of construction activities.
3.0 AVAILABLE EQUIPMENT
Standby equipment is available from the City of Ukiah Public Works Department on
a priority basis.
4.0 EMERGENCY CONTACTS AND TELEPHONE NUMBERS
City of Ukiah Public Works Department: (707) 463-6280
Fire Department: 911
Mendocino County Sheriff's Department: 911
Ambulance Service: 911
RWQCB: (707) 576-2220
CalRecycle: (916) 341-6360
LEA: (707) 234-6625
Mendocino County Air Quality Management District: (707) 463-4354
Appendix K-Emergency Response Plan K-6
Page 2405 of 4165
APPENDIX L
CLOSURE AND POSTCLOSURE
MAINTENANCE COST ESTIMATES
Page 2406 of 4165
CLOSURE
Page 2407 of 4165
FINAL CLOSURE CONSTRUCTION COST ESTIMATE
UKIAH LANDFILL FINAL CLOSURE CONSTRUCTION COST ESTIMATE
The objective is to determine the estimated total cost of closure activities at the Ukiah Landfill.
Costs are based on the plans prepared by EBA Engineering titled: Construction Drawings for
City of Ukiah Landfill Final Closure Construction. Individual cost items were determined as bid
items for the construction contract and include:
• Miscellaneous items for mobilization, removal, adjustments, and demolition;
• Final cover items;
• Drainage system items;
• Access road items;
• Landfill gas extraction system items;
• Landfill leachate collection system items; and
• Revegetation.
In addition, costs are provided for design support engineering services during construction and
construction quality assurance during construction that includes inspections, testing, and
reporting.
References used to estimate construction costs included the following:
• Contractor bids and contracts for previous landfill closure projects that have recently
been completed, adjusted for inflation. These previously completed landfill closure
projects were all subject to the prevailing wage requirements.
• Manufacturers and suppliers/installers information for specialized items such as the
Engineered Turf product for material and installation costs.
• General Prevailing Wage Determination Made by the Director of Industrial Relations
Pursuant to California Labor Code Part 7, Chapter 1, Article 2, Section 1770, 1773, and
1773.1, current edition.
• Labor Surcharge and Equipment Rental Rates, State of California Business,
Transportation, and Housing Agency, Department of Transportation Division of
Construction, Effective April 1, 2019 through March 31, 2020.
• Discussions with local contractors and suppliers for actual material and installation costs.
The following tables present a summary of the final closure costs, a breakdown of individual
cost items (bid items) including reference footnotes for each cost item, a breakdown of the
inspection, testing, reporting, and design support engineering costs during construction (CQA),
and the applicable Prevailing Wage and Labor Surcharge and Equipment Rental Rate tables.
For those cost items where previous contractor costs were not available or not applicable, unit
costs were determined by estimating the production rate, labor, and equipment that would be
needed and applying the prevailing wage rates and the labor surcharge and equipment rental
rates referenced above. The worksheets for these items are included.
' V 4.hEgrlN d.t:ItCC�M1'i
Page 2408 of 4165
FINAL CLOSURE COST ESTIMATE WORKSHEET
CITY OF UKIAH LANDFILL
PROJECT DESCRIPTION
The information presented herein provides an itemized breakdown of costs to implement the final closure
construction activities summarized in the Construction Drawings for the Final Closure of the City of Ukiah Landfill
PREPARED BY: EBA ENGINEERING
GENERAL SITE INFORMATION
Name of Solid Waste Landfill: City of Ukiah Landfill
Solid Waste Facilities Permit No.: 23-AA-0019
Facility Operator: City of Ukiah,Department of Public Works
Site Owner: City of Ukiah,Department of Public Works
Site Location (CA coordinates,township&range or SE 1/4,Section 10
longitude/latitude,preferred) Township 15 North,Range 12 West
Assessors Parcel Number: 178-130-010
Site Address: 3100 Vichy Springs Road
Ukiah,CA
FINAL CLOSURE COSTS
1. Final Closure Costs
a. Miscellaneous-Mobilization,Removal,Adjustment,Demolition $ 137,676 See Cost Estimate Worksheet-Item 1-13
b. Final Cover $ 6,871,169 See Cost Estimate Worksheet-Items 14-20,37-44,46 and 52
c. Drainage Facilities $ 656,766 See Cost Estimate Worksheet-Items 23-36
d. Access Roads $ 233,360 See Cost Estimate Worksheet-Items 21 and 22
e. Landfill Gas Extraction System $ 620,168 See Cost Estimate Worksheet-Items 47-51 and 53-77
f Landfill Leachate Collection System Modifications $ 55,954 See Cost Estimate Worksheet-Items 78-82
g. Revegetation $ 26,435 See Cost Estimate Worksheet-Item 45
h.Signage $ 1,680 See Cost Estimate Worksheet-Item 83
Contractor Bid Subtotal $ 8,603,207
2. Design Support Engineering $ 18,600
3. Construction Quality Assurance for Closure Construction $ 534,740
4. Landfill Structure Removal $ - Included in Above
5. Groundwater Monitoring Installations $ - None
6. Security $ - Included in Above
Final Closure Subtotal $ 9,156,547
Final Closure Subtotal 20%Contingency $ 1,831,309
TOTAL FINAL CLOSURE $ 10,987,856
Page 2409 of 4165
ENGINEER'S COST ESTIMATE
FINAL CLOSURE CONSTRUCTION
CITY OF UKIAH LANDFILL
ITEM ITEM UNIT UNIT SOURCE TZ TOTAL
Na.. PRICE (Footnote) PRICE
I Mobilization LS $ 106,000.00 1 1 $ 106,000
2 Adjust Existing Groundwater Monitoring Well to Grade EA $ 530.00 2 3 $ 1,590
3 Adjust Existing Leachate Wells to Grade EA $ 530.00 2 2 $ 1,060
4 Remove Existing CMP and HDPE Downdrains and Drain Outlets LS $ 5,151.00 3 1 $ 5,151
5 Remove Existing Leachate Piping LS $ 2,575.00 3 1 $ 2,575
6 Adjust Existing Leachate Manholes To Grade EA $ 1,130.00 3 5 $ 5,650
7 Install G5 Traffic Vault with Checker Plate Top EA $ 1,100.00 2 1 $ 1,100
8 Adjust Existing Gas Vault to Grade EA $ 530.00 2 2 $ 1,060
9 Install B2436 Gas Extraction Vault with Checker Plate Top EA $ 1,100.00 2 5 $ 5,500
10 Adjust Existing ARV and Vault to Grade EA $ 530.00 2 1 $ 530
11 Adjust Existing LFG Perimeter Monitoring Wells to Grade EA $ 530.00 2 4 $ 2,120
12 Remove Existing Fencing LF $ 2.10 2 90 $ 189
13 Structure Demolition LS $ 5,151.00 3 1 $ 5,151
14 Clearing and Grubbing AC $ 900.00 2 58.4 $ 52,533
15 Refuse Excavation and Relocation Cy $ 11.00 2 6,700 $ 73,700
16 Refuse Disposal TON $ 130.00 4 75 $ 9,750
17 Subgrade Preparation SF $ 0.11 2 1,887,100 $ 207,581
18 Excavation Cy $ 1.60 2 1,630 $ 2,608
19 Fill(Refuse Excavation Interim Cover Soils) Cy $ 4.00 2 5,600 $ 22,400
20 Fill(Foundation Layer and Engineered Fill) Cy $ 3.70 2 91,200 $ 337,440
21 Access Roads SF $ 1.40 2 135,400 $ 189,560
22 Access Roads over Engineered Turf SF $ 3.00 2 14,600 $ 43,800
23 Concrete Drain Inlets(4'x T) EA $ 2,650.00 2 13 $ 34,450
24 30"CMP Drain Inlets EA $ 1,100.00 2 5 $ 5,500
25 CMP Drain Pipe(Above Ground) LF $ 43.00 2 840 $ 36,120
26 CMP Drain Pipe(Buried) LF $ 58.00 2 280 $ 16,240
27 HDPE Drain Pipe(Buried) LF $ 58.00 2 620 $ 35,960
28 Sedimentation Basin Outlet Structures EA $ 7,500.00 2 3 $ 22,500
29 Side Slope Drainage Channel Grading LF $ 11.00 2 2,530 $ 27,830
30 Type I Swales LF $ 1.60 2 630 $ 1,008
31 Type II Swales LF $ 6.40 2 1,020 $ 6,528
32 Type III Swales LF $ 37.00 2 6,520 $ 241,240
33 Type IV Swales LF $ 8.50 2 1,030 $ 8,755
34 Type V Swales LF $ 37.00 2 3,500 $ 129,500
35 Grouted Riprap Outlets EA $ 2,110.00 2 4 $ 8,440
36 Loose Rock Riprap Inlets and Outlets SF $ 37.00 2 2,235 $ 82,695
37 Erosion Control SF $ 0.24 2 253,465 $ 60,832
38 Geomembrane SF $ 1.10 5 1,885,100 $ 2,073,610
39 Geomembrane Surficial Strips LF $ 3.70 5 10,861 $ 40,186
40 Engineered Turf with 5/8"Sand Ballast Infill SF $ 2.00 5 1,734,100 $ 3,468,200
41 Engineered Turf without Sand Ballast Infill SF $ 1.60 5 11,500 $ 18,400
42 Engineered Turf with HydroBinder Infill SF $ 2.80 5 139,600 $ 390,880
43 Engineered Turf/Geomembrane Anchor Trench LF $ 5.30 5 81500 $ 45,050
44 Water Release Vents EA $ 500.00 5 20 $ 10,000
45 Seeding and Fertilizing AC $ 2,650.00 2 10.0 $ 26,435
46 Temporary Erosion and Sediment Control LS $ 16,000.00 2 1 $ 16,000
47 Flare Station Concrete Slabs Cy $ 845.00 2 11.5 $ 9,718
48 LFG Extraction Wells VLF $ 95.00 2 940 $ 89,300
49 Prefabricated Wellhead Assemblies EA $ 790.00 2 18 $ 14,220
50 Additional Borehole Setup EA $ 370.00 2 3 $ 1,110
51 Borehole Abandonment VLF $ 48.00 2 100 $ 4,800
52 LFG Collection Foot Assembly EA $ 1,000.00 5 42 $ 42,000
53 8"PVC Pipe and Fittings LF $ 17.00 2 8,750 $ 148,750
54 6"PVC Pipe and Fittings LF $ 16.00 2 410 $ 6,560
55 4"PVC Pipe and Fittings LF $ 15.00 2 1,175 $ 17,625
56 8"Isolation Valves EA $ 1,600.00 2 14 $ 22,400
57 6"Isolation Valve EA $ 1,265.00 2 1 $ 1,265
58 8"Flexible Couplings EA $ 265.00 2 63 $ 16,695
59 6"Flexible Couplings EA $ 225.00 2 2 $ 450
EBA Engineering
Page 2410 of 4165
ENGINEER'S COST ESTIMATE
FINAL CLOSURE CONSTRUCTION
CITY OF UKIAH LANDFILL
ITEM ITEM UNIT UNIT SOURCE TZ TOTAL
Na.. PRICE (Footnote) PRICE
60 4"Flexible Couplings EA $ 172.00 2 12 $ 2,064
61 Vacuum Test Ports EA $ 53.00 2 12 $ 636
62 Block Type Pipe Supports EA $ 40.00 2 1,230 $ 49,200
63 Block Type Pipe Anchors EA $ 110.00 2 248 $ 27,280
64 Strap Type Pipe Anchors EA $ 50.00 2 45 $ 2,250
65 Metal Frame Pipe Supports-Within Waste Boundary EA $ 250.00 2 67 $ 16,750
66 Metal Frame Pipe Supports-Outside Waste Boundary EA $ 160.00 2 11 $ 1,760
67 Buried Header Crossing EA $ 1,250.00 3 2 $ 2,500
68 Road Crossing-Type 1 EA $ 6,050.00 3 10 $ 60,500
69 Road Crossing-Type 2 EA $ 4,405.00 3 1 $ 4,405
70 Road Crossing-Type 3 EA $ 7,260.00 3 1 $ 7,260
71 Condensate Drain Piping LF $ 16.00 2 2,275 $ 36,400
72 Condensate Drop Outs EA $ 2,110.00 2 14 $ 29,540
73 Condensate Discharge Points EA $ 1,055.00 2 5 $ 5,275
74 Flare Station Assembly LS $ 11,805.00 3 1 $ 11,805
75 Security Fencing LF $ 27.00 2 210 $ 5,670
76 Flare Station Aggregate Base SF $ 1.40 2 9,600 $ 13,440
77 Electrical and Telephone Feed LS $ 10,540.00 6 1 $ 10,540
78 12"Leachate Collection Piping LF $ 48.00 2 149 $ 7,152
79 6"Leachate Collection Piping LF $ 43.00 2 44 $ 1,892
80 Concrete Junction Boxes EA $ 2,110.00 2 3 $ 6,330
81 Leachate Sediment Chamber/Wet Well Lining LS $ 3,690.00 5 1 1 $ 3,690
82 Leachate UST LS $ 36,890.00 2 1 1 $ 36,890
83 Signage-Perimeter(Methane Hazard) EA $ 105.00 2 16 $ 1,680
TOTAL $8,603,207
LS Lump Sum EA Each
CY Cubic Yard PVC Polyvinyl Chloride
AC Acre HPDE High-Density Polyethylene
SF Square Feet LFG Landfill Gas
LF Linear Feet UST Underground Storage Tank
VLF Vertical Linear Feet
SOURCE(FOOTNOTES)
1 Mobilization lump sum cost estimated to be no more than 1.2%
of the estimated construction cost.
2 Based on previous construction costs for actual or similar item of
similar size and/or physical configuration.
Estimate based on prevailing wage rates and equipment rental
3 rates with estimated production rate,labor and equipment. See
worksheet for item.
4 Estimate based on actual cost as verified with provider.
This is a specialized item and the unit cost is based on the
5 manufacture's/installer's cost estimate that is from actual
construction at similar sites.
6 Estimated based on discussions with contractors and providers.
EBA Engineering
Page 2411 of 4165
CONSTRUCTION LABOR RATES
PREVAILING WAGE AND APPLICABLE SURCHARGES
CALIFORNIA DEPARTMENT OF INDUSTRIAL RELATIONS
11% 33%
Basic Extended
Description Group IA) Labor Overhead
Hourly Rate Hourly Rate
Surcharge(s) and Profit(C)
General Laborer 3 $ 53.49 $ 5.88 $ 17.65 $ 77.03
Excavator Operator 3 $ 74.79 $ 8.23 $ 24.68 $ 107.70
Spreading Dozer Operator 4 $ 73.41 $ 8.08 $ 24.23 $ 105.71
Push Dozer Operator 4 $ 73.41 $ 8.08 $ 24.23 $ 105.71
Grading Dozer Operator 4 $ 73.41 $ 8.08 $ 24.23 $ 105.71
Loader Operator 3 $ 74.79 $ 8.23 $ 24.68 $ 107.70
Scraper Operator 4 $ 73.41 $ 8.08 $ 24.23 $ 105.71
Compactor Operator 4 $ 73.41 $ 8.08 $ 24.23 $ 105.71
Grader Operator 4 $ 73.41 $ 8.08 $ 24.23 $ 105.71
Backhoe Operator 3 $ 74.79 $ 8.23 $ 24.68 $ 107.70
Water Truck Operator 3 $ 53.49 $ 5.88 $ 17.65 $ 77.03
Dump Truck Operator 3 $ 53.49 $ 5.88 $ 17.65 $ 77.03
Foreman ---- $ 70.00 $ 7.70 $ 23.10 $ 100.80
Supervisor ---- $ 90.00 $ 9.90 $ 29.70 $ 129.60
Crane Operator 3 $ 74.79 $ 8.23 $ 24.68 $ 107.70
EQUIPMENT RENTAL RATES
CALIFORNIA DEPARTMENT OF TRANSPORTATION(CALTRANS)Iel
15%
CALTRANS Basic Rental Extended Unit Extended Unit
Description Code Hourly Rate Overhead Hourly Rate Daily Rate
and Profit
Excavator-CAT 320C 0312C $ 93.76 $ 14.06 $ 107.82 $ 862.59
Scraper-CAT 631E 2185 $ 245.29 $ 36.79 $ 282.08 $ 2,256.67
Loader-CAT 938F 2130 $ 82.80 $ 12.42 $ 95.22 $ 761.76
Backhoe-CAT 426 1862 $ 39.87 $ 5.98 $ 45.85 $ 366.80
Grader-CAT 140G 3260 $ 82.74 $ 12.41 $ 95.15 $ 761.21
Spreading Dozer-CAT D-6D 3720 $ 76.35 $ 11.45 $ 87.80 $ 702.42
Push Dozer-CAT D-8N 4864 $ 165.43 $ 24.81 $ 190.24 $ 1,521.96
Grading Dozer-CAT D-6N XL 3755 $ 87.97 $ 13.20 $ 101.17 $ 809.32
Compactor-CAT 815B 2310 $ 134.17 $ 20.13 $ 154.30 $ 1,234.36
Compactor-Hand Guided 250 $ 9.43 $ 1.41 $ 10.84 $ 86.76
Water Truck-4,000 Gallons 48-60 $ 61.92 $ 9.29 $ 71.21 $ 569.66
Dump Truck-5 axles/on-Highway 5AXL $ 87.29 $ 13.09 $ 100.38 $ 803.07
Pickup Truck-Light 00-06 $ 26.15 $ 3.92 $ 30.07 $ 240.58
Concrete Mixer-Portable 16-Nov $ 6.14 $ 0.92 $ 7.06 $ 56.49
Generator 025-050 $ 14.42 $ ::2:.:1:61$ 16.58 $ 132.66
Crane-Link Belt HTS 35 4509 $ 101.17 $ 15.18 1$ 116.35 $ 930.76
(A): General Prevailing Water Determination Made by the Director of Industrial Relations(current edition).
(B): Caltrans Labor Surcharge and Equipment Rental Rates(April 1,2019 through March 31,2020).
(C): Caltrans Specifications.
Page 2412 of 4165
ITEM #4 -REMOVE EXISTING CMP AND HDPE DOWNDRAINS AND DRAIN OUTLETS
ESTIMATED DURATION
Item Quantity Units Production Rate Days
Removal of downdrains and inlets LS days 1
Item Duration: 1
NOTES:
1. Production rate based on an estimate of 1 day for removal of existing downdrains and drain inlets
LABOR COSTS
Wage
Personnel Number Rate Units Quantity Subtotal
Laborer 2 $ 77.03 /hr. 10 $ 1,541
Backhoe operator 1 $ 107.70 /hr. 10 $ 1,077
Dump truck operator 1 $ 77.03 1 /hr. 1 10 $ 770
Labor Total: $ 3,388
EQUIPMENT COSTS
Rate per
Item Number Unit Units Quantity Subtotal
Backhoe 1 $ 45.85 /hr. 10 $ 459
Pickup truck 1 $ 30.07 /hr. 10 $ 301
Dump truck 1 $ 100.38 1 /hr. 1 10 $ 1,004
Equipment Total: $ 1,763
MATERIALS
Rate per
Item Number Unit Units Quantity Subtotal
$ -
Materials Total: $ -
Total Lump Sum Cost for Labor, Equipment, and Materials: $ 5,151
Page 2413 of 4165
ITEM #5 - REMOVE EXISTING LEACHATE PIPING
ESTIMATED DURATION
Item Quantity Units Production Rate Days
Removal of existing leachate piping LS days 0.5
Item Duration: 0.5
NOTES:
1. Production rate based on an estimate of 0.5 day for removal of existing downdrains and drain inlets
LABOR COSTS
Wage
Personnel Number Rate Units Quantity Subtotal
Laborer 2 $ 77.03 /hr. 5 $ 770
Backhoe operator 1 $ 107.70 /hr. 5 $ 539
Dump truck operator 1 $ 77.03 1 /hr. 1 5 $ 385
Labor Total: $ 1,694
EQUIPMENT COSTS
Rate per
Item Number Unit Units Quantity Subtotal
Backhoe 1 $ 45.85 /hr. 5 $ 229
Pickup truck 1 $ 30.07 /hr. 5 $ 150
Dump truck 1 $ 100.38 1 /hr. 1 5 $ 502
Equipment Total: $ 882
MATERIALS
Rate per
Item Number Unit Units Quantity Subtotal
$ -
Materials Total: $ -
Total Lump Sum Cost for Labor, Equipment, and Materials: $ 2,575
Page 2414 of 4165
ITEM #6 -ADJUST EXISTING LEACHATE MANHOLES TO GRADE
ESTIMATED DURATION
Item Quantity Units Production Rate Days
Adjust existing leachate manholes 5 ea 3 /day 1.7
Item Duration: 1.7
NOTES:
1. Production rate based on an estimate of 3 manhole adjustments per day
LABOR COSTS
Wage
Personnel Number Rate Units Quantity Subtotal
Laborer 2 $ 77.03 /hr. 17 $ 2,568
Backhoe operator 1 $ 107.70 /hr. 17 $ 1,795
Labor Total: $ 4,363
EQUIPMENT COSTS
Rate per
Item Number Unit Units Quantity Subtotal
Backhoe 1 $ 45.85 /hr. 17 $ 764
Pickup truck 1 $ 30.07 /hr. 17 $ 501
/hr. 17 $ -
Equipment Total: $ 1,265
MATERIALS
Rate per
Item Number Unit Units Quantity Subtotal
$ -
Materials Total: $ -
Total for Labor, Equipment, and Materials: $ 5,628
Quantity of Unit Item 5
Unit Cost: $ 1,130
Page 2415 of 4165
ITEM #13 -STRUCTURE DEMOLITION
ESTIMATED DURATION
Item Quantity Units Production Rate Days
Removal of structures LS days 1
Item Duration: 1
NOTES:
1. Production rate based on an estimate of 1 day for removal of existing structure.
LABOR COSTS
Wage
Personnel Number Rate Units Quantity Subtotal
Laborer 2 $ 77.03 /hr. 10 $ 1,541
Backhoe operator 1 $ 107.70 /hr. 10 $ 1,077
Dump truck operator 1 $ 77.03 1 /hr. 1 10 $ 770
Labor Total: $ 3,388
EQUIPMENT COSTS
Rate per
Item Number Unit Units Quantity Subtotal
Backhoe 1 $ 45.85 /hr. 10 $ 459
Pickup truck 1 $ 30.07 /hr. 10 $ 301
Dump truck 1 $ 100.38 1 /hr. 1 10 $ 1,004
Equipment Total: $ 1,763
MATERIALS
Rate per
Item Number Unit Units Quantity Subtotal
$ -
Materials Total: $ -
Total Lump Sum Cost for Labor, Equipment, and Materials: $ 5,151
Page 2416 of 4165
ITEM #67 - BURIED HEADER CROSSING
ESTIMATED DURATION
Item Quantity Units Production Rate Days
Construction of buried header crossings 2 ea 2 /day 1
Item Duration: 1
NOTES:
1. Production rate based on an estimate of 2 buried header crossing constructions per day
LABOR COSTS
Wage
Personnel Number Rate Units Quantity Subtotal
Laborer 2 $ 77.03 /hr. 8 $ 1,232
Backhoe operator 1 $ 107.70 /hr. 8 $ 862
Labor Total: $ 2,094
EQUIPMENT COSTS
Rate per
Item Number Unit Units Quantity Subtotal
Backhoe 1 $ 45.85 /hr. 8 $ 367
Equipment Total: $ 367
MATERIALS
Rate per
Item Number Unit Units Quantity Subtotal
Pipe Bedding 2 $ 17.25 /ton 1 $ 34.50
Materials Total: $ 34.50
Total for Labor, Equipment, and Materials: $ 2,495
Quantity of Unit Item 2
Unit Cost: $ 1,250
Page 2417 of 4165
ITEM #68 -ROAD CROSSING -TYPE 1
ESTIMATED DURATION
Item Quantity Units Production Rate Days
Construction of Type 1 road crossings 10 ea 1 /day 10
Item Duration. 10
NOTES:
1. Production rate based on an estimate of 1 Type 1 road crossing constructions per day
LABOR COSTS
Wage
Personnel Number Rate Units Quantity Subtotal
Laborer 2 $ 77.03 /hr. 80 $ 12,325
Backhoe operator 1 $ 107.70 /hr. 80 $ 8,616
Labor Total: $ 20,941
EQUIPMENT COSTS
Rate per
Item Number Unit Units Quantity Subtotal
Backhoe 1 $ 45.85 /hr. 80 $ 3,668
Hand Guided Compactor 1 $ 10.84 /hr. 80 $ 867
Equipment Total: $ 4,535
MATERIALS
Rate per
Item Number Unit Units Quantity Subtotal
10" Steel Pipe Protective Sleeve 10 $ 85.10 /LF 20 $ 17,020.00
12 HDPE Corrugated Pipe 10 $ 26.45 /LF 40 $ 10,580.00
Aggregate Base 10 $ 1.37 /SF 540 $ 7,398.00
Materials Total: $ 34,998.00
Total for Labor, Equipment, and Materials: $ 60,474
Quantity of Unit Item 10
Unit Cost: $ 6,050
Page 2418 of 4165
ITEM #69 -ROAD CROSSING -TYPE 2
ESTIMATED DURATION
Item Quantity Units Production Rate Days
Construction of Type 2 road crossing 1 ea 1 /day 1
Item Duration. 1
NOTES:
1. Production rate based on an estimate of 1 Type 2 road crossing construction per day
LABOR COSTS
Wage
Personnel Number Rate Units Quantity Subtotal
Laborer 2 $ 77.03 /hr. 8 $ 1,232
Backhoe operator 1 $ 107.70 /hr. 8 $ 862
Labor Total: $ 2,094
EQUIPMENT COSTS
Rate per
Item Number Unit Units Quantity Subtotal
Backhoe 1 $ 45.85 /hr. 8 $ 367
Hand Guided Compactor 1 $ 10.84 /hr. 8 $ 87
Equipment Total: Is 454
MATERIALS
Rate per
Item Number Unit Units Quantity Subtotal
12" RCP Protective Sleeve 1 $ 20.70 /LF 50 $ 1,035.00
Aggregate Base 1 $ 1.37 /SF 600 $ 822.00
Materials Total: $ 1,857.00
Total for Labor, Equipment, and Materials: $ 4,405
Quantity of Unit Item 1
Unit Cost: $ 4,405
Page 2419 of 4165
ITEM #70 -ROAD CROSSING -TYPE 3
ESTIMATED DURATION
Item Quantity Units Production Rate Days
Construction of Type 3 road crossing 1 ea 0.67 /day 1.5
Item Duration. 1
NOTES:
1. Production rate based on an estimate of 0.67 Type 3 road crossing construction per day
LABOR COSTS
Wage
Personnel Number Rate Units Quantity Subtotal
Laborer 2 $ 77.03 /hr. 12 $ 1,840
Backhoe operator 1 $ 107.70 /hr. 12 $ 1,286
Labor Total: $ 3,125
EQUIPMENT COSTS
Rate per
Item Number Unit Units Quantity Subtotal
Backhoe 1 $ 45.85 /hr. 12 $ 547
Hand Guided Compactor 1 $ 10.84 /hr. 8 $ 87
Equipment Total: $ 634
MATERIALS
Rate per
Item Number Unit Units Quantity Subtotal
10" Steel Pipe Protective Sleeve 1 $ 85.10 /LF 20 $ 1,702.00
12 HDPE Corrugated Pipe 1 $ 26.45 /LF 40 $ 1,058.00
Aggregate Base 1 $ 1.37 /SF 540 $ 739.80
Materials Total: $ 3,499.80
Total for Labor, Equipment, and Materials: $ 7,260
Quantity of Unit Item 1
Unit Cost: $ 7,260
Page 2420 of 4165
ITEM #74 - FLARE STATION ASSEMBLY
ESTIMATED DURATION
Item Quantity Units Production Rate Days
Flare station assembly LS days 5
Item Duration: 5
NOTES:
1. Production rate based on an estimate of 5 days to assembly flare station
LABOR COSTS
Wage
Personnel Number Rate Units Quantity Subtotal
Laborer 2 $ 77.03 /hr. 50 $ 7,703
Crain Operator 1 $ 107.70 /hr. 8 $ 862
Foreman 1 $ 100.80 1 /hr. 1 8 $ 806
Labor Total: $ 9,371
EQUIPMENT COSTS
Rate per
Item Number Unit Units Quantity Subtotal
Crain 1 $ 116.35 /hr. 8 $ 931
Pickup truck 1 $ 30.07 /hr. 50 $ 1,504
/hr. 50 $ -
Equipment Total: $ 2,434
MATERIALS
Rate per
Item Number Unit Units Quantity Subtotal
$ -
Materials Total: $ -
Total Lump Sum Cost for Labor, Equipment, and Materials: $ 11,805
Page 2421 of 4165
POSTCL,OSURE MAINTENANCE
Page 2422 of 4165
FINAL POSTCLOSURE MAINTENANCE COST ESTIMATE WORKSHEET
CITY OF UKIAH LANDFILL
PROJECT DESCRIPTION
The information presented herein provides an itemized breakdown of costs to implement postclosure maintenance
activities for the City of Ukiah Landfill during the 30-year postclosure maintenance period.
PREPAREAD BY: EBA ENGINEERING
GENERAL SITE INFORMATION
Name of Solid Waste Landfill: City of 1.Jkiah I..,a:ndfIlllll
Solid Waste Facilities Permit Number: 23 AA 00119
Facility Operator: City od"Q.Jkiah,]Department od"PiAhllic Works
Site Owner: City od"Q.Jkiah,Department od"Pijblic Works
Site Location (CA coordinates,township&range or 8E)A, Section )0
longitude/latitude,preferred) Township ]5 North,Range ]2 West
Assessors Parcel Number: 178 1130 0110
Site Address: 3]00 Vichy Springs Road
Q.Jkiah,CA
FINAL POSTCLOSURE MAINTENANCE COSTS
1. Revegetation
a. Regrading/Erosion Control/Reseeding $ 2,795
2. Leachate Management
a. Leachate System Maintenance $ 2,750
b. Leachate/Condensate Disposal $ 822
c. Leachate Monitoring and Reporting $ 2,596
d. Leachate 5-year Constituents of Concern Testing(normalized to cost per year) $ 435
3. Environmental Monitoring
a. LFG Collection System Operation,Monitoring and Maintenance $ 39,033
b. Annual Source Testing of Flare $ 4,459
c. AB32 Surface Emissions Monitoring and Reporting $ 13,657
d. Perimeter LFG Monitoring and Reporting $ 5,932
e. Perimeter Monitoring Probe Replacement(normalized to cost per year) $ 4,163
f. Perimeter Monitoring Probe Maintenance $ 465
g. Groundwater Monitoring and Reporting $ 47,306
h. Groundwater 5-year Constituents of Concern Testing(normalized to cost per year) $ 4,081
2019 PM Cost Estimate Page 1 of 2 EBA Engineering
Page 2423 of 4165
3. Environmental Monitoring (continued)
i. Monitoring Well Replacement(normalized to cost per year) $ 6,744
j. Monitoring Well Maintenance $ 570
k. Surface Water Monitoring and Reporting $ 1,803
1. Surface Water 5-year Constituents of Concern Testing(normalized to cost per year) $ 484
4. Drainage Maintenance $ 3,034
5. Security $ 1,462
6. Inspection $ 3,884
7. Other
a. ClosureTurf- Sand Ballast Infill Maintenance $ 2,393
b. 5-year Iso-Settlement Analysis(normalized to cost per year) $ 4,151
c. Geomembrane Replacement(normalized to cost per year) $ 86,715
Final Postclosure Maintenance Subtotal $ 239,731
Subtotal x 30 years Postclosure Care S 7,191,931
2019 PM Cost Estimate page 2 of 2 EBA Engineering
Page 2424 of 4165
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APPENDIX M
FUND DISBURSEMENT SCHEDULE
Page 2439 of 4165
FUND DISBURSEMENT SCHEDULE
FINAL CLOSURE CONSTRUCTION PROJECT
CITY OF UKIAH LANDFILL
Payment Task Description Completion Disbursement
Date Cost
1 Mobilization 5/31/20 $ 106,000
2 Removal/Adjustment of Existing Components 5/31/20 $ 31,676
3 Clearing and Grubbing 5/31/20 $ 52,533
4 Temporary Erosion Control Provisions 5/31/20 $ 16,000
5 Refuse Excavation and Relocation/General Excavation 5/31/20 $ 86,056
6 Subgrade Preparation 5/31/20 $ 207,581
7 Fill Placement(Refuse Excavation Interim Cover Soils) 5/31/20 $ 22,400
8 Fill Placement(Foundation Layer and Engineered Fill) 5/31/20 $ 168,720
9 Landfill Gas Extraction System Installation 5/31/20 $ 86,824
10 Engineering/CQA Inspection/Testing 5/31/20 $ 75,348
Payment 1 Subtotal: $ 853,138
8 Fill Placement(Foundation Layer and Engineered Fill) 6/30/20 $ 168,720
11 ClosureTurf Installation 6/30/20 $ 1,461,198
II 9 Landfill Gas Extraction System Installation 6/30/20 $ 117,832
10 Engineering/CQA Inspection/Testing 6/30/20 $ 100,464
Payment 11 Subtotal: $ 1,848,214
11 ClosureTurf Installation 7/31/20 $ 1,582,965
III 9 Landfill Gas Extraction System Installation 7/31/20 $ 117,832
10 Engineering/CQA Inspection/Testing 7/31/20 $ 100,464
Payment 111 Subtotal: $ 1,801,261
11 ClosureTurf Installation 8/31/20 $ 1,582,965
12 Drainage Facilities 8/31/20 $ 197,030
IV 9 Landfill Gas Extraction System Installation 8/31/20 $ 117,832
10 Engineering/CQA Inspection/Testing 8/31/20 $ 100,464
Payment IV Subtotal: $ 1,998,291
11 ClosureTurf Installation 9/30/20 $ 1,461,198
12 Drainage Facilities 9/30/20 $ 394,060
13 Access Roads 9/30/20 $ 233,360
V 14 Leachate Collection System Modifications 9/30/20 $ 55,954
9 Landfill Gas Extraction System Installation 9/30/20 $ 117,832
15 Final Erosion Control/Revegetation 9/30/20 $ 43,634
10 Engineering/CQA Inspection/Testing 9/30/20 $ 100,464
Payment V Subtotal: $ 2,406,502jl
(Continued)
Page 2440 of 4165
FUND DISBURSEMENT SCHEDULE
FINAL CLOSURE CONSTRUCTION PROJECT
CITY OF UKIAH LANDFILL
(Continued)
Payment Task Description Completion Disbursement
Date Cost
12 Drainage Facilities 10/31/20 $ 65,676
15 Final Erosion Control/Revegetation 10/31/20 $ 43,633
VI 16 Sign Installation 10/31/20 $ 1,680
9 Landfill Gas Extraction System Installation 10/31/20 $ 62,016
10 Engineering/CQA Inspection/Testing 10/31/20 $ 25,116
Payment VI Subtotal: $ 198,121
VII 17 CQA Certification Report 1 1/31/21 $ 32,420
Payment VII Subtotal: $ 32,420
TOTAL $ 9,137,947
CQA: Construction Quality Assurance
Page 2441 of 4165
Appendix B
2016 Initial Study/Mitigated Negative Declaration
Page 2442 of 4165
INITIAL STUDY
PROPOSED MITIGATED NEGATIVE DECLARATION
PROPOSED FINAL CLOSURE/ POST-CLOSURE
MAINTENANCE PLAN
UKIAH LANDFILL
Prepared for:
City of Ukiah
Department of Public Works
300 Seminary Avenue
Ukiah, CA 96482
Prepared by:
EBA Engineering
826 Sonoma Avenue, Suite C
Santa Rosa, California 96404
January 2016
Page 2443 of 4165
Contents
1.0 INTRODUCTION................................................................................................................................... 1
1.1 CEQA Compliance............................................................................................................................ 1
1.2 Incorporation by Reference.............................................................................................................. 1
1.3 Purpose ............................................................................................................................................2
1.4 Determination of No Significant Impacts ..........................................................................................2
2.0 PROJECT DESCRIPTION....................................................................................................................3
2.1 Project Location................................................................................................................................3
2.2 Environmental Setting ......................................................................................................................3
2.3 Background and History...................................................................................................................4
2.4 Existing Environmental Control Systems .........................................................................................5
2.5 Project Characteristics/Description...................................................................................................7
2.6 Project Timing................................................................................................................................. 11
2.7 Project Objectives...........................................................................................................................13
2.8 Regulatory Permits/Approvals........................................................................................................ 14
3.0 ENVIRONMENTAL FACTORS POTENTIALLY AFFECTED AND DETERMINATION......................15
3.1 Environmental Factors Potentially Affected ....................................................................................15
3.2 Environmental Determination.......................................................................................................... 16
4.0 ENVIRONMENTAL ANALYSIS........................................................................................................... 18
4.1 Aesthetics........................................................................................................................................ 18
4.2 Agriculture and Forest Resources...................................................................................................21
4.3 Air Quality........................................................................................................................................23
4.4 Biological Resources.......................................................................................................................27
4.5 Cultural Resources..........................................................................................................................37
4.6 Geology and Soils...........................................................................................................................39
4.7 Greenhouse Gas Emissions............................................................................................................42
4.8 Hazards and Hazardous Materials..................................................................................................46
4.9 Hydrology and Water Quality...........................................................................................................50
4.10 Land Use and Planning...................................................................................................................59
4.11 Mineral Resources ..........................................................................................................................60
4.12 Noise ...............................................................................................................................................61
4.13 Population and Housing ..................................................................................................................65
4.14 Public Services.................................................................................................................................66
i
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4.15 Recreation.......................................................................................................................................69
4.16 Transportation/Circulation ................................................................................................................70
4.17 Utilities and Service Systems...........................................................................................................73
5.0 CONCLUSIONS..................................................................................................................................77
5.1 Mandatory Findings of Significance ................................................................................................77
5.2 Mitigation Monitoring and Reporting Program................................................................................78
6.0 REFERENCES....................................................................................................................................80
Appendix
A Figures
B Final Closure Plans
C Construction Greenhouse Gas Emissions Assessment
D LFG Flare Documentation
E Special Status Plant Survey Report
F Biological Resource Assessment
G Wetland Delineation
H Hydrological Calculations
ii
Page 2445 of 4165
CHAPTER 1.0- INTRODUCTION AND PURPOSE
1.0 INTRODUCTION
1.1 CEQA Compliance
The City of Ukiah Department of Public Works Solid Waste Division is the lead agency under the California
Environmental Quality Act(CEQA)for the proposed Ukiah Landfill Final Closure Plan (Project) located at 3100
Vichy Springs Road in Ukiah, California. The property is further identified by Mendocino County Assessor's
Parcel Number 178-130-01. In accordance with Section 15070 through Section 15075, Negative Declaration
Process, of the CEQA Guidelines, this Initial Study/Proposed Mitigated Negative Declaration (IS/PMND) has
been prepared by the City of Ukiah. Section 15070 of the CEQA Guidelines states the following with respect
to the preparation of a Mitigated Negative Declaration:
"A public agency shall prepare or have prepared a proposed negative declaration or mitigated negative
declaration for a project subject to CEQA when:
(a) The initial study shows that there is no substantial evidence, in light of the whole record before
the agency, that the project may have a significant effect on the environment, or
(b) The initial study identifies potentially significant effects, but:
(1) Revisions in the project plans or proposals made by, or agreed to by the applicant before a proposed
mitigated negative declaration and initial study are released for public review would avoid the effects or
mitigate the effects to a point where clearly no significant effect would occur, and
(2) There is no substantial evidence, in light of the whole record before the agency that the project as revised
may have a significant effect on the environment.
As prescribed in Section 15070, an Initial Study has been prepared that analyzes the potential project-related
impacts anticipated to occur as a result of implementing the Final Closure and Post Closure Maintenance Plan
for the Ukiah Landfill as proposed by the City of Ukiah. Pursuant to Section 15071 of the CEQA Guidelines,
the Initial Study/Proposed Mitigated Negative Declaration includes:
• A description of the proposed project (refer to Section 2.0);
• The location of the project (refer to Section 2.1);
• A list of the environmental factors potentially affected by project implementation (Refer to
Section 3.0);
• A comprehensive analysis of each environmental topic included in the
County's environmental checklist (refer to Chapter 4.0);
• A proposed finding that the project will not have a significant effect on the environment (refer
to Section 5.1); and
• Mitigation measures (refer to Section 5.2).
1.2 Incorporation by Reference
As allowed under by Section 15150 of the State CEQA Guidelines, this initial study incorporates the Final
Closure Plan for the Ukiah Landfill by reference. The closure plan and technical appendices were utilized
during the preparation of the Initial Study. The relevant information and/or analysis that has been incorporated
by reference into this initial study has been summarized. The Final Closure Plan is available for review at the
City of Ukiah Department of Public Works located at 300 Seminary Avenue in Ukiah, California 95482.
1
Page 2446 of 4165
1.3 Purpose
The Final Closure and Post Closure Maintenance Plan (Closure Plan) for the Ukiah Landfill was prepared for
the City of Ukiah by EBA Engineering (EBA)for submittal to the California Department of Resources Recycling
and Recovery (CalRecycle), the Mendocino County Department of Public Health Environmental Health
Division acting as the Local Enforcement Agency (LEA), and the North Coast Regional Water Quality Control
Board (NCRWQCB) for the final closure of the Ukiah Landfill. The City of Ukiah is the owner of the Ukiah
Landfill.
The environmental document that follows is an Initial Study and Mitigated Negative Declaration (IS/MND) for
the Ukiah Landfill Closure Plan project as proposed by the City of Ukiah. An initial study is a preliminary
analysis that is completed as part of the project design and assessment to determine whether an
environmental impact report or negative declaration must be prepared to assess potential environmental
impacts in accordance with the California Environmental Quality Act (CEQA) and State CEQA Guidelines
(Section 15000 et seq.). The initial study is intended to determine if the project may have a significant effect
on the environment. A negative declaration is a written statement that briefly describes the reasons why a
proposed project will not have a significant effect on the environment and, therefore, does not require the
preparation of an EIR.
As indicated above, the City of Ukiah is proposing to implement the final closure of the Ukiah Landfill, which
will be implemented upon the adoption of this document by the City of Ukiah City Council. This study has
been prepared in accordance with the CEQA, Public Resources Code 21000 et seq., and the State CEQA
Guidelines, California Code of Regulations, Section 15000 et seq. This document provides a description of
the project setting and characteristics and includes an environmental evaluation and checklist that identifies
the potential environmental impacts associated with implementation of the Closure Plan and includes a
discussion of the checklist responses and findings.
1.4 Determination of No Significant Impacts
This Initial Study/Mitigated Negative Declaration has been prepared pursuant to Section 15070 through
Section 15075 of the CEQA Guidelines as prescribed in Section 1.1, above. As indicated in Chapter 5.0 of
the document, no significant impacts will occur as a result of project implementation with the incorporation of
appropriate mitigation measures and conditions of approval that will be incorporated into the project design.
The City of Ukiah City Council and, if necessary, other responsible agencies identified in the Initial Study will
consider the information contained in this document prior to making a final decision on the proposed Final
Closure Plan.
2
Page 2447 of 4165
CHAPTER 2.0- PROJECT DESCRIPTION
2.0 PROJECT DESCRIPTION
2.1 Project Location
The Ukiah Landfill is located approximately three miles east of the City of Ukiah within the unincorporated
area of Mendocino County. The landfill is part of a 283.5 acre parcel of land and has a physical address of
3100 Vichy Springs Road, Ukiah, California in the southeast '/ of Section 10, Township 15 north, Range 12
west, Mount Diablo Base and Meridian. The property is further identified by Mendocino County Assessor's
Parcel Number 178-130-01.
2.2 Environmental Setting
The Ukiah Landfill is located at 3100 Vichy Springs Road, approximately three miles east of Ukiah in
Mendocino County, California.The property is identified as Mendocino County Assessor's Parcel number 178-
130-01. The landfill occupies approximately 40 acres of permitted landfill area on a 283.5-acre parcel having
a maximum width of approximately 1,000 feet in the north-south direction and a maximum length of about
3,500 feet in the east-west direction. Existing ground surface elevations at the landfill range from
approximately 710 feet above mean sea level (MSL) near the western footprint, to about 970 feet MSL along
the southeast footprint. The landfill has been graded to form a series of flat terraces stepping down from south
to north. The landfill surface is covered with seasonal grasses. A City-owned shooting range is situated on
the Landfill property approximately 2,000 feet northeast of the waste management unit footprint. Zoning for
the project site is designated as Public Facilities by the Mendocino County General Plan.
Land adjacent to the landfill property is zoned primarily as rangeland and is used for grazing. Dwellings within
1,000 feet of the landfill property include a group of structures owned by the Vichy Springs Investment Group
that are located within 500 feet of the landfill's south property line and a single-family residence located
approximately 900 feet west of the landfill's western property boundary. A rural residential development is
located approximately one-quarter mile west of the landfill property boundary. A housing development is also
located along the south side of Vichy Springs Road and westward of the Vichy Springs Resort. The entire
development is approximately 1,000 feet southward of the landfill property boundary and is separated from
the Landfill by an intervening ridge.
It should be noted that the City owns an approximate 97-acre parcel (Assessor's Parcel No. 178-210-01)that
adjoins a portion of the landfill's southern property boundary. This property, which has been previously
identified as the "Gun Club Parcel", was purchased as a buffer zone to limit future development adjacent to
the Landfill. The Gun Club Parcel is a separate parcel and is not considered part of the landfill property.
The Ukiah Landfill is located in the foothills along the eastern margin of Ukiah Valley, which is a fault-bound,
structural basin in the Northern Coast Range Geologic province. Virtually the entire northern portion of the
Coast Range Geologic province east of the San Andreas Fault is underlain by Franciscan assemblage
bedrock. The landfill site is located near the boundary of the Coastal and Central belts of the Franciscan
assemblage. The Central belt is largely composed of a tectonic melange composed of numerous large,
discontinuous bodies of graywacke sandstone, metagraywacke,greenstone,chert, and serpentinite in a highly
sheared and deformed shale matrix.
During Miocene time (approximately 23 million years before present; m.y.b.p) a relatively large elongate basin
began subsiding in the vicinity of Ukiah, in response to extensional stresses associated with translational
displacement along the north-northwest trending Maacama Fault, and less obvious sub-parallel strike-slip
faults to the west. Erosion of the surrounding Franciscan basement, and continued basin subsidence
throughout Pliocene-Pleistocene time(from—5 m.y.b.p.to 10,000 years ago), has resulted in the accumulation
3
Page 2448 of 4165
of a thick section of alluvial, fluvial and lacustrine deposits. The alluvial and fluvial deposits are represented
by lenticular bodies of orange-brown to brown clayey and silty sands and gravels. Alternatively,the lucustrine
deposits are represented by thick blue-gray claystone and siltstone units with occasional sand and gravel
lenses. The maximum thickness of the continental basin deposits is estimated to be in excess of 2,000 feet
(Cardwell, 1965).
Other geologic units in the Ukiah area include older Pleistocene continental terrace deposits, younger
Pleistocene continental terrace deposits, and Holocene alluvium. The older Pleistocene continental terrace
deposits consist of heavily dissected, partially consolidated or cemented, lenticular beds of gravel, sand, silt,
and clay. These deposits are lithologically similar to the underlying continental basin deposits; however, the
terrace deposits generally contain less silt and clay-sized material. The older continental terraces are typically
found at higher elevations along the margins of the Ukiah basin. The younger terrace deposits consist of
similar materials. However, they are typically present at lower elevations, and are less consolidated, less
cemented, and less dissected than the older terrace deposits. The Holocene alluvial deposits consist of
unconsolidated sand, gravel, silt, and clay units that were deposited along active stream channels and flood
plains during the last 10,000 years. The alluvial deposits are present in all major valleys and many of the
minor stream courses.
A regional seismicity and faulting study was conducted to develop estimates of Holocene fault potential at the
site and maximum probable earthquakes which could affect the project site. The nearest known Holocene
faults are those associated with the Maacama fault zone, located approximately 1 kilometer west of the project
site. There are no known Holocene faults within the site boundaries.
Groundwater conditions at the project site is well defined and has been monitored for many years pursuant to
regulatory requirements in accordance with Monitoring and Reporting Order No. R1-2002-0061. Currently
there are 18 groundwater monitoring wells that are used to perform compliance monitoring in both the alluvial
deposits and the continental basin deposits.
Groundwater elevation data was used to evaluate groundwater flow direction and gradient conditions within
the respective water-bearing zones. Since the Quaternary alluvial deposits are confined to the unnamed
ephemeral creek's depositional channel, the direction of groundwater flow within these deposits generally
coincides with the axis of the creek. This translates to an overall westerly groundwater flow component with a
hydraulic gradient of approximately 0.03 feet/foot.
Groundwater flow conditions within the Plio-Pleistocene continental basin deposits exhibit converging
groundwater flow components on either side of the unnamed ephemeral creek. In general, a northwesterly
groundwater flow component predominates on the south side of the creek(i.e., beneath the landfill), whereas
a south-southwesterly groundwater flow component is present north of the creek. These flow components
appear to converge in proximity of the creek, whereupon groundwater flows westerly down the axis of the
canyon. These potentiometric surface conditions generally mimic the topography, which is fairly typical in
mountainous terrain. The hydraulic gradient along the flanks of the creek ranges from approximately 0.1
feet/foot on the north flank to approximately 0.04 to 0.06 feet/foot on the south flank, whereas the gradient
along the axis of the creek is approximately 0.02 feet/foot.
2.3 Background and History
Waste disposal operations at the Landfill began in 1955 at the eastern end of the landfill footprint and
progressed upslope and westward. During the 1970's, the unnamed ephemeral creek was realigned
northward to maximize the available fill area, and a soil berm was constructed along the toe of the landfill to
separate the waste from the realigned creek channel. The method of operation during the Landfill's
development was a fill and cover approach in a canyon/gully terrain. The Landfill operated as a nonhazardous
Class III solid waste disposal site servicing the City of Ukiah and the surrounding area. The types of waste
4
Page 2449 of 4165
received included garbage, rubbish, demolition and construction waste, brush, stumps, large appliances
diverted as scrap metal and street refuse. The Landfill ceased operations in September 2001.
Environmental monitoring at the Landfill was originally regulated under Order 75-43 in conformance with Title
23 of the California Code of Regulations (23 CCR). In September 1993, Order 75-43 was amended by Order
93-83 as a mechanism to implement State Water Resources Control Board Resolution No. 93-62 and federal
municipal solid waste regulations (i.e., "Subtitle D") per Title 40 of the Code of Federal Regulations (40 CFR),
Parts 257 and 258. Concurrent with this amendment was the preparation of a Report of Waste Discharge for
the purpose of formally updating the Landfill's WDRs and to address groundwater impacts previously identified
at the site. The combination of these two documents was subsequently used by the NCRWQCB to issue new
WDRs (Order 94-123) for the site in October 1994.
In the Fall of 1995, an Engineering Feasibility Study (EFS) was conducted by Dames & Moore to evaluate
corrective action alternatives for the mitigation of groundwater impacts and to assess potential Ieachate
management options. Findings from the EFS included recommendations to upgrade the groundwater
monitoring network, performance of a health-based risk assessment, and modification of the Ieachate
collection/management facilities. The monitoring system upgrades and health-based risk assessment were
subsequently completed in the Fall of 1996. Modifications to the Ieachate collection/management facilities,
which included the diversion of collected Ieachate to an aboveground storage tank and pumping to the City's
sewer piping system via a combination force main/gravity drain, were also completed in the Fall of 1996.
Following completion of the respective corrective action measures,the site was monitored on a quarterly basis
in accordance with Order 94-123. On June 27, 2002, the NCRWQCB adopted the current WDRs (Order R1-
2002-0061)for the site to address interim closure, corrective action needs, and submittal of plans to complete
cap construction in accordance with 27 CCR. Order R1-2002-0061 is the currently monitoring document for
the project site.
2.4 Existing Environmental Control Systems
Landfill Gas Collection and Monitoring
Landfill Gas Control
The Landfill currently includes a partial perimeter LFG collection system that was installed between the
southwestern edge of the Landfill and the property line. In general,the system consists of 17 vertical extraction
points installed in native geologic materials and completed at depths ranging from 35 to 133 feet below ground
surface. The extraction points are connected to a buried 6-inch diameter, high-density polyethylene (HDPE)
header pipe that leads to a vacuum blower located at the western end of the Landfill. The vacuum blower
creates a vacuum in the header pipe that draws the LFG from the soil through the extraction points and header
pipe, whereupon the collected LFG (diluted) is vented to the atmosphere via a 4-foot tall, 4-inch diameter
stack. The system works on the premise that the extraction well field creates a barrier against migration while
simultaneously mixing the collected LFG with "clean"soil pore gas that dilutes the LFG to concentrations that
can be discharged directly to the atmosphere.
As part of final closure, a LFG extraction, collection, and control system will be installed that will replace the
partial perimeter collection system. The design for the system has been developed to meet the requirements
of 17 CCR, §95464(b). The design flow rate for the system has been established at 35 to 210 SCFM (at 50
percent methane). This range covers the highest anticipated LFG recovery rate based on the most
conservative generation model (180 SCFM), as well as some excess to allow for extraction from the final cover
system's gas relief layer. In addition, the design range can accommodate lower flows to account for future
operations as the generation rate continues to decreases over time. Overall, the LFG extraction, collection,
and control system will consist of a series of perimeter and interior LFG extraction wells, associated above
ground collection system piping, condensate collection provisions, and a flare station for destruction of the
LFG.
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LFG Monitoring
There is currently ten (10) LFG monitoring points (GAS-1 through GAS-10) located at various locations along
the landfill property boundary. These points are used to monitor methane concentrations at the property
boundary as required by 27CCR, §20921. The regulatory compliance level for methane along the landfill
property boundary is 5 percent by volume.
Each of the LFG monitoring points are equipped with one to four individual monitoring probes constructed of
3/-inch diameter polyvinyl chloride(PVC)casing and capped with labcock valves.The monitoring probes range
in depth from approximately 9 to 250 feet BGS. The number and depth of monitoring probes at each location
are based on site lithology (i.e., permeable zones) and the maximum depth of refuse as measured within
1,000 feet of the monitoring point in question. The scope of monitoring at each probe included measuring
static pressure and methane concentration
Landfill Leachate Control
The Landfill is unlined and is not equipped with an engineered or traditional blanket leachate collection and
removal system (LCRS). Instead, leachate collection at the Landfill consists of a series of polyvinyl chloride
(PVC) piping and French drain systems installed to collect leachate from seeps occurring along the completed
slope faces. Leachate collected by these components is then conveyed by gravity flow to a primary buried
pipeline located along the northern toe of the Landfill.The buried pipeline,in turn,drains the leachate westward
and ultimately discharges to the leachate management facilities located at the western toe of the Landfill. A
description of the leachate management facilities is as follows:
• Discharge from the primary buried pipeline is diverted to a subsurface concrete sedimentation
chamber equipped with a valved sediment drain at its base. The clarified leachate within the chamber
is then discharged (by gravity flow) to an adjacent pump station wet well (identified herein as the
"leachate wet well") via a 10-inch diameter overflow line.
• Clarified leachate discharged to the leachate wet well is then pumped to a leachate storage tank for
temporary storage. The leachate wet well is equipped with two (2) 25-gallon per minute (gpm), tow-
head, submersible pumps that are actuated by high/low water level controls. If the clarified leachate
discharge rate exceeds the leachate wet well's pumping capacity (50 gpm), the excess leachate will
be diverted to an underground storage tank to be installed as part of final closure.
• As noted above, leachate from the leachate wet well is diverted to the leachate storage tank for
temporary storage. The leachate storage tank has a 63,500-gallon volumetric capacity and is
constructed of AWWA factory epoxy lined and coated bolted steel. As was the case for the leachate
wet well, the leachate storage tank is also equipped with a 10-inch diameter overflow line that will
divert leachate to the underground storage in the case of an emergency.
• Leachate stored in the leachate storage tank is subsequently pumped to a sewer line connection
located on Vichy Springs Road via a force main/gravity drain. The force main/gravity drain is
constructed of 4-inch diameter PVC and is approximately 5,200 feet in length. The pump lift station
for the leachate storage tank is equipped with two (2)45-gpm pumps (one duty, one standby),thereby
giving the system a total pumping capacity of 90 gpm.
Groundwater Monitoring Network
The existing groundwater monitoring network consists of 18 groundwater monitoring wells primarily
concentrated along the northern and western margins of the Landfill. Groundwater monitoring well 87-1 was
installed in 1987 and was subsequently used as part of the Water Quality Solid Waste Assessment Test
(SWAT) conducted at the Landfill during the late 1980's. The remaining groundwater monitoring wells were
installed over the period of 1990 through 1996 as a mechanism to characterize groundwater impacts at the
site and to upgrade the Landfill's detection monitoring network. In accordance with the criteria specified in
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Section D(3)(b) of M&RP R1-2002-0061, the respective groundwater monitoring wells have the following use
designation:
• Detection Monitoring Wells:
87-1, 90-1, 90-2, 90-5, 90-6, 90-7, 90-8, 92-2, 92-3, 94-1, 94-2, 96-1, 96-2 and 96-3
• Corrective Action Monitorinq Wells:
90-3, 90-4, 92-1 and 92-4
• Points of Compliance Wells:
87-1, 90-2, 90-3, 90-4, 90-5, 90-7 and 90-8
The two (2) primary water-bearing formation deposits underlying the site correspond to Quaternary alluvial
deposits and Plio-Pleistocene upper/lower continental basin deposits. Groundwater monitoring wells
completed within the Quaternary alluvial deposits include 87-1, 90-1, 90-3, 90-4, 92-1 and 94-1. These
groundwater monitoring wells range in depth from approximately 12 to 35 feet BGS. The remaining
groundwater monitoring wells are completed in the Plio-Pleistocene upper or lower continental basin deposits
and range in depth from approximately 23 to 160 feet BGS.
Stormwater Monitoring and Reporting
The City of Ukiah conducts monitoring and reporting for storm water discharges in accordance with the
General Industrial Permit that is administered by the State Water Resources Control Board. Stormwater
sampling is performed at the two surface water discharge locations as noted above during the first significant
storm and at the end of the rainy season in accordance with the permit requirements.
2.6 Project Characteristics/Description
Closure of the Ukiah Landfill will be performed in accordance with the applicable regulatory standards. The
components and systems required for closure of the landfill include the final cover and grading design to
control stormwater, potential infiltration and accommodate future settlement, landfill slope stability,
construction quality assurance, drainage and erosion control systems, LFG control and monitoring systems,
groundwater/surface water monitoring systems, and site security. A description of each of these closure
components proposed is presented below.
Final Cover Design
As outlined in 27 CCR, §20950, the primary performance goal for final closure is to minimize the infiltration of
water into the waste,thereby minimizing the production of leachate and LFG. The proposed final cover design
for the Landfill areas will consist of the following layers, from top to bottom:
• Synthetic erosion-resistant layer;
• A structured geomembrane low hydraulic-conductivity layer that includes a drainage layer; and
• A minimum one foot thick foundation layer.
This final cover design for the Landfill areas is an engineered alternative final cover consistent with 27 CCR,
§20080. A copy of the Final Grade Construction Plans are included in Appendix B.
Several factors were taken into consideration is establishing the proposed final cover design for the Landfill,
including the geometry of the existing landfill, local climatic conditions, final cover material availability, slope
stability, erosion protection, and construction cost.
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Final Grading, Drainage, and Erosion Control
The limits of refuse were established from record information and by a field investigation. The proposed final
cover system will cover all areas within the limits of refuse. Due to clearance requirements under existing
power lines that run through the Landfill area, excavation and relocation of refuse will be required to maintain
clearance between the finish surface and the power lines. The excavated refuse will be placed on other
(flatter) sections of the Landfill.
The Final Grading Plan as shown on Figure 3 (Appendix A) illustrates the final landfill footprint and shows the
Landfill configuration following foundation layer grading. Final refuse slopes will have a maximum gradient no
steeper than 2:1 (horizontal to vertical). The synthetic erosion-resistant layer will essentially eliminate the
discharge of sediment from the Landfill surface as no soil component will be utilized in the final cover design.
Proposed drainage facilities consist of a network of benches, ditches and storm drain that drain to 18-and 24-
inch diameter corrugated metal pipe (CMP) discharge culverts. These CMP culverts discharge to the
unnamed ephemeral creek channel at various locations along the length of the Landfill's northern boundary.
In general, the drainage system is designed to intercept run-off at intervals along the inside edge of berms,
benches or access roads. A sedimentation pond is located at the western end of the Landfill to control
sediment run-off from slope areas along the western and southern fill boundaries. Three (3) additional
sedimentation ponds are also located at the northeastern end of the Landfill to contain sediment run-off from
soil borrow areas. Please refer to Figure 2 (Appendix A) for the locations of the respective sedimentation
ponds.
Access improvements will include placing aggregate base over portion of the existing perimeter road and
along benches to provide all-weather access.
The soil borrow area will be reclaimed by re-grading and re-vegetating (hydroseeding) with native grasses.
Landfill Gas Control
The Landfill currently includes a partial perimeter LFG collection system that was installed between the
southwestern edge of the Landfill and the property line. In general,the system consists of 17 vertical extraction
points installed in native geologic materials and completed at depths ranging from 35 to 133 feet below ground
surface. The extraction points are connected to a buried 6-inch diameter, high-density polyethylene (HDPE)
header pipe that leads to a vacuum blower located at the western end of the Landfill. The vacuum blower
creates a vacuum in the header pipe that draws the LFG from the soil through the extraction points and header
pipe, whereupon the collected LFG (diluted) is vented to the atmosphere via a 4-foot tall, 4-inch diameter
stack. The system works on the premise that the extraction well field creates a barrier against migration while
simultaneously mixing the collected LFG with "clean"soil pore gas that dilutes the LFG to concentrations that
can be discharged directly to the atmosphere.
As part of final closure, a LFG extraction, collection, and control system will be installed that will replace the
partial perimeter collection system. The design for the system has been developed to meet the requirements
of 17 CCR, §95464(b). The design flow rate for the system has been established at 35 to 210 SCFM (at 50
percent methane). This range covers the highest anticipated LFG recovery rate based on the most
conservative generation model (180 SCFM), as well as some excess to allow for extraction from the final cover
system's gas relief layer. In addition, the design range can accommodate lower flows to account for future
operations as the generation rate continues to decreases over time. Overall, the LFG extraction, collection,
and control system will consist of a series of perimeter and interior LFG extraction wells, associated above
ground collection system piping, condensate collection provisions, and a flare station for destruction of the
LFG, see Figure 4 (Appendix A).
Landfill Leachate Control
The Landfill is unlined and is not equipped with an engineered or traditional blanket Ieachate collection and
removal system (LCRS). Instead, Ieachate collection at the Landfill consists of a series of polyvinyl chloride
(PVC) piping and French drain systems installed to collect Ieachate from seeps occurring along the completed
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Page 2453 of 4165
slope faces. Leachate collected by these components is then conveyed by gravity flow to a primary buried
pipeline located along the northern toe of the Landfill.The buried pipeline,in turn,drains the leachate westward
and ultimately discharges to the leachate management facilities located at the western toe of the Landfill. A
description of the leachate management facilities is as follows:
• Discharge from the primary buried pipeline is diverted to a subsurface concrete sedimentation
chamber equipped with a valved sediment drain at its base. The clarified leachate within the chamber
is then discharged (by gravity flow) to an adjacent pump station wet well (identified herein as the
"leachate wet well") via a 10-inch diameter overflow line.
• Clarified leachate discharged to the leachate wet well is then pumped to a leachate storage tank for
temporary storage. The leachate wet well is equipped with two (2) 25-gallon per minute (gpm), tow-
head, submersible pumps that are actuated by high/low water level controls. If the clarified leachate
discharge rate exceeds the leachate wet well's pumping capacity (50 gpm), the excess leachate will
be diverted to an underground storage tank to be installed as part of final closure.
• As noted above, leachate from the leachate wet well is diverted to the leachate storage tank for
temporary storage. The leachate storage tank has a 63,500-gallon volumetric capacity and is
constructed of AWWA factory epoxy lined and coated bolted steel. As was the case for the leachate
wet well, the leachate storage tank is also equipped with a 10-inch diameter overflow line that will
divert leachate to the underground storage in the case of an emergency.
• Leachate stored in the leachate storage tank is subsequently pumped to a sewer line connection
located on Vichy Springs Road via a force main/gravity drain. The force main/gravity drain is
constructed of 4-inch diameter PVC and is approximately 5,200 feet in length. The pump lift station
for the leachate storage tank is equipped with two (2)45-gpm pumps (one duty, one standby),thereby
giving the system a total pumping capacity of 90 gpm.
Construction Quality Assurance
The implementation of the Construction Quality Assurance (CQA) Plan will provide documentation that
suitable materials and standard construction practices are used to place the final cover and to document that
placement is consistent with the closure plan design specifications in 27 CCR, §20323 and §20324. Elements
of the CQA Plan include a project description and definitions, qualifications and responsibilities, requirements
for the final cover evaluation, inspection standards, testing frequencies, meetings, and documentation. This
information will be collected during construction of the final closure and incorporated into the project's final
closure construction CQA Certification Report, which will be submitted to the appropriate agencies for
recording and reporting purposes.
Post Closure Maintenance Plan
After closure activities are completed, the Final Post Closure Maintenance Plan (FPCMP) for the Landfill will
be implemented by the City of Ukiah in accordance with 27 CCR, Chapters 3 and 4, and 40 CFR, §258.61.
Post closure maintenance activities for the Landfill will consist of the following:
• Final cover inspection and maintenance;
• Landfill settlement monitoring and maintenance;
• LFG monitoring and maintenance;
• Groundwater systems monitoring and maintenance;
• Storm water monitoring;
• Access road/bench maintenance;
• Drainage systems inspection and maintenance; and
• Site security inspection and maintenance.
Detection Monitoring Program
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A Detection Monitoring Program (DMP) is currently implemented at the Landfill in accordance with 27 CCR,
§20420 and Waste Discharge Requirements Order No. R1-2002-0061 issued by the North Coast Regional
Water Quality Control Board and is anticipated to continue through the post closure maintenance period. The
scope of the DMP includes the following monitoring and sampling activities:
• Monthly monitoring and recording of leachate discharge volumes.
• Quarterly sampling and analysis of leachate samples from the leachate wet well. The scope of
analytical testing is in accordance with Table I of Monitoring and Reporting Program No. R1-2002-
0061 (M&RP).
• Quarterly monitoring and recording groundwater elevations and groundwater flow directions.
• Quarterly sampling and analysis of groundwater samples from detection monitoring wells and points
of compliance monitoring wells. The scope of analytical testing is in accordance with Table 11 of the
M&RP.
• Performance of quarterly statistical analyses of groundwater chemistry data to identify exceedances
of applicable concentration limits.
• Quarterly sampling and analysis of surface water samples, including semi-quantitative comparisons
between upstream and downstream water chemistry data to identify potential landfill-related surface
water quality impacts. The scope of analytical testing is in accordance with Table III of the M&RP.
• Performance of monthly standard observations to monitor the conditions of the WMU, the landfill
perimeter, and receiving waters.
Results and findings from the aforementioned activities are summarized in a Detection Monitoring Report and
submitted to the North Coast Regional Water Quality Control Board on a quarterly basis. Standard quarterly
report submittals include a presentation of the sampling and monitoring procedures (including Standard
Operating Procedures),tabulated summaries of leachate,groundwater, and surface water field and laboratory
data, statistical analysis results and supporting calculations, groundwater potentiometric surface map, results
of standard observations, and copies of Certified Analytical Reports (CARs) and associated chain-of-custody
documentation. Annual reports are also prepared that include (in addition to the above information) graphical
summaries of monitoring data, an evaluation of the findings.
Landfill Gas Monitoring Program
A perimeter LFG monitoring program is currently implemented at the Landfill to fulfill monitoring requirements
set forth in 27 CCR, §20921. This perimeter monitoring program will continue through the post closure
maintenance period in accordance with the FPCMP. The system consists of ten LFG monitoring points (GAS-
1 through GAS-10). The locations of the LFG monitoring points are shown on Figure 4 (Appendix A). Each
of the LFG monitoring points are equipped with one to four individual monitoring probes constructed of 3/-inch
diameter polyvinyl chloride (PVC) casing and capped with Iabcock valves. The monitoring probes range in
depth from approximately 9 to 250 feet below ground surface BGS.
In addition to fulfilling the aforementioned regulatory requirements, the monitoring of perimeter probes will
provide pertinent information regarding the overall performance of the LFG collection and control system. As
the installation of the final cover system could increase lateral and vertical pressures within the Landfill,thereby
potentially inducing subsurface migration of LFG, the perimeter monitoring will assist in determining whether
the LFG collection and control system is providing adequate subsurface migration control, including whether
ongoing operation of the existing partial perimeter LFG collection system is necessary if the historical LFG
migration in that area can be abated by the new system. In accordance with 27 CCR, §20934, the results of
the monitoring will be reported within 90 days from when the monitoring is performed and submitted to the
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Local Enforcement Agency (LEA), Mendocino County Air Quality Management District (MCAQMD) and the
NCRWQCB.
The LFG collection and control system and landfill surface will also be monitored to comply with AB32
requirements in accordance with 17 CCR, §95469. The scope of monitoring will include the following:
• Instantaneous surface monitoring will be conducted on a quarterly basis to determine if surface
emissions of 500 ppmv or greater, other than non-repeatable, momentary readings, are present at
any location on the WMU surface. The monitoring will be accomplished using a portable gas detector
while walking in a designated 25-foot spacing interval pattern where practical.
• Integrated surface monitoring will be conducted on a quarterly basis to determine if the average
methane concentration within the individual grids exceeds 25 ppmv.
• Any components of the LFG control and collection system that are under positive pressure will be
monitored on a quarterly basis to determine if any leaks are present at methane concentrations
exceeding 500 ppmv.
• The wellhead for each extraction well will be monitored on a monthly basis to determine whether the
extraction well is being operated under vacuum conditions (i.e., negative pressure).
• The flare will be monitored for temperature and flow rate using dedicated instrumentation and the
corresponding data documented using a continuous recorder. In addition, the flare will be source
tested on an annual basis to verify compliance with emissions and destruction efficiency criteria.
The test methods and procedures employed to perform the respective monitoring provisions outlined above
will be in accordance with the applicable subsections of 17 CCR, §95471. This includes portable gas meter
instrumentation and calibration, emissions monitoring procedures, wind speed data collection, and
precipitation documentation (i.e., no measurable precipitation 72 hours prior to emissions monitoring).
2.6 Project Timing
As indicated above, landfill operations at the Ukiah Landfill ceased in 2001. The City of Ukiah has commenced
the final closure process with preparation of submittal of the Final Closure Post Closure Maintenance Plan.
The final closure date is contingent upon approval of the Final Closure Plan by applicable agencies. Each of
the phases of the work is identified and described below.
Final Closure Schedule
The closure implementation schedule for the Ukiah landfill includes the estimated time frame to complete the
closure tasks associated with each component of closure. The closure construction process will begin upon
completion of final closure design and preparation and approval of the plan, selection of a qualified contractor
and the subsequent issuance of a Notice to Proceed. This construction schedule may differ from the selected
Contractor's schedule based on the Contractor's equipment and personnel resources. For purposes of
evaluating different components of the project,the following estimate of equipment type and hours have been
generated. These estimates of manpower and equipment needs have been used for purposes of evaluating
several components of this study including greenhouse gas generation estimates, impacts from noise, traffic
and other components. Please note that this information is used for estimating project requirements only and
actual project needs will be based on contractor bid estimates. Using the following information it is projected
that the project duration will be approximately six months. Please also note that several of the project
components will be conducted in parallel and coordinated with the overall project efforts.
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Final Closure Schedule Ukiah Landfill
Estimate of Landfill Project Manpower and Equipment
Qty Demolition Total days: 5 Demolition includes removal of abo\e ground piping
and drain inlets
0
1 Tractors/Loaders/Backhoes 4 5 4 20
1 Rubber-Tired Dozers 4 5 4 20
Site Preparation Total days: 10 Site preparation includes clearing,stripping,scarifying approx.
50 acres of landfill and borrow area surfaces
1 Rubber Tired Dozers 8 10 8 80
1 Tractors/Loaders/Backhoes 8 10 8 80
Grading/Excavation Total days: 20 Grading/Excavation includes excavating and relocation of refuse,
grading and placement of foundation layer material from
1 Excavators 8 2 0.8 16 onsite borrow area,placement miscellaneous engineered fill
1 Graders 8 10 4 80 Excavation quantity=13,500 CY
1 Rubber Tired Dozers 8 20 8 160 Foundation layer quantity=61,500 CY
2 Tractors/Loaders/Backhoes 8 20 8 320 Engineered fill quantity=8,850 CY
2 Scrapers 8 10 4 160
Well Drilling Total days: 10 Well drilling includes drilling for the LFG extraction wells
Vertical lineal feet=940
1 Tractor/Loader/Backhoe 4 10 4 40
1 Bore/Drill Rigs 8 10 8 80
Final Cover Total days: 40 Final cover includes placement of the synthetic turf material
that includes a geomenbrane,drainage layer,turf,and sand
2 Tractor/Loader/Backhoe 4 40 4 320 ballast
2 Welders 6 40 6 480
2 Generator Sets 6 40 6 480
Utilities(Storm Drain,LFG Pipe) Total days: 20 Utilities includes storm drain culverts and inlets,and installation
of above ground LFG piping that is butt welded
1 Tractor/Loader/Backhoe 4 20 4 80
1 Excavators 6 10 3 60
1 Welder 4 15 3 60
1 Generator Sets 4 15 3 60
LFG Flare Station Total days: 15 LFG flare station includes setting flare and blower skids,
preparation of foundation and placement of concrete(8 CY),
1 Cranes 4 3 0.8 12 installation of underground storage tank,and
2 Tractors/Loaders/Backhoes 4 8 2.1 64 placement of aggregate base
1 Excavator 8 2 1.1 16 Electric available
Roads Total days: 15 Roads include placement of aggregate base on perimeter
access road and benches
1 Rollers 8 15 8 120
2 Tractors/Loaders/Backhoes 8 15 8 240
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The type of equipment and required personnel expected to be utilized during closure construction includes,
but is not limited to, the following:
Types of Equipment
- Scrapers
- Dozers
- Loaders
- Compactors
- Dump Trucks (or End Dump Trailers)
- Water Pulls
- Soil Conditioning and Screening Equipment(Grizzlies)
- Forklift
- Weeding Machine
- Pickup Trucks
Personnel
- Construction Manager
- Field Inspector(s)
- Field Engineer(s)
- Geotechnical Technician(s)
- Labor Crews (including qualified geosynthetics welders)
- Equipment Operators
- Surveyors
- Fabricators
- Mechanics
Once enough equipment is on-site, clearing and grubbing of the landfill surface can begin, as mobilization
continues. Rough grading can then begin in those areas that have been cleared and grubbed. During
preparation of the site for final cover placement, foundation layers for the final cover materials will be placed.
In addition there are several areas within the landfill that will require the grading, removal and final placement
of refuse to provide clearance of electrical transmission lines that traverse over the landfill. The waste removal
and reconsolidation activities will be conducted concurrent with clearing and grubbing and preliminary grading.
Placement of the final cover materials will begin after grading of the site. As placement of the final cover
progresses, the LFG wells and collection system and drainage system required for closure can be integrated
and constructed. The drainage facilities to be constructed during final cover placement will include the
perimeter access road drainage systems, removal and relocation of the existing drainage components and
outfalls and any ancillary drainage facilities including the desilting basin structures. The drainage facilities and
the LFG collection system components will be completed in conjunction with the final cover construction.
Placement of erosion control best management practices can begin upon completion of the final cover
installation.
The estimated time frame for completion of all closure construction activities for the site is estimated to be 6
months which complies with the 180 day standard time frame required by 27 CCR, Section 21110 (e).
2.7 Project Objectives
The Final Closure and Post-Closure Maintenance Plan for the Ukiah Landfill has been prepared for submittal
to the following agencies:
• California Department of Resources Recycling and Recovery (CalRecycle)
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Page 2458 of 4165
• Mendocino County Department of Public Health
• North Coast Regional Water Quality Control Board
• Mendocino County Air Quality Management District
The plan has been prepared in accordance with Title 27 of the California Code of Regulations (27 CCR),
Chapters 3 and 4 and the Code of Federal Regulations (CFR) 40, Subpart F. The objectives of the plan are
identified below.
Project Objectives
• To provide a basis for the establishment of an accurate detailed cost estimate for closure and post-
closure maintenance.
• To provide a detailed plan and schedule for closure implementation.
• To provide a plan and schedule for the inspection, maintenance and monitoring procedures to be
implemented during the post-closure maintenance period.
• To allow the applicable agencies to monitor closure and post-closure activities to determine that all
landfill closure and post-closure maintenance and monitoring requirements are being followed in
accordance with the approved plan.
2.8 Regulatory Permits/Approvals
The following permits are required for the closure activities at the Ukiah Landfill:
• North Coast Regional Water Quality Control Board: Approval of the Final Construction Plans,
Technical Specifications, and CQA Plan.
• California Department of Resources Recycling and Recovery (CalRecycle): Approval of the Final
Construction Plans, Technical Specifications, and CQA Plan.
• Mendocino County Health & Human Services Agency (LEA): Approval of the Final Construction
Plans, Technical Specifications, and CQA Plan.
• Mendocino County Air Quality Management District: Approval of the Authority to Construct and Permit
to Operation for the LFG extraction and control system.
• North Coast Regional Water Quality Control Board: Approval of an updated Storm Water Pollution
Prevention Plan (SWPPP) for Industrial Activities.
• California Department of Fish and Game: Approval of a 1602 Streambed Alteration Agreement for
construction of storm drain outfalls in the adjacent stream.
• North Coast Regional Water Quality Control Board: Approval of a 401 permit for construction of storm
drain outfalls in the adjacent stream.
• U.S.Army Corps of Engineers: Approval of a 404 permit for construction of storm drain outfalls in the
adjacent stream.
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CHAPTER 3.0 - ENVIRONMENTAL FACTORS POTENTIALLY AFFECTED AND
DETERMINATION
3.0 ENVIRONMENTAL FACTORS POTENTIALLY AFFECTED AND DETERMINATION
3.1 Environmental Factors Potentially Affected
The environmental factors checked below would be potentially affected by this project, involving at least one
impact that is a "Potentially Significant Impact," as indicated by the checklist on the following pages.
Aesthetics Land Use and Planning
Agriculture and Forest Resources Mineral Resources
Air Quality Noise
Biological Resources Population and Housing
Cultural Resources Public Services
Geology and Soils Recreation
Greenhouse Gas EmissionsTransportation/Traffic
Hazards and Hazardous Materials Utilities and Service Systems
Hydrology and Water Quality Mandatory Findings of Significance
Chapter 4.0 (Environmental Analysis) analyzes the potential environmental impacts associated with the
proposed Final Closure/Post-Closure Maintenance Plan project. The issue areas evaluated in this Initial Study
include:
• Aesthetics Land Use and Planning
• Agriculture and Forest Resources Mineral Resources
• Air Quality Noise
• Biological Resources Population and Housing
• Cultural Resources Public Services
• Geology and Soils Recreation
• Greenhouse Gas Emissions Transportation/Traffic
• Hazards and Hazardous Materials Utilities and Service Systems
• Hydrology and Water Quality Mandatory Findings of Significance
The environmental analysis in Section 4.0 is patterned after the Initial Study Checklist recommended
by the CEQA Guidelines, as amended, and used by the City of Ukiah in its environmental review process.
For the preliminary environmental assessment undertaken as part of this Initial Study's preparation, a
determination that there is a potential for significant effects indicates the need to more fully analyze the
development's impacts and to identify mitigation.
For the evaluation of potential impacts, the questions in the Initial Study Checklist are stated and an answer
is provided according to the analysis undertaken as part of the Initial Study. The analysis considers the long-
term, direct, indirect, and cumulative impacts of the development. To each question, there are four possible
responses:
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• No Impact. The development will not have any measurable environmental impact on the environment.
• Less Than Significant Impact. The development will have the potential for impacting the environment,
although this impact will be below established thresholds that are considered to be significant.
• Less Than Significant Impact With Mitigation Incorporated. The development will have the potential to
generate impacts, which may be considered as a significant effect on the environment, although mitigation
measures or changes to the development's physical or operational characteristics can reduce these impacts
to levels that are less than significant.
• Potentially Significant Impact. The development could have impacts, which may be considered
significant, and therefore additional analysis is required to identify mitigation measures that could reduce
potentially significant impacts to less than significant levels.
Where potential impacts are anticipated to be significant, mitigation measures will be required, such that
impacts may be avoided or reduced to insignificant levels.
3.2 Environmental Determination
On the basis of this initial evaluation:
I find that the proposed use COULD NOT have a significant effect on the environment,
and a NEGATIVE DECLARATION will be prepared.
X I find that although the proposal could have a significant effect on the environment, there will not be a
significant effect in this case because revisions in the project have been made by or agreed to by the project
proponent. A MITIGATED NEGATIVE DECLARATION will be prepared.
I find that the proposal MAY have a significant effect on the environment, and an ENVIRONMENTAL
IMPACT REPORT is required.
I find that the proposal MAY have a significant effect(s) on the environment, but at least one effect 1)
has been adequately analyzed in an earlier document pursuant to applicable legal standards, and 2) has been
addressed by mitigation measures based on the earlier analysis as described on attached sheets, if the effect
is a "potentially significant impact" or "potentially significant unless mitigated." An ENVIRONMENTAL
IMPACT REPORT is required, but it must analyze only the effects that remain to be addressed.
I find that although the proposed project could have a significant effect on the environment, because
all potentially significant effect (a) have been analyzed adequately in an earlier EIR or NEGATIVE
DECLARATION, pursuant to all applicable standards, and (b) have been avoided or mitigated pursuant to that
earlier EIR or NEGATIVE DECLARATION, including revisions or mitigation measures are imposed upon the
proposed project, nothing further is required.
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Signa ure Agency
Printed Name/Title Date
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CHAPTER 4.0- ENVIRONMENTAL ANALYSIS
4.0 ENVIRONMENTAL ANALYSIS
The purpose of this Initial Study/Proposed Mitigated Negative Declaration for the proposed Ukiah Landfill
Final Closure Plan to provide an analysis of the potential environmental consequences that are
anticipated to occur as a result of implementation of the project in accordance with the
environmental review process as implemented by the City of Ukiah. The analysis contained in this chapter
includes a discussion of the anticipated impacts associated with the implementation of the Ukiah Landfill Final
Closure Plan and any impacts that result from that development, as described in Chapter 2.0 (Project
Description).
4.1 Aesthetics
Potentially Less Than Less Than
Would the project: Significant Significant With Sig No
Significant Mitigation Impact
Impact Incor orated Impact
a. Have a substantial adverse effect on a scenic vista? X
b. Substantially damage scenic resources, including, but
not limited to, trees, rock outcroppings, and historic X
buildings within a state scenic highway?
c. Substantially degrade the existing visual character or quality X
of the site and its surroundings?
d. Create a new source of substantial light or glare, which
ould adversely affect day or nighttime views in the area? X
Significance Criteria:
A project may be deemed to have a significance adverse aesthetic impact if it results in any of the following:
• Changes at the site substantially degrade the character of the site, degrade an existing public view
shed, or alter the character of a public view shed by the introduction of anomalous structures or
elements.
• Changes at the site would result in changes in the expectations of viewers (measured against the
relative importance of those views) and would result in a negative impression of the view shed. (The
emphasis of this criterion is on views from public areas, not views from individual lots unless view
easements are involved.)
• Changes at the site substantially conflict with and/or do not uphold the scenic and visual quality
objectives for development, as articulated in the County's General Plan goals, objectives
and policies.
Analysis:
a. Have a substantial adverse effect on a scenic vista?
Less Than Significant Impact. As indicated in the Mendocino County Resources Management Element,
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Mendocino County is a predominantly rural county. Most of the land in the county is in forest or in
agricultural production. Both forest and agricultural lands are considered open spaces that add to the quality
of life of county residents and attract tourists. The various state and county parks protect areas with scenic
value, particularly redwood groves. The coast is considered a scenic resource, and policies in the County's
Coastal Element are designed to protect its scenic value.Areas such as the forest lands and other open space
areas have been identified as scenic resources in the County's Resource Management Element.
The project site property consists of a 283.5 acre rural parcel of land of which approximately 40 acres of the
property is occupied by the landfill unit. The Ukiah Landfill began refuse disposal operations in 1955 and
ceased operations in 2001. As discussed herein the landfill property is surrounded by rural agricultural and
undeveloped lands that are typically large in size with very limited to no public access. The project site property
has been significantly altered by past landfilling activities and is not considered to be a scenic or aesthetic
resource in its altered condition. The proposed project includes the closure of the landfill that consists of the
placement of a final cover material with the sequential installation of grading and drainage improvements and
landfill gas collection and control equipment. The final cover element of the proposed project includes no
structures on the surface of the final closure project, with the exception of the landfill gas flare station located
on the northwest portion of the site, which would create a visual element that would adversely affect the
visual/aesthetic character of the project area, including the adjacent forestland.
Other features of the landfill include a landfill gas monitoring and control system,surface water control system,
a groundwater and stormwater monitoring and reporting system/program, and a leachate collection and
removal system. These environmental control systems are composed of minor surface and subsurface
features, including monitoring wells, pipes, a landfill gas flare and related features. As indicated above, no
significant vertical elements that would be visually obtrusive are proposed on the site, with the exception of
the landfill gas flare, as part of the final closure process. Therefore, no significant visual impacts will occur as
a result of project implementation and no associated mitigation measures are required.
The project site is located at the end of Vichy Springs Road which is not identified in the Mendocino County
General Plan as a Scenic Resource.
As a result, project implementation will not affect existing views from scenic corridors/roads.
b. Substantially damage scenic resources,including, but not limited to, trees, rock outcroppings, and
historic buildings within a state scenic highway?
Less than Significant Impact. The project site property is located in an area of Mendocino County that is
removed from any scenic highways and is not identified as a scenic amenity or resources. The site has been
substantially altered by past landfilling activities and is not characterized by any important or significant
aesthetic resources. Furthermore, the project site is not located adjacent to or within the view shed of any
designated highways/roadways as designated by the Mendocino County General Plan.
Current closure and post-closure requirements significantly limit future land uses over the refuse footprint in
order to maintain the integrity of the final cover surface. The proposed post-closure end use for the Ukiah
Landfill refuse footprint will be non-irrigated vegetated open space. The landfill surface will consist of a
geosynthetic final cover layer. In addition, implementation of the proposed final closure plan and subsequent
post-closure maintenance activities includes environmental control systems and related features that are
intended to meet current closure requirements so that the project site does not pose a health hazard or other
adverse effects to the environment. No significant above-ground structures or other features are proposed,
other than the landfill gas flare station, are proposed that would either affect the existing site characteristics
or the visual/aesthetic character of the site and/or area. As a result, no significant impacts are anticipated and
no mitigation measures are required.
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c. Substantially degrade the existing visual character or quality of the site and its surroundings?
Less than Significant Impact. As indicated above, no development(i.e., structures or vertical features) are
proposed for the project, other than the landfill gas flare station,that would affect the aesthetic character either
of the project site or the surrounding area. Furthermore, the proposed project is consistent with Policy RM-
128 of the Resources Management Element (i.e., protect the scenic values of the county's natural
and rural landscapes, scenic resources, and areas of significant natural beauty). Therefore, no significant
impacts will occur either to the aesthetic character of the site or to that of the surrounding area and no
mitigation measures are required.
d. Create a new source of substantial light or glare, which would adversely affect day or nighttime
views in the area?
No Impact. The subject property is located in a remote area of Mendocino County and is removed from urban
areas. Project implementation does not include any new lighting sources and/or features that would result in
the creation of new lighting either on the site or in the project area. All construction activities will occur during
the daylight hours, which would not require lighting. Upon completion of the final closure construction
activities, site activities would then be limited to routine maintenance, monitoring, and repair of site
features/facilities; however, no new lighting would be required and, therefore, is not incorporated into the
project. As a result, no lighting impacts will occur and no mitigation measures are required.
Cumulative Impacts
As indicated in Chapter 2.0 (Project Description), no development is proposed that would result in either short-
or long-term visual impacts. Closure of the Ukiah Landfill encompasses excavation and earthwork that is short
term in nature and the relocation of refuse from a portion of the landfill to provide vertical clearance for electrical
power lines that traverse the project site property. No structures, other than the landfill gas flare, are proposed
over the limits of the refuse footprint or in close proximity to the refuse limits that would contribute to the
degradation of the aesthetic character of the area. Once completed, the project site would be characterized
by native grasses and shrubs as well as the environmental control system features that are intended to
address groundwater/leachate and air emissions. These systems and features would not contribute to the
cumulative degradation of the visual/aesthetic character of the area; no significant cumulative impacts will
occur as a result of project implementation.
Mitigation Measures
Project implementation will not result in any potentially significant visual impacts. Therefore, no mitigation
measures are required.
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4.2 Agriculture and Forest Resources
In determining whether impacts to agricultural
resources are significant environmental effects,lead
agencies may refer to the California Agricultural Land
Evaluation and Site Assessment Model(1997)prepared
by the California Department of Conservation as an
optional model to use in assessing impacts on
agriculture and farmland. In determining whether Less Than
impacts to forest resources,including timberland,are Potentially Significant Less Than
significant environmental effects,lead agencies may Significant With Mitigation Significant No
refer to information compiled by the California Impact Incorporated Impact Impact
Department of Forestry and Fire Protection regarding
the state's inventory of forest land,including the Forest
and Range Assessment Project and the Forest Legacy
Assessment project;and forest carbon measurement
methodology provided in Forest Protocols adopted by
the California Air Resources Board. Would the project:
a. Convert Prime Farmland, Unique Farmland, or
Farmland of Statewide Importance (Farmland), as
shown on the maps prepared pursuant to the Farmland X
Mapping and Monitoring Program of the California
Resources Agency, to non-agricultural use?
b.Conflict with existing zoning for agricultural use, or a X
Williamson Act contract?
c. Conflict with existing zoning for, or cause rezoning of,
forest land(as defined in Public Resources Code section
12220(g)), timberland (as defined by Public Resources
Code section 4526), or timberland zoned Timberland X
Production (as defined by Government Code section
51104(g))?
d. Result in the loss of forest land or conversion of forest X
land to non-forest use?
e. Involve other changes in the existing environment
which, due to their location or nature, could result in X
conversion of Farmland, to non-agricultural use or
conversion of forest land to non-forest use?
Significance Criteria:
A project may be deemed to have a significance adverse impact on agricultural soils if it results in any of the
following:
• Loss or elimination of"prime" agricultural lands as designated by the State of California and/or County of
Mendocino and such designated soils are capable of sustained, viable agricultural production.
• Loss or elimination of forest land or conversion of forest land and/or timberland to non-
forest uses.
Analysis:
a. Convert Prime Farmland, Unique Farmland, or Farmland of Statewide Importance (Farmland), as
shown on the maps prepared pursuant to the Farmland Mapping and Monitoring Program of the
California Resources Agency, to non-agricultural use?
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No Impact. The project site has designated zoning by the Mendocino County General Plan as Public
Facilities. The California Department of Conservation Division of Land Resource Protection Farmland
Mapping and Monitoring Program identifies the project site as Urban and Built-Up Land which includes
properties Land that is occupied by structures with a building density of at least one unit to 1.5 acres, or
approximately 6 structures to a 10 acre parcel. Common examples include residential, industrial, commercial,
institutional facilities, cemeteries, airports, golf courses, sanitary landfills, sewage treatment plants and water
control structures. The project site is not identified as Prime Farmland, Unique Farmland or Farmland of
Statewide Importance. The proposed project is the final closure of the Ukiah Landfill and will not result in a
conversion of any prime farmland or farmland of State-wide importance. Therefore, no significant impacts to
existing farmland resources will occur; no mitigation measures are required.
b. Conflict with existing zoning for agricultural use, or a Williamson Act contract?
No Impact. The subject property is not zoned for agricultural uses and, furthermore, is not bound by a
Williamson Act contract. The site encompasses a closed Class III landfill and does not support any
existing agricultural uses. Implementation of the proposed Final Closure Post-Closure Maintenance Plan will
not result in any conflicts with either the zoning or long-range land use plans adopted by the County
of Mendocino for the site. No significant impacts to agricultural soils will occur as a result of the proposed
project and no mitigation measures are required.
C. Conflict with existing zoning for, or cause rezoning of, forest land (as defined in Public Resources Code
section 12220(g)), timberland (as defined by Public Resources Code section 4526), or timberland zoned
Timberland Production(as defined by Government Code section 51104(g))?
No Impact. The project site is zoned by the County of Mendocino General Plan as Public Facilities and
therefore is not zoned or designated as forest land. The area surrounding the project site are zoned as
rangeland with limited residential zoning to the south and no direct or indirect impacts would occur as a result
of the proposed landfill closure. Formal closure of the landfill will not result in any infrastructure
extensions and/or future urban development that would encroach into the neighboring lands adjacent
to the subject property. Therefore, project implementation would not result in the conversion of any forest
land subject to the Public Resources Code. No impacts are anticipated and no mitigation measures are
required.
d. Result in the loss of forest land or conversion of forest land to non-forest use?
No Impact. The proposed project includes the final closure of the Ukiah Landfill. As discussed above, the
project site is zoned as Public Facilities by the Mendocino General Plan. The project site is a 283.5 acre
property that is characterized by oak woodlands and chaparral vegetation. The proposed project
implementation will not result in a loss of forest land to non-forest uses or convert forest lands to non-forest
use. No impacts are anticipated and no mitigation measures are required.
e. Involve other changes in the existing environment which, due to their location or nature,
could result in conversion of Farmland, to non-agricultural use or conversion of forest land to non-
forest use?
No Impact. Implementation of the project will result in the closure of the Ukiah Landfill. Because the site
does not contain Prime Farmland, Unique Farmland or Farmland of Statewide Importance or support any
agricultural resources, project implementation will not result in the conversion of existing important,
designated agricultural resources for non-agricultural purposes or the conversion of forest land to non-
forest land. The surrounding properties located in the vicinity of the project site are zoned as Rangeland by
the Mendocino County General Plan. The proposed project is completely confined within the boundaries of
the 283.5 acre property parcel and is not expected to affect the surrounding properties other than short term
disturbances during construction.
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Cumulative Impacts
Because the project site and surrounding area is not designated as Prime Farmland, Unique Farmland or
Farmland of Statewide Importance or forest resources, no conversion or loss of such resources will occur as
a result of the project. Therefore, implementation of the proposed project will not contribute to the cumulative
loss of either important agricultural soils or forest resources. No significant cumulative impacts will occur.
Mitigation Measures
Project implementation will not result in any potentially significant impacts to either agricultural source or
forestry resources. Therefore, no mitigation measures are required.
4.3 Air Quality
Where available, the significance criteria established Potentially Less Than Less Than
by the applicable air quality management or air Significant Significant Significant No
pollution control district may be relied upon to make Impact Impact With Impact Impact
the following determinations. Would the project: p Mitigation p
Incorporated
a. Conflict with or obstruct implementation of the X
applicable air quality plan?
b. Violate any air quality standard or contribute
substantially to an existing or projected air quality X
violation?
c. Result in a cumulatively considerable net increase of
any criteria pollutant for which the project region is non-
attainment under an applicable federal or state ambient
air quality standard(including releasing emissions which X
exceed quantitative thresholds for ozone precursors)?
d. Expose sensitive receptors to substantial pollutant X
concentrations?
e. Create objectionable odors affecting a substantial )(
number of people?
Significance Criteria:
The proposed project would result in significant adverse environmental impacts if any of the following occur:
• The project could interfere with the attainment of the federal or state ambient air quality standards by
either violating or contributing to an existing or projected air quality violation.
• The project could result in population increases within the regional statistical area that would be in
excess of that projected in the Air Quality Management Plan (AQMP).
• The project could generate vehicle trips that cause a localized violation of carbon monoxide (CO)
standards.
• The project might have the potential to create or be subjected to objectionable odors.
• The project could have hazardous materials on-site and could result in an accidental release of air
toxic emissions.
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• The project could be occupied by sensitive receptors near a facility that emits air toxics or near CO
"hot spots."
• The project could emit carcinogenic air contaminants that could pose a cancer risk.
Analysis:
Illingworth and Rodkin prepared an air quality assessment that evaluated the potential air quality impacts of
the proposed project based on the anticipated final closure construction activities. The findings and
recommendations of the Gas Emissions Assessment are summarized in this section of the initial study and
are contained in Appendix C.
In addition, permitting is in process for the installation of the landfill gas collection and control system. This
system includes LFG extraction wells that will be placed in and around the landfill footprint and the installation
of a flare compound on the northwest side of the landfill that will include a LFDG flare and blower system for
the collection destruction of LFG. The Mendocino County Air Quality Management District(MCAQMD) is the
permitting and oversight agency for the installation and operation of the flare system. Design and permitting
documentation has been submitted to the Mendocino County Air Quality Management District which is in
process.
a. Conflict with or obstruct implementation of the applicable air quality plan?
Less than Significant Impact. The project area is located on the southeastern portion of Mendocino County
and designated Inland South. The Inland South area includes the City of Ukiah and Willits and much of the
surrounding areas. The MCAQMD maintains a network of five air quality monitoring stations within its
jurisdiction, several of which are located in the Inland South area. The Inland South area includes the cities
of Ukiah and Willits which are both major population centers in the county. These cities both also have the
Highway 101 corridor that runs south to north through Mendocino County and through both Ukiah and Willits.
The air quality within Mendocino County is generally good and generally complies with established air quality
standards.The Inland South area, like the rest of Mendocino County,is non-attainment for the state particulate
matter 10 microns(PM-10)standard.The primary sources of PM-10 have been identified as wood combustion
emissions, fugitive dust from construction projects, automobile emissions and industry. Some of the
automobile emissions are the result of pass-through traffic on 101 because of its nature as a major
transportation corridor in the state. The MCAQMD has full monitoring stations (NOx, Ozone, CO and PM-10)
in both Ukiah and Willits. A PM-2.5 monitor has been established in Ukiah. Both Ukiah and Willits have had
PM-10 exceedances in the past. Winter cold-air inversions are common in the valleys from November to
February.
The MCAQMD is currently identified as "non-attainment" for the PM10 standard. The primary sources of
particulate matter are identified as wood smoke, fugitive dust and automotive emissions. Although project
implementation will result in short-term impacts, once the final cover and related closure plan features are
completed, no additional air pollutant emissions will occur. An exception is the operation of the LFG flare
which is permitted for operation by the MCAQMD. The short-term construction related emissions required to
implement the proposed project would not exceed thresholds established by the Mendocino County Air Quality
Management District (refer to Table 4.3-1) below. The proposed project is consistent with Policy RM-37 of
the Mendocino County General Plan Resource Management Element (i.e., public and private development
shall not exceed MCAQMD emissions standards) and Policy RM-41 (i.e., reduce dust generation from
unpaved roads). The proposed project will be required to implement dust control management practices to
comply with all regulatory requirements to reduce and control particulate emissions and therefore project
implementation would not conflict with adopted plans and programs; no significant impacts would occur.
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b. Violate any air quality standard or contribute substantially to an existing or projected air
quality violation?
Less than Significant Impact With Mitigation. The proposed project will result in the emission of exhaust
gases and has the potential to generate dust emissions if unmitigated. Exhaust emissions during construction
will result from the operation of heavy equipment. It should be noted that the emissions estimates have been
calculated using standard assumptions of equipment type and project duration. The threshold for pollutant
generation is Table 4.3.1 summarizes the project related construction impacts for the proposed project.
Table 4.3.1
Emissions Sum mary-Construction
Ukiah Landfill Closure
ROG NO. I CO I S02 I Fugitive Exhaust PM 10 Fugitive Exhaust PM25 Bio-0O2 NBCO2 T1tI1CO2 CHI N20 CO2e
PM 10 PM 10 Total IM25 PM25 Total
Ye to ns/yr M T/y
Total 0.339 2.9636 1 3.1192 5.0300e- 1 80.0911 1 0.0968 80.192 8.0441 0.0905 1 8.1346 0 459.9091 459.9091 1 0.0261 0 1 460.4567
003
Source: Illingsworth&Rodkin-Ukiah Landfill Closure May 2015
MCAQMD CEQA significance thresholds for construction activities were adopted in June 2010. There are no
construction related thresholds established for greenhouse gas emissions. Thresholds are established for
criteria pollutants including apply only to particulate exhaust. The project-related construction particulate
emissions would be substantially below the emissions thresholds established by the MCAQMD. Emission
levels of criteria pollutants will also be below MCAQMD significance thresholds. Thresholds for fugitive dust
are set at 54 and 82 pounds per day for indirect emissions. No emission thresholds are established for
construction related fugitive dust emissions which are set at levels that are controllable with the implementation
of best management practices. It is noted that surface disturbances from the proposed project may create
dust that would require mitigation and control. It should further be noted that PM10 total is estimated to be
80.1 tons per year from the project if unmitigated while PM 2.5 total is estimated to be 8.0 tons per year if
unmitigated. Mitigation for exhaust emissions will include using modern equipment that is compliant with
current regulatory emission standards. Mitigation for dust will include using and maintaining dust control
measures during all phases of the project.
c. Result in a cumulatively considerable net increase of any criteria pollutant for which the project
region is non-attainment under an applicable federal or state ambient air quality standard(including
releasing emissions which exceed quantitative thresholds for ozone precursors)?
Less than Significant Impact. Criteria pollutants include Reactive Organic Gases, Oxides of Nitrogen and
particulate matter that is defined as PM2.5 and PM10. Emission levels of these criteria pollutants will be below
the MCAQMD significance thresholds. In addition only PM10 is in non-attainment for the MCAQMD and the
estimated emissions of PM10 for the proposed project are well below the established threshold values.
Therefore the impact is less than significant.
d. Expose sensitive receptors to substantial pollutant concentrations?
Less than Significant Impact. The proposed project has the potential to generate pollutant sources from
several sources including fugitive dust and exhaust emissions. Diesel exhaust is a concern and has been
identified as a toxic air contaminant. The exhaust from diesel engines includes hundreds of different gaseous
and particulate components, many of which are toxic. Many of these toxic compounds adhere to the diesel
particles, which are very small and can penetrate deeply into the lungs. Diesel engine particulate matter has
been identified as a human carcinogen. Mobile sources such as trucks, heavy equipment and automobiles
are some of the primary sources of diesel emissions. Diesel exhaust contains both pulmonary irritants and
hazardous compounds that can affect sensitive receptors such as young children, senior citizens, or those
susceptible to chronic respiratory disease such as asthma, bronchitis, and emphysema.
In 2005, the California Air Resources Board (CARB) approved a regulatory measure to reduce emissions of
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toxic and criteria pollutants by limiting the idling of new heavy-duty diesel vehicles, which altered five sections
of Title 13 of the California Code of Regulations. The changes relevant to the proposed project are in
Section 2485,Airborne Toxic Control Measure to Limit Diesel-Fueled Commercial Motor Vehicle Idling, which
limit idling of a vehicle's primary diesel engine for greater than five minutes in any location (with some
exceptions) or operation of a diesel-fueled auxiliary power system within 100 feet of residential areas.
Implementation of the proposed project would result in the use of diesel trucks to transport equipment and
construction materials as well as diesel-powered construction equipment would be operated on site.
Combustion emissions include suspended fine particulates (PM2.5). When these emissions are generated by
diesel-powered equipment, they are referred to as diesel particulate matter(DPM), which contain substances
that are known carcinogens. DPM is classified by the Bay Area Air Quality Management District (BAAQMD)
as a toxic air contaminant JAC) and the BAAQMD CEQA Guidelines include quantitative thresholds to
determine the significance of the project's construction-related emissions, both on a project-specific and
cumulative basis. In 2010, the BAAQMD adopted updated CEQA significance thresholds, including health
risk exposure guidelines. The MCAQMD has elected to adopt these guidelines.
It is anticipated that implementation of the proposed project will require the importation of up to 3,500 cubic
yards of sand as part of the final cover which could generate approximately 200 truck trips. The remaining
soil will be used from an onsite source within the project site boundaries. The public exposure risk from this
truck traffic is seen as minimal and the pass-by exposure health risk during soil hauling would be negligible
at the edge of the selected haul route. Therefore, no significant impacts are anticipated to occur as a result
of the proposed project and no mitigation measures are required.
e. Create objectionable odors affecting a substantial number of people?
Less than Significant Impact. The proposed project is designed to minimize local odor risk by insuring long-
term landfill cover integrity. No substantial quantities of buried refuse will be disturbed by the proposed
project. Furthermore, sensitive receptors such as residential development are located greater than 500 feet
from the property boundary. Therefore, no significant odor impacts would occur.
Cumulative Impacts
As indicated in the preceding analysis, project implementation will not result in an exceedance of the
construction emissions threshold adopted by the MCAQMD; no long-term (i.e., operational) impacts will occur
and, therefore, implementation of the proposed project would not result in potentially significant cumulative
impacts. Compliance with the applicable MCAQMD and policies and programs of the County as articulated
in the General Plan will ensure that dust emissions are minimized during construction to further reduce short-
term cumulative impacts. Furthermore, the project is consistent with the County's long-range plans for the
subject property. Therefore, potential cumulative air quality impacts are less than significant.
Mitigation Measures
As indicated in the preceding discussion the proposed project implementation has the potential to generate
fugitive dust which is predicted as a contributor to particulate matter impacts from the construction activities if
unmitigated. Control of fugitive dust is mandated by MCAQMD rules and shall be implemented during all
phases of the project. The required dust control mitigation measures include:
MM 4.3-1 Water shall be applied by means of truck(s), hoses, and/or sprinklers as needed prior to any land
clearing or earth movement to minimize dust emissions.
MM 4.3-2 All material excavated, stockpiled, or graded shall be sufficiently watered to prevent fugitive dust
from leaving the property boundaries or causing a public nuisance.Watering should occur at least twice daily,
however frequency of watering shall be based on the type of operation, soil, and wind exposure
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MM 4.3-3 All on-site vehicles traffic shall be limited to 15 miles per hour(mph) on unpaved roads.
MM 4.3-4 All trucks hauling soil, sand, or other loose material on public roads will be covered or required to
maintain at least two feet of freeboard.
MM 4.3-5 All land clearing, grading, or earth moving activities shall be suspended as necessary, based on
site conditions, to prevent excessive windblown dust when winds are expected to exceed 20 mph.
MM 4.3-6 All inactive portions of the construction site shall be covered, seeded, or watered until a suitable
cover is established. Alternatively nontoxic soil stabilizers can be applied to all inactive construction areas.
MM 4.3-7 Paved areas adjacent to construction sites shall be swept or washed as required to remove excess
accumulations of silt and/or mud, which may have results from grading and construction activities.
MM 4.3-8 A publically visible sign shall be posted with the telephone number and person to contact regarding
dust complaints.
4.4 Biological Resources
Potentially Less Than LessLess Than No
Would the project: Significant With Mitigation Significant Impact
Impact Incorporated Impact
a.Have a substantial adverse effect, either directly or
through habitat modifications, on any species identified as
a candidate, sensitive, or special status species in X
local or regional plans, policies, or regulations, or by the
California Department of Fish and Game or U.S. Fish and
Wildlife Service?
b.Have a substantial adverse effect on any riparian habitat
or other sensitive natural community identified in local or
regional plans, policies, regulations or by the California X
Department of Fish and Game or U.S. Fish and Wildlife
Service?
c. Have a substantial adverse effect on federally protected
wetlands as defined by Section 404 of the Clean Water
Act(including, but not limited to, marsh, vernal pool, X
coastal, etc.)through direct removal, filling, hydrological
interruption, or other means?
d.Interfere substantially with the movement of any native
resident or migratory fish or wildlife species or with
established native resident or migratory wildlife corridors, X
or impede the use of native wildlife nursery sites?
e.Conflict with any local policies or ordinances protecting
biological resources, such as a tree preservation policy or X
ordinance?
f. Conflict with the provisions of an adopted Habitat
Conservation Plan, Natural Community Conservation X
Plan, or other approved local, regional, or state habitat
conservation plan?
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Significance Criteria:
The proposed project would result in significant adverse environmental impacts if one or more of the
following conditions occur as a result of implementation of the proposed project:
• Direct or indirect loss of individuals of a state- or federal-listed threatened or endangered species.
• Substantial adverse effect on a rare plant or animal species.
• Substantial adverse effect on a species or native plant or animal community.
• Substantial adverse effect on a habitat of concern.
• Substantial adverse effect on a critical, yet limited, resource utilized by state or federal listed threatened or
endangered species.
• Substantial adverse effect on the movement of any resident or migratory fish or wildlife species.
Analysis:
a. Have a substantial adverse effect, either directly or through habitat modifications, on any species
identified as a candidate, sensitive, or special status species in local or regional plans, policies, or regulations,
or by the California Department of Fish and Game or U.S.Fish and Wildlife Service?
Less than Significant with Mitigation Incorporated. A Biological Resource Assessment was prepared for
the project site by Wildlife Research Associates. In addition a Special Status Plant Survey Report was
prepared by Jane Valerius Environmental Consulting and Geri Hulse-Stephens Botanical Consulting for the
project site. And finally a Delineation of Waters of the United States, Including Wetlands was prepared by
Jane Valerius Environmental Consulting. These studies were performed to attain a baseline assessment of
the project site property to identify flora and fauna species that are or reasonably could be expected to be
present at the project site and to evaluate the potential impacts associated with the implementation of the
project. It should be noted that the project includes the landfill closure process which will include the removal
and replacement of drainage structures within an unnamed tributary of Sulfur Creek which is tributary to the
Russian River which will require permitting and mitigation measures by applicable regulatory agencies.
The following provides a summary of the findings and recommendations of these studies.
Wildlife
Wildlife Research Associates and Jane Valerius Environmental Consulting were contracted by the City of
Ukiah to perform this Biological Resources Assessment for the federally listed Threatened California red-
legged frog (Rana draytonii) and the federal and State listed threatened Central Coast steelhead
(Oncorhynchus mykiss irideus).
The project site is dominated by non-native grassland on the landfill with blue oak woodland and mixed
chaparral along the edges. The creeks support a riparian tree and shrub cover dominated by willows. Ponds
on the site support cattail marsh or spikerush marsh vegetation and there are several small seasonal wetlands
within the grassland at the borrow area on the east side. Potential jurisdiction wetlands and waters was
delineated for the site.
The Biological Resource Assessment evaluated the potential for occurrence of 35 special-status plant species,
and 19 special-status wildlife species, as well as the potential for California red-legged frog to occur on the
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site.
There is potential habitat on site for several special status plants to occur. Focused, seasonal special status
plant surveys were conducted in April and May with a third and final survey completed in July. No special
status plants have been observed within the project study area.
Steelhead are known to occur within Sulphur Creek and the Russian River. The ephemeral tributary on-site
does not support suitable habitat in terms of pool depth and the tributary dries by the end of the summer. In
addition, a barrier to fish passage occurs in the ephemeral creek crossing at Redeemer Road (CNDDB 2015).
As a result, no steelhead occur within the ephemeral tributary on site.
No California red-legged frog adults or larvae were detected during the field surveys, although suitable
potential habitat for California red-legged frogs occurs on the site.The project site is located outside the range
of California red-legged frogs in Mendocino County (USFWS 2009).
Foothill yellow legged frog (Rana boylii), a California Species of Special Concern, was observed within the
ephemeral tributary within the proposed project area during the survey.
Several nesting passerines (perching birds), such as grasshopper sparrow(Ammodramus savannarum)were
observed nesting within the project area.
For a complete discussion of the biological survey please refer to the Biological Resource Assessment that is
included in Appendix E.
Plants
As required by the California Department of Fish and Wildlife (CDFW), plant surveys were conducted during
the time of year when special status plants are most identifiable, which is typically when they are in flower.
Prior to the site visit a search of the U. S. Fish &Wildlife Service (USFWS) quadrangle species lists (USFWS
2015), California Natural Diversity Data Base(CNDDB) (CNDDB 2015) and the California Native Plant Society
(CNPS) (CNPS 2015) on-line electronic inventory was conducted for the 9-quadrangle search around the
Ukiah 7.5-minute USGS quadrangle.
Surveys were conducted throughout the 2015 blooming window, capturing an entire blooming season. Site
visits were conducted from spring to early summer, a period broad enough to include know blooming and
fruiting times of potentially occurring special status plant species and also encompassing the blooming period
of early annuals, wetland plants and late blooming herbaceous perennial species. These surveys took place
on April 15, 21 and 29, May 19 and 22 and June 30, 2015. The survey was floristic in nature and took into
account all vascular plant species, lichens and mosses encountered. The entire project area was covered on
foot as thoroughly as possible so that all representative habitat types,topographic features and aspects were
investigated. Material that could not be identified in the field was collected so that a determination could be
made at a later time using a dissecting scope and reference materials. Mosses were collected and sent to a
moss expert for identification. Sensitive plant communities were identified mapped and described.A complete
list of vascular plant species, mosses and lichens were recorded along with habitat and plant community
characteristics.
Plant Communities
Nomenclature for vegetation types follows The Manual of California Vegetation Second Edition (Sawyer, et.
al. 2009) where applicable. Nine vegetation communities occur within the project study area. These are: 1)
Avena (barbata, fatua) semi-natural herbaceous stands or wild oats grasslands; 2) ruderal forbs; 3) Nasella
pulchra herbaceous alliance or purple needle grass grassland; 4) Quercus douglasii woodland alliance or blue
oak woodland; 5) Arctostaphylos manzanita provisional shrubland alliance or manzanita chaparral; 6) Salix
exigua shrubland alliance or sandbar willow thickets; 7) Eleocharis macrostachya herbaceous alliance or pale
spike rush marshes; 8) Typha angustifolia herbaceous alliance or cattail marshes; and 9) seasonal wetlands.
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1)Wild oats grasslands is the dominant vegetation type within the project study area as this type covers most
of the landfill area, borrow area and roadsides. The wild oats grassland is mixed in with the ruderal forbs type.
The revegetated portions of the landfill have a mixture of non-native grasses and in some areas non-native
forbs (ruderal forbs) are dominant.
2) Ruderal forbs dominate the area on northeastern portion of the project study area in the flat area of the
former borrow pit. This area is dominated primarily by non-native forb species.
3) Purple needle grass grassland was mapped in several locations in the borrow pit area. Small areas of
purple needlegrass occur in other locations on the site but are not large enough to map separately as a stand
along grassland community.The areas on the borrow site were large enough to map and identify as a separate
plant community.
4) Blue oak woodland occurs along the southern portion of the project study area and also occurs along the
northern bank of the unnamed creek that forms the northern boundary of the study area.
5) Manzanita chaparral occurs primarily on the northern portion of the study area along the north bank of the
unnamed creek.
6) Sandbar willow thickets occur along unnamed creek that forms the northern boundary of the study area.
7) Pale spike rush marshes occur along the pond margins along with the cattail marsh types and also within
vegetated sections of the unnamed creek channel in the eastern portion of the study area.
8)Cattail marshes occur in conjunction with the pale spike rush vegetation type and include the same species.
9) Seasonal wetlands were mapped in four areas in the eastern portion of the study area. Three seasonal
wetlands were mapped in the borrow area and one occurs along the entrance road on the southeastern side
of the project study area. Seasonal wetlands occur as relatively small depressions in the flatter areas of the
borrow area. The one along the road appears to have developed as a result of water flowing along the inside
portion of the roadway.
Special Status Plants
Review of the USFWS, the CDFW, and the CNDDB revealed that nine (9) federally listed plant species, one
(1) federal candidate, three (3) state-listed species and twenty-two (22) CNPS ranked species have potential
to occur in the area. There are no coastal dunes, coastal prairie, coastal scrub, coastal bluff scrub, volcanic
ash flow vernal pools, lower montane coniferous forest, upper montane coniferous forest, North Coast
coniferous forest, or closed-cone coniferous forest and no serpentinite within the project area that would
provide habitat for many of these species.Although potential habitat occurs in the project area for many of the
special status plant species known to occur in the area none were found during the protocol level seasonal
plant surveys.
A total of 255 vascular plants and 41 mosses and lichens were observed during the April, May and June 2015
plant surveys. These 296 species represent 73 plant families. There was a high diversity of species even
within the grassland areas of the landfill. The pond wetland areas actually have a low diversity of species,
most of which are native species, but the ponds provide aquatic habitat which has high wildlife value. The
creeks on the site have a diversity of both wetland and non-wetland species, most of which are native species,
and also provide valuable wildlife habitat including habitat for the state listed foothill yellow-legged frog.
Findings
No special status plant species were found during the seasonal and protocol level plant surveys conducted
for the project study area. In spite of the drought occurring in the region plants were in flower and 255 vascular
plants were recorded along with 41 mosses and lichens. The surveys were conducted during the time of year
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when special status plants would have been identifiable. Based on the surveys the site does not support any
special status plants are none are expected to occur on the site.
The purple needle grass grassland is a special status vegetation community. This type occurs on the slopes
of the existing former borrow area in the northeast portion of the study area. The sandbar willow thickets,
cattail marsh, pale spike rush marshes and seasonal wetland areas are wetland vegetation types and even
though they do not have a special status designation they are regulated by the US Army Corps of Engineers,
North Coast Regional Water Quality Control Board and CDFW and therefore are considered to be sensitive
natural communities and any impacts to these communities type will require mitigation if any impacts occur to
these vegetation types.
For a complete discussion of the survey please refer to the Special Status Plant Survey Report that is included
in Appendix F.
The project includes grading and drainage improvements as shown on the Construction Drawings in Appendix
B. The construction activities have the potential to generate excessive turbidity by generation of sediment
from ground disturbances. The actions of grading, capping and restoration activities as proposed for the
project which includes erosion control measures being implemented during and following the project, will
minimize the introduction of fine sediments to the stream channel. Several mitigation measures have been
prescribed so that impacts to the stream channel and aquatic life are reduced to a less than significant level.
It should also be mentioned that during the construction phases of the landfill closure,the potential introduction
of pollutants to the stream channel(e.g.,gasoline,oil, lubricants of the heavy machinery to be used for grading,
compaction, transportation of materials, etc.) may also occur, which could result in potential impacts to the
aquatic life.Although the potential for such an impact is low, several mitigation measures have been identified
for implementation during construction to ensure that the introduction of such pollutants does not occur.
b. Have a substantial adverse effect on any riparian habitat or other sensitive natural community
identified in local or regional plans,policies, regulations or by the California Department of Fish and
Game or U.S. Fish and Wildlife Service?
Less Than Significant With Mitigation Incorporated. As discussed, the project includes the removal and
replacement of five storm drain outlets, installation of five new outlets and abandonment of six outfalls that
discharge to the unnamed tributary to Sulfur Creek located directly adjacent to the landfill footprint. The work
associated with these structures is subject to permitting by the California Department of Fish & Wildlife, the
North Coast Regional Water Quality Control Board and the US Army Corps of Engineers. Due to the fact that
no federally listed species present at the project site it is not expected that a Section 7 consultation will be
required with the US Fish &Wildlife Service.
The work related to the storm drain outfalls is to occur within the bed and bank of the unnamed tributary of
Sulfur Creek. While this work is relatively minor with a total of approximately 30 cubic yards of fill materials
within the bed of the waterway, there will be disturbance to the bed and bank of the waterway during the
construction activities.
Mitigation measures forthe protection ofthe riparian corridor including plants and animals will be implemented
as part of the work. In addition erosion control measures and restoration of the disturbed areas will be
conducted as part of the work.
C.Have a substantial adverse effect on federally protected wetlands as defined by Section 404 of the Clean Water
Act(including, but not limited to, marsh, vernal pool, coastal, etc.) through direct removal, Filling, hydrological
interruption, or other means?
Less Than Significant With Mitigation Incorporated. A wetlands delineation was completed for the project site
by Jane Valerius. There are two unnamed creek drainages within the project study. The eastern tributary
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drainage is an ephemeral drainage and is mapped as vegetated other waters. The upper portion of the main
drainage that forms the northern boundary of the study area is dry with no wetland vegetation in the creek
channel. The lower portion of the northern creek channel from the bridge to the western end of the study area
has wetland vegetation within the creek bed and within the ordinary high water mark. The northern creek
channel varies in width but has an average width of between 15 to 20 feet within the ordinary high water mark.
The eastern tributary channel is more narrow and incised and varies from 8 to 10 feet in width. Areas mapped
as potential jurisdictional wetlands also include the three former sediment ponds that occur within the study
area.A fourth pond, identified as the leachate pond, has not been identified as jurisdictional because this pond
is part of the treatment system for the landfill, even though it supports wetland vegetation. Seven small
seasonal wetland were also mapped.
A total of 32,623 square feet (so or 0.75 acres of non-vegetated other waters were mapped for the two
unnamed tributary creek drainages, along with 44,383 sf(1.02 acres) of vegetated other waters, 119,010 sf
(2.73 acres) of vegetated ponds and 6,130 sf(0.14 acres). The total potential jurisdictional area is 202,146 sf
or 4.64 acres. The three sedimentation ponds at the project site are identified as jurisdictional wetlands. The
creek is identified as vegetated other waters and other waters which lack wetland vegetation. Isolated
seasonal wetlands are also present in several areas located off the landfill footprint. The work related to the
replacement of old storm drains and installation of new drains will work within limited areas of the bed and
bank of the channel of the seasonal creek. This work will require permitting and mitigation from applicable
agencies. Avoidance and mitigation measures will be implemented to protect jurisdictional waters and
sensitive habitat areas.
d. Interfere substantially with the movement of any native resident or migratory fish or wildlife species
or with established native resident or migratory wildlife corridors, or impede the use of native wildlife
nursery sites?
Less than Significant Impact. The project site footprint for the landfill is approximately 40 acres. With the
exception of temporary, construction-related activities that would occur during the closure construction
activities, the project implementation would not result in any significant changes to the landfill or physical
environment beyond the limits of the landfill footprint. The area surrounding the project site encompasses
open space and rangelands on all sides with some residential development to the south. The project as
proposed would not result in any direct long-term impacts to wildlife movement in the area. With the final
cover of the landfill surface being a geosynthetic material that is ballasted with sand is not expected to produce
sediment that would impact the creek and associated aquatic processes. In addition, the proposed drainage
system would be expected to reduce the amount of sedimentation that may enter the creek. No significant
impacts are anticipated either to wildlife movement and project implementation would not adversely affect any
native wildlife nursery sites. No mitigation measures are required.
e. Conflict with any local policies or ordinances protecting biological resources, such as a tree
preservation policy or ordinance?
Less than Significant Impact. The proposed project is located in an area that is comprised generally of
grasslands and oak woodlands with some chaparral. There are no trees that exist within the refuse footprint
of the landfill. The proposed project will include earthwork and grading that will occur almost exclusively within
the limits of the existing landfill footprint. Project implementation will include the replacement and
abandonment of several storm drain outlets located on the bed of the unnamed tributary stream that does
include limited riparian vegetation. The wetland delineation and biological survey indicated no presence of
listed and protected plant and animal species within the area of the proposed project. Potential impacts to
trees located along the periphery of the landfill footprint that may be affected by the project activities within
the landfill or any of the environmental control systems such as the landfill gas flare compound would not be
significant because they do not support sensitive species and are not otherwise protected.Therefore, potential
impacts are less than significant; no mitigation measures are required.
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f. Conflict with the provisions of an adopted Habitat Conservation Plan, Natural Community
Conservation Plan, or other approved local, regional, or state habitat conservation plan?
Less than Significant Impact. There are no known Habitat Conservation Plans in effect for the project site
property or surrounding area As a result, potential impacts will be less than significant.
Cumulative Impacts
Project implementation will result in some temporary impacts during the final closure activities, including
potential erosion and sedimentation. In addition, noise and dust generated during the construction of the final
cover and related environmental control systems could also affect some avian and small animal species in the
project area. In order to ensure that such impacts are avoided or reduced, several mitigation measures must
be implemented, which will also minimize the potential for significant cumulative effect to occur as well. Once
final closure of the Ukiah Landfill has been completed, no significant long-term (i.e., operational) impacts will
occur. With the exception of regular maintenance that will take place on the site, no activities will occur that
would affect either sensitive habitat or species in the project area. Therefore, potentially significant project-
related cumulative impacts would be less than significant.
Mitigation Measures
Potential project-related impacts to terrestrial and aquatic biological resources will be reduced to a less than
significant level through the implementation of the measures prescribed below.
Construction Related Mitigation Measures
MM 4.4-1 Work is proposed to be conducted outside the rainy season (defined as October 15-April 15),
primarily between June 15 and October 15, after the summer season when the creek flows are low, therefore
no erosion or sediment control is expected to be necessary. To avoid debris contamination in the creek, a silt
fence will be placed parallel to the project area in the creek to contain spoils from drilling and any concrete
that may inadvertently drop into the creek during construction.All debris will be cleared out of the creek before
the silt fence is removed.
MM 4.4-2 Prior to the start of construction, a Service-approved biologist will train all construction personnel
regarding habitat sensitivity, identification of special status species, and required practices before the start of
construction. The training will include the general measures that are being implemented to conserve the
species as they relate to the project,the penalties for non-compliance, and the boundaries of the project area.
If new construction personnel are added to the project, the contractor will ensure that the personnel receive
the mandatory training before starting work. A fact sheet or other supporting materials containing this
information will be prepared and distributed to all construction personnel. Upon completion of training,
construction personnel will sign a form stating that they attended the training and understand all the
conservation and protection measures.
MM 4.4-3 No project related activities will occur outside the exclusion fence.
MM 4.4-3 Appropriate dust abatement measures (e.g., spraying exposed areas) shall be implemented during
construction if airborne dust appears to be significant.
MM 4.4-4 During grading, avoid side-casting excess material downslope towards the stream channel.
MM 4.4-5 All on-site storage of fuels, oils, and lubricants shall be located in an area where an accidental spill
prevents this material from flowing downslope towards the stream.
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MM 4.4-6 All equipment that uses fuels, oils, and/or lubricants,when not in use,shall be stored in areas where
leakage and spills do not flow downslope toward the creek.
MM 4.4-7 Regular inspections of all equipment fuel lines, connections, filters, etc., shall be performed to
ensure that leaks are detected and treated in a timely fashion.
MM 4.4-8 All refueling of machinery shall occur in an area where accidental spills will not flow toward the
stream channel. Fuel absorbent matting and other spill containment materials shall be stored on-site and all
operators shall be familiar with their proper use.
MM 4.4-9 The project site shall be restored to pre-construction condition or better. Streambank,ground and/or
soil exposed as a result of construction, and soil within and above toe-rock shall be revegetated by live
planting,seed casting, or hydroseeding prior to November 30 of the project year.All debris,sediment, rubbish,
vegetation or other material removed from waterway shall be removed to a location where it will not re-enter
the waters of the state.
Wildlife Related Mitigation Measures
MM 4.4-10 Roosting and Nesting surveys for special-status species(i.e., bats and birds)by a qualified biologist
shall be conducted at the appropriate times before construction starts to determine occupancy at the site. If
no special-status species are found, no further action other than the Best Management Practices identified
above are required. If individuals are found, including nesting birds, a buffer zone around the species or nest
will be required at a sufficient distance to prevent take of individual plants, or until after the nesting season.
MM 4.4-11 Due to the potential for special-status species to occur, move through, or into the ephemeral
tributary portion of the project area, an on-site monitor, shall at a minimum, check the ground beneath all
equipment and stored materials each morning before construction starts to prevent take of individuals. All
pipes or tubing 4 inches or greater shall be sealed by the relevant contractor with tape at both ends to prevent
animals from entering the pipes at night. All trenches and other excavations shall be backfilled the same day
they are opened, or shall have an exit ramp built into the excavation to allow animals to escape.
MM 4.4-12 For all areas where rock is to be placed and pools are present, the applicant will capture and
relocate any native amphibians found at pools nearest to the rock base placement (within 35 feet or based on
a biologist recommendation). Captured native animals will be relocated to the closest pool.
MM 4.4-13 The proposed project could result in "take" of individual foothill yellow-legged frog known to occur
within this portion of the ephemeral tributary. There is potential for both adults and tadpoles to be affected by
the proposed project. Construction will occur above any existing water. If this is not possible, measures will
be taken to isolate the workspace from flowing water to prevent stream sedimentation and turbidity.To prevent
take of individuals a pre-construction survey of the ephemeral tributary shall be conducted 3 months in
advance of work proposed for the ephemeral tributary. The surveys will determine if individuals are present.
If no individuals (e.g., adults, juveniles or tadpoles) are present, no further action is required. If adults are
present work in the creek shall occur after the metamorph stage of development, typically after August. This
timing will ensure that individuals can leave an area of the own volition.
MM 4.4-14 The proposed project could result in "take" of individual western pond turtle that may move along
this portion of the ephemeral tributary and may use the ponds on the site. To prevent take of individuals a
pre-construction survey of the ephemeral tributary and the ponds shall be conducted 3 months in advance of
work proposed for either water body. The surveys will determine if individuals are present. If no individuals
(e.g., adults, or juveniles) are present, no further action is required. If individuals are present measures to
prevent take of individual foothill yellow-legged frog will address concerns for western pond turtle.
MM 4.4-15 The proposed project could result in the removal of occupied passerine nests in the trees and
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shrubs on the project site. Disturbance during the nesting season may result in nest abandonment and
mortality of young. Bird species not protected under CESA or FESA, such as some passerines (including
mourning dove and scrub jays) are protected under the Fish and Game Code 3503 and the MBTA, and some
raptors (including American kestrel) are protected under Fish and Game Code 3503.5 and the MBTA. These
aforementioned species may potentially be impacted by the removal of potential nesting habitat in the trees
within the project area. Disturbance during the nesting season (February 15- August 15) may result in the
potential nest abandonment and mortality of young, which is considered a "take" of an individual. This is a
potentially significant impact. To avoid "take" and/or further evaluate presence or absence of passerines, the
following measures are recommended:
1. Grading or removal of nesting trees should be conducted outside the nesting season,which occurs
between approximately March 1 and August 15.
2. If grading between August 15 and March 1 is infeasible and groundbreaking must occur within the
breeding season, a pre-construction nesting bird (both passerine and raptor) survey of the
grasslands and adjacent trees shall be performed by a qualified biologist within 7 days of ground
breaking. If no nesting birds are observed no further action is required and grading shall occur
within one week of the survey to prevent"take"of individual birds that could begin nesting after the
survey.
3. If bird nests (either passerine and/or raptor) are observed during the pre-construction survey, a
disturbance-free buffer zone shall be established around the nest tree(s) until the young have
fledged, as determined by a qualified biologist.
4. The radius of the required buffer zone can vary depending on the species, (i.e., 75-100 feet for
passerines and 200-300 feet for raptors), with the dimensions of any required buffer zones to be
determined by a qualified biologist in consultation with CDFG.
5. To delineate the buffer zone around a nesting tree, orange construction fencing shall be placed at
the specified radius from the base of the tree within which no machinery or workers shall intrude.
6. After the fencing is in place there will be no restrictions on grading or construction activities outside
the prescribed buffer zones.
Plant Related Mitigation Measures
MM 4.4-16 The project shall either avoid take or obtain formal incidental take coverage with the required
compensatory measures where avoidance cannot be achieved for the affected categories: state and federally
listed or proposed species, state candidates for listing, and California Native Plant Society (CNPS) Rank 1 B
species.
MM 4.4-17 For species that do not have formal take protection (e.g., CNPS Rank 1 B plants and federally-
listed plants where there is no federal nexus),the City shall avoid, minimize, and/or compensate (in that order
of preference) at the same level of mitigation as those species that are afforded formal take protection.
MM 4.4-18 If listed plant species are found on the project site, then the project applicant shall prepare a
mitigation plan that describes the avoidance or compensatory mitigation measures that would be implemented
for these populations. As a performance standard, the plan shall provide for no net loss in the quantity or
quality of plant populations. The mitigation plan shall be submitted to the USFWS and/or CDFW for approval
for federal and state-listed plants, respectively. The mitigation plan shall include the mitigation measures,
which are adopted from the CNPS Policy on Mitigation Guidelines Regarding Impacts to Rare, Threatened
and Endangered Plants (CNPS 1998), described below, or equally effective alternative measures:
1. Mitigation for impacts to listed plants would include avoidance measures, when feasible, and
compensatory mitigation when avoidance is not possible. Avoidance measures shall include buffer
zones to avoid impacting listed plants; installing exclusion fencing around the existing plant
populations prior to and during construction. Compensatory mitigation shall include replanting on site
or propagation of plants at a nearby conservation site through seeding or translocation. Mitigation
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ratios shall be sufficient to achieve performance criteria of no net loss of plants. Post-project
monitoring shall verify that avoidance and mitigation measures are successful.
2. If mitigation for impacts to listed or List 1 B plants occurs at a non-bank site, preference would be given
to locating the mitigation site in an area as close to the project site as possible. If mitigation sites are
not available in the vicinity of the project site, mitigation for listed plants may be accomplished at any
site in Mendocino County that is suitable and supports the impacted plant population.
3. A long-term mitigation, monitoring, and management plan shall be developed for plant mitigation and
submitted to the USFWS and/or CDFW for approval prior to initiation of construction activities.
Mitigation sites shall be monitored for five years after installation. Depending on the actual case-by-
case circumstances listed plants within the Project footprint may be salvaged and/or transplanted to
a mitigation site approved by the CDFG and/or USFWS.When feasible,seed from plants unavoidably
impacted shall be collected and preserved for planting on an approved mitigation site.
4. Impacted plants shall be mitigated at the ratio of 2:1, or as required by resources agencies, for both
individuals and area.
5. All storage and staging areas shall be located outside of stands of listed plants.
MM 4.4-19 The project shall avoid significant loss of individuals of a CNPS Rank 2, 3, or 4 (sensitive) plant
species,to the extent feasible. Avoidance measures shall include, but not be limited to, buffer zones,to avoid
impacting special status plants and installation of exclusion fencing around the existing plant populations prior
to and during construction. If the impacts from the project exceed 15% of the known occurrences or
populations in Mendocino County, then plants shall be relocated or compensatory mitigation shall occur. The
project applicant shall prepare a mitigation plan that describes the avoidance or compensatory mitigation
measures that would be implemented for these populations. The mitigation plan would be submitted to the
CDFW for approval and include the following, or equally effective alternative measures:
1. Prior to the initiation of construction, Rank 2, 3 or 4 plants that would be unavoidably impacted during
construction shall be salvaged and transplanted or their seeds shall be collected and preserved for
subsequent re-planting. The transplanted plants or seeds shall be reestablished on site if possible;
otherwise, they shall be established on a mitigation parcel. Mitigation sites shall be monitored for five
years after installation.
2. Impacted Rank 2, 3 or 4 plants shall be mitigated at a ratio of 1:1, or as required by resources
agencies, for both individuals and area.
MM 4.4-20 Removal of trees containing suitable bat roosting habitat comprised of cavities, crevices, and/or
exfoliating bark, may cause direct mortality of roosting bats if removed during maternity season prior to self-
sufficient volancy of pups, or in winter during torpor or hibernation. Removal of larger mature trees has the
potential of causing direct mortality of solitary tree-roosting species such as western red bat or hoary bat.
Presence/absence surveys for bats in trees are extremely problematic for several reasons. First, only a small
percentage of trees can be effectively surveyed by inspecting crevices or cavities due to limited physical
access to the roost features, or complete visual access of the feature. As a result, in most cases, trees must
be surveyed at night using night vision and bioacoustic equipment to observe any bats emerging from roost
features. Typically, only one, or two adjacent trees can be surveyed by each observer each night. In addition,
bats are less site-faithful to trees than other roost types like caves, mines, bridges or buildings, and switch
tree roosts frequently when active. Therefore, trees must be removed no more than 24-48 hours after each
night emergence survey,to ensure the tree is removed prior to bats moving in subsequent to surveys. Because
of these logistical limitations, it is rarely safe to rely on emergence surveys of trees if more than a few are
present on a project site. Instead, it is generally more cost-effective to presume presence of roosting bats,
then conduct two-step tree removal during seasonal periods of bat activity, so that bats can safely abandon
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the tree prior to removal. These dates are:
A) Between March 1 (or after evening temperatures rise above 45F and 72 hours after rains fall to less than
0.5" in 24 hours) and April 15 (maternity season), after which time non-volant pups are present in maternity
roosts, and;
B) Between September 1, after young are self-sufficiently volant, and October 15, or before evening
temperatures fall below 45F, and 72 hours prior to onset of rains greater than 0.5" in 24 hours.
4.6 Cultural Resources
Potentially Less than Less Than
Significant Significant Significant No
Would the project: Impact With Mitigation Impact Impact
Incorporated
a. Cause a substantial adverse change in the significance of a X
historical resource as defined in CEQA Guidelines
15064.5?
b. Cause a substantial adverse change in the significance o
an archaeological resource pursuant to CEQA Guidelines X
§15064.5?
c. Directly or indirectly destroy a unique paleontological X
resource or site or unique geologic feature?
d. Disturb any human remains,including those interred outside X
of formal cemeteries?
Significance Criteria:
As part of the determination made pursuant to the Public Resources Code (PRC) Section 21080.1, the lead
agency must also determine whether a project may have a significant effect on "unique" archaeological
resources. As defined in PRC Section 21083.2(g), an archaeological resource will be "unique" if it:
• Is associated with an event or person of recognized significance in California or American history or
recognized scientific importance in prehistory
• Can provide information that is of demonstrable public interest and is useful in addressing scientifically
consequential and reasonable research questions.
• Has a special or particular quality such as oldest, best example, largest, or last surviving example of its
kind.
• Is at least 100 years old and possesses substantial stratigraphic integrity.
• Involves important research questions that historical research has shown can be answered only with
archaeological methods.
• Directly or indirectly destroy a unique paleontological resource or site or unique geologic feature; and/or
• Directly or indirectly destroy fossils that have potential to increase scientific knowledge, including all
identifiable vertebrate remains, corals, and plants
Analysis:
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a. Cause a substantial adverse change in the significance of a historical resource as defined in CEQA
Guidelines§15064.5?
No Impact. The site is a closed landfill that has been significantly altered as a result of grading and excavation
and the deposition of refuse into the Class III landfill. There are no identified historical structures and/or other
historical resources currently known to exist either on the site or within the project area,which is characterized
by grassland and devoid of any development. Project implementation will include grading and site alteration
in order to implement the proposed final closure plan, including environmental control systems. However, it
is not anticipated that any historic resources will be affected, either directly or indirectly as a result of the
construction activities, which would not affect any area within the project site property that has not already
been altered or areas off-site that have not been altered. Therefore, no impacts to historical resources will
occur as a result of project implementation and no mitigation measures are required.
b. Cause a substantial adverse change in the significance of an archaeological resource pursuant to
CEQA Guidelines§15064.5?
No Impact. The subject property was utilized as a Class III municipal landfill between 1955 and 2001.
Approximately 40 acres of the 283.5 acre property encompass the project area. The landfill activities that
occurred at the property extensively altered the property as a result of the landfilling and related activities
necessary to maintain the project site property. The proposed project includes the construction of the
final cover for the landfill as well as associated activities such as groundwater quality monitoring and site
maintenance. Cover materials for the final cover will consist of a geosynthetic membrane that is ballasted
with sand. Some excavation of the existing borrow site located within the limits of the site will occur as
necessary which would result in additional site disturbance; however, it is important to note that these areas
have been previously altered by past grading activities conducting at the project site. As a result, it is not likely
that significant archaeological resources would be encountered during the proposed final closure and post
closure activities. Therefore, potential impacts are anticipated to be less than significant. Nonetheless,
because surface disturbance is proposed, a measure has been proposed that includes on-site monitoring
during grading to ensure that if any artifacts are uncovered, they can be properly evaluated and appropriate
mitigation action(s) implemented, if necessary, prior to proceeding with grading.
c. Directly or indirectly destroy a unique paleontological resource or site or unique geologic
feature?
No Impact. As previously indicated, the subject property has been significantly altered as a result of prior
grading and landfill activities that have occurred on the site between 1955 and 2001. Implementation of the
final closure plan, which includes some additional excavation within the project site property and placement
of final cover over the landfill as well as installation/modification of the environmental control systems will not
result in any potentially significant impacts to paleontological resources because the areas that will be altered
by the proposed project have already been altered; no paleontological resources are known to existing within
the affected areas and,therefore, no impacts to such resources would occur. Therefore, no significant impacts
are anticipated and no mitigation measures are required.
d. Disturb any human remains, including those interred outside of formal cemeteries?
No Impact. The project will not encompass any sites or properties that possess known cultural values.
Specifically, no formal cemeteries are located either on the project site in the vicinity of the project area, and
no human remains are known to exist within the project site area. Although project implementation will require
grading and limited excavation to implement the proposed project, the discovery of human remains is not
anticipated. As a result, no significant impacts are anticipated. However, in the unlikely event that human
remains would be encountered, compliance with the State Health and Safety Code and Public Resources
Code (refer to SC 4.5-2) will ensure that they are properly treated, if found on the site. Therefore, no impacts
are anticipated.
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Cumulative Impacts
As indicated above, the subject property has been extensively altered as a result of prior excavation
associated with the operation of the landfill. As a result, no cultural and/or paleontological resources are
expected to occur that would result in significant cumulative impacts.
Mitigation Measures
No significant impacts are anticipated to occur to cultural/archaeological, paleontological and/or historic
resources; no mitigation measures are required.
MM 4.5-1 Prior to the approval of the project Plans and Specifications, the City of Ukiah Public Works
Department shall confirm that the plans and specifications stipulate that if evidence of subsurface
archaeological resources are found during construction, excavation and other construction activity in that area
shall cease and the contractor shall contact the Construction Engineer,who will then contact a county certified
archaeologist to determine the extent of the find and take proper actions.
MM 4.5-2 If human remains are encountered, State Health and Safety Code Section 7050.5 states that no
further disturbance shall occur until the County Coroner has made a determination of origin and disposition
pursuant to Public Resources Code Section 5097.98. The County Coroner must be notified of the find
immediately. If the remains are determined to be prehistoric, the Coroner will notify the Native American
Heritage Commission (NAHC), which will determine and notify a Most Likely Descendant (MLD). With the
permission of the landowner or his/her authorized representative, the MLD may inspect the site of the
discovery. The MLD shall complete the inspection within 48 hours of notification by the NAHC. The City of
Ukiah Public Works shall consult with the MLD regarding treatment and disposition of the human remains and
items associated with Native American burials.
4.6 Geology and Soils
Potentially Less than Less Than
Significant Significant Significant No
Would the project: Impact With Mitigation Impact Impact
Incorporated
a. Expose people or structures to potential substantial
adverse effects, including the risk of loss, injury, or
death involving:
1. Rupture of a known earthquake fault, as delineated on
the most recent Alquist-Priolo Earthquake Fault Zoning
Map issued by the State Geologist for the area or based on
other substantial evidence of a known fault? Refer to X
Division of Mines and Geology Special Publication 42.
2) Strong seismic ground shaking? X
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3) Seismic-related ground failure, including X
liquefaction?
4) Landslides? X
b. Result in substantial soil erosion or the loss of topsoil? X
c. Be located on a geologic unit or soil that is unstable, or
that would become unstable as a result of the project, and X
potentially result in on-site or off-site landslide,
lateral spreading, subsidence, liquefaction or collapse?
d. Be located on expansive soil, as defined in Table 18-1-B
of the California Building Code(2001), creating substantial X
risks to life or property?
e. Have soils incapable of adequately supporting the use of
septic tanks or alternative waste water disposal systems X
where sewers are not available for the disposal of waste
water?
Significance Criteria:
The proposed project would result in significant adverse environmental impacts if one or more of the
following conditions occur as a result of implementation of the proposed project:
• Ground shaking and/or secondary seismic effects (i.e., liquefaction, slope failure, etc.) could cause
substantial structural damage and/or an unmitigated risk to human safety, even after implementation of the
recommended geotechnical measures, required local and State seismic design parameters, and
common engineering practices for seismic hazard abatement.
• Adverse soil conditions such as compressible, expansive, or corrosive soils are not mitigated and present a
damage hazard to occupied structures or infrastructure facilities.
Analysis:
a.1. Expose people or structures to potential substantial adverse effects, including the risk of loss,
injury, or death involving rupture of a known earthquake fault, as delineated on the most recent
Alquist-Priolo Earthquake Fault Zoning Map issued by the State Geologist for the area or based on
other substantial evidence of a known fault? Refer to Division of Mines and Geology Special
Publication 42.
Less than Significant Impact. The project site is located approximately one mile east of the Maacama Fault
Zone as delineated on the most recent Alquist-Priolo Earthquake Fault Zoning Map. There are no mapped
faults located on the project site property. As previously indicated, the proposed project is to construct the
final cover and environmental control systems for the Ukiah Landfill and no structures are proposed with the
exception of landfill gas flare. Scheduled maintenance of the flare and compliance monitoring of groundwater
and landfill gas will occur following final closure; however there would be no occupants on the project site that
would be exposed to the effects of fault rupture.
The final closure design includes an analysis of stability that includes earthquakes and ground shaking. Since
the landfill is positioned near the Maacama Fault Zone, in the event of a large earthquake whose focal
mechanism is close to the project site, ground rupture could occur. The probability of such an occurrence is
regarded as considerably smaller than the possibility of a maximum probably earthquake (MPE) event, and
would be largely mitigated by the elastic properties of the refuse and cover materials. While such an event
could still result in distress to the final cover, inspection of the project site and repair of the geosynthetic cover
could be employed to mitigate this condition. The site has been designed in accordance with the applicable
design standards and the potential adverse effects associated with fault rupture as well as other secondary
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seismic effects would be reduced to a less than significant level as a result of the design and no additional
mitigation is required.
a.2. Expose people or structures to potential substantial adverse effects, including the risk of loss,
injury, or death involving strong seismic ground shaking?
Less than Significant Impact. The project site is located in the northern portion of the Coast Ranges
geomorphic province, which is characterized by a series of northwest-southeast trending ridges and valleys
that are associated with faults and folds that follow the same trend. The project site is located approximately
one mile east of the Maacama Fault Zone which is identified as a Holocene Fault and mapped as a Special
Studies Zone by the State of California.
The proposed project is to include the final closure of the landfill and there will be no occupants at the property.
A seismic hazard review was completed to evaluate the earthquake parameters that could affect slope stability
conditions at the project site in the event of an earthquake event. The final closure design of the landfill was
engineered to accommodate the design parameters of a Maximum Probable Event in order to minimize
potential damage pursuant to all applicable regulatory requirements. While the project site is seen as being
minimally susceptible to potentially strong seismic shaking, no structures are proposed on the landfill and,with
the exception of regular monitoring and maintenance of the environmental control systems that would be
periodically conducted no workers or occupants would occupy the project site. Based on these factors no
significant impacts are anticipated and no additional mitigation measures are required.
a.3. Expose people or structures to potential substantial adverse effects, including the risk of loss,
injury, or death involving seismic-related ground failure, including liquefaction?
Less than Significant Impact. Although the project site is located approximately one mile from the Maacama
Fault Zone and would be subject to potentially strong seismic ground shaking and related secondary effects,
the proposed project does not include the construction of any buildings and/or structures and, furthermore,
would not be occupied by workers that would be subjected to the effects of seismic-related ground failure. As
previously indicated, the landfill closure has been designed in accordance with all applicable regulatory
requirement prescribed in Title 27, which are intended to reduce the potential for losses of both property and
life. As a result, potential impacts will be less than significant; no mitigation measures are required.
a.4. Expose people or structures to potential substantial adverse effects, including the risk of loss,
injury, or death involving landslides?
Less than Significant Impact. As indicated the proposed project does not include the construction of any
buildings or related structures that would be occupied with workers. As a result, project implementation would
not subject either people or structures to the potential adverse effects of landsliding. The closure plan has
been designed to ensure that the potential for slope failure is minimized. The stability of the proposed final
cover system addressed both the steepest and highest slopes that will exist on the landfill. The construction
specifications for final closure construction will specify the minimum material strength and other
performance criteria required to meet the design standards
b. Result in substantial soil erosion or the loss of topsoil?
Less than Significant Impact. Grading and excavation of the landfill during the closure construction phase
will expose soils temporarily and result in potential erosion from the action of both water and wind. In order to
ensure that potential erosion is minimized, the landfill closure design incorporates erosion control measures
that will reduce the potential for soil erosion. These features include landfill grading, vegetation, and a slope
bench system. The decks will be graded in such a way as to allow for sheet flow run-off over a minimum slope
of approximately three percent. In addition, any large erosion gullies formed during storm events on the deck
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and slopes will be filled and the area track walked by a crawler tractor to replace and recompact the soil as
part of post-closure maintenance activities. The erosion control plan is incorporated into the final design plans
and specifications that is included in Appendix B. In addition a Construction Stormwater Permit will be
obtained and implemented to control erosion during the construction phase of the project. Therefore, project
design with the erosion control measures identified above will avoid potentially significant erosion impacts. No
additional mitigation measures are required.
c. Be located on a geologic unit or soil that is unstable, or that would become unstable as a result of
the project, and potentially result in on-site or offsite landslide, lateral spreading,
subsidence, liquefaction or collapse?
Less than Significant Impact. As discussed previously the closure design of the landfill has been designed
to provide and maintain slope stability to minimize the potential for slope failure. As a result, potential impacts
associated with Iandsliding and/or slope failure is reduced to a less than significant level. Furthermore, the
landfill appears to be founded on stable geologic formation with no indication of active or recent Iandsliding
activity. As expected, the greatest settlement of the landfill is expected to occur in areas where refuse
thicknesses are greatest; however, no significant settlement of the foundation subgrade underlying the landfill
anticipated.
d. Be located on expansive soil, as defined in Table 18-1-B of the California Building Code (2001),
creating substantial risks to life or property?
Less than Significant Impact. The project encompasses an approximate 40 acre landfill footprint that is
underlain by native soil consisting of alluvium and continental terrace deposits. As previously indicated, no
structures are proposed that would be exposed to potential expansive soils. Therefore, project implementation
would not result in substantial risks to either life or property. No mitigation measures are required.
e. Have soils incapable of adequately supporting the use of septic tanks or alternative waste water
disposal systems where sewers are not available for the disposal of waste water?
No Impact. The proposed project does not include any development that would require sewage disposal.
Final closure of the SCL includes the construction of a top deck and related environmental control systems
that neither generate raw sewage nor create a need for sewage disposal, including the use of septic tanks or
alternative waste water disposal system. No significant impacts will occur and no mitigation measures are
required.
Cumulative Impacts
Project implementation will not result in any significant cumulative impacts associated with site soils or geology
because the final cover and environmental control systems proposed for the SCL have been designed to meet
all applicable regulatory requirements prescribed in Title 27 of the California Code of Regulations (27 CCR),
Chapters 3 and 4 and the Code of Federal Regulations (CFR) 40, Subpart F to ensure that loss of property
and life is minimized on the subject property. Therefore, cumulative soils and geologic impacts are anticipated
to be less than significant.
Mitigation Measures
As indicated in the analysis presented in this section, the site has been designed based on the results of the
detailed soils and geologic testing and investigation conducted for the proposed project. The project
as designed complies with all applicable regulatory requirements, including Title 27. As a result, potential
soils and geologic impacts have been avoided or reduced to a less than significant level through project
design. Therefore, no mitigation measures are required.
4.7 Greenhouse Gas Emissions
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Potentially Less than Less Than
Significant Significant Significant No
Would the project: Impact With Mitigation Impact Impact
Incorporated
a. Generate greenhouse gas emissions, either directly or
indirectly, that may have a significant impact on the X
environment?
b. Conflict with an applicable plan, policy or regulation
adopted for the purpose of reducing the emissions of X
greenhouse gases?
Significance Criteria:
The proposed project would result in significant adverse environmental impacts if one or more of the following
conditions occur as a result of implementation:
The project generates GHG emissions, directly or indirectly that may have a significant impact on the
environment, or,
The project conflicts with an applicable plan, policy or regulation adopted to reduce GHG emissions.
Analysis:
Illingworth and Rodkin prepared a Construction Greenhouse Gas Emissions Assessment for the proposed
project (Appendix C). The assessment analyzed potential climate change/greenhouse gas impacts. The
analysis presented below summarizes the findings and recommendations of that analysis and addresses the
initial study checklist issues noted above.
a. Generate greenhouse gas emissions, either directly or indirectly, that may have a significant impact
on the environment?
Less than Significant Impact. Global temperatures are affected by naturally occurring and anthropogenic-
generated atmospheric gases, such as water vapor, carbon dioxide, methane, and nitrous oxide. Gases that
trap heat in the atmosphere are called greenhouse gases. Solar radiation enters the earth's atmosphere from
space, and a portion of the radiation is absorbed at the surface. The earth emits this radiation back toward
space as infrared radiation. Greenhouse gases, which are mostly transparent to incoming solar radiation, are
effective in absorbing infrared radiation and redirecting some of this back to the earth's surface. As a result,
this radiation that otherwise would have escaped back into space is now retained, resulting in a warming of
the atmosphere. This is known as the greenhouse effect. The greenhouse effect helps maintain a habitable
climate. Emissions of GHGs from human activities, such as electricity production, motor vehicle use and
agriculture, are elevating the concentration of GHGs in the atmosphere, and are reported to have led to a
trend of unnatural warming of the earth's natural climate, known as global warming or global climate change.
The term "global climate change" is often used interchangeably with the term "global warming," but "global
climate change" is preferred because it implies that there are other consequences to the global climate in
addition to rising temperatures. Other than water vapor, the primary GHGs contributing to global climate
change include the following gases:
• Carbon dioxide (CO2), primarily a byproduct of fuel combustion;
• Nitrous oxide (N20), a byproduct of fuel combustion; also associated with agricultural operations such
as the fertilization of crops;
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• Methane (CH4), commonly created by off-gassing from agricultural practices (e.g. livestock),
wastewater treatment and landfill operations;
• Chlorofluorocarbons (CFCs) were used as refrigerants, propellants and cleaning solvents, but their
production has been mostly prohibited by international treaty;
• Hydrofluorocarbons (HFCs) are now widely used as a substitute for chlorofluorocarbons in
refrigeration and cooling; and
• Perfluorocarbons(PFCs)and sulfur hexafluoride(SF6)emissions are commonly created by industries
such as aluminum production and semiconductor manufacturing.
These gases vary considerably in terms of Global Warming Potential (GWP), a term developed to compare
the propensity of each GHG to trap heat in the atmosphere relative to another GHG. GWP is based on several
factors, including the relative effectiveness of a gas to absorb infrared radiation and the length of time of gas
remains in the atmosphere.The GWP of each GHG is measured relative to CO2. Accordingly,GHG emissions
are typically measured and reported in terms of equivalent CO2 (CO2e). For instance, SF6 is 22,800 times
more intense in terms of global climate change contribution than CO2. The State of California is addressing
the issue of GHG through legislation, policy guidance, and outreach programs. CO2 is the primary GHG
emitted from land use and industrial projects. In 2006 California enacted AB 32 — the Global Warming
Solutions Act, which requires that statewide GHG emissions be reduced to 1990 levels by 2020. In 2008, the
California Air Resources Board (CARB) adopted the Climate Change Scoping Plan in response to AB 32.This
plan describes the strategies that the State will implement to reduce future emissions by 28% to meet the
1990 target goal in 2020.
Per Appendix G of the CEQA Guidelines, greenhouse gas emissions are considered significant if
implementation of the proposed projects would:
• Generate greenhouse gas emissions, either directly or indirectly, that may have a significant impact
on the environment.
• Conflict with an applicable plan, policy, or regulation adopted for the purpose of reducing the
emissions of greenhouse gases.
Mendocino County Air Quality Management District has published CEQA thresholds of significance. However,
there are no established thresholds of significance for GHG emissions during temporary construction.
Construction Emissions
CalEEMod was used to predict construction emissions in the form of CO2e. CalEEMod is a computer model
developed by the South Coast Air Quality Management District(SCAQMD)with cooperation of other California
Air Districts to estimate air pollutant and GHG emissions. The model is recommended by MCAQMD for use
in quantifying construction and development project GHG emissions. The project applicant provided the
anticipated construction schedule and proposed construction equipment, which were input to the model. An
approximate 6-month construction schedule was entered in the model based on project-specific information.
See Attachment 1 for the project construction schedule. Construction phases included the following:
• Demolition and removal of piping and drain inlets;
• Site preparation;
• Grading/excavation;
• Well drilling;
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• Final cover;
• Utilities (storm drain, LFG pipe);
• Construction of the LFG flare station; and
• Paving of roads.
In addition,the project size (50 acres including borrow area surfaces)was input to the model. The anticipated
soil hauling volumes (114,500 cubic yards (cy) foundation layer, 3,500 cy of sand and site excavation
excavation)were also input. Preparation of the LFG flare station foundation would require approximately 8 cy
of concrete.
Results of modeling indicate that construction of the project would emit 460 metric tons of CO2e.As mentioned
above, neither Mendocino County nor the MCAQMD have quantified thresholds for construction activities. For
comparison, the emissions would be below the lowest threshold (1,100 metric tons of CO2e per year for land
use development projects) adopted by MCQMD and would be considered less-than significant.
It should be noted that the project applicant is encouraged to incorporate best management practices to reduce
GHG emissions during construction,where feasible and applicable. Best management practices may include,
but are not limited to, using alternative-fueled (e.g., biodiesel, electric) construction vehicles/equipment for at
least 15 percent of the fleet, using at least 10 percent local building materials, and recycling or reusing at least
50 percent of construction waste or demolition materials.
b. Conflict with an applicable plan, policy or regulation adopted for the purpose of reducing the
emissions of greenhouse gases?
Less than Significant Impact. While explicit thresholds and requirements for greenhouse gas emissions
have yet to be developed by Mendocino County, various state agencies have begun to examine proposed
land use plans and specific projects for their potential GHG impacts. Because Mendocino County is primarily
rural, the amount of greenhouse gases generated by human activities (primarily the burning of fossil fuels for
vehicles, heating, and other uses) is small in total compared to other, more urban counties (although higher
per capita due to the distances involved in traveling around the County) and miniscule in statewide or global
terms. However, like all other areas worldwide that contribute to global warming, Mendocino County
will be affected by climate change and shares a responsibility to address this issue. Long-term efforts will
focus on reductions in the sources of greenhouse gases in the county through a comprehensive greenhouse
reduction plan for both County operations and the broader area governed by Mendocino County. In the near
term, this Mendocino County General Plan identifies energy-reducing policies that will also lower overall CO2
emissions.
The County's Resource Management Element has identified several policies that address GHG, including
Policy RM 50 to implement existing strategies to reduce GHG emissions and incorporate future measures
adopted by the State in the future. The Policy identifies several action items, including;
• RM 50.1 to inventory existing and historical sources of GHG in the County and coordinate with other
jurisdictions to ensure completeness,
• RM 50.2 To create a GHG reduction plan for the unincorporated areas of the County that sets specific
reduction strategies and targets, and
• RM 50.3 To reduce the County's GHG emissions by adopting measures that reduce the consumption
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of fossil fuel.
As indicated above, the proposed project encompasses only short-term, construction impacts required to
implement the final closure plan. Because the MCAQMD has not adopted a significance threshold, the
significance of the project-related CO2(e) emissions, which was based on the Bay Area Air Quality
Management District threshold of 1,100 MT/year for operational CO2(e) emissions,was determined to be less
than significant. Furthermore, no operational GHG emissions would occur and,therefore, none of the policies
adopted by the County would apply to the proposed project. Thus, the proposed project would not conflict
with any long-range policy and/or program of the County.
Cumulative Impacts
Project-related cumulative impacts will not be significant because the MCAQMD does not have a threshold
for construction emissions. Nonetheless,the short-term (i.e., construction) emissions of GHG will not exceed
the 1,100 MTNear threshold for operational emissions adopted by the Bay Area Air Quality Management
District.
Mitigation Measures:
No significant GHG impacts will occur as a result of project implementation and no mitigation measures are
required.
4.8 Hazards and Hazardous Materials
Potentially Less than Less Than
Significant Significant Significant No
Would the project: Impact With Mitigation Impact Impact
Incorporated
a. Create a significant hazard to the public or
the environment through the routine transport, use, or X
disposal of hazardous materials?
b. Create a significant hazard to the public or the
environment through reasonably foreseeable upset and X
accident conditions involving the release of hazardous
materials into the environment?
c. Emit hazardous emissions or handle hazardous
or acutely hazardous materials, substances, or waste X
within one-quarter mile of an existing or proposed
school?
d. Be located on a site, which is included on a list of
hazardous materials sites compiled pursuant to X
Government Code Section 65962.5, and, as a result,
would it create a significant hazard to the public or the
environment?
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e. For a project located within an airport land use plan or,
where such a plan has not been adopted, within two miles
of a public airport or public use airport, would the project )(
result in a safety hazard for people residing or working in
the project area?
f. For a project within the vicinity of a private airstrip,
would the project result in a safety hazard for people X
residing or working in the project area?
g. Impair implementation of or physically interfere with an
adopted emergency response plan or emergency X
evacuation plan?
h. Expose people or structures to a significant risk of loss,
injury or death involving wildland fires, including where X
wildlands are adjacent to urbanized areas or where
residences are intermixed with wildlands?
Significance Criteria:
The proposed project would result in significant adverse environmental impacts if one or more of the
following conditions occur as a result of implementation of the proposed project:
• Create a significant hazard to the public or the environment through the routine transport, use, or
disposal of hazardous materials.
• Create a significant hazard to the public or the environment through reasonably foreseeable upset
and accident conditions involving the release of hazardous materials into the environment.
• Emit hazardous emissions or handle hazardous or acutely hazardous materials, substances, or
waste within one-quarter mile of an existing or proposed school.
• Be located on a site that is included on a list of hazardous materials sites compiled pursuant to
Government Code Section 65962.5 and, as a result, would create a significant hazard to the public
or the environment.
• Result in a safety hazard for people residing or working in the project area if located within two miles
of a public airport or public use airport.
Analysis:
a. Create a significant hazard to the public or the environment through the routine transport, use, or
disposal of hazardous materials?
Less than Significant Impact. The proposed project does not include any operations that would result in the
transport of hazardous materials,either to or from the project site property. Final closure of the landfill includes
grading and excavation associated with relocating some refuse that is located under existing power
transmission lines to other locations of the landfill; however, no refuse would be transported off the site. No
significant impacts are anticipated and no mitigation measures will be required.
b. Create a significant hazard to the public or the environment through reasonably foreseeable upset
and accident conditions involving the release of hazardous materials into the environment?
Less than Significant Impact. Toxic air contaminants could have a substantial exposure risk if they were
generated by site activities, and if there was a sensitive population in the project vicinity. Any temporary
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surface disturbance of the landfill could create dust that contains naturally occurring asbestos and
crystalline silica.The possible presence of these materials depends upon the geomorphology of the underlying
rock of a given site. Asbestos containing minerals are typically associated with mafic and ultamafic rocks such
as serpentine. A review of the geologic map for the project site does not map serpentine soils as being
present.
Crystal silicon dust is mainly associated with igneous and metamorphic rock formation. The project site is
underlain by alluvial deposits and continental terrace deposits. This lithology contains could contain silicon
dust. Dust generation from excavation and placement of final cover will have negligible potential for generation
of any hazardous materials. Any public impact potential is further mitigated by the limited duration of the
activity, and by the large distance buffer between on-site emissions and the nearest off-site receptors. With
the control of fugitive dust the impacts from dust will be insignificant.
c. Emit hazardous emissions or handle hazardous or acutely hazardous materials, substances, or
waste within one-quarter mile of an existing or proposed school?
No Impact. The subject property is located in an area that is rural in nature. No schools exist within one-
quarter mile of the project site. As a result, air emissions and other landfill-related emissions would not affect
a school within the one-quarter mile radius criterion. No significant impact will occur and no mitigation
measures are required.
d. Be located on a site, which is included on a list of hazardous materials sites compiled pursuant to
Government Code Section 65962.5, and, as a result, would it create a significant hazard to the public
or the environment?
Less than Significant Impact. The Ukiah Landfill is a Class III landfill that was closed in 2001.The proposed
project will result in the construction of the final cover for the landfill as well as related environmental control
systems that are intended to minimize the potential for creating a hazard to the public or environment. The
environmental control systems include both a landfill gas control system and a landfill gas monitoring system.
The landfill gas control system includes a flare that is designed and permitted for maximum destruction of
methane and non-methane organic compounds. The gas collection system and flare is designed to prevent
potential landfill gas accumulation under the liner system.
In addition, landfill gas monitoring wells have been installed around the perimeter of the landfill within the
property limits but outside the limits of refuse at a maximum spacing of 1,000 feet as required by Title 27.
Testing of these wells is performed quarterly and the results have continually indicated no presence of landfill
gas at concentrations greater than regulatory thresholds at the property boundary.
In addition, a leachate collection and removal system (LCRS) is currently operational on the landfill. The
LCRS is designed to collect leachate from the landfill which is then pumped via dedicated pipeline to dispose
of the leachate at the Ukiah Wastewater Treatment Facility. This system will continue to operate on the closed
landfill to collect and store leachate prior to disposal.
With the incorporation of the proposed environmental control systems and continued operation of the LCRS,
no potential significant risk to public health and/or the environment is anticipated. No additional mitigation
measures are required.
e. For a project located within an airport land use plan or, where such a plan has not been adopted,
within two miles of a public airport or public use airport, would the project result in a safety hazard for
people residing or working in the project area?
No Impact. There is a municipal airport located within the Ukiah Valley that is located approximately five
miles west of the project site. The proposed project is limited in scope and duration and will have impact on
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the use of the Ukiah Airport or present a safety hazard to the use of the airport. As a result, no hazards to
or from aviation will occur; no mitigation measures are required.
f. For a project within the vicinity of a private airstrip, would the project result in a safety hazard for
people residing or working in the project area?
No Impact. No private airfields are known to exist in the vicinity of the Ukiah Landfill property. Therefore, no
significant impacts will occur and no mitigation measures are required.
g. Impair implementation of or physically interfere with an adopted emergency response plan or
emergency evacuation plan?
No Impact. The County of Mendocino adopted an Emergency Action Plan (EAP) in May 2015 to address
emergency response procedures for a wide variety of emergency situations, including hazardous materials
emergencies and related events requiring response by emergency personnel and/or emergency evacuation
of the population. The EAP is intended to ensure that each County facility has procedures in place to enable
effective and efficient response to an emergency. As previously indicated, the proposed project would result
only in the construction of the final cover and related environmental control systems at the project site to
ensure that the landfill is closed in accordance with all applicable requirements prescribed in Title 27 and that
no potential public health hazard remains. Although the proposed project includes the excavation of some
solid waste and redisposal at another location within the landfill, potential for public health risk and/or
environmental degradation is not anticipated. However,Title 27 requires an operatorto prepare an Emergency
Response Plan (ERP) as part of a final closure plan. An ERP is included in the Joint Technical Document for
the Ukiah Landfill which includes procedures related to catastrophic events.
The ERP identifies occurrences that may exceed the design of the site and endanger public health or the
environment. The ERP also sets forth actions which will minimize the effects of these catastrophic events.
The provisions of this ERP will be carried out immediately whenever an event occurs such as a fire, explosion,
flood, earthquake,vandalism, surface drainage problems or release of any waste product which may threaten
public health and/or the environment. The ERP will be kept in the operating record at the City of Ukiah. The
ERP includes specific procedures for reporting and responding to emergency situations at the project site.
Implementation of the ERP will ensure that appropriate actions will be taken in accordance with the ERP to
respond to any emergency situation that may occur at the project site. Therefore, no significant impacts are
anticipated and no mitigation measures are required.
h. Expose people or structures to a significant risk of loss, injury or death involving wildland fires,
including where wildlands are adjacent to urbanized areas or where residences are intermixed with
wildlands?
Potentially Significant with Mitigation Incorporated. The proposed project is located within a moderate to
high fire hazard area as designated by the California Department of Forestry and Fire Protection, the project
implementation does not propose any development that would subject either structures or occupants of the
site to the potential for loss, injury or death resulting from the potential for wildland fires. Final closure of the
landfill will include the construction of the final cover and associated environmental control systems; however,
no long-term occupancy of the site by workers or others will occur that would contribute to the potential for
wildland fires. It is possible, however, that some risk of fire would exist during the construction phase of the
proposed project, when heavy trucks and construction equipment necessary to implement the proposed
project are being used. Such potential fire hazard may occur as a result of heavy trucks hauling materials and
equipment to the site, which could start a fire. In addition, it is also possible that construction worker vehicles
or other heavy equipment parked in grassy areas on the site could also cause a fire. As a result, it will be
necessary to incorporate measures to reduce the potential for fires on the site and adjacent roadways.
Mitigation measures that include restricting construction vehicles and heavy equipment to designated areas
that are free of grass and vegetation, having a water truck present for on-site fire control, and smoking in
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designated areas only will mitigate the potential for fire sources from the proposed project to a less than
significant level.
Cumulative Impacts
As indicated above,final closure of the landfill will comply with all regulatory requirements in order to eliminate
and/or minimize potential hazards associated with the landfill (e.g., air emissions, water quality, etc.). In
addition, potential health and safety impacts would also be avoided through the implementation of the
environmental control systems proposed to close the landfill. Finally, potential short-term cumulative impacts
associated with fire protection would be minimized through the implementation of the mitigation prescribed for
the project. No significant long-term cumulative impacts are anticipated upon completion of the final cover
and associated environmental control systems because exposure to potentially hazardous conditions will be
reduced to a less than significant level.
Mitigation Measures
No significant impacts are anticipated as a result of the proposed project. Potential impacts from a wildland
fire should be controlled with the following mitigation measures:
MM 4.8-1 Maintain a water truck on site to control a wild land fie if it were to occur.
MM 4.8-2 Smoking shall be restricted to the controlled areas of the project site working area.
MM 4.8.3 Maintain a designated area for fuel and liquid storage that include fire extinguishers and spill control
materials that are suitable for the materials used and stored at the project site.
4.9 Hydrology and Water Quality
Potentially Less than Less Than
Significant Significant Significant No
Would the project: Impact With Mitigation Impact Impact
Incorporated
a. Violate any water quality standards or waste discharge X
requirements?
b. Substantially deplete groundwater supplies or interfere
substantially with groundwater recharge such that there
would be a net deficit in aquifer volume or a lowering of
the local groundwater table level (e.g., the production X
rate of pre-existing nearby wells would drop to a level
which would not support existing land uses or planned
uses for which permits have been granted)?
c. Substantially alter the existing drainage pattern of the
site or area, including through the alteration of the X
course of stream or river, in a manner, which would
result in substantial erosion or siltation on- or off-site?
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d. Substantially alter the existing drainage pattern of the
site or area, including through the alteration of the
course of a stream or river, or substantially increase the X
rate or amount of surface runoff in a manner, which
would result in flooding on- or off-site?
e. Create or contribute runoff which would exceed the
capacity of existing or planned storm water drainage X
systems or provide substantial additional sources of
polluted runoff?
f. Otherwise substantially degrade water quality? X
g. Place housing within a 100-year flood hazard as
mapped on a Federal Flood Hazard Boundary or Flood X
Insurance Rate Map or other flood hazard delineation
h. Place within a 100-year flood hazard area structures, X
which would impede or redirect flood flows?
i. Expose people or structures to a significant risk of loss,
injury or death involving flooding, including flooding as a X
result of the failure of a levee or dam?
j. Inundation by seiche, tsunami, or mudflow? X
k. Potentially impact stormwater runoff from construction X
activities?
I. Potentially impact stormwater runoff from post X
construction activities?
m. Result in a potential for discharge of stormwater
pollutants from areas of material storage, vehicle or X
equipment fueling, vehicle or equipment maintenance
(including washing), waste handling, hazardous
materials handling or storage, delivery areas, loading
docks or other outdoor work areas?
n. Result in the potential for discharge or stormwater to X
affect the beneficial uses of the receiving waters?
o. Create the potential for significant change in the flow
velocity or volume of stormwater runoff to cause X
environmental harm?
p. Creates insignificant increases in erosion of the project X
site or surrounding areas?
Significance Criteria:
The proposed project would result in significant adverse environmental impacts if one or more of the
following conditions occur as a result of implementation of the proposed project:
• Substantial and adverse increased inundation, sedimentation and/or damage from water forces to the
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subject project and/or other properties are caused by improvements such as grading, construction of
barriers or structures.
• Development within the 100-year flood plain as delineated by FEMA that would expose people and/or
property to potential serious injury and/or damage.
• Impervious surfaces increase and/or divert storm water runoff that results in the inability of the existing
collection and conveyance facilities to accommodate the increased flows.
• Project implementation will cause a violation of water quality objectives for surface and groundwater as
established by the Water Quality Control Plan and impede the existing beneficial uses of on-site surface
waters or off-site coastal waters as defined in the Water Quality Control Plan.
• A usable groundwater aquifer for municipal, private, or agricultural purposes is substantially and adversely
affected by depletion or recharge.
• Storm water and/or induced runoff mixes with a tidal habitat or pond causing instability to the existing water
quality (e.g., reduction of salinity below 16 ppm) which, in turn, substantially and adversely affects the
sensitive brackish/saltwater marsh habitat by allowing for the introduction and establishment of invasive
fresh water species.
• Sediments are increased and/or diverted by proposed improvements and cause sediment deposition in
defined sensitive habitat areas (e.g., wetlands, jurisdictional waters) that adversely affect or significantly
affect significant habitat and/or sensitive species as recognized by the applicable resource agencies.
Analysis:
a. Violate any water quality standards or waste discharge requirements?
Less than Significant Impact with Mitigation. The project site is located adjacent to an unnamed tributary
of Sulfur Creek, a tributary to the Russian River. The Russian River and its tributaries are identified as an
impaired waterbody as defined by Section 303(d) of the federal Clean Water Act and 40 CFR §130.7 that
identifies waterbodies that do not meet water quality standards and are not supporting their beneficial uses.
The entire Russian River watershed is impaired for excessive sediment and temperature and more recently
pathogen indicator bacterial impairment. A Total Maximum Daily Load (TMDL) study for sediment and
temperature have not been prepared by applicable regulatory agencies. The Russian River and its tributaries
support populations of coho salmon, chinook salmon and steelhead trout.
The proposed project will include large scale disturbance of the 39 acre site from activities such as grading
and landform alteration necessary to construct the final cover and environmental control systems for the Ukiah
Landfill. If not properly addressed, erosion may occur, which may impact water quality in the unnamed
tributary. The proposed project design has erosion control features that will control and reduce the potential
for soil erosion during and after the completion of the project. Erosion control measures will be implemented
at the beginning of the project and maintained throughout the project cycle to maintain control of sediment
from the project site area. Post project sedimentation controls are also designed into the project to include
slope stabilization and placement of final erosion control features.
A Detection Monitoring Program (DMP) is currently implemented at the Landfill in accordance with 27 CCR,
§20420 and Waste Discharge Requirements Order No. R1-2002-0061 issued by the North Coast Regional
Water Quality Control Board and is anticipated to continue through the post closure maintenance period. The
scope of the DMP includes the following monitoring and sampling activities:
• Monthly monitoring and recording of Ieachate discharge volumes.
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• Quarterly sampling and analysis of leachate samples from the leachate wet well. The scope of
analytical testing is in accordance with Table I of Monitoring and Reporting Program No. R1-2002-
0061 (M&RP).
• Quarterly monitoring and recording groundwater elevations and groundwater flow directions.
• Quarterly sampling and analysis of groundwater samples from detection monitoring wells and points
of compliance monitoring wells. The scope of analytical testing is in accordance with Table 11 of the
M&RP.
• Performance of quarterly statistical analyses of groundwater chemistry data to identify exceedances
of applicable concentration limits.
• Quarterly sampling and analysis of surface water samples, including semi-quantitative comparisons
between upstream and downstream water chemistry data to identify potential landfill-related surface
water quality impacts. The scope of analytical testing is in accordance with Table III of the M&RP.
• Performance of monthly standard observations to monitor the conditions of the WMU, the landfill
perimeter, and receiving waters.
Results and findings from the aforementioned activities are summarized in a Detection Monitoring Report and
submitted to the North Coast Regional Water Quality Control Board on a quarterly basis. Standard quarterly
report submittals include a presentation of the sampling and monitoring procedures (including Standard
Operating Procedures),tabulated summaries of leachate,groundwater, and surface water field and laboratory
data, statistical analysis results and supporting calculations, groundwater potentiometric surface map, results
of standard observations, and copies of Certified Analytical Reports (CARs) and associated chain-of-custody
documentation. Annual reports are also prepared that include (in addition to the above information) graphical
summaries of monitoring data, an evaluation of the findings.
Landfill Gas Monitoring Program
A perimeter LFG monitoring program is currently implemented at the Landfill to fulfill monitoring requirements
set forth in 27 CCR, §20921. This perimeter monitoring program will continue through the post closure
maintenance period in accordance with the FPCMP. The system consists of ten LFG monitoring points (GAS-
1 through GAS-10). The locations of the LFG monitoring points are shown on Figure 4 (Appendix A). Each
of the LFG monitoring points are equipped with one to four individual monitoring probes constructed of 3/-inch
diameter polyvinyl chloride (PVC) casing and capped with Iabcock valves. The monitoring probes range in
depth from approximately 9 to 250 feet below ground surface BGS.
In addition to fulfilling the aforementioned regulatory requirements, the monitoring of perimeter probes will
provide pertinent information regarding the overall performance of the LFG collection and control system. As
the installation of the final cover system could increase lateral and vertical pressures within the Landfill,thereby
potentially inducing subsurface migration of LFG, the perimeter monitoring will assist in determining whether
the LFG collection and control system is providing adequate subsurface migration control, including whether
ongoing operation of the existing partial perimeter LFG collection system is necessary if the historical LFG
migration in that area can be abated by the new system. In accordance with 27 CCR, §20934, the results of
the monitoring will be reported within 90 days from when the monitoring is performed and submitted to the
Local Enforcement Agency (LEA), Mendocino County Air Quality Management District (MCAQMD) and
RWQCB.
The LFG collection and control system and landfill surface will also be monitored to comply with AB32
requirements in accordance with 17 CCR, §95469. The scope of monitoring will include the following:
• Instantaneous surface monitoring will be conducted on a quarterly basis to determine if surface
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emissions of 500 ppmv or greater, other than non-repeatable, momentary readings, are present at
any location on the WMU surface. The monitoring will be accomplished using a portable gas detector
while walking in a designated 25-foot spacing interval pattern where practical.
• Integrated surface monitoring will be conducted on a quarterly basis to determine if the average
methane concentration within the individual grids exceeds 25 ppmv.
• Any components of the LFG control and collection system that are under positive pressure will be
monitored on a quarterly basis to determine if any leaks are present at methane concentrations
exceeding 500 ppmv.
• The wellhead for each extraction well will be monitored on a monthly basis to determine whether the
extraction well is being operated under vacuum conditions (i.e., negative pressure).
• The flare will be monitored for temperature and flow rate using dedicated instrumentation and the
corresponding data documented using a continuous recorder. In addition, the flare will be source
tested on an annual basis to verify compliance with emissions and destruction efficiency criteria.
The proposed project should not result in a violation of water quality standards or waste discharge
requirements. In fact long term protection to surface and groundwater resources are expected from the final
closure of the landfill from the increased stability and exposure of the site as well as the collection and control
of landfill gas. No significant impacts are anticipated and no mitigation measures are required.
b. Substantially deplete groundwater supplies or interfere substantially with
groundwater recharge such that there would be a net deficit in aquifer volume or a lowering of the
local groundwater table level (e.g., the production rate of pre-existing nearby wells would drop to a
level which would not support existing land uses or planned uses for which permits have been
granted)?
Less than Significant Impact. Final closure and post closure activities will not result in any potential impacts
to existing groundwater supplies or groundwater recharge. The construction of a final cover cap is intended
to ensure that surface water does not penetrate the final cover and enter the refuse below the cover. Surface
water will be directed away from the landfill into designed collection and conveyance systems and will not,
adversely affect either groundwater supplies or recharge. With the exception of short term and minor demands
for water supplies during the construction phase, project implementation will not result in any long-term,
unanticipated demands for potable water that would impacts the County's public water supply. Once
construction of the final cover is completed, the post closure maintenance activities will not require any
significant amount of water. No significant impacts are anticipated and no mitigation measures are required.
c. Substantially alter the existing drainage pattern of the site or area, including through the
alteration of the course of stream or river, in a manner, which would result in substantial erosion or
siltation on-or offsite?
Less than Significant with Mitigation Incorporated. Implementation of the proposed project will include
mass grading and Iandform changes that will disturb the 39 acre project site area. The existing grade of the
project site has been established through the final operations of the landfill and includes a number of slopes
and benches that will be altered to final grade specifications as established in the approved engineering design
standards. The proposed project implementation could lead to potential erosion and sediment discharge
during the construction phase if not properly addressed in the design of the project and implemented. Design
and permitting components are built into the proposed project to control and minimize the impacts to surface
water and groundwater during the construction phase of the project. In addition, erosion and sediment
discharge is will be minimized through the implementation of best management practices in accordance with
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