Agenda packet — City Council and Authorities Concurrent, August 16, 2022 (part 5 of 7)

City of Santa Clara 2014/15 Flow Monitoring
Daily Flow Data (MGD)
Date Avg. Max. Min. Avg. Max. Min. Avg. Max. Min. Avg. Max. Min.

Site 1 Site 2 Site 3 Site 4
1/17/15 3.74 5.18 1.67 3.97 5.81 1.81 2.95 4.60 1.19 0.05 0.12 0.01 1/18/15 3.66 5.24 1.56 3.97 5.87 1.62 2.91 4.56 1.18 0.03 0.07 0.01 1/19/15 4.07 5.62 1.75 4.16 6.58 1.84 3.12 4.75 1.31 0.04 0.07 0.01 1/20/15 4.34 6.76 1.94 4.07 5.67 1.69 2.98 4.64 1.17
1/21/15 3.96 5.74 1.89 4.07 5.97 1.72 3.03 4.65 1.24
1/22/15 4.03 5.41 1.72 4.08 5.91 1.76 2.93 4.40 1.25
1/23/15 3.99 5.74 1.91 4.02 5.94 1.69 2.94 4.47 1.26
1/24/15 3.71 5.93 1.78 3.81 5.98 1.60 2.94 4.59 1.19
1/25/15 3.64 5.52 1.59 3.82 5.66 1.56 3.01 4.57 1.15
1/26/15 3.89 5.88 1.50 3.92 5.67 1.56 3.09 4.65 1.14
1/27/15 3.92 5.57 1.75 3.93 5.58 1.70 3.10 4.69 1.30
1/28/15 3.96 5.40 2.00 3.95 6.09 1.61 3.08 4.76 1.20
1/29/15 3.94 5.78 1.99 3.93 5.86 1.52 3.09 4.79 1.20
1/30/15 3.86 5.37 1.75 3.93 6.02 1.65 3.11 4.78 1.30
1/31/15 3.66 5.23 1.71 3.71 5.47 1.47 3.12 4.90 1.31
2/1/15 3.55 5.00 1.52 3.73 5.96 1.55 3.13 4.89 1.27
2/2/15 3.77 5.19 1.64 3.78 5.78 1.46 3.18 4.86 1.35
2/3/15 3.98 5.53 1.81 3.77 5.83 1.37 3.15 4.86 1.28
2/4/15 3.92 5.55 1.88 3.88 5.90 1.60 3.10 5.14 1.33
2/5/15 3.97 5.60 2.04 3.94 5.49 1.71 3.20 4.79 1.28
2/6/15 4.28 5.93 1.99 4.50 6.52 1.69 3.69 6.01 1.31
2/7/15 4.12 6.31 2.02 4.58 6.13 2.57 3.81 5.65 1.93
2/8/15 4.21 6.36 2.03 4.68 7.02 2.09 3.88 6.45 1.51
2/9/15 4.40 6.60 2.09 4.83 7.04 2.79 3.73 5.78 1.73
2/10/15 4.37 5.87 2.42 4.39 6.24 2.10 3.41 5.03 1.56
2/11/15 4.26 5.67 2.18 4.12 6.22 1.93 3.31 4.93 1.38
2/12/15 4.17 5.69 2.17 4.01 5.94 1.75 3.29 4.93 1.43
2/13/15 4.11 5.56 2.12 3.97 5.93 1.74 3.26 4.94 1.50
2/14/15 3.77 5.69 2.05 3.75 5.51 1.57 3.24 5.05 1.54
2/15/15 3.58 5.15 1.77 3.56 5.20 1.64 3.07 4.83 1.38
2/16/15 3.84 5.55 1.76 3.64 5.27 1.56 3.19 4.91 1.31
2/17/15 4.03 5.58 1.91 3.77 5.32 1.56 3.20 4.89 1.30
2/18/15 4.01 5.75 2.00 3.89 5.40 1.60 3.20 4.75 1.40
2/19/15 4.06 5.43 2.14 3.92 5.68 1.78 3.22 4.71 1.45 0.03 0.14 0.00 2/20/15 4.03 5.79 1.91 3.70 5.66 1.66 3.20 4.79 1.43 0.04 0.17 0.01 2/21/15 3.99 5.59 1.90 3.66 5.75 1.62 3.16 4.75 1.38 0.18 0.94 0.00 2/22/15 3.72 5.13 1.71 3.74 5.71 1.67 3.19 4.87 1.42 0.04 0.16 0.00 2/23/15 3.98 6.04 1.78 3.86 5.87 1.59 3.23 4.90 1.32 0.03 0.19 0.00 2/24/15 4.06 5.86 1.86 3.75 5.72 1.59 3.12 4.67 1.34 0.03 0.15 0.00 2/25/15 4.07 6.08 1.99 3.65 5.61 1.58 3.20 4.88 1.23 0.03 0.16 0.00 2/26/15 3.96 5.88 1.86 3.55 5.35 1.61 3.29 5.01 1.41 0.02 0.09 0.00 2/27/15 3.90 5.38 1.83 3.44 5.12 1.43 3.24 4.93 1.40 0.04 0.29 0.00 2/28/15 3.86 5.92 1.72 3.57 5.26 1.41 3.17 4.88 1.28 0.11 0.39 0.01 3/1/15 3.36 5.99 1.69 3.89 5.99 1.57 3.16 4.76 1.25 0.03 0.14 0.00 3/2/15 3.37 4.89 1.30 4.01 6.20 1.56 3.17 5.00 1.32 0.04 0.24 0.00 3/3/15 3.70 5.26 1.50 3.86 5.59 1.59 3.18 4.77 1.41 0.04 0.12 0.01 3/4/15 3.89 5.35 1.79 3.83 5.75 1.51 3.25 4.81 1.38 0.04 0.10 0.01

Page 2 of 14 ends

City of Santa Clara 2014/15 Flow Monitoring
Daily Flow Data (MGD)
Date
11/22/14
11/23/14
11/24/14
11/25/14
11/26/14
11/27/14
11/28/14
11/29/14
11/30/14
12/1/14
12/2/14
12/3/14
12/4/14
12/5/14
12/6/14
12/7/14
12/8/14
12/9/14
12/10/14
12/11/14
12/12/14
12/13/14
12/14/14
12/15/14
12/16/14
12/17/14
12/18/14
12/19/14
12/20/14
12/21/14
12/22/14
12/23/14
12/24/14
12/25/14
12/26/14
12/27/14
12/28/14
12/29/14
12/30/14
12/31/14
1/1/15
1/2/15
1/3/15
1/4/15
1/5/15
1/6/15
1/7/15
1/8/15
1/9/15
1/10/15
1/11/15
1/12/15
1/13/15
1/14/15
1/15/15
1/16/15
Avg. Max. Min. Avg. Max. Min. Avg. Max. Min. Avg. Max. Min.

3.71 5.84 1.50 2.52 4.02 1.07 0.87 1.62 0.29

6.08 10.32 1.32 3.91 6.37 1.03 1.09 1.72 0.29 2.87 4.78 1.16

6.28 9.52 4.29 3.93 5.88 2.47 1.06 1.74 0.60 3.50 4.80 2.83

4.84 6.80 2.64 3.18 4.70 1.69 1.00 1.65 0.42 2.62 3.17 2.02

4.48 6.60 2.16 2.96 4.47 1.33 0.99 1.55 0.36 2.33 2.97 1.71

4.91 6.65 2.48 3.18 4.63 1.42 0.98 1.66 0.41 2.64 3.19 1.81

5.02 7.46 2.48 2.96 4.30 1.59 0.96 1.62 0.38 2.73 3.42 1.90

5.06 7.06 2.67 2.91 4.40 1.54 0.97 1.65 0.42 2.81 3.40 2.04

4.61 6.43 2.35 2.85 4.18 1.35 0.95 1.53 0.43 2.74 3.40 1.92

4.55 6.17 2.26 2.95 4.00 1.47 0.92 1.52 0.38 2.65 3.24 1.91

4.50 6.57 2.37 2.67 4.27 1.29 0.94 1.51 0.39 2.44 3.07 1.80

4.29 6.35 2.09 2.54 3.94 1.12 0.96 1.48 0.41 2.27 2.91 1.51

4.22 6.22 2.14 2.59 3.81 1.17 0.93 1.48 0.39 2.42 3.15 1.49

4.10 5.86 1.95 2.57 3.85 1.13 0.90 1.57 0.36 2.35 3.10 1.58

3.86 5.89 1.88 2.59 3.86 1.19 0.86 1.33 0.34 2.36 3.35 1.44

3.53 5.59 1.65 2.39 3.60 1.11 0.81 1.29 0.34 2.15 2.90 1.43

3.66 5.65 1.68 2.46 3.71 1.16 0.79 1.30 0.31 2.24 3.04 1.29

3.62 5.40 1.65 2.49 3.94 1.13 0.79 1.34 0.28 2.26 3.26 1.38

3.42 5.38 1.39 2.55 3.87 1.20 0.82 1.37 0.28 2.26 3.01 1.31

3.71 5.65 1.55 2.56 3.76 1.19 0.85 1.41 0.34 2.41 3.21 1.24

3.74 5.53 1.62 2.49 3.74 1.16 0.85 1.33 0.31 2.40 3.25 1.38

3.81 5.61 1.54 2.63 4.14 1.17 0.89 1.47 0.29 2.35 3.14 1.34

3.56 5.64 1.61 2.60 4.07 1.20 0.86 1.34 0.32 2.11 3.04 1.23

3.65 5.54 1.50 2.63 4.03 1.15 0.87 1.45 0.29 2.23 3.13 1.13

3.82 5.84 1.43 2.66 4.12 1.16 0.89 1.55 0.32 2.20 3.01 1.33

3.89 5.85 1.55 2.72 4.10 1.15 0.94 1.60 0.31 2.16 2.95 1.18

4.05 5.87 1.71 2.77 4.15 1.11 0.87 1.49 0.28 2.42 3.29 1.30

4.03 5.63 1.74 2.71 3.95 1.18 0.88 1.48 0.30 2.31 3.24 1.24

4.16 5.97 1.84 2.64 4.10 1.12 0.87 1.53 0.30 2.30 3.06 1.22

4.10 5.76 1.75 2.67 3.97 1.10 0.87 1.53 0.31 2.40 3.11 1.23

3.96 5.68 1.77 2.59 3.96 1.11 0.85 1.57 0.28 2.38 3.27 1.36

3.97 6.30 1.54 2.69 4.10 1.09 0.91 1.54 0.29 1.89 3.00 1.27

4.08 6.04 1.51 2.76 4.18 1.08 0.91 1.43 0.27 1.61 2.16 0.84

4.06 5.87 1.57 2.71 4.05 1.15 0.85 1.42 0.29 1.86 2.46 0.95

4.05 5.71 1.53 2.67 4.00 1.11 0.83 1.40 0.28 1.83 2.40 1.04

4.01 5.87 1.51 2.77 4.31 1.18 0.84 1.42 0.29 1.87 2.47 0.98

4.02 5.79 1.54 2.75 4.06 1.14 0.84 1.44 0.30 1.91 2.49 1.02

4.04 5.83 1.67 2.70 4.12 1.20 0.85 1.56 0.32 1.91 2.54 1.07 Site 5 Site 6 Site 7 Site 8

Page 3 of 14 ends

City of Santa Clara 2014/15 Flow Monitoring
Daily Flow Data (MGD)
Date
1/17/15
1/18/15
1/19/15
1/20/15
1/21/15
1/22/15
1/23/15
1/24/15
1/25/15
1/26/15
1/27/15
1/28/15
1/29/15
1/30/15
1/31/15
2/1/15
2/2/15
2/3/15
2/4/15
2/5/15
2/6/15
2/7/15
2/8/15
2/9/15
2/10/15
2/11/15
2/12/15
2/13/15
2/14/15
2/15/15
2/16/15
2/17/15
2/18/15
2/19/15
2/20/15
2/21/15
2/22/15
2/23/15
2/24/15
2/25/15
2/26/15
2/27/15
2/28/15
3/1/15
3/2/15
3/3/15
3/4/15
Avg. Max. Min. Avg. Max. Min. Avg. Max. Min. Avg. Max. Min.

Site 5 Site 6 Site 7 Site 8

3.91 6.06 1.64 2.73 4.19 1.18 0.88 1.42 0.28 1.72 2.40 1.09

3.85 5.87 1.42 2.79 4.13 1.06 0.86 1.38 0.24 1.62 2.17 0.81

4.04 6.14 1.57 2.67 4.49 1.07 0.91 1.36 0.31 1.92 2.60 0.89

3.82 5.64 1.48 2.61 3.84 1.07 0.93 1.56 0.30 1.90 2.51 0.98

3.83 5.60 1.49 2.61 4.25 1.09 0.85 1.74 0.29 1.89 2.52 1.06

4.06 5.94 1.71 2.55 3.97 1.09 0.86 1.56 0.26 1.86 2.51 1.04

4.06 5.82 1.73 2.56 3.94 1.12 0.88 1.58 0.29 1.87 2.50 1.08

4.03 6.32 1.59 2.57 4.02 1.02 0.94 1.63 0.32 1.75 2.50 0.97

4.05 6.29 1.45 2.62 4.02 1.00 0.98 1.62 0.26 1.59 2.19 0.87

3.96 5.77 1.46 2.67 4.18 1.13 0.89 1.54 0.29 1.82 2.42 0.89

3.78 5.66 1.55 2.65 3.93 1.13 0.88 1.58 0.29 1.82 2.55 0.94

3.93 5.79 1.39 2.58 4.15 1.09 0.90 1.62 0.30 1.81 2.37 0.92

4.19 6.16 1.60 2.58 4.03 1.14 0.88 1.58 0.31 1.73 2.31 0.98

4.15 6.19 1.87 2.49 3.79 1.03 0.86 1.57 0.27 1.73 2.35 0.84

4.07 6.24 1.60 2.44 3.80 0.97 0.89 1.57 0.29 1.62 2.24 0.90

4.12 6.35 1.45 2.43 3.94 0.94 0.96 1.62 0.29 1.51 2.21 0.73

4.17 6.29 1.50 2.34 3.66 0.92 0.88 1.60 0.26 1.73 2.36 0.83

4.13 6.14 1.68 2.38 3.66 0.96 0.86 1.62 0.24 1.78 2.37 0.88

3.99 6.14 1.76 2.53 3.91 0.99 0.85 1.64 0.26 1.77 2.47 0.91

3.78 5.43 1.43 2.64 4.03 1.15 0.86 1.69 0.27 1.74 2.30 0.88

4.46 6.92 1.54 2.93 4.42 1.13 0.90 1.57 0.28 1.87 2.71 0.92

4.53 6.68 2.24 3.17 4.64 1.72 0.98 1.81 0.36 1.79 2.40 1.09

4.67 7.34 1.63 3.16 5.20 1.31 1.02 1.64 0.33 1.77 2.57 0.88

4.50 7.03 2.10 3.08 4.39 1.62 0.94 1.75 0.34 1.95 2.60 0.97

4.14 5.90 1.73 2.80 4.32 1.38 0.91 1.71 0.32 1.95 2.52 1.17

4.26 6.20 1.84 2.66 4.26 1.31 0.90 1.79 0.29 1.98 2.54 1.10

4.20 6.21 1.75 2.65 4.15 1.20 0.89 1.80 0.29 1.98 2.51 1.17

4.26 6.03 1.96 2.60 4.15 1.14 0.91 1.66 0.31 1.93 2.60 1.11

3.92 5.82 1.85 2.47 4.15 0.98 0.92 1.72 0.31 1.71 2.28 1.05

3.79 5.88 1.57 2.44 3.80 1.09 0.94 1.56 0.32 1.58 2.11 0.82

3.97 5.84 1.58 2.49 3.91 1.06 0.97 1.57 0.30 1.75 2.39 0.88

3.94 5.78 1.63 2.44 3.69 1.02 0.90 1.55 0.30 1.90 2.46 0.99

3.90 5.62 1.56 2.39 3.58 1.02 0.88 1.59 0.30 1.90 2.51 0.99

3.82 5.74 1.55 2.38 3.48 1.09 0.90 1.63 0.32 1.96 2.55 1.14

3.93 5.50 1.55 2.35 3.54 1.06 0.91 1.56 0.28 1.99 2.70 1.08

4.13 6.37 1.65 2.34 3.70 0.99 0.99 1.68 0.35 1.81 2.52 1.06

4.05 6.12 1.63 2.38 3.62 1.00 0.99 1.56 0.31 1.67 2.33 0.83

3.93 5.86 1.37 2.45 3.94 1.01 0.94 1.67 0.30 1.90 2.55 0.87

4.05 5.94 1.53 2.45 3.84 1.09 0.93 1.68 0.33 1.94 2.53 0.99

3.98 5.88 1.53 2.39 3.71 1.04 0.94 1.71 0.33 1.96 2.65 1.01

4.03 6.02 1.69 2.40 3.79 1.09 0.89 1.60 0.28 1.94 2.73 0.98

4.10 6.34 1.55 2.39 3.75 1.11 0.90 1.58 0.31 1.80 2.40 0.95

3.97 6.35 1.60 2.34 3.62 1.05 0.94 1.59 0.31 1.72 2.28 0.93

3.97 6.10 1.35 2.35 3.69 0.93 0.98 1.64 0.31 1.27 2.41 0.77

4.19 6.71 1.68 2.36 3.84 0.95 0.89 1.73 0.30 1.25 1.69 0.69

4.18 5.96 1.74 2.35 3.64 0.97 0.88 1.66 0.26 1.57 2.27 0.70

4.32 6.46 1.79 2.32 3.83 0.97 0.82 1.45 0.24 1.74 2.39 0.86

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1.98 3.54 0.50 0.74 1.04 0.44 1.07 1.50 0.62 1.48 1.75 1.24

3.66 6.34 0.49 1.33 2.80 0.44 2.10 4.36 0.61 2.26 4.28 0.70

3.38 5.59 1.72 2.40 2.78 1.76 3.96 4.76 3.19 4.19 4.74 3.47

2.72 4.48 1.15 1.65 2.01 1.38 2.72 3.34 2.22 3.00 3.51 2.42

2.46 4.16 0.75 1.35 1.70 0.98 2.16 2.72 1.66 2.31 2.68 1.90

2.47 4.30 0.88 1.43 1.81 0.85 2.34 3.09 1.50 2.53 3.10 1.66

2.33 3.79 0.92 1.39 1.75 1.04 2.23 2.71 1.78 2.52 3.07 1.99

2.20 3.92 0.59 1.50 1.81 1.17 2.43 3.05 2.02 2.78 3.37 2.34

2.09 3.51 0.70 1.40 1.73 1.08 2.17 2.72 1.81 2.54 3.01 2.03

2.08 3.36 0.66 1.22 1.52 0.91 1.82 2.24 1.44 2.26 2.69 1.76

2.08 3.73 0.62 1.19 1.58 0.85 1.69 2.23 1.22 2.09 2.90 1.48

1.95 3.49 0.50 1.10 1.52 0.77 1.49 1.89 1.01 1.82 2.58 1.24

1.93 3.40 0.54 1.01 1.26 0.71 1.35 1.77 0.88 1.62 2.13 1.04

1.94 3.35 0.53 0.97 1.27 0.69 1.29 1.70 0.74 1.53 1.94 0.94

2.05 3.58 0.64 0.95 1.21 0.62 1.28 1.68 0.76 1.53 2.00 0.96

1.88 3.24 0.55 0.81 1.08 0.55 1.18 1.72 0.79 1.41 1.94 0.99

1.89 3.33 0.59 0.84 1.15 0.50 1.15 1.61 0.74 1.35 1.91 0.88

1.87 3.31 0.54 0.85 1.26 0.50 1.11 1.61 0.63 1.27 1.80 0.77

1.94 3.46 0.61 0.81 1.17 0.51 1.20 1.69 0.71 1.31 1.85 0.77

1.93 3.22 0.60 0.81 1.04 0.49 1.19 1.61 0.71 1.30 1.70 0.78

1.91 3.13 0.61 0.87 1.23 0.46 1.15 1.64 0.73 1.24 1.66 0.75

2.08 3.73 0.61 0.90 1.24 0.50 1.18 1.61 0.65 1.24 1.62 0.73

2.01 3.68 0.59 0.85 1.14 0.47 1.11 1.55 0.65 1.24 1.73 0.67

2.02 3.81 0.62 0.84 1.15 0.50 1.13 1.57 0.67 1.26 1.66 0.71

2.08 3.78 0.55 0.89 1.45 0.49 1.14 1.75 0.64 1.32 1.97 0.74

2.22 3.76 0.63 0.92 1.20 0.52 1.18 1.60 0.62 1.31 1.85 0.70

2.10 3.49 0.55 0.86 1.15 0.50 1.12 1.53 0.62 1.27 1.78 0.72

2.12 3.60 0.55 0.84 1.16 0.52 1.07 1.45 0.64 1.27 1.64 0.76

2.20 3.84 0.64 0.81 1.15 0.45 1.03 1.44 0.58 1.22 1.67 0.72

2.17 3.67 0.57 0.76 1.01 0.44 1.05 1.41 0.57 1.20 1.62 0.66

2.09 3.52 0.39 0.74 1.06 0.42 1.03 1.47 0.58 1.24 1.66 0.75

2.20 3.75 0.56 0.78 1.09 0.43 1.10 1.62 0.58 1.29 1.84 0.73

2.26 3.83 0.51 0.82 1.11 0.44 1.13 1.58 0.56 1.28 1.90 0.68

2.15 3.71 0.58 0.81 1.11 0.44 1.05 1.42 0.56 1.14 1.58 0.61

2.14 3.59 0.50 0.76 1.02 0.40 1.04 1.47 0.57 1.13 1.55 0.63

2.15 3.91 0.57 0.73 1.04 0.39 1.04 1.50 0.55 1.13 1.66 0.62

2.19 3.70 0.54 0.74 1.05 0.39 0.98 1.47 0.54 1.19 1.58 0.64

2.12 3.79 0.59 0.81 1.09 0.46 0.88 1.23 0.44 1.18 1.69 0.63 Site 9 Site 10 Site 11 Site 12

Page 5 of 14 ends

Site 9 Site 10 Site 11 Site 12

2.12 3.97 0.57 0.83 1.17 0.45 0.99 1.55 0.46 1.21 1.78 0.64

2.04 3.59 0.47 0.77 1.05 0.37 1.05 1.49 0.51 1.27 1.77 0.64

2.08 3.56 0.49 0.77 1.06 0.37 1.08 1.47 0.57 1.25 1.80 0.64

1.96 3.20 0.47 0.72 0.97 0.37 1.02 1.39 0.51 1.17 1.58 0.60

1.99 3.56 0.47 0.78 1.09 0.41 1.04 1.51 0.56 1.07 1.64 0.63

1.92 3.51 0.45 0.83 1.16 0.42 1.06 1.48 0.55 1.07 1.57 0.52

1.87 3.29 0.39 0.85 1.20 0.42 1.05 1.50 0.58 1.14 1.84 0.68

1.99 3.78 0.41 0.84 1.19 0.43 1.12 1.67 0.61 1.14 1.66 0.51

2.10 3.98 0.37 0.86 1.23 0.38 1.16 1.73 0.56 1.40 2.07 0.67

2.00 3.76 0.42 0.85 1.17 0.39 1.05 1.53 0.54 1.33 1.94 0.65

1.97 3.31 0.43 0.80 1.12 0.40 1.04 1.43 0.56 1.23 1.63 0.72

1.94 3.50 0.46 0.77 1.10 0.36 1.04 1.56 0.51 1.16 1.67 0.55

1.92 3.80 0.47 0.75 1.06 0.39 1.04 1.42 0.54 1.14 1.60 0.61

1.81 3.45 0.39 0.76 1.03 0.39 1.06 1.45 0.58 1.15 1.69 0.60

1.90 3.58 0.37 0.81 1.17 0.39 1.12 1.70 0.58 1.20 1.74 0.61

1.87 3.55 0.32 0.80 1.19 0.41 1.15 1.65 0.55 1.23 1.76 0.58

1.78 3.32 0.35 0.73 1.03 0.35 1.03 1.48 0.51 1.15 1.74 0.60

1.73 3.09 0.39 0.75 1.05 0.37 1.04 1.52 0.53 1.14 1.70 0.58

1.91 3.20 0.36 0.73 1.02 0.32 1.03 1.49 0.52 1.10 1.65 0.56

1.99 3.26 0.58 0.73 1.01 0.35 1.04 1.42 0.54 1.09 1.58 0.55

2.43 4.58 0.54 0.83 1.37 0.37 1.21 2.03 0.55 1.22 1.88 0.55

2.73 5.15 1.14 1.18 1.62 0.78 1.73 2.30 1.28 1.74 2.26 1.25

2.74 5.81 0.64 1.23 1.67 0.64 1.76 2.33 0.99 1.78 2.42 1.00

2.51 4.31 0.83 1.16 1.51 0.80 1.79 2.21 1.30 1.79 2.28 1.28

2.20 3.65 0.76 1.02 1.33 0.68 1.58 2.03 1.10 1.64 2.00 1.09

2.03 3.94 0.64 0.94 1.33 0.62 1.44 1.94 0.97 1.52 2.00 0.96

1.97 3.64 0.52 0.87 1.17 0.52 1.31 1.71 0.83 1.40 1.81 0.85

2.00 3.89 0.51 0.87 1.23 0.55 1.29 1.73 0.78 1.40 1.89 0.88

2.05 4.35 0.46 0.90 1.34 0.51 1.26 1.78 0.77 1.38 1.85 0.82

1.91 3.95 0.54 0.87 1.24 0.48 1.29 1.72 0.75 1.35 1.81 0.79

2.05 3.55 0.43 0.92 1.25 0.45 1.30 1.74 0.73 1.37 1.80 0.70

1.95 3.34 0.43 0.87 1.25 0.46 1.21 1.58 0.78 1.33 1.77 0.82

1.80 3.06 0.42 0.84 1.22 0.45 1.15 1.53 0.67 1.30 1.80 0.78

1.75 2.89 0.48 0.82 1.14 0.43 1.18 1.57 0.68 1.29 1.77 0.79

1.80 3.03 0.50 0.85 1.20 0.44 1.24 1.67 0.76 1.31 1.74 0.77

1.91 3.50 0.50 0.86 1.26 0.42 1.32 1.93 0.75 1.35 1.78 0.77

1.91 3.49 0.44 0.88 1.22 0.41 1.28 1.62 0.85 1.38 1.81 0.70

1.93 3.74 0.45 0.82 1.19 0.41 1.21 1.63 0.77 1.26 1.86 0.72

1.87 3.41 0.42 0.78 1.21 0.34 1.20 1.56 0.80 1.22 1.69 0.72

1.88 3.49 0.43 0.78 1.16 0.37 1.16 1.61 0.76 1.17 1.67 0.63

1.78 3.25 0.52 0.80 1.22 0.47 1.06 1.43 0.73 1.16 1.72 0.70

1.82 3.25 0.45 0.85 1.20 0.42 1.15 1.54 0.72 1.17 1.62 0.61

1.83 3.22 0.51 0.89 1.31 0.41 1.12 1.49 0.64 1.21 1.63 0.65

1.90 3.57 0.44 0.89 1.37 0.43 1.17 1.72 0.68 1.20 1.67 0.63

1.86 3.48 0.48 0.81 1.16 0.38 1.04 1.52 0.49 1.12 1.60 0.56

1.81 3.28 0.46 0.81 1.21 0.39 1.04 1.48 0.58 1.14 1.58 0.65

1.75 3.47 0.40 0.77 1.29 0.39 1.00 1.52 0.62 1.07 1.50 0.56

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3.22 4.96 0.84 0.50 0.76 0.21 0.50 0.74 0.30 1.35 1.82 1.79

4.74 7.22 0.81 0.71 1.12 0.21 0.67 1.44 0.13 1.55 2.26 0.73

4.15 5.84 2.16 0.62 0.96 0.38 0.58 1.04 0.12 1.73 2.34 1.37

3.36 5.62 0.86 0.54 0.81 0.28 0.52 1.08 0.14 1.48 2.09 1.03

3.38 5.47 0.91 0.55 0.82 0.25 0.54 0.96 0.21 1.48 2.02 0.96

3.56 5.41 1.03 0.58 0.89 0.34 0.50 1.02 0.04 1.57 1.99 1.07

3.64 5.69 0.85 0.53 0.79 0.25 0.45 0.88 0.08 1.57 2.20 0.96

3.64 5.45 1.04 0.54 0.80 0.29 0.51 0.77 0.30 1.66 2.13 1.38

3.55 5.42 1.10 0.51 0.70 0.27 0.54 0.75 0.32 1.58 2.02 1.19

3.41 5.20 0.91 0.54 0.81 0.26 0.51 0.68 0.29 1.45 1.86 1.12

3.41 5.50 0.82 0.53 0.81 0.27 0.53 0.74 0.28 1.47 1.96 1.07

3.33 5.41 0.89 0.55 0.91 0.25 0.53 0.79 0.28 1.39 1.98 0.99

3.30 5.15 0.91 0.52 0.79 0.23 0.57 0.81 0.28 1.36 1.88 0.89

3.22 4.88 0.92 0.50 0.76 0.24 0.60 0.83 0.32 1.32 1.76 1.01

3.14 4.91 0.91 0.51 0.78 0.24 0.75 1.19 0.33 1.17 1.74 1.04

2.98 4.74 0.92 0.47 0.72 0.21 0.81 1.13 0.45 0.83 1.34 0.80

3.01 5.03 0.90 0.48 0.77 0.21 0.82 1.34 0.37 0.86 1.38 0.80

3.23 5.18 0.87 0.49 0.85 0.22 0.84 1.38 0.37 0.85 1.34 0.77

3.06 5.01 0.71 0.49 0.77 0.22 0.87 1.31 0.36 0.84 1.23 0.76

3.23 5.11 0.89 0.48 0.81 0.21 0.84 1.19 0.37 0.89 1.31 0.68

3.26 5.20 0.87 0.47 0.71 0.18 0.88 1.24 0.41 0.85 1.33 0.79

3.30 5.28 0.91 0.50 0.76 0.18 0.90 1.26 0.38 0.91 1.28 0.83

3.22 5.19 0.94 0.46 0.71 0.21 0.86 1.31 0.35 0.81 1.21 0.82

3.40 5.51 0.94 0.48 0.76 0.18 0.86 1.24 0.36 0.84 1.36 0.65

3.49 5.73 0.85 0.49 0.79 0.19 0.88 1.37 0.33 0.88 1.33 0.80

3.65 6.13 0.81 0.53 0.84 0.21 0.88 1.28 0.39 0.91 1.48 0.76

3.53 5.35 0.87 0.51 0.76 0.22 0.87 1.23 0.36 0.93 1.34 0.77

3.53 5.19 0.98 0.50 0.76 0.21 0.83 1.20 0.32 0.96 1.34 0.78

3.59 5.72 0.96 0.51 0.83 0.21 0.87 1.32 0.37 0.90 1.33 0.73

3.53 5.42 1.06 0.50 0.75 0.19 0.78 1.28 0.34 0.92 1.30 0.70

3.57 5.44 1.04 0.49 0.71 0.23 0.80 1.21 0.30 0.99 1.35 0.75

3.61 5.96 0.85 0.52 0.83 0.21 0.57 1.33 0.30 1.34 2.29 0.86

3.73 5.86 0.80 0.52 0.80 0.19 0.47 0.71 0.19 1.57 2.22 0.94

3.61 5.64 1.04 0.48 0.71 0.19 0.43 0.63 0.14 1.52 2.08 0.83

3.59 5.49 0.88 0.47 0.73 0.18 0.40 0.57 0.14 1.48 2.04 0.81

3.59 5.74 0.96 0.49 0.74 0.19 0.44 0.66 0.14 1.45 2.01 0.82

3.48 5.37 0.95 0.49 0.75 0.17 0.46 0.66 0.21 1.40 1.88 0.80

3.41 5.30 0.93 0.50 0.74 0.22 0.45 0.63 0.18 1.38 1.81 0.92 Site 13 Site 14 Site 15 Site 16

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Site 13 Site 14 Site 15 Site 16

3.47 5.70 0.92 0.54 0.82 0.24 0.45 0.63 0.18 1.41 2.00 0.87

3.52 5.55 0.99 0.55 0.82 0.26 0.47 0.70 0.19 1.42 2.01 0.89

3.64 5.63 0.97 0.55 0.84 0.22 0.49 0.67 0.18 1.46 2.13 0.77

3.49 5.43 0.90 0.52 0.80 0.19 0.46 0.67 0.19 1.45 2.08 0.82

3.48 5.56 1.02 0.53 0.79 0.22 0.47 0.68 0.18 1.49 2.10 0.90

3.44 5.30 0.98 0.50 0.75 0.22 0.48 0.69 0.20 1.45 1.94 0.99

3.47 5.29 1.15 0.49 0.73 0.20 0.46 0.71 0.18 1.19 1.69 0.76

3.50 6.01 0.82 0.52 0.86 0.23 0.50 0.76 0.22 1.39 2.07 0.82

3.68 5.63 0.84 0.57 0.95 0.19 0.46 0.68 0.22 1.44 2.20 0.85

3.75 5.71 0.86 0.54 0.82 0.20 0.44 0.63 0.15 1.45 2.00 0.73

3.55 5.18 1.05 0.55 0.81 0.25 0.40 0.62 0.15 1.47 2.02 0.88

3.09 5.04 0.83 0.54 0.94 0.21 0.42 0.71 0.16 1.47 2.13 0.74

3.28 4.97 0.75 0.54 0.81 0.21 0.40 0.58 0.15 1.52 2.18 0.76

3.61 5.74 1.00 0.53 0.79 0.21 0.41 0.59 0.16 1.46 2.14 0.79

3.72 6.05 1.09 0.54 0.85 0.22 0.43 0.67 0.15 1.47 2.19 0.78

3.84 6.15 0.87 0.54 0.91 0.21 0.46 0.75 0.16 1.46 2.28 0.68

3.89 5.94 1.29 0.50 0.76 0.18 0.42 0.69 0.15 1.47 2.05 0.78

3.53 5.70 0.99 0.50 0.71 0.20 0.41 0.64 0.16 1.46 2.14 0.78

3.65 6.33 1.26 0.51 0.78 0.20 0.41 0.65 0.16 1.47 2.06 0.80

3.45 5.38 0.90 0.50 0.75 0.22 0.40 0.64 0.15 1.47 2.06 0.82

3.74 6.62 0.75 0.57 0.86 0.23 0.43 0.65 0.13 1.58 2.17 0.86

3.84 5.91 1.39 0.58 0.91 0.25 0.43 0.68 0.17 1.56 2.17 0.98

4.16 7.14 0.90 0.60 1.10 0.21 0.47 0.79 0.15 1.54 2.23 0.85

3.88 5.73 1.54 0.55 0.79 0.22 0.44 0.64 0.19 1.50 1.94 1.01

3.86 5.95 1.16 0.55 0.79 0.23 0.40 0.63 0.17 1.50 2.04 0.85

3.83 6.09 1.00 0.55 0.86 0.23 0.42 0.61 0.17 1.52 2.17 0.85

3.81 5.91 1.33 0.52 0.80 0.24 0.42 0.58 0.18 1.49 2.07 0.89

4.41 6.41 1.36 0.51 0.75 0.20 0.42 0.59 0.19 1.51 1.95 0.96

4.66 7.00 1.70 0.55 0.88 0.22 0.44 0.67 0.17 1.53 2.29 0.71

4.25 6.50 1.30 0.55 0.89 0.24 0.42 0.66 0.15 1.49 2.25 0.87

4.00 7.13 1.08 0.51 0.84 0.20 0.45 0.71 0.17 1.46 2.13 0.69

3.69 5.86 1.08 0.50 0.70 0.20 0.47 0.66 0.16 1.43 2.01 0.81

4.19 5.85 1.32 0.50 0.68 0.22 0.49 0.71 0.19 1.41 1.89 0.89

4.35 6.19 1.37 0.51 0.71 0.21 0.49 0.71 0.19 1.40 1.88 0.93

3.73 5.62 1.10 0.51 0.77 0.23 0.47 0.65 0.19 1.38 1.86 0.85

3.81 6.28 1.04 0.56 0.89 0.23 0.49 0.74 0.19 1.38 2.03 0.80

3.91 6.17 1.05 0.56 0.84 0.22 0.52 0.81 0.19 1.37 2.04 0.75

3.79 5.63 1.10 0.53 0.81 0.21 0.48 0.73 0.15 1.39 1.99 0.73

3.73 5.90 1.09 0.54 0.78 0.22 0.51 0.79 0.19 1.39 2.04 0.80

3.81 5.80 1.07 0.56 0.80 0.21 0.53 0.78 0.18 1.34 1.97 0.69

3.78 5.86 1.03 0.57 0.84 0.22 0.50 0.82 0.19 1.35 2.02 0.70

3.78 6.13 1.15 0.57 0.84 0.25 0.45 0.67 0.14 1.37 1.91 0.74

3.87 6.04 1.10 0.59 0.94 0.25 0.52 0.80 0.15 1.37 2.00 0.83

4.00 6.27 1.04 0.57 0.91 0.21 0.20 0.90 0.01 1.64 2.70 0.64

3.86 5.91 1.03 0.57 0.85 0.22 0.01 0.03 0.00 1.91 2.50 0.77

3.82 5.93 1.22 0.55 0.88 0.25 0.27 0.57 0.01 1.61 2.44 0.77

3.83 6.13 1.07 0.50 0.77 0.20 0.40 0.60 0.12 1.50 2.12 0.76

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0.46 0.66 0.28 1.23 1.51 0.87 1.62 2.56 0.60 1.64 2.66 0.39

0.86 1.48 0.21 1.71 3.13 0.33 2.53 4.00 0.59 2.15 3.33 0.44

0.69 1.15 0.42 1.26 2.33 0.58 2.24 3.47 1.53 1.91 2.71 1.00

0.46 0.63 0.27 0.89 1.39 0.35 1.90 2.87 0.95 1.66 2.67 0.53

0.42 0.67 0.26 0.80 1.33 0.27 1.79 2.59 0.78 1.55 2.53 0.41

0.59 1.09 0.34 1.06 1.74 0.47 1.84 2.77 0.86 1.61 2.43 0.55

0.62 1.09 0.33 1.07 1.98 0.42 1.81 2.58 0.93 1.73 2.84 0.55

0.58 0.88 0.29 0.96 1.61 0.39 1.85 2.61 0.94 1.62 2.51 0.74

0.54 0.91 0.33 0.91 1.68 0.32 1.76 2.50 0.85 1.55 2.52 0.59

0.54 0.97 0.34 0.92 1.45 0.37 1.75 2.28 0.82 1.55 2.40 0.47

0.48 0.77 0.30 0.82 1.42 0.34 1.75 2.61 0.78 1.56 2.51 0.55

0.45 0.76 0.25 0.76 1.25 0.24 1.71 2.54 0.69 1.55 2.50 0.46

0.49 1.01 0.26 0.97 1.60 0.36 1.74 2.59 0.70 1.54 2.44 0.48

0.51 0.93 0.32 0.93 1.47 0.38 1.72 2.43 0.73 1.39 2.33 0.44

0.45 0.93 0.28 0.81 1.62 0.34 1.70 2.52 0.73 1.29 2.05 0.43

0.34 0.50 0.20 0.63 0.99 0.24 1.61 2.40 0.69 1.31 2.20 0.40

0.44 0.99 0.23 0.82 1.49 0.24 1.49 2.25 0.58 1.38 2.24 0.38

0.48 0.67 0.28 0.86 1.38 0.38 1.55 2.35 0.67 1.44 2.21 0.47

0.43 0.70 0.26 0.76 1.26 0.30 1.64 2.48 0.72 1.54 2.44 0.39

0.45 0.62 0.21 0.84 1.24 0.31 1.62 2.37 0.67 1.75 2.67 0.48

0.41 0.58 0.21 0.80 1.20 0.34 1.67 2.45 0.70 1.82 2.91 0.46

0.41 0.75 0.21 0.78 1.28 0.26 1.78 2.74 0.69 1.84 2.74 0.58

0.39 0.65 0.23 0.72 1.15 0.27 1.63 2.40 0.74 1.73 2.58 0.50

0.41 0.66 0.22 0.78 1.25 0.28 1.69 2.73 0.70 1.70 2.60 0.40

0.41 0.60 0.21 0.78 1.29 0.28 1.72 2.78 0.72 1.75 2.73 0.37

0.44 0.60 0.26 0.89 1.46 0.29 1.72 2.58 0.69 1.77 2.75 0.34

0.51 0.79 0.26 1.11 1.78 0.36 1.79 2.71 0.64 1.69 2.61 0.34

0.49 0.75 0.21 1.10 1.74 0.39 1.81 2.54 0.75 1.72 2.62 0.39

0.52 0.83 0.24 1.09 1.77 0.34 1.77 2.71 0.65 1.85 2.96 0.42

0.52 0.84 0.21 1.16 1.90 0.36 1.76 2.55 0.67 1.74 2.81 0.36

0.49 0.81 0.27 1.19 1.83 0.35 1.65 2.45 0.63 1.61 2.56 0.41

0.47 0.73 0.26 1.11 1.80 0.33 1.64 2.43 0.56 1.47 2.49 0.34

0.47 0.76 0.25 1.09 1.65 0.33 1.64 2.56 0.57 1.63 2.57 0.36

0.53 0.95 0.27 1.13 1.85 0.35 1.68 2.46 0.56 1.65 2.53 0.38

0.49 0.85 0.20 1.11 1.78 0.33 1.66 2.49 0.53 1.62 2.41 0.36

0.47 0.92 0.23 1.09 1.62 0.46 1.58 2.38 0.52 1.71 2.91 0.33

0.52 1.08 0.18 1.17 1.81 0.39 1.65 2.53 0.54 1.83 2.76 0.38

0.47 0.81 0.23 1.17 1.70 0.43 1.64 2.39 0.56 1.86 2.93 0.37 Site 17 Site 18 Site 19 Site 20

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0.43 0.67 0.26 1.07 1.60 0.38 1.62 2.50 0.63 1.82 2.92 0.36

0.44 0.70 0.16 1.02 1.58 0.36 1.58 2.43 0.56 1.89 2.82 0.46

0.47 0.76 0.25 1.19 1.76 0.41 1.67 2.56 0.58 1.81 2.75 0.53

0.38 0.67 0.20 1.19 1.79 0.43 1.67 2.37 0.54 1.74 2.68 0.38

0.40 0.62 0.21 1.19 1.76 0.45 1.67 2.48 0.59 1.78 2.83 0.49

0.39 0.69 0.20 1.15 1.70 0.38 1.62 2.37 0.50 1.76 2.70 0.40

0.42 0.59 0.22 1.13 1.76 0.38 1.62 2.44 0.57 1.70 2.73 0.33

0.37 0.52 0.18 1.05 1.72 0.35 1.64 2.64 0.55 1.55 2.58 0.44

0.38 0.57 0.14 1.12 1.80 0.30 1.64 2.46 0.54 1.68 2.67 0.36

0.38 0.66 0.15 1.18 1.83 0.35 1.65 2.54 0.53 1.73 2.78 0.35

0.39 0.72 0.15 1.15 1.74 0.33 1.63 2.31 0.56 1.70 2.58 0.36

0.35 0.63 0.13 1.15 1.88 0.41 1.62 2.43 0.55 1.69 2.79 0.40

0.37 0.57 0.19 1.12 1.73 0.40 1.62 2.41 0.55 1.67 2.68 0.35

0.43 0.82 0.21 1.19 1.79 0.42 1.61 2.41 0.56 1.77 2.79 0.44

0.34 0.54 0.20 1.11 1.69 0.40 1.55 2.37 0.49 1.70 3.07 0.37

0.33 0.47 0.17 1.08 1.71 0.39 1.49 2.32 0.51 1.85 2.87 0.31

0.44 0.83 0.18 1.18 1.94 0.37 1.36 2.07 0.38 2.04 3.14 0.56

0.39 0.62 0.18 1.14 1.68 0.41 1.36 2.07 0.38 1.97 3.09 0.48

0.43 0.87 0.21 1.17 2.01 0.37 1.54 2.31 0.45 1.86 3.23 0.57

0.42 0.70 0.14 1.18 1.73 0.39 1.59 2.42 0.60 1.65 2.67 0.30

0.64 1.10 0.11 1.45 2.14 0.33 1.68 2.59 0.50 1.93 2.94 0.34

0.45 0.66 0.17 1.12 1.69 0.37 1.91 2.92 1.12 2.01 3.19 0.93

0.46 0.83 0.19 1.12 2.07 0.34 1.91 3.22 0.72 2.11 3.68 0.49

0.51 0.91 0.20 1.24 1.95 0.37 1.87 2.80 0.94 1.98 3.01 0.75

0.47 0.82 0.23 1.15 1.69 0.42 1.70 2.41 0.74 1.86 2.87 0.43

0.52 0.85 0.19 1.17 1.89 0.40 1.57 2.47 0.62 1.67 2.68 0.40

0.44 0.72 0.22 1.13 1.79 0.41 1.60 2.41 0.55 1.81 2.83 0.36

0.57 1.12 0.16 1.12 1.91 0.34 1.57 2.43 0.55 1.79 2.85 0.48

0.44 0.77 0.30 0.95 1.52 0.41 1.51 2.41 0.50 1.82 2.94 0.55

0.32 0.46 0.18 1.01 1.54 0.36 1.56 2.34 0.57 1.72 2.77 0.38

0.36 0.54 0.17 1.12 1.75 0.37 1.67 2.40 0.54 1.76 2.85 0.31

0.51 1.00 0.13 1.18 1.75 0.36 1.49 2.19 0.51 1.83 2.82 0.43

0.48 0.92 0.22 1.05 1.73 0.41 1.52 2.29 0.50 1.87 2.82 0.43

0.50 1.03 0.22 1.12 1.80 0.39 1.45 2.25 0.59 1.90 2.82 0.50

0.45 0.89 0.18 1.12 1.67 0.39 1.45 2.20 0.58 1.81 2.72 0.49

0.38 0.65 0.21 1.03 1.79 0.37 1.44 2.44 0.60 1.87 2.94 0.43

0.34 0.54 0.21 1.08 1.64 0.34 1.53 2.40 0.53 1.87 2.90 0.41

0.49 0.97 0.15 1.22 1.81 0.39 1.52 2.48 0.45 1.76 3.02 0.40

0.45 0.76 0.20 1.16 1.66 0.38 1.50 2.28 0.55 1.65 2.75 0.37

0.53 1.12 0.15 1.18 1.85 0.37 1.44 2.36 0.45 1.58 2.78 0.39

0.50 0.76 0.22 1.06 1.57 0.39 1.41 2.27 0.51 1.83 2.96 0.49

0.51 0.96 0.22 1.22 1.88 0.40 1.33 2.21 0.45 1.82 2.84 0.46

0.45 0.89 0.19 1.19 1.77 0.37 1.33 2.30 0.49 1.94 2.97 0.48

0.45 0.93 0.15 1.16 1.85 0.35 1.34 2.17 0.52 2.12 3.22 0.44

0.52 1.08 0.24 1.31 1.89 0.41 1.29 2.08 0.36 2.05 3.09 0.50

0.46 0.69 0.14 1.22 1.83 0.35 1.44 2.14 0.57 2.12 3.23 0.60

0.50 1.05 0.25 1.35 1.94 0.37 1.41 2.19 0.49 2.12 3.41 0.54

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3.57 5.91 1.08

3.62 5.82 1.04

3.45 5.48 0.99

3.44 5.50 0.92

3.56 5.55 1.10

3.48 6.24 1.15

3.39 5.69 1.11

3.68 5.95 1.21

3.91 6.95 1.04

3.72 5.84 1.12

4.21 6.76 1.33

5.43 8.37 3.41

3.97 6.16 1.51

3.78 6.13 1.29

3.81 6.14 1.22

3.82 6.09 1.22

3.74 5.95 1.14

3.69 5.87 1.27

2.39 3.41 0.87 0.79 1.25 0.25 0.56 0.83 0.16 3.66 6.18 1.18

3.05 4.60 0.74 1.04 1.81 0.25 0.77 1.33 0.17 5.86 9.57 1.11

2.86 3.92 1.69 0.82 1.23 0.30 0.56 0.85 0.19 5.06 7.89 2.74

2.39 3.58 0.79 0.83 1.32 0.28 0.47 0.76 0.15 4.13 6.53 1.57

2.40 3.62 0.76 0.83 1.29 0.26 0.47 0.81 0.14 4.02 6.39 1.28

2.57 3.71 0.94 0.82 1.24 0.33 0.43 0.71 0.19 4.18 6.59 1.41

2.66 3.73 0.75 0.78 1.28 0.26 0.43 0.92 0.14 4.21 6.45 1.52

2.66 3.76 0.92 0.80 1.26 0.27 0.41 0.67 0.16 4.23 6.71 1.66

2.61 3.54 0.99 0.78 1.19 0.30 0.38 0.59 0.14 4.02 6.24 1.50

2.50 3.47 0.85 0.78 1.19 0.29 0.42 0.70 0.16 3.97 5.81 1.46

2.42 3.54 0.84 0.83 1.34 0.30 0.43 0.75 0.17 3.91 6.25 1.47

2.34 3.46 0.77 0.82 1.35 0.28 0.38 0.66 0.16 3.76 6.06 1.25

2.31 3.44 0.83 0.80 1.18 0.27 0.33 0.54 0.13 3.72 5.90 1.22

2.16 3.26 0.76 0.80 1.18 0.28 0.32 0.49 0.11 3.66 5.78 1.26

2.07 2.98 0.71 0.80 1.25 0.27 0.32 0.51 0.13 3.59 5.60 1.30

1.95 3.01 0.68 0.74 1.23 0.27 0.30 0.49 0.12 3.39 5.40 1.22

1.96 2.99 0.67 0.75 1.22 0.26 0.35 0.64 0.13 3.38 5.56 1.20

1.99 3.10 0.62 0.78 1.28 0.27 0.38 0.67 0.14 3.43 5.56 1.20

1.93 2.98 0.56 0.81 1.27 0.28 0.38 0.64 0.15 3.47 5.62 1.21

2.06 3.11 0.62 0.79 1.15 0.27 0.35 0.52 0.15 3.57 5.69 1.20

2.06 3.13 0.64 0.78 1.18 0.25 0.33 0.60 0.14 3.59 5.71 1.16

2.04 3.08 0.63 0.84 1.29 0.28 0.37 0.58 0.14 3.69 5.85 1.25

1.95 2.97 0.65 0.77 1.25 0.27 0.36 0.59 0.16 3.60 5.83 1.27

2.01 3.11 0.60 0.81 1.28 0.29 0.34 0.58 0.14 3.61 5.87 1.14

2.05 3.20 0.56 0.82 1.35 0.25 0.37 0.61 0.15 3.70 6.04 1.09

2.08 3.29 0.51 0.87 1.39 0.27 0.39 0.63 0.15 3.80 5.99 1.05

2.04 3.07 0.51 0.82 1.20 0.28 0.51 0.81 0.15 3.80 5.86 1.01

2.02 3.07 0.58 0.78 1.21 0.28 0.51 0.80 0.13 3.77 5.84 1.13

2.14 3.19 0.54 0.81 1.26 0.27 0.53 0.84 0.13 3.80 6.19 1.14

2.14 3.18 0.63 0.80 1.14 0.27 0.51 0.91 0.11 3.74 5.90 1.11

2.17 3.08 0.71 0.77 1.16 0.24 0.51 0.80 0.12 3.67 5.78 1.11

2.16 3.35 0.60 0.83 1.42 0.26 0.62 1.10 0.15 3.71 6.12 1.06

2.24 3.34 0.68 0.90 1.37 0.30 0.63 1.07 0.17 3.81 5.98 1.08

2.22 3.30 0.66 0.79 1.17 0.25 0.54 0.84 0.13 3.71 5.85 1.05

2.24 3.25 0.66 0.77 1.17 0.27 0.63 1.01 0.15 3.64 5.89 1.03

2.26 3.40 0.68 0.77 1.18 0.22 0.64 0.98 0.17 3.65 6.15 1.01

2.19 3.29 0.66 0.76 1.17 0.28 0.60 1.01 0.17 3.62 5.67 1.02

2.07 3.21 0.60 0.73 1.13 0.24 0.57 1.04 0.15 3.59 5.86 1.12 Site 21 Site 22 Site 23 CuSD Homestead Flume

Page 11 of 14 ends

Site 21 Site 22 Site 23 CuSD Homestead Flume

1.97 3.41 0.41 0.77 1.31 0.20 0.49 0.86 0.15 3.62 5.99 1.13

2.15 3.42 0.48 0.78 1.30 0.23 0.46 0.74 0.11 3.60 5.86 0.99

2.34 3.42 0.73 0.78 1.21 0.21 0.61 1.00 0.15 3.69 5.79 1.06

2.31 3.30 0.71 0.73 1.13 0.23 0.63 1.00 0.19 3.59 5.75 1.04

2.31 3.39 0.75 0.74 1.17 0.23 0.59 0.99 0.19 3.62 6.11 1.12

2.31 3.29 0.65 0.73 1.14 0.23 0.54 0.89 0.19 3.60 5.77 1.05

2.30 3.30 0.74 0.73 1.14 0.23 0.54 0.85 0.12 3.48 5.84 1.04

2.26 3.50 0.70 0.80 1.35 0.25 0.64 1.19 0.20 3.51 6.01 0.96

2.29 3.51 0.55 0.88 1.40 0.24 0.63 1.14 0.17 3.66 5.96 0.93

2.23 3.23 0.64 0.81 1.22 0.25 0.62 1.08 0.21 3.54 6.01 0.98

2.24 3.18 0.65 0.73 1.14 0.23 0.54 0.94 0.14 3.55 5.58 0.93

2.22 3.23 0.70 0.77 1.20 0.23 0.63 0.97 0.15 3.50 6.06 0.99

2.22 3.31 0.66 0.73 1.10 0.23 0.67 0.98 0.18 3.47 5.88 0.97

2.28 3.46 0.69 0.71 1.08 0.22 0.57 0.94 0.16 3.49 5.71 0.95

2.31 3.69 0.67 0.84 1.39 0.23 0.57 0.94 0.19 3.58 6.08 0.99

2.41 3.73 0.64 0.81 1.30 0.22 0.51 0.92 0.10 3.62 6.07 0.97

2.54 3.90 0.76 0.76 1.16 0.23 0.62 0.99 0.18 3.51 5.82 0.93

2.50 3.62 0.80 0.68 1.14 0.21 0.64 0.95 0.17 3.50 5.72 0.94

2.39 3.76 0.77 0.71 1.13 0.22 0.63 0.97 0.18 3.54 6.09 1.00

2.27 3.40 0.65 0.75 1.21 0.24 0.63 0.98 0.19 3.47 5.92 1.00

2.62 4.02 0.64 0.83 1.29 0.23 0.69 1.12 0.17 4.22 6.75 1.02

2.60 3.70 1.15 0.80 1.30 0.25 0.67 1.21 0.17 4.32 7.03 1.84

2.69 4.54 0.81 0.88 1.48 0.26 0.70 1.32 0.17 4.49 8.11 1.17

2.56 3.65 0.91 0.76 1.17 0.23 0.68 1.22 0.20 4.19 6.75 1.66

2.43 3.50 0.73 0.73 1.12 0.23 0.65 1.05 0.19 3.80 6.14 1.27

2.38 3.64 0.74 0.75 1.17 0.21 0.64 1.04 0.19 3.65 6.25 1.13

2.31 3.45 0.66 0.74 1.16 0.23 0.61 1.01 0.17 3.60 6.06 1.10

2.32 3.43 0.70 0.75 1.15 0.24 0.62 1.10 0.16 3.51 5.75 1.10

2.36 3.56 0.79 0.81 1.32 0.24 0.60 1.13 0.19 3.54 6.19 1.06

2.25 3.45 0.66 0.81 1.32 0.24 0.55 0.95 0.18 3.41 5.69 1.10

2.25 3.40 0.60 0.87 1.32 0.26 0.53 0.90 0.13 3.57 5.89 1.05

2.33 3.37 0.66 0.79 1.22 0.27 0.66 1.04 0.19 3.59 5.82 1.07

2.22 3.36 0.65 0.79 1.17 0.27 0.63 1.07 0.19 3.57 5.71 1.02

2.27 3.26 0.72 0.79 1.17 0.27 0.60 0.93 0.16 3.54 5.59 1.10

2.24 3.33 0.72 0.79 1.24 0.28 0.63 0.94 0.17 3.52 5.43 1.09

2.30 3.59 0.66 0.82 1.34 0.27 0.72 1.23 0.26 3.58 5.93 1.06

2.42 3.58 0.65 0.85 1.31 0.26 0.71 1.15 0.22 3.76 6.05 1.06

2.38 3.57 0.67 0.78 1.18 0.25 0.64 1.12 0.19 3.76 6.17 1.02

2.29 3.48 0.66 0.77 1.17 0.26 0.58 0.87 0.17 3.69 6.10 1.09

2.42 3.67 0.68 0.77 1.19 0.25 0.60 0.95 0.17 3.70 6.35 1.07

2.42 3.75 0.67 0.76 1.18 0.24 0.59 0.97 0.15 3.65 5.98 1.08

2.42 3.61 0.62 0.75 1.19 0.21 0.58 0.86 0.17 3.61 5.99 1.06

2.42 3.84 0.65 0.82 1.36 0.22 0.60 0.96 0.15 3.70 6.10 1.03

2.48 3.76 0.64 0.85 1.36 0.25 0.50 0.77 0.13 3.79 6.22 1.11

2.50 3.79 0.76 0.78 1.26 0.22 0.56 0.85 0.11 3.73 6.16 1.08

2.47 3.54 0.86 0.76 1.21 0.24 0.61 0.92 0.15 3.72 6.05 1.19

2.43 3.74 0.67 0.77 1.25 0.23 0.61 0.97 0.17 3.67 6.35 1.05

Page 12 of 14 ends

3.59 4.44 2.14 3.21 4.07 1.75 0.90 1.61 0.01 0.95 1.63 0.19

3.77 5.02 2.22 3.34 4.60 1.71 0.99 1.97 0.01 1.07 2.03 0.19

3.91 5.03 2.05 3.50 4.59 1.78 1.10 1.93 0.01 1.15 2.01 0.19

3.98 5.22 2.26 3.55 4.55 1.81 1.15 1.94 0.02 1.22 1.93 0.19

3.94 5.03 2.17 3.57 4.61 1.82 1.13 1.90 0.02 1.21 1.99 0.20

3.97 5.03 2.43 3.57 4.60 2.05 1.12 1.85 0.05 1.18 1.94 0.21

3.89 4.86 1.98 3.55 4.44 1.72 1.13 1.73 0.01 1.23 1.85 0.19

3.93 4.91 2.41 3.50 4.34 2.04 1.10 1.67 0.02 1.16 1.80 0.20 Guad (SE) V&A Guad (SE) FloDar Guad (NW) V&A Guad (NW) FloDar

Page 13 of 14 ends

Guad (SE) V&A Guad (SE) FloDar Guad (NW) V&A Guad (NW) FloDar

3.81 5.03 2.19 3.37 4.41 1.78 1.00 1.80 0.01 1.07 1.82 0.19

3.77 4.86 2.23 3.32 4.29 1.82 0.94 1.68 0.03 1.01 1.78 0.20

3.96 5.14 2.11 3.57 4.66 1.78 1.12 2.03 0.03 1.27 2.24 0.20

3.91 4.72 2.26 3.53 4.40 1.92 1.08 1.67 0.02 1.22 1.86 0.20

3.92 4.82 2.25 3.56 4.47 1.84 1.12 1.78 0.03 1.23 1.95 0.20

3.92 4.92 2.13 3.50 4.45 1.82 1.08 1.76 0.01 1.19 1.90 0.20

4.04 5.45 2.11 3.58 5.11 1.70 1.14 2.12 0.03 1.27 2.53 0.20

3.77 5.07 2.00 3.32 4.61 1.72 0.94 1.78 0.02 1.06 1.97 0.20

3.73 5.12 2.00 3.33 4.66 1.62 1.00 1.99 0.01 1.11 2.14 0.19

3.86 5.03 2.16 3.43 4.39 1.66 1.09 1.86 0.01 1.20 1.95 0.19

3.90 4.82 2.43 3.45 4.30 1.92 1.08 1.85 0.03 1.19 1.89 0.20

3.91 4.88 2.22 3.46 4.43 1.90 1.09 1.81 0.01 1.20 2.03 0.19

4.00 5.30 2.41 3.59 4.80 1.95 1.17 1.99 0.01 1.32 2.38 0.20

3.98 5.06 2.25 3.51 4.58 1.84 1.12 1.89 0.00 1.22 2.08 0.19

3.92 5.17 2.23 3.44 4.53 1.90 1.02 1.86 0.01 1.14 2.00 0.19

3.82 5.08 2.11 3.37 4.55 1.63 1.00 1.89 0.01 1.13 2.08 0.13

3.91 5.27 2.10 3.45 4.54 1.70 1.06 1.94 0.01 1.20 2.07 0.18

3.98 5.00 2.27 3.49 4.49 1.93 1.05 1.91 0.02 1.18 1.99 0.19

4.00 5.30 2.38 3.55 4.76 1.77 1.07 1.90 0.00 1.23 2.21 0.19

3.98 5.22 2.40 3.53 4.57 2.04 1.06 1.75 0.00 1.22 2.06 0.19

4.40 5.55 2.12 4.00 5.12 1.76 1.43 2.64 0.00 1.68 2.83 0.19

4.47 5.48 3.12 4.07 5.03 2.68 1.51 2.33 0.38 1.66 2.60 0.35

4.38 5.59 2.74 3.99 5.18 2.25 1.52 2.60 0.10 1.67 2.91 0.23

4.68 5.80 3.10 4.27 5.33 2.64 1.73 2.64 0.38 1.96 3.22 0.35

4.38 5.29 3.05 3.96 4.82 2.58 1.49 2.25 0.35 1.65 2.43 0.32

4.31 5.24 2.71 3.89 4.84 2.36 1.43 2.40 0.19 1.62 2.65 0.26

4.14 4.95 2.74 3.73 4.69 2.32 1.29 2.01 0.13 1.43 2.28 0.25

4.29 5.57 2.73 3.84 4.88 2.31 1.40 2.39 0.18 1.59 2.58 0.26

4.00 5.06 2.64 3.55 4.49 2.15 1.21 2.07 0.05 1.30 2.20 0.22

3.82 4.93 2.27 3.38 4.43 1.83 1.03 1.82 0.00 1.14 1.98 0.19

4.02 5.21 2.23 3.60 4.67 1.90 1.14 2.04 0.00 1.33 2.27 0.19

4.13 5.13 2.81 3.67 4.68 2.33 1.22 2.07 0.12 1.42 2.31 0.25

4.03 5.06 2.53 3.54 4.50 2.02 1.06 1.70 0.01 1.27 2.11 0.19

3.98 4.98 2.46 3.55 4.58 2.06 1.18 2.00 0.01 1.23 2.09 0.19

3.97 4.92 2.50 3.51 4.38 2.11 1.16 1.89 0.01 1.21 1.97 0.20

3.86 4.93 2.44 3.47 4.65 2.07 1.09 2.14 0.00 1.21 2.31 0.19

3.82 5.22 2.27 3.43 4.65 1.89 1.12 2.22 0.00 1.21 2.27 0.18

3.94 5.10 2.28 3.56 4.59 1.97 1.23 2.02 0.00 1.33 2.29 0.19

3.94 4.95 2.25 3.44 4.43 1.80 1.11 1.88 0.00 1.18 1.96 0.19

3.98 5.04 2.35 3.59 4.52 2.01 1.22 2.13 0.01 1.36 2.19 0.20

3.90 4.93 2.30 3.45 4.50 1.90 1.07 1.85 0.00 1.20 2.08 0.18

3.87 4.96 2.38 3.50 4.58 1.97 1.09 1.96 0.00 1.22 2.11 0.18

3.72 5.01 2.31 3.38 4.45 1.92 1.00 1.93 0.00 1.10 2.06 0.18

3.90 5.09 1.99 3.56 4.81 1.71 1.15 2.08 0.00 1.31 2.40 0.18

4.15 5.12 2.30 3.88 4.95 1.90 1.29 2.16 0.00 1.54 2.43 0.19

3.96 4.97 2.18 3.73 4.64 1.95 1.15 1.96 0.00 1.36 2.10 0.19

3.87 4.90 2.22 3.61 4.67 1.94 1.14 1.93 0.00 1.32 2.20 0.19

Page 14 of 14 ends

Appendix B - Dry Weather Flow Calibration Graphs
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.010
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

1.5001.552
Max

6.7605.356
Volume (US Mgal)

54.72647.865
Flow Survey Location (Obs.) 1 S104-29.1, Rainfall Profile: RG1

0.000.501.001.502.00
Rainfall (in/hr)

0.02.04.06.08.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.000
Peak (in/hr)

0.000
Average (in/hr)

0.000
Flow (MGD)
Min

1.5201.593
Max

6.5785.492
Volume (US Mgal)

55.62351.975
Flow Survey Location (Obs.) 2 S104-24.1, Rainfall Profile: RG2

0.000.501.001.50
Rainfall (in/hr)

0.02.04.06.08.0 10.0
Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.010
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

1.1420.976
Max

4.7905.251
Volume (US Mgal)

42.27245.765
Flow Survey Location (Obs.) 3 S104-27.1, Rainfall Profile: RG1

0.000.501.001.502.00
Rainfall (in/hr)

0.02.04.06.08.0 10.0
Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.020
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

0.0070.023
Max

0.1300.071
Volume (US Mgal)

0.2990.048
Flow Survey Location (Obs.) 4 SSMH #401.1, Rainfall Profile: RG1

0.000.501.001.502.00
Rainfall (in/hr)

0.000.200.400.600.801.00
Flow (MGD)
1/12 1/14 1/16
.
--
.
--
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.000
Peak (in/hr)

0.000
Average (in/hr)

0.000
Flow (MGD)
Min

1.3901.380
Max

6.3236.119
Volume (US Mgal)

55.64455.886
Flow Survey Location (Obs.) 5 S83-23.1, Rainfall Profile: RG2

0.000.501.001.50
Rainfall (in/hr)

0.05.0 10.015.0
Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.000
Peak (in/hr)

0.000
Average (in/hr)

0.000
Flow (MGD)
Min

1.0040.977
Max

4.4933.919
Volume (US Mgal)

36.68935.608
Flow Survey Location (Obs.) 6 S83-25.1, Rainfall Profile: RG2

0.000.501.001.50
Rainfall (in/hr)

0.02.04.06.08.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.010
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

0.2430.277
Max

1.7421.295
Volume (US Mgal)

12.51210.337
Flow Survey Location (Obs.) 7 S105-35.1, Rainfall Profile: RG1

0.000.501.001.502.00
Rainfall (in/hr)

0.000.501.001.502.00
Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.010
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

0.8110.889
Max

2.5982.192
Volume (US Mgal)

25.02523.795
Flow Survey Location (Obs.) 8 S86-13.1, Rainfall Profile: RG1

0.000.501.001.502.00
Rainfall (in/hr)

0.01.02.03.04.05.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.000
Peak (in/hr)

0.000
Average (in/hr)

0.000
Flow (MGD)
Min

0.3710.815
Max

3.9823.622
Volume (US Mgal)

27.71631.439
Flow Survey Location (Obs.) 9 S62-48.1, Rainfall Profile: RG3

0.000.200.400.600.80
Rainfall (in/hr)

0.02.04.06.08.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.000
Peak (in/hr)

0.000
Average (in/hr)

0.000
Flow (MGD)
Min

0.3590.446
Max

1.2331.101
Volume (US Mgal)

11.16811.167
Flow Survey Location (Obs.) 10 S52-80.1, Rainfall Profile: RG2

0.000.501.001.50
Rainfall (in/hr)

0.01.02.03.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.000
Peak (in/hr)

0.000
Average (in/hr)

0.000
Flow (MGD)
Min

0.4590.631
Max

1.7331.502
Volume (US Mgal)

14.80115.391
Flow Survey Location (Obs.) 11 S53-9.1, Rainfall Profile: RG2

0.000.501.001.50
Rainfall (in/hr)

0.01.02.03.04.05.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.000
Peak (in/hr)

0.000
Average (in/hr)

0.000
Flow (MGD)
Min

0.5110.656
Max

2.0691.560
Volume (US Mgal)

16.72215.990
Flow Survey Location (Obs.) 12 S53-109.1, Rainfall Profile: RG2

0.000.501.001.50
Rainfall (in/hr)

0.01.02.03.04.05.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.000
Peak (in/hr)

0.000
Average (in/hr)

0.000
Flow (MGD)
Min

0.7451.133
Max

6.0115.656
Volume (US Mgal)

48.96250.242
Flow Survey Location (Obs.) 13 S53-73.1, Rainfall Profile: RG3

0.000.200.400.600.80
Rainfall (in/hr)

0.02.04.06.08.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.000
Peak (in/hr)

0.000
Average (in/hr)

0.000
Flow (MGD)
Min

0.1870.206
Max

0.9460.769
Volume (US Mgal)

7.4797.200
Flow Survey Location (Obs.) 14 S54-17.1, Rainfall Profile: RG2

0.000.501.001.50
Rainfall (in/hr)

0.000.501.001.50
Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.020
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

0.1470.461
Max

0.7611.093
Volume (US Mgal)

6.307

11.320
Flow Survey Location (Obs.) 15 S65-48.1, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.000.501.001.50
Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.020
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

0.5370.291
Max

2.2021.708
Volume (US Mgal)

20.07014.902
Flow Survey Location (Obs.) 16 S67-12.1, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.01.02.03.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Flow Meters 15 + 16
Min Max Volume
Obs 0.726 2.837 26.375
Model 0.759 2.783 26.221

0.00.51.01.52.02.53.03.54.0 01/17
00:00
01/18
00:00
01/19
00:00
01/20
00:00
01/21
00:00
01/22
00:00
01/23
00:00
01/24
00:00
01/25
00:00
01/26
00:00
01/27
00:00
01/28
00:00
01/29
00:00
01/30
00:00
01/31
00:00
Total ModelTotal Obs
I I [
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.020
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

0.1350.257
Max

0.8210.741
Volume (US Mgal)

5.5997.525
Flow Survey Location (Obs.) 17 S58-12.2, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.000.501.001.50
Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.020
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

0.3000.443
Max

1.8771.415
Volume (US Mgal)

15.89913.811
Flow Survey Location (Obs.) 18 S58-11.1, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.01.02.03.04.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.000
Peak (in/hr)

0.000
Average (in/hr)

0.000
Flow (MGD)
Min

0.5030.558
Max

2.6362.382
Volume (US Mgal)

22.85921.876
Flow Survey Location (Obs.) 19 S21-23.1, Rainfall Profile: RG3

0.000.200.400.600.80
Rainfall (in/hr)

0.01.02.03.04.05.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.000
Peak (in/hr)

0.000
Average (in/hr)

0.000
Flow (MGD)
Min

0.3330.454
Max

2.9162.361
Volume (US Mgal)

24.30021.124
Flow Survey Location (Obs.) 20 S21-46.1, Rainfall Profile: RG3

0.000.200.400.600.80
Rainfall (in/hr)

0.01.02.03.04.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.000
Peak (in/hr)

0.000
Average (in/hr)

0.000
Flow (MGD)
Min

0.4150.708
Max

3.5103.224
Volume (US Mgal)

31.44629.283
Flow Survey Location (Obs.) 21 S23-14.1, Rainfall Profile: RG3

0.000.200.400.600.80
Rainfall (in/hr)

0.01.02.03.04.05.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.020
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

0.2030.353
Max

1.3961.388
Volume (US Mgal)

10.68612.715
Flow Survey Location (Obs.) 22 S45-88.1, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.000.501.001.502.00
Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.020
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

0.1130.301
Max

1.1921.009
Volume (US Mgal)

8.1769.675
Flow Survey Location (Obs.) 23 S48-32.1, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.000.501.001.50
Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.020
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

1.9972.101
Max

5.4464.238
Volume (US Mgal)

54.47847.805
Flow Survey Location (Obs.) GuadEast V&A S68-14.1, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.02.04.06.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.020
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

1.6222.101
Max

5.1144.238
Volume (US Mgal)

48.53147.805
Flow Survey Location (Obs.) GuadEast FloDar S68-14.1, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.02.04.06.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.020
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

0.0030.213
Max

2.1171.957
Volume (US Mgal)

14.96816.190
Flow Survey Location (Obs.) GuadWest V&A S68-13.1, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.01.02.03.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Rain
Obs.
..._1/17/2015+14D (w/GWI)>DWF
Rainfall
Depth (in)

0.020
Peak (in/hr)

0.040
Average (in/hr)

0.000
Flow (MGD)
Min

0.1860.213
Max

2.5311.957
Volume (US Mgal)

16.56116.190
Flow Survey Location (Obs.) GuadWest FloDar S68-13.1, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.01.02.03.04.0 Flow (MGD)
1/18 1/20 1/22 1/24 1/26 1/28 1/30
Appendix C - Wet Weather Flow Calibration Graphs
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

5.220
Peak (in/hr)

1.520
Average (in/hr)

0.016
Flow (MGD)
Min

1.6941.645
Max

7.9507.846
Volume (US Mgal)

65.33153.371
Flow Survey Location (Obs.) 1 S104-29.1, Rainfall Profile: RG1

0.000.501.001.502.00
Rainfall (in/hr)

0.02.04.06.08.0 Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

4.990
Peak (in/hr)

1.280
Average (in/hr)

0.015
Flow (MGD)
Min

1.9061.723
Max

8.3638.618
Volume (US Mgal)

65.86560.850
Flow Survey Location (Obs.) 2 S104-24.1, Rainfall Profile: RG2

0.000.501.001.50
Rainfall (in/hr)

0.02.04.06.08.0 10.0
Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

5.220
Peak (in/hr)

1.520
Average (in/hr)

0.016
Flow (MGD)
Min

1.2541.187
Max

9.2369.456
Volume (US Mgal)

53.26556.356
Flow Survey Location (Obs.) 3 S104-27.1, Rainfall Profile: RG1

0.000.501.001.502.00
Rainfall (in/hr)

0.02.04.06.08.0 10.0
Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

5.220
Peak (in/hr)

1.520
Average (in/hr)

0.016
Flow (MGD)
Min

0.0100.023
Max

0.6360.229
Volume (US Mgal)

0.8340.737
Flow Survey Location (Obs.) 4 SSMH #401.1, Rainfall Profile: RG1

0.000.501.001.502.00
Rainfall (in/hr)

0.000.200.400.600.801.00
Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

4.990
Peak (in/hr)

1.280
Average (in/hr)

0.015
Flow (MGD)
Min

0.0001.516
Max

10.323

9.510
Volume (US Mgal)

62.56764.535
Flow Survey Location (Obs.) 5 S83-23.1, Rainfall Profile: RG2

0.000.501.001.50
Rainfall (in/hr)

0.05.0 10.015.0
Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

4.990
Peak (in/hr)

1.280
Average (in/hr)

0.015
Flow (MGD)
Min

0.0001.170
Max

6.3677.299
Volume (US Mgal)

39.16245.162
Flow Survey Location (Obs.) 6 S83-25.1, Rainfall Profile: RG2

0.000.501.001.50
Rainfall (in/hr)

0.02.04.06.08.0 Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

5.220
Peak (in/hr)

1.520
Average (in/hr)

0.016
Flow (MGD)
Min

0.0000.285
Max

1.7401.719
Volume (US Mgal)

12.61411.473
Flow Survey Location (Obs.) 7 S105-35.1, Rainfall Profile: RG1

0.000.501.001.502.00
Rainfall (in/hr)

0.000.501.001.502.00
Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

5.220
Peak (in/hr)

1.520
Average (in/hr)

0.016
Flow (MGD)
Min

0.0000.976
Max

4.8003.654
Volume (US Mgal)

32.03226.675
Flow Survey Location (Obs.) 8 S86-13.1, Rainfall Profile: RG1

0.000.501.001.502.00
Rainfall (in/hr)

0.01.02.03.04.05.0 Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

4.910
Peak (in/hr)

0.640
Average (in/hr)

0.015
Flow (MGD)
Min

0.0000.909
Max

6.3436.485
Volume (US Mgal)

31.34839.902
Flow Survey Location (Obs.) 9 S62-48.1, Rainfall Profile: RG3

0.000.200.400.600.80
Rainfall (in/hr)

0.02.04.06.08.0 Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

4.990
Peak (in/hr)

1.280
Average (in/hr)

0.015
Flow (MGD)
Min

0.0000.447
Max

2.7982.970
Volume (US Mgal)

17.72819.021
Flow Survey Location (Obs.) 10 S52-80.1, Rainfall Profile: RG2

0.000.501.001.50
Rainfall (in/hr)

0.01.02.03.0 Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

4.990
Peak (in/hr)

1.280
Average (in/hr)

0.015
Flow (MGD)
Min

0.0000.632
Max

4.7604.564
Volume (US Mgal)

27.54628.254
Flow Survey Location (Obs.) 11 S53-9.1, Rainfall Profile: RG2

0.000.501.001.50
Rainfall (in/hr)

0.01.02.03.04.05.0 Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

4.990
Peak (in/hr)

1.280
Average (in/hr)

0.015
Flow (MGD)
Min

0.0000.658
Max

4.7444.793
Volume (US Mgal)

30.78429.586
Flow Survey Location (Obs.) 12 S53-109.1, Rainfall Profile: RG2

0.000.501.001.50
Rainfall (in/hr)

0.01.02.03.04.05.0 Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

4.910
Peak (in/hr)

0.640
Average (in/hr)

0.015
Flow (MGD)
Min

0.0001.243
Max

7.2207.806
Volume (US Mgal)

46.70656.519
Flow Survey Location (Obs.) 13 S53-73.1, Rainfall Profile: RG3

0.000.200.400.600.80
Rainfall (in/hr)

0.02.04.06.08.0 Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

4.990
Peak (in/hr)

1.280
Average (in/hr)

0.015
Flow (MGD)
Min

0.0000.206
Max

1.1161.159
Volume (US Mgal)

7.2207.918
Flow Survey Location (Obs.) 14 S54-17.1, Rainfall Profile: RG2

0.000.501.001.50
Rainfall (in/hr)

0.000.501.001.50
Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

5.510
Peak (in/hr)

0.720
Average (in/hr)

0.016
Flow (MGD)
Min

0.0000.462
Max

1.4441.225
Volume (US Mgal)

6.741

11.647
Flow Survey Location (Obs.) 15 S65-48.1, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.000.501.001.50
Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
117
T
+
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

5.510
Peak (in/hr)

0.720
Average (in/hr)

0.016
Flow (MGD)
Min

0.0000.299
Max

2.3372.440
Volume (US Mgal)

19.63716.365
Flow Survey Location (Obs.) 16 S67-12.1, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.01.02.03.0 Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
117
T
+
Flow Meters 15 + 16
Min Max Volume
Obs Ͳ 3.310 26.368
Model 0.769 3.660 28.007

0.00.51.01.52.02.53.03.54.0 12/09
00:00
12/10
00:00
12/11
00:00
12/12
00:00
12/13
00:00
12/14
00:00
12/15
00:00
12/16
00:00
12/17
00:00
12/18
00:00
12/19
00:00
12/20
00:00
12/21
00:00
12/22
00:00
12/23
00:00
Total ModelTotal Obs
I t I [ t
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

5.510
Peak (in/hr)

0.720
Average (in/hr)

0.016
Flow (MGD)
Min

0.0000.262
Max

1.4801.545
Volume (US Mgal)

6.9758.583
Flow Survey Location (Obs.) 17 S58-12.2, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.000.501.001.502.00
Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
117
T
+
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

5.510
Peak (in/hr)

0.720
Average (in/hr)

0.016
Flow (MGD)
Min

0.0000.451
Max

3.1262.739
Volume (US Mgal)

12.86315.733
Flow Survey Location (Obs.) 18 S58-11.1, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.01.02.03.04.0 Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
117
T
+
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

4.910
Peak (in/hr)

0.640
Average (in/hr)

0.015
Flow (MGD)
Min

0.0000.643
Max

4.0033.964
Volume (US Mgal)

24.29624.949
Flow Survey Location (Obs.) 19 S21-23.1, Rainfall Profile: RG3

0.000.200.400.600.80
Rainfall (in/hr)

0.01.02.03.04.05.0 Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

4.910
Peak (in/hr)

0.640
Average (in/hr)

0.015
Flow (MGD)
Min

0.0000.546
Max

3.3273.994
Volume (US Mgal)

21.62624.277
Flow Survey Location (Obs.) 20 S21-46.1, Rainfall Profile: RG3

0.000.200.400.600.80
Rainfall (in/hr)

0.01.02.03.04.0 Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

4.910
Peak (in/hr)

0.640
Average (in/hr)

0.015
Flow (MGD)
Min

0.0000.820
Max

4.5985.070
Volume (US Mgal)

33.19132.771
Flow Survey Location (Obs.) 21 S23-14.1, Rainfall Profile: RG3

0.000.200.400.600.80
Rainfall (in/hr)

0.02.04.06.0 Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

5.510
Peak (in/hr)

0.720
Average (in/hr)

0.016
Flow (MGD)
Min

0.0000.355
Max

1.8051.633
Volume (US Mgal)

10.72213.257
Flow Survey Location (Obs.) 22 S45-88.1, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.000.501.001.502.00
Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
117
T
+
Rain
Obs.
...WI)>Rainfall Event (11/18-3/05)
Rainfall
Depth (in)

5.510
Peak (in/hr)

0.720
Average (in/hr)

0.016
Flow (MGD)
Min

0.0000.302
Max

1.3281.657
Volume (US Mgal)

6.045

10.419
Flow Survey Location (Obs.) 23 S48-32.1, Rainfall Profile: RG4

0.000.200.400.600.80
Rainfall (in/hr)

0.000.501.001.502.00
Flow (MGD)
12/10 12/12 12/14 12/16 12/18 12/20 12/22
117
T
+
Appendix D - Model Hydraulic Profiles
of Capacity Deficiencies

Page 1 of 8 ends

Example Model Hydraulic Profile and Legend
0 <(
332.0-328.0-323.0-318.0-313.0-308.0-303.0-
298.0-
rl
ffi m
Sewer Pipe
Hydraulic Gradeline
(water surface)
Legend
Link
length (ft)
width (in )
us inv(ftAD)
ds in (ft AD) grad(%)
pfc (MGD)
DS Flow (MGD)
sure
Node
Model pipe ID
Pipe length Pipe diameter Upstream invert elevation
Downstream invert elevation Pipe slope
Full pipe capacity
Peak flow at downstream end of pipe
d/D if <1; 1 = backwater surcharge;
2 = throttle surcharge (capacity deficient)
Model manhole ID
Asset ID Alternate manhole ID
ground (ft AD) Ground elevation
flood dep (ft) Distance between ground and water surface Note: Color highlights are flags indicating source of data.

M
rl
"'
rl
g
293.0- ~---------+----+---+----+--------+----+----------+------+-----f-----------f-- ft
Link
length (ft)
width (in)
us inv (ft AD)
ds inv (ft AD)
grad(%)
pfc (MGD)
DS Flow (MGD)
5837
5837.1
277.0

12.0,
326.783 319.613

2.588

3.71 2.30485

0.61 277
682
682.1
F 7.0

12.0 319.613 316.585

2.588

3.71 2.30576

0.67 394 453
681.1 680.1

59.0 101.0

12.0 12.0
554
315.058 312.444

2.588 2.588

3.71 3.71

2.53147

1.00 1.00
681 680 678
!
-3.582 -2.929
678.1
.242.0

12.0,
312.444 306.180

2.588

3.71 2.54765

1.00 796 898

1.520

2.84 3.45051

2.00 668 662

1.558

2.88 2.62876

1.00 1163
613
1343
605

0.542

1.70 2.54577

2.00 1487 1803
601 593

Page 2 of 8 ends

Deficiency ID: 1 (Westside Lift Station, future peak wet weather flow) 325
S102-2
635
S102-3
797
S103-36
868
S103-37
1365
S103-1
1565
S103-2
1827
S103-3
1930
S103-44
2028
S103-4
2123
S103-5
2435
S103-6
S102-15.570-9.212
S102-2

5.720
-9.699
S102-3

5.860
-9.877
-

6.630
-
---
S103-386.660-10.694
S103-1

7.870
-11.935
S103-2

7.140
-11.195
S103-3

13.230
-17.259
---
---
S103-59.020-13.021
S103-6

10.570
-14.558
S102-1.1
325.0

12.0 -3.980-4.830

0.262

1.180.85

0.4165

1.566
S102-2.1
310.0

12.0 -4.830-5.590

0.245

1.141.00

0.6209

1.452
S102-3.1
162.0

12.0 -5.590-5.970

0.235

1.121.00

0.6338

1.198
-

71.012.0
----

1.00 --
----------
S103-38.1
465.0

12.0 -5.960-7.230

0.273

1.201.00

0.6809

1.261
S103-1.1
200.0

12.0 -7.230-7.410

0.090

0.692.00

0.7150

1.323
S103-2.1
261.3

12.0 -7.410-8.070

0.253

1.161.00

0.7780

1.427
-
103.5

12.0 -8.070-8.110

0.039

0.452.00

0.8643

1.586
-

98.012.0
-8.110-8.130

0.020

0.332.00
-

1.770
-

94.512.0
--

0.423

1.501.00
-

1.976
S103-5.1
312.0

15.0 -8.880-9.430

0.176

1.751.00

1.4054

1.645
Nodeground (ft AD)flood dep (ft)Linklength (ft)width (in)us inv (ft AD)ds inv (ft AD)grad (%)pfc (MGD)surcDS Flow (MGD)DS Velocity (ft/s) ft AD
-18.0

14.0 ft
11 L I~ ' I I I
•_l_ •_L- -·-
l ill
•_l_•~- I I-~-~

Page 3 of 8 ends

Deficiency ID: 2 (Tasman Lift Station, future peak wet weather flow) 317
S92-7
642
S92-8
967
S93-23
1204
S93-24
1312
S93-25
1682
S93-26
1834
S92-69.400-8.659
S92-7

9.810
-10.708
S92-8

9.010
-10.001
S93-23

9.480
-10.499
S93-24

8.770
-9.811
S93-25

8.520
-9.942
S93-26

9.540
-11.666
---
S92-6.1
317.0

12.0 0.450
-1.690

0.675

1.890.79

0.3660

2.155
S92-7.1
325.0

12.0 -1.690-2.990

0.400

1.461.00

0.4199

1.753
S92-8.1
325.0

12.0 -2.990-3.820

0.255

1.161.00

0.4253

1.086
S93-23.1
237.0

12.0 -3.820-4.180

0.152

0.901.00

0.4291

0.780
S93-24.1
108.0

12.0 -4.230-4.380

0.139

0.862.00

1.6103

2.962
S93-25.1
370.0

12.0 -4.380-5.260

0.238

1.122.00

1.6187

3.046
S93-26.1
152.0

12.0 -5.260-5.570

0.204

1.042.00

1.880710.278
Nodeground (ft AD)flood dep (ft)Linklength (ft)width (in)us inv (ft AD)ds inv (ft AD)grad (%)pfc (MGD)surcDS Flow (MGD)DS Velocity (ft/s) ft AD
-13.0

10.0 -11.0
-9.0-7.0-5.0-3.0-1.0

1.03.05.07.09.0 ft
rF ------+7 ........... .....-~~ ~---------------,1--------ti I I IT
- - - - --
- I

Page 4 of 8 ends

Deficiency ID: 3 (Cabrillo Avenue, future peak wet weather flow) 54 S41-14
264
S41-15
564
S41-16
771
S41-17
S41-18
1200
S41-19
1593
S41-1476.540-0.004
S41-15

74.370

0.000
S41-16

73.320
-1.754
S41-17

72.700
-3.134
S41-1872.690-3.393
S41-19

70.880
-5.636
S41-20

69.860
-10.764
-

54.0 8.0
---

0.632.00
--
S41-14.1
209.6

8.0 68.74067.920

0.391

0.492.00

0.7757

2.736
S41-15.1
300.3

8.0 67.92067.020

0.300

0.432.00

0.7506

2.819
S41-16.1
207.0

8.0 67.02066.350

0.324

0.442.00

0.7537

2.956
----------
S41-18.1
404.0

8.0 66.29064.730

0.386

0.492.00

0.7657

4.064
S41-19.1
392.9

8.0 64.73059.770

1.262

0.880.75

0.7784

4.342
Nodeground (ft AD)flood dep (ft)Linklength (ft)width (in)us inv (ft AD)ds inv (ft AD)grad (%)pfc (MGD)surcDS Flow (MGD)DS Velocity (ft/s) ft AD

58.078.060.062.064.066.068.070.072.074.076.078.0
ft
- -

Page 5 of 8 ends

Deficiency ID: 4 (Tasman Drive, future peak wet weather flow) 317
S92-7
642
S92-8
967
S93-23
1204
S93-24
1312
S93-25
1682
S93-26
1834
S92-69.400-8.659
S92-7

9.810
-10.708
S92-8

9.010
-10.001
S93-23

9.480
-10.499
S93-24

8.770
-9.811
S93-25

8.520
-9.942
S93-26

9.540
-11.666
---
S92-6.1
317.0

12.0 0.450
-1.690

0.675

1.890.79

0.3660

2.155
S92-7.1
325.0

12.0 -1.690-2.990

0.400

1.461.00

0.4199

1.753
S92-8.1
325.0

12.0 -2.990-3.820

0.255

1.161.00

0.4253

1.086
S93-23.1
237.0

12.0 -3.820-4.180

0.152

0.901.00

0.4291

0.780
S93-24.1
108.0

12.0 -4.230-4.380

0.139

0.862.00

1.6103

2.962
S93-25.1
370.0

12.0 -4.380-5.260

0.238

1.122.00

1.6187

3.046
S93-26.1
152.0

12.0 -5.260-5.570

0.204

1.042.00

1.880710.278
Nodeground (ft AD)flood dep (ft)Linklength (ft)width (in)us inv (ft AD)ds inv (ft AD)grad (%)pfc (MGD)surcDS Flow (MGD)DS Velocity (ft/s) ft AD
-13.0

10.0 -11.0
-9.0-7.0-5.0-3.0-1.0

1.03.05.07.09.0 ft
rF ------+7 ........... .....-~~ ~---------------,1--------ti I I IT
- - - - --
- I

Page 6 of 8 ends

Deficiency ID: 5 (Scott Blvd., future peak wet weather flow) 68 S26-57
148
S26-56
409
S26-47
540
S26-46
665
S26-45
719
S26-44
798
S25-70
1103 1511 1888
---
S26-5699.330-8.344
S26-47

97.500
-6.588
S26-46

97.320
-6.456
---
---
S25-7096.050-5.717
S25-57

94.460
-5.603
S25-46

92.350
-5.548
S25-37

90.580
-5.728
-

68.0 8.0
--

0.029

0.130.61
-

1.161
-

80.1 8.0

90.60090.230

0.462

0.531.00

0.1164

1.017
S26-56.1
260.5

8.0 90.23089.900

0.127

0.281.00

0.1306

1.405
S26-47.1
131.5

8.0 89.90089.570

0.251

0.391.00

0.1405

1.479
S26-46.1
124.4

8.0 89.57089.250

0.257

0.401.00

0.1412

0.998
-

54.2 8.0
---

0.241.00
--
-

79.4 8.0

89.10088.700

0.504

0.551.00

0.5253

2.172
S25-70.1
304.4

8.0 88.70087.710

0.325

0.452.00

0.5271

2.388
S25-57.1
408.3

8.0 87.71086.050

0.407

0.502.00

0.5413

2.616
S25-46.1
376.7

8.0 86.05084.260

0.475

0.542.00

0.5453

2.571
Nodeground (ft AD)flood dep (ft)Linklength (ft)width (in)us inv (ft AD)ds inv (ft AD)grad (%)pfc (MGD)surcDS Flow (MGD)DS Velocity (ft/s) ft AD

84.0 102.0

86.088.090.092.094.096.098.0
100.0102.0
ft
H~ !~~•
I I
,1 I 1 11 1, I I I
I
- -
I I
-

Page 7 of 8 ends

Deficiency ID: 6 (Calabazas Creek, future peak wet weather flow) 488
S52-53
988
S52-30
1388
S52-20
1580
S52-4
S62-53
1996
S62-52
2345
S62-51
2722
S62-48
3068
S62-40
3513 3999 4386 4604 5023
---7.509
S52-53

53.310
-7.243
-53.810-8.042
S52-30

52.950
-9.025
S52-20

51.710
-9.362
---
---
S62-52

47.740
-7.912
S62-51

46.720
-8.325
S62-48

42.360
-5.527
---
---
---
---
S62-29

41.540
-11.608
---
---
---
---
S52-70.1
488.0

24.0 46.20044.410

0.367

8.860.92

8.9664

5.312
S52-52.1
446.0

24.0 44.19041.530

0.59611.29

1.00 8.9647

5.995
S52-30.1
400.0

24.0 41.53039.150

0.59511.28

1.00 8.9647

5.720
-
192.0

24.0 --

0.59411.27

1.00 -

4.933
--

24.0 ---

9.051.00
--
S62-53.1
282.4

24.0 37.50035.830

0.59111.25

1.00 8.8144

4.094
S62-52.1
349.4

24.0 35.83035.170

0.189

6.362.00

8.8145

5.796
S62-51.1
377.2

24.0 35.17032.890

0.60411.37

1.00 8.8146

5.714
S62-48.1
345.3

24.0 32.79031.290

0.434

9.641.00

8.8147

5.787
----------
S62-38.1
292.8

24.0 30.00028.930

0.365

8.841.00

8.8151

4.847
S62-31.1
421.8

24.0 28.50027.270

0.292

7.902.00

8.8158

4.227
S62-29.1
386.4

24.0 27.27026.130

0.295

7.942.00

8.8161

4.244
-
177.7

24.0 --

0.270

7.602.00
-

4.195
S62-15.1
371.6

24.0 25.14023.880

0.339

8.520.79

8.2537

5.185
Nodeground (ft AD)flood dep (ft)Linklength (ft)width (in)us inv (ft AD)ds inv (ft AD)grad (%)pfc (MGD)surcDS Flow (MGD)DS Velocity (ft/s) ft AD

23.056.0
ft
'
I~· ------ 1½ - 3L
I --. u I - - •I• - - - - I II I I

Page 8 of 8 ends

Deficiency ID: 7 (Tracy Dr., Pomeroy Ave., and Homestead Rd., future peak wet weather flow) 315
S10-78
615
S10-79
915
S10-80
1176
S11-83
1483
S11-76
S11-77
1756
S11-78
2072
S11-80
2393
S11-81
2679
S11-70
2989
S11-67
3324
S11-60
3632
S11-50
3970
S11-41
4222
S11-42
4462
S11-30
S11-19
5080
S11-10
5504
S22-93
5843 6157 6433 7177 7769
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
S11-10
-
-4.339
--
-3.884
---
---
---
--
-7.654
S22-37
115.680
-6.644
---
-
315.0

10.0 --

0.222

0.672.00
-
-
300.0

10.0 --

0.273

0.742.00
-
-
300.0

10.0 --

0.160

0.572.00
-
-
261.5

10.0 --

0.310

0.792.00
-
-
306.8

10.0 --

0.512

1.012.00
-
---------
---------
-
315.8

10.0 --

0.481

0.982.00
-
-
321.3

10.0 --

0.535

1.042.00

1.1380
-
285.5

10.0 --

0.858

1.311.00
-
-
310.5

10.0 --

1.208

1.561.00
-
-
334.7

10.0 --

0.678

1.171.00

1.1304
-
308.3

10.0 --

0.324

0.812.00
-
-
338.0

10.0 --

0.429

0.932.00

1.1270
--

10.0 ---

0.752.00
-
--

10.0 ---

1.042.00
-
---------
-
401.3

10.0 124.180120.150

1.004

1.421.00

1.1868
S11-10.1
424.5

10.0 120.150115.660

1.058

1.461.00

1.1901
-
338.7

10.0 --

0.555

1.062.00

1.2958
-
313.6

10.0 --

0.472

0.972.00
-
-
276.3

10.0 --

0.206

0.642.00
-
---------
S22-55.1
564.7

15.0 109.910108.120

0.317

2.352.00

2.9506
S22-37.1
591.7

15.0 108.120103.962

0.703

3.500.75

2.9862
Nodeground (ft AD)flood dep (ft)Linklength (ft)width (in)us inv (ft AD)ds inv (ft AD)grad (%)pfc (MGD)surcDS Flow (MGD) ft AD
103.0158.0108.0113.0118.0123.0128.0133.0138.0143.0148.0153.0 ft
------+--------~-------+----------+----------+ I I~
'l''I' 'I'll,.,.,.,.,.,.,. tt I 1"'1' 111 I 1
I I I I 11 I 11 I I I I I I I 11 I I I I I 11 I 1 - ~.

Appendix E - Rabello & Northside Pump Station
Capacity and Forcemain Calibration TM

MEMORANDUM
TO: Winola Cheong, PE, RMC Water and
Environment
DATE: November 13, 2015
FROM: Glen Anderson, PE JOB#: RM&C.06.15
SUBJECT: Rabello and Northside Pump Station Capacity and Forcemain Calibration Background
As part of the Sanitary Sewer Master Plan (SSMP) for the City of Santa Clara, RMC retained Schaaf & Wheeler to assist in pump station analysis. As part of this analysis, Schaaf & Wheeler performed flow testing on the Northside and Rabello pump stations to determine the pump station capacity. In order to ensure accurate results, the City calibrated the flow meters and installed pressure gauges on the forcemains leaving each station. It is important to note that the tests were performed under dynamic circumstances, and though accurate, are subject to errors induced by changing conditions, inaccurate equipment, and error in reading equipment output.

Flow Tests
The Rabello pump station is equipped with eight, 60 horsepower Flygt NP 3202 pumps. During the flow test, combinations of pumps were run, and the wetwell level, flow rate, and forcemain pressure were recorded. The results of the Rabello pump station flow test are outlined in Table 1 below.

Table 1: Rabello Pump Test Results
No. of Pumps Pressure (psi) Wetwell Level (ft) Flow Rate (MGD) 0 4 7 0
1 5 6.6 8.04
3 12 6.3 14.95
5 16.5 5.9 18.5
7 19.5 5.4 20.1
The Northside pump station is equipped with four, 70 horsepower Flygt NP 3356 pumps. During the flow test, combinations of pumps were run, and the wetwell level, flow rate, and forcemain pressure were recorded. The results of the Northside pump station flow test are outlined in Table 2 below.

Table 2: Northide Pump Test Results*
No. of Pumps Pressure (psi) Wetwell Level (ft) Flow Rate (kgpm) 0 1 7 0
1 4 6.5 7.0
2 9.5 5.9 10.9
3 13 5.2 14.4
*Schaaf & Wheeler was not present for these tests. Results provided by RMC.

Schaaf & Wheeler

CONSULTING CIVIL ENGINEERS
1171 Homestead Road., Suite 255
Santa Clara, CA 95050-5485
t. 408-246-4848
f. 408-246-5624
s&[email protected]
Winola Cheong, PE, RMC Water and Environment November 13, 2015 Schaaf & Wheeler Page 2
Using the data points above, as well as known forcemain lengths and diameters, and pump station record drawings, Schaaf & Wheeler created a system curve for each of the pump stations as shown in Figures 1 and 2. A theoretical system curve was generated using the Hazen-Williams equation, and the C factor, which is representative of pipe roughness, was adjusted until the theoretical system curve was similar to the observed system performance curve.

Figure 1: Rabello System Curve
Figure 2: Northside System Curve
0 10
20 30
40 50
60 70
80 90
100
0 5 10 15 20 25 30 35 40
Total Dynamic Head (ft)
Flow (mgd)
Adjusted System Curve to Match Flow Data
Flygt NP 3202 - 60 HP (QTY 1)
Flygt NP 3202 - 60 HP (QTY 7)
Flow/Pressure Test Results 11/4/15
FIRM CAPACITY = 20 MGD
0 20
40 60
80 100
120
140
0 5 10 15 20 25 30 35 40
Total Dynamic Head (ft)
Flow (mgd)
Adjusted System Curve to Match Flow Data
Flygt NP 3356 - 70 HP (QTY 1)
Flygt NP 3356 - 70 HP (QTY 3)
Flow-Pressure Test 11/4/15
FIRM CAPACITY = 21 MGD
Schaaf 6? Wheeler CONSULTING CML ENGINEERS
- \
Schaaf~

CONSULTING CML
Wheeler ENGINEERS -
Winola Cheong, PE, RMC Water and Environment November 13, 2015 Schaaf & Wheeler Page 3
Results
By adjusting the C factor for each of the forcemains, Schaaf & Wheeler was able to closely match the theoretical system curve to the observed performance of each station. The C factor for the Rabello forcemain is 78 and the C factor for Northside is 77. Typical C factors for forcemains range from 100 to 150, with the higher C factor representing a smoother pipe. The low C factors of the Rabello and Northside forcemains indicate that the pipelines have rougher profiles than typical, or have severely reduced cross-sectional areas due to sediment buildup, or a combination of the two. It is recommended that the City include inspection and cleaning of each of these lines in its operations plan moving forward.

The Northside pumps appear to be operating at, or near their original performance point based on the provided pump curves. The Rabello pumps appear to be operating at a 12% reduction in performance when compared to the provided pump curves. The apparent performance reduction may be the result of an inaccurate flow meter, damaged pumps or impellers, or some unknown restriction between the pump inlet and the pressure gauge location.

Appendix F - Project Descriptions and Cost Estimates
City of Santa Clara Sanitary Sewer Improvement Projects Project
ID Project Name Priority EstimatedCapital Cost
Estimated
Capital Cost for
Alternatives
P1 Westside Lift Station Adjustment 1 $Ͳ $Ͳ P2 Tasman Lift Station Adjustment 1 $Ͳ $Ͳ P3 Cabrillo Avenue Sewer Improvement 2 $1,097,000$Ͳ P4 Tasman Drive Sewer Improvement 3 $327,000$Ͳ P5 Sewer Diversion at Los Prades Boulevard and Saratoga Avenue 3 $77,000$Ͳ P6 Sewer Diversion at Calabazas Boulevard and Machado Avenue 3 $166,000$Ͳ P6ͲAlt Calabazas Creek Sewer Improvement 3 $Ͳ $1,334,000 E1 Tracy Drive Sewer Improvement ͲͲ $4,654,000$Ͳ Total Estimated Cost for Projects P1 through P6: $1,667,000 Total Estimated Cost for Projects P1 through P5 and P6ͲAlternative: $2,835,000 Total Estimated Cost for Projects P1 through P6, and Project E1: $6,321,000 Total Estimated Cost for Projects P1 through P5, P6ͲAlternative, and Project E1: $7,489,000 1 Priority
1ͲTriggered under Current PDWF
2ͲTriggered under Current PWWF
3ͲTriggered under Future PWWF
AppendixF_CIPs.xlsx, Summary 4/11/2016
Project P1: Westside Lift Station Adjustment
Project ID ……………………………………………P1
Project Name ………………………………………Westside Lift Station Adjustment Project Location …………………………………
Description …………………………………………
Priority ……………………………………………… 1ͲTriggered under Current PDWF Estimated Capital Imp. Cost …………………$0
Comments …………………………………………
Recommended Revised Set Levels:

Distance from
Wet Well Floor
(ft)
Distance from
Wet Well Floor
(ft)
High Level Alarm 8 Low Level Alarm 1.2
Lead On 6 Lead On 1.7
Lag On 7 Lag Off 2.2
Recommendations are based on the following information provided by the City:

Number of pumps at Westside Lift Station: 2 pumps. Identical.

Pump Make and Model: Flygt 3127

PROJECT DESCRIPTION
Westside Lift Station
The current set point of the lead pump is several feet above the invert of the influent gravity line.

Under this condition, the lead pump will not turn on until the influent line is completely submerged, causing backwater issues upstream. This can be resolved by adjusting the set points to be equal or lower than the invert of the influent line. The table below summarizes the recommended set points for both the lead pump and the lag pump. These settings should be evaluated by the City's pump operators to determine feasibility and if there are other operational issues that should be considered.

Adjust set points for both pumps to eliminate backups in the influent line AppendixF_CIPs.xlsx, P1 4/11/2016
Project P2: Tasman Lift Station Adjustment
Project ID ……………………………………………P2
Project Name ………………………………………Tasman Lift Station Adjustment Project Location …………………………………
Description …………………………………………
Priority ……………………………………………… 1ͲTriggered under Current PDWF Estimated Capital Imp. Cost …………………$0
Comments …………………………………………
Recommended Revised Set Levels:

Distance from
Wet Well Floor
(ft)
Distance from
Wet Well Floor
(ft)
High Level Alarm 7 Low Level Alarm 1.2
Lead On 6 Lead On 1.7
Lag On 6.5 Lag Off 2.2
Recommendations are based on the following information provided by the City:

Number of pumps at Tasman Lift Station: 2 pumps. Identical.

Pump Make and Model: Flygt CP 3127

PROJECT DESCRIPTION
Tasman Lift Station
Adjust set points for both pumps to eliminate backups in the influent line The current set point of the lead pump is several feet above the invert of the influent gravity line.

AppendixF_CIPs.xlsx, P2 4/11/2016
Project P3: Cabrillo Avenue Sewer Improvement
Project ID …………………………………………… P3
Project Name ………………………………………
Project Location ……………………………………
Description …………………………………………
Priority …………………………………………………2ͲTriggered under Current PWWF Estimated Capital Imp. Cost …………………$1,097,000
Comments ……………………………………………
Assumptions …………………………………………
Alternatives …………………………………………
U/S
MH ID
D/S
MH ID
Existing
Diameter
(inches)
New
Diameter
(inches)
Length
(feet)
Slope
(%)
Pipe Depth
(feet BGL)
Construction
Method
Unit Cost
($/LF)
Total Cost
($)
S41Ͳ13 S41Ͳ14 8 12 54 0.65 7 Open Cut $210 11,328 $ S41Ͳ14 S41Ͳ15 8 12 210 0.39 7 Open Cut $210 43,971 $ S41Ͳ15 S41Ͳ16 8 12 300 0.30 6 Open Cut $210 62,998 $ S41Ͳ16 S41Ͳ17 8 12 207 0.32 6 Open Cut $210 43,425 $ S41Ͳ17 S41Ͳ18 8 12 25 0.24 6 Open Cut $210 5,245 $ S41Ͳ18 S41Ͳ19 8 12 404 0.39 6 Open Cut $210 84,752 $ S41Ͳ19 S41Ͳ20 8 12 393 1.26 8 Open Cut $210 82,424 $ Total Baseline Pipe Construction Cost 334,143 $
Lower lateral replacement and cleanout, Approx. 50 225,000 $ Baseline Construction Cost: 559,143 $
Bypass Pumping (10% of pipe construction cost) 33,414 $ Remove & Replace Factor (5% of pipe construction cost) 16,707 $ Traffic Control (10% of pipe construction cost) 33,414 $ Subtotal: 642,679 $
Mobilization/Demobilization (5% of subtotal) 32,134 $ Estimated Construction Cost Subtotal: 674,813 $
Contingencies (30% of construction subtotal) 202,444 $ Total Estimated Construction Cost: 877,256 $
Engineering, Administration, Legal (25% of construction cost) 219,314 $ Estimated Capital Improvement Cost: 1,097,000 $

PROJECT COST DETAIL
(ii) The City should consider conducting a comprehensive inflow/infiltration (I/I) study with additional flow monitoring and other field investigations (e.g, smoke testing and CCTV inspection) prior to implementing this project. The project is located in an area of very high I/I according to flow data collected during the 2014/15 winter season. A previous flow monitoring program conducted in 2006 also showed similar findings. It is recommended that the City determine if it is costͲeffective to identify and address/eliminate the I/I sources, rather than upsizing the sewer lines to accommodate the I/I flow. (i) Cost estimates are based on the SF Area November 2015 ENR CCI of 11169 (ii) Cost assumes openͲcut replacement
(i) Conduct a focused I/I study to identify the possible sources of inflow or/and infiltration, and implement solutions to reduce the I/I for the area. (ii) Install parallel pipe or implement project by pipe bursting. (i) Pipes are listed in order from upstream to downstream

PROJECT DESCRIPTION
Cabrillo Avenue Sewer Improvement
Cabrillo Ave. between Lawrence Expy. and Nobili Ave.

Upsize approximately 1,600 feet of 8Ͳin pipe to 12Ͳin pipe AppendixF_CIPs.xlsx, P3 4/11/2016
J:\Projects\149 SANTA CLARA\149-008 Santa Clara 2015 Sanitary Sewer MP Update\G. GIS Files\_MXDs\CIP Maps\CIP_P3.mxd Sources: BING Basemap
Legend
!( Unmodeled Manhole
Modeled Manhole
% Unmodeled Sewer
Modeled Trunk Sewer
! Req'd Diameter (Ex. Dia)
Proposed Capital Improvement Project
0 125 250 500 Feet
μ
City of Santa ClaraSanitary Sewer Improvement ProjectsProject P3: Cabrillo AvenueSewer Improvement 12-in
(8-in)
12-in
(8-in)
12-in
(8-in) 12-in (8-in) 12-in (8-in) 12-in (8-in) 12-in (8-in) Project P4: Tasman Drive Sewer Improvement
Project ID …………………………………………… P4
Project Name ………………………………………Tasman Drive Sewer Improvement Project Location ……………………………………
Description …………………………………………
Priority …………………………………………………3ͲTriggered under Future PWWF Estimated Capital Imp. Cost …………………$327,000
Comments ……………………………………………
Assumptions …………………………………………
Alternatives …………………………………………
U/S
MH ID
D/S
MH ID
Existing
Diameter
(inches)
New
Diameter
(inches)
Length
(feet)
Slope
(%)
Pipe Depth
(feet BGL)
Construction
Method
Unit Cost
($/LF)
Total Cost
($)
S93Ͳ24 S93Ͳ25 12 15 108 0.14 13 Open Cut $221 23,849 $ S93Ͳ25 S93Ͳ26 12 15 370 0.24 14 Open Cut $221 81,705 $ S93Ͳ26 S93Ͳ35 12 15 152 0.20 15 Open Cut $221 33,565 $ Total Baseline Pipe Construction Cost 139,120 $
Lower lateral replacement and cleanout, Approx. 4 18,000 $ Baseline Construction Cost: 157,120 $
Bypass Pumping (10% of pipe construction cost) 13,912 $ Remove & Replace Factor (5% of pipe construction cost) 6,956 $ Traffic Control (10% of pipe construction cost) 13,912 $ Subtotal: 191,899 $
Mobilization/Demobilization (5% of subtotal) 9,595 $ Estimated Construction Cost Subtotal: 201,494 $
Contingencies (30% of construction subtotal) 60,448 $ Total Estimated Construction Cost: 261,943 $
Engineering, Administration, Legal (25% of construction cost) 65,486 $ Estimated Capital Improvement Cost: 327,000 $

PROJECT DESCRIPTION
Tasman Dr. between Old Ironsides Dr. and Great America Pkwy. (i) Pipes are listed in order from upstream to downstream Upsize approximately 600 feet of 12Ͳin pipe to 15Ͳin pipe (i) Cost estimates are based on the SF Area November 2015 ENR CCI of 11169

PROJECT COST DETAIL
(ii) Cost assumes pipe will be upsized using openͲcut construction method (i) Install parallel pipe
AppendixF_CIPs.xlsx, P4 4/11/2016
J:\Projects\149 SANTA CLARA\149-008 Santa Clara 2015 Sanitary Sewer MP Update\G. GIS Files\_MXDs\CIP Maps\CIP_P4.mxd Sources: BING Basemap
Legend
Modeled Manhole
!( Unmodeled Manhole
% Unmodeled Sewer
Modeled Trunk Sewer
! Req'd Diameter (Ex. Dia)
Proposed Capital Improvement Project
02 125
50 5
0 0 Feet
μ
City of Santa ClaraSanitary Sewer Improvement ProjectsProject P4: Tasman DriveSewer Improvement 15-in
(12-in)
15-in
(12-in)
15-in
(12-in)
15-in
(12-in)
0 S93-24
Project P5: Sewer Diversion at Los Prades Boulevard and Saratoga Avenue Project ID …………………………………………… P5
Project Name ………………………………………Sewer Diversion at Los Prades Boulevard and Saratoga Avenue Project Location ……………………………………
Description …………………………………………
Priority …………………………………………………3ͲTriggered under Future PWWF Estimated Capital Imp. Cost …………………$77,000
Comments ……………………………………………
Assumptions …………………………………………
Install Weir 35,000 $
Baseline Construction Cost: 35,000 $
Traffic Control 10,000 $
Subtotal: 45,000 $
Mobilization/Demobilization (5% of subtotal) 2,250 $ Estimated Construction Cost Subtotal: 47,250 $ Contingencies (30% of construction subtotal) 14,175 $ Total Estimated Construction Cost: 61,425 $
Engineering, Administration, Legal (25% of construction cost) 15,356 $ Estimated Capital Improvement Cost: 77,000 $

PROJECT COST DETAIL

PROJECT DESCRIPTION
Manhole S25Ͳ85 located in the intersection of Los Padres Blvd. and Saratoga Ave. (i) Pipes are listed in order from upstream to downstream Install a weir in manhole S25Ͳ85 to divert flow northwest to Los Padres Blvd. (i) Cost estimates are based on the SF Area November 2015 ENR CCI of 11169 AppendixF_CIPs.xlsx, P5 4/11/2016
J:\Projects\149 SANTA CLARA\149-008 Santa Clara 2015 Sanitary Sewer MP Update\G. GIS Files\_MXDs\Master Plan Report Figures\CIP_P5.mxd Sources: BING Basemap
Legend
!( Unmodeled Manhole
Modeled Manhole
% Unmodeled Sewer
Modeled Trunk SewerProposed Capital Improvement Project 01 75
50 3
0 0 Feet
μ
City of Santa ClaraSanitary Sewer Improvement ProjectsProject P5: Sewer Diversion atLos Prades Blvd. and Saratoga Ave.

Install weir in manhole S25-85 to divert excess flow northwest to Los Padres Blvd.

Project P6: Sewer Diversion at Calabazas Boulevard and Machado Avenue Project ID …………………………………………… P6
Project Name ………………………………………Sewer Diversion at Calabazas Boulevard and Machado Avenue Project Location ……………………………………
Description …………………………………………
Priority …………………………………………………3ͲTriggered under Future PWWF Estimated Capital Imp. Cost …………………$166,000
Comments ……………………………………………
Assumptions …………………………………………
Alternatives …………………………………………
U/S
MH ID
D/S
MH ID
Existing
Diameter
(inches)
New
Diameter
(inches)
Length
(feet)
Slope
(%)
Pipe Depth
(feet BGL)
Construction
Method
Unit Cost
($/LF)
Total Cost
($)
CIP MH 01 S52Ͳ120 New Pipe 15 210 0.71 8 Open Cut $221 46,373 $ Total Baseline Pipe Construction Cost 46,373 $ Install New Manhole and Reconnect Pipes 36,000 $ Baseline Construction Cost: 82,373 $
Traffic Control 15,000 $
Subtotal: 97,373 $
Mobilization/Demobilization (5% of subtotal) 4,869 $ Estimated Construction Cost Subtotal: 102,242 $
Contingencies (30% of construction subtotal) 30,673 $ Total Estimated Construction Cost: 132,914 $
Engineering, Administration, Legal (25% of construction cost) 33,229 $ Estimated Capital Improvement Cost: 166,000 $

PROJECT COST DETAIL
(i) Cost estimates are based on the SF Area November 2015 ENR CCI of 11169 (ii) Cost estimates assume no rightͲofͲway costs. City should verify this during design.

Upsize approximate 1,800 feet of 24Ͳinch line between S62Ͳ31 and S72Ͳ31 to a 27Ͳinch line.

See project P6ͲAlternative.

PROJECT DESCRIPTION
Calabazas Blvd. and Machado Ave.
(i) Pipes are listed in order from upstream to downstream Install a new manhole upstream of S52Ͳ93 south of the intersection of Calabazas Blvd. and Machado Ave., and install a new 15Ͳinch line (approximately 200 feet) to divert excess flow from the existing 24Ͳinch line along Calabazas Blvd. to the 21Ͳinch line in Machado Ave.

AppendixF_CIPs.xlsx, P6 4/11/2016
Sources: BING Basemap
Legend
Modeled Manhole
!( Unmodeled Manhole
Modeled Trunk Sewer
% Unmodeled Sewer
Proposed Capital Improvement Project
μ
City of Santa ClaraSanitary Sewer Improvement ProjectsProject P6: Sewer Diversion at Calabazas Blvd. and Machado Avenue New 15-in High-Level Diversion
0 50 100 25 Feet
Calabazas Blvd
Calabazas Blvd
Machado Ave
0 Project P6ͲAlternative: Calabazas Creek Sewer Improvement Project ID …………………………………………P6ͲAlternative
Project Name …………………………………Calabazas Creek Sewer Improvement Project Location ………………………………
Description ………………………………………
Priority ……………………………………………3ͲTriggered under Future PWWF Estimated Capital Imp. Cost ……………$1,334,000
Comments ………………………………………
Assumptions ……………………………………
Alternatives ……………………………………
U/S
MH ID
D/S
MH ID
Existing
Diameter
(inches)
New
Diameter
(inches)
Length
(feet)
Slope
(%)
Pipe Depth
(feet BGL)
Construction
Method
Unit Cost
($/LF)
Total Cost
($)
S62Ͳ31 S62Ͳ29 24 27 422 0.29 15 Open Cut $298 125,744 $ S62Ͳ29 S62Ͳ10 24 27 386 0.30 15 Open Cut $298 115,191 $ S62Ͳ10 S62Ͳ11 24 27 17 1.33 16 Open Cut $298 5,157 $ S62Ͳ11 S62Ͳ13 24 27 23 0.22 16 Open Cut $298 6,886 $ S62Ͳ13 S62Ͳ14 24 27 178 0.27 15 Open Cut $298 52,975 $ S62Ͳ14 S62Ͳ15 24 27 48 0.17 14 Open Cut $298 14,160 $ S62Ͳ15 S72Ͳ32 24 27 372 0.34 13 Open Cut $298 110,779 $ S72Ͳ32 S72Ͳ31 24 27 402 0.35 13 Open Cut $298 119,842 $ S72Ͳ31 S72Ͳ20 24 27 250 0.55 13 Open Cut $298 74,528 $ Total Baseline Pipe Construction Cost 625,263 $
Baseline Construction Cost: 625,263 $
Bypass Pumping (10% of pipe construction cost) 62,526 $ Remove & Replace Factor (5% of pipe construction cost) 31,263 $ Traffic Control (10% of pipe construction cost) 62,526 $ Subtotal: 781,578 $
Mobilization/Demobilization (5% of subtotal) 39,079 $ Estimated Construction Cost Subtotal: $820,657
Contingencies (30% of construction subtotal) 246,197 $ Total Estimated Construction Cost: 1,066,855 $
Engineering, Administration, Legal (25% of construction cost) 266,714 $ Estimated Capital Improvement Cost: 1,334,000 $

PROJECT DESCRIPTION
Calabazas Creek from Central Expy. To Scott Blvd.

Replace approximately 2100 feet of 24Ͳin pipe with 27Ͳin pipe (i) Pipes are listed in order from upstream to downstream

PROJECT COST DETAIL
(i) Cost estimates are based on the SF Area November 2015 ENR CCI of 11169 (i) Install parallel pipe.

AppendixF_CIPs.xlsx, P6Alt 4/11/2016
J:\Projects\149 SANTA CLARA\149-008 Santa Clara 2015 Sanitary Sewer MP Update\G. GIS Files\_MXDs\CIP Maps\CIP_P6Alt.mxd Sources: BING Basemap
Legend
!( Unmodeled Manhole
Modeled Manhole
% Unmodeled Sewer
Modeled Trunk Sewer
!
Req'd Diameter (Ex. Dia)
Proposed Capital Improvement Project
0 250 500 125 Feet
μ
City of Santa Clara
Sanitary Sewer
Improvement Projects
Project P6 Alt:

Calabazas Creek
Sewer Improvement
27-in
(24-in)
27-in
(24-in)
27-in
(24-in)
27-in
(24-in)
27-in
(24-in)
27-in
(24-in)
27-in
(24-in)
Project E1: Tracy Drive Sewer Improvement
Project ID …………………………………………E1
Project Name …………………………………Tracy Drive Sewer Improvement Project Location ………………………………
Description ………………………………………
Priority ……………………………………………N/A
Estimated Capital Imp. Cost ……………$4,654,000
Comments ………………………………………
Assumptions ……………………………………
Alternatives ……………………………………

PROJECT DESCRIPTION
Project begins at manhole S10Ͳ77 west of Lawrence Expy. and Tracy Dr., then Pruneridge Ave., Pomeroy Ave., and ends at manhole S22Ͳ51 in Homestead Rd. and Pepper Tree Ln. (i) Pipes are listed in order from upstream to downstream (ii) The City should verify the need and the appropriate timing of implementing this project.

This project is triggered by the large sewer discharge assumed for parcel APN 316Ͳ17Ͳ018, which holds an entitlement agreement to discharge a potential flow of 0.95 mgd; however, it is currently discharging less than 10 percent of the entitled rate. While the City is obligated to provide capacity for entitlement holders, it is important to note that implementing this project may result in oversized sewers where the daily flow is not sufficient to provide the minimum cleaning velocity and thus causing potential debris and odor issues.

Upsize approximately 8,000 feet of 10 to 12Ͳin and 18Ͳin pipe to 15Ͳin to 21Ͳin pipe (i) Cost estimates are based on the SF Area November 2015 ENR CCI of 11169 (i) Install parallel pipe.

AppendixF_CIPs.xlsx, E1 4/11/2016
U/S
MH ID
D/S
MH ID
Existing
Diameter
(inches)
New
Diameter
(inches)
Length
(feet)
Slope
(%)
Pipe Depth
(feet BGL)
Construction
Method
Unit Cost
($/LF)
Total Cost
($)
S10Ͳ77 S10Ͳ78 10 15 315 0.22 10 Open Cut $221 69,560 $ S10Ͳ78 S10Ͳ79 10 15 300 0.27 11 Open Cut $221 66,247 $ S10Ͳ79 S10Ͳ80 10 15 300 0.16 10 Open Cut $221 66,247 $ S10Ͳ80 S11Ͳ83 10 15 262 0.31 8 Open Cut $221 57,746 $ S11Ͳ83 S11Ͳ76 10 15 307 0.51 8 Open Cut $221 67,749 $ S11Ͳ76 S11Ͳ77 10 15 109 0.43 9 Open Cut $221 24,114 $ S11Ͳ77 S11Ͳ78 10 15 164 0.44 8 Open Cut $221 36,215 $ S11Ͳ78 S11Ͳ80 10 15 316 0.48 6 Open Cut $221 69,736 $ S11Ͳ80 S11Ͳ81 10 15 321 0.54 6 Open Cut $221 70,951 $ S11Ͳ81 S11Ͳ70 10 15 286 0.86 6 Open Cut $221 63,045 $ S11Ͳ70 S11Ͳ67 10 15 311 1.21 7 Open Cut $221 68,566 $ S11Ͳ67 S11Ͳ60 10 15 335 0.68 7 Open Cut $221 73,910 $ S11Ͳ60 S11Ͳ50 10 15 308 0.32 6 Open Cut $221 68,080 $ S11Ͳ50 S11Ͳ41 10 15 338 0.43 7 Open Cut $221 74,639 $ S11Ͳ41 S11Ͳ42 10 15 252 0.28 8 Open Cut $221 55,626 $ S11Ͳ42 S11Ͳ30 10 15 240 0.54 7 Open Cut $221 52,910 $ S11Ͳ30 S11Ͳ29 10 15 79 0.40 7 Open Cut $221 17,335 $ S11Ͳ29 S11Ͳ19 10 15 138 0.66 8 Open Cut $221 30,474 $ S11Ͳ19 S11Ͳ10 10 15 401 1.00 8 Open Cut $221 88,617 $ S11Ͳ10 S22Ͳ93 10 15 425 1.06 9 Open Cut $221 93,740 $ S22Ͳ93 S22Ͳ80 10 15 339 0.56 9 Open Cut $221 74,793 $ S22Ͳ80 S22Ͳ74 10 15 314 0.47 9 Open Cut $221 69,251 $ S22Ͳ74 S22Ͳ69 10 15 276 0.21 9 Open Cut $221 61,014 $ S22Ͳ69 S22Ͳ55 12 15 180 0.40 9 Open Cut $221 39,638 $ S22Ͳ55 S22Ͳ46 New Pipe 15 53 0.49 10 Open Cut $221 11,682 $ S22Ͳ46 S22Ͳ47 18 21 313 0.68 14 Open Cut $254 79,587 $ S22Ͳ47 S22Ͳ48 18 21 30 0.68 13 Open Cut $254 7,618 $ S22Ͳ48 S22Ͳ49 18 21 320 0.68 13 Open Cut $254 81,263 $ S22Ͳ49 S22Ͳ50 18 21 367 0.68 13 Open Cut $254 93,199 $ S22Ͳ50 S22Ͳ51 18 21 349 0.68 13 Open Cut $254 88,526 $ Total Baseline Pipe Construction Cost 1,822,079 $
Lower lateral replacement and cleanout, Approx. 100 450,000 $ Baseline Construction Cost: 2,272,079 $
Bypass Pumping (10% of pipe construction cost) 182,208 $ Remove & Replace Factor (5% of pipe construction cost) 91,104 $ Traffic Control (10% of pipe construction cost) 182,208 $ Subtotal: 2,727,599 $
Mobilization/Demobilization (5% of subtotal) 136,380 $ Estimated Construction Cost Subtotal: 2,863,979 $
Contingencies (30% of construction subtotal) 859,194 $ Total Estimated Construction Cost: 3,723,173 $
Engineering, Administration, Legal (25% of construction cost) 930,793 $ Estimated Capital Improvement Cost: 4,654,000 $

PROJECT COST DETAIL
AppendixF_CIPs.xlsx, E1 4/11/2016
J:\Projects\149 SANTA CLARA\149-008 Santa Clara 2015 Sanitary Sewer MP Update\G. GIS Files\_MXDs\CIP Maps\CIP_E1.mxd Sources: BING Basemap
Legend
!( Unmodeled Manhole
Modeled Manhole
% Unmodeled Sewer
Modeled Trunk Sewer
! Req'd Diameter (Ex. Dia)
Improvement Project Trigged by Entitlement
0 750 1,500 375 Feet
μ
City of Santa ClaraSanitary Sewer Improvement ProjectsProject E1: Tracy DriveSewer Improvement 15-in
(10-in)
21-in
(18-in)
15-in
(10-in)
15-in
(10-in)
15-in
(10-in)
15-in
(10-in)
0 S22-55
15-in
(10-in)
Appendix G - General Plan Land Use and
Recent (2009-2015) Developments
General Plan Phase 3 (2035) Development List is included on the enclosed CD 0 0.5 1 Mile
Legend
Recent (2009-2015) Development Projects
General Plan Phase 3 (2035) Development
μ
ÉP Pump/Lift Station
Modeled Trunk Sewers
Unmodeled Sewers
San Jose Interceptors
City Limit
J:\Projects\149 SANTA CLARA\149-008 Santa Clara 2015 Sanitary Sewer MP Update\G. GIS Files\_MXDs\Master Plan Report Figures\MPFig_AppendixG_Dvpt_05Apr2016.mxd City of Santa Clara
Sanitary Sewer
Master Plan Update
Appendix G
Recent and
Future Growth Areas
SC lnjluent
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Y,R
SUMMER HILL I B90 £CR
Recent Development Projects (20
-2015) Included in Estimating Future Loads
ID Name Proposed Land Use Proposed Development 1,2
1 BART Extension Commercial -- --
2 Lafayette Data Center Data Center -- --
3 Bassett Data Center Data Center -- --
4 Old Ironsides Data Center Data Center -- --
5 Valley Fair Expansion Commercial 23,000 SF
6 Sobrato - Lawson Lane Commercial 516,000 SF
7 South Bay Development Commercial 564,000 SF
8 2875 Lakeside Dr. Hotel Commercial 170 DU
9 2525 El Camino Real Residential 48 DU
10 Mansion Grove Apartment Residential 124 DU
11 CORE Residential 28 DU
12 Menlo Equities Commercial 1,403,000 SF
13 Mission College Campus Commercial -- --
14 Yahoo! Development Commercial 3,641,000 SF
15 49ers stadium Commercial 1,850,000 SF
16 Martin Ave. Data Center Data Center -- --
17 Agnew Dr. Development Residential 50 DU
18 Coresite Data Center Data Center -- --
19 Space Park / Pelio Data Center Data Center -- --
20 Siren Data Center Data Center -- --
21 SCU Graham Residence Hall Residential 376 DU
22 Oracle Campus Cooling Tower Industrial -- --
23 Sreamline Circuits Industrial -- --
24 Burton Dr. Commercial -- --
25 865 Pomeroy Ave. Development Residential 21 DU
26 3175 El Camino Real Residential 133 DU
27 Stevens Creek Development Commercial 375,000 SF
28 FMC Site Mixed Use 1,000 DU
1,500,000 SF
29 3000 Bowers Ave (Sobrato Development) Commercial 317,000 SF 30 2121 Laurelwood Commercial 245,000 SF
31 Mission College Data Center Data Centers -- --
32 Russel Building Residential 195 DU
33 Monticello Village Mixed Use
825 DU
40,000 SF
34 NVIDIA Commercial 1,041,000 SF
35 3303 Scott Blvd. Commercial 230,000 SF
+
+
+
+
+
+
+
+
+
+
+
+
ID Name Proposed Land Use Proposed Development 1,2
36 Sobrato Development Revision Commercial 1,043,000 SF 37 4800 Great America Parkway R&D Offices 170,000 SF
38 Condensa Commercial 909,000 SF
39 2585 El Camino Real Residential 60 DU
40 Prometheus Residential 222 DU
41 166 Saratoga Development Residential 33 DU
42 Madison Place Mixed Use
28 DU
7,000 SF
43 Franklin-Monroe-Benton Development Mixed Use -- --
44 Gateway Village Mixed Use -- --
45 Aria Project R&D Offices 6,000 SF
46 Oracle Development Commercial -- --
47 Santana Artrium Senior Apartment Residential 90 DU
48 Scott Campus R&D Offices 1,372,000 SF
49 Valley Fair Development Commercial 127,000 SF
50 Santa Clara Square Commercial 2,200 DU
1,842,000 SF
51 Mission Town Center Mixed Use
450 DU
27,000 SF
52 Summer Hill Apartments Residential 151 DU
53 City Ventures Residential -- --
54 Santa Clara City Place Mixed Use 1,360 DU
7,800,000 SF
55 Lennar Commercial Commercial 199,000 SF
56 Dupont Fabrous Data Center Data Center -- --
57 2950 Lakeside Drive Hotel Commercial -- --
58 CLK Building Commercial 131,000 SF
59 1890 El Camino Real Mixed Use -- --
60 Swimming Center Commercial -- --
61 Lawrence Station Mixed Use 3,000 DU
104,000 SF
Minimum Total Residential Dwelling Units: 10,564 DU
Minimum Total Non-Residential Square Footage: 25,482,000 SF

1. Non-Residential developments are rounded to the nearest 1,000 square feet.

2. Building square footage (SF) or dwelling units (DU) are not applicable to developments with unique land use such as data centers and swim center. For these types of developments, use-specific flow rates were used for modeling purpose. +
+
+
+
+
+
+
+
+
+
+
+
+
+

SANTA CLARA

MASTER PLAN

ADDENDUM
REPORT
Updated June 2022
0011096.00
City of Santa Clara
woodardcurran.com
COMMITMENT INTEGRITY DRIVE RESULTS
51 E. Campbell Avenue, Suite 128
Campbell, CA
408.831.4800
~

WOODARD
. ~
&CURRAN
Santa Clara (0011096.00) i Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022

TABLE OF CONTENTS
SECTION PAGE NO.

1. INTRODUCTION .............................................................................................................................................. 1-1

1.1 Wastewater Collection System Updates......................................................................................... 1-1

1.1.1 Completed Projects ............................................................................................................. 1-1

1.1.2 Future Projects .................................................................................................................... 1-7

2. CAPACITY EVALUATION............................................................................................................................... 2-1

2.1 Capacity Analysis Scenarios .......................................................................................................... 2-1

2.2 Capacity Deficiency Criteria ........................................................................................................... 2-2

2.3 Capacity Deficiencies ..................................................................................................................... 2-2

2.3.1 Existing (2015) Flow Scenario ............................................................................................. 2-2

2.3.2 Future (2035 with 2016 Master Plan and Development Specific Solutions) Flow Scenario . 2-3

3. CAPACITY IMPROVEMENT ALTERNATIVES ............................................................................................... 3-1

3.1 Design Criteria ................................................................................................................................ 3-1

3.2 Capacity Improvement Alternatives ................................................................................................ 3-1 Alternative 1 – Calabazas Creek Trunk Upsize and Installation of Parallel 18-Inch Sewer Under the Existing 27-Inch Storm Drain.................................................................................. 3-3 Alternative 2 – Diversion to Machado Avenue and Chromite Drive ................................................ 3-7 Alternative 3 – Calabazas Creek Trunk Upsize and Relocation of Existing 27-Inch Storm Drain... 3-9 Alternative 4 – Diversion to El Camino Real (ECR) and Bowers Avenue ..................................... 3-12 Great America Parkway (GAP) West Trunk ................................................................................. 3-17

3.3 Alternatives for Further Analysis ................................................................................................... 3-19

3.3.1 Cost Estimates ................................................................................................................... 3-19

FIGURES
Figure 1-1: Sanitary System Collection System ......................................................................................................... 1-2 Figure 1-2: Project P6-Alt Plan View ......................................................................................................................... 1-3 Figure 1-3: Project P6-Alt Profile View1 ..................................................................................................................... 1-4 Figure 1-4: Calabazas Creek Trunk Sanitary Sewer Condition Assessment Repairs Project Plan View .................. 1-5 Figure 1-5: Calabazas Creek Trunk Sanitary Sewer Condition Assessment Repairs Project Profile View ............... 1-6 Figure 1-6: Proposed Capacity Improvement Project E1 Plan View ......................................................................... 1-8 Figure 1-7: Proposed Capacity Improvement Project E1 Profile View ...................................................................... 1-9 Figure 1-8: Proposed Improvement Projects along GAP and Lafayette Street Trunks ............................................ 1-10 Figure 1-9: Proposed Improvement Projects along GAP West Trunk Profile View .................................................. 1-11 Figure 1-10: Proposed Lining along GAP East Trunk Profile View .......................................................................... 1-12 Figure 2-1: Existing (2015) PDWF Deficiencies ........................................................................................................ 2-5 Figure 2-2: Existing (2015) PWWF Deficiencies ....................................................................................................... 2-6 Figure 2-3: Future (2035 with 2016 Master Plan and Development Specific Solutions) PDWF Deficiencies ............ 2-7 Figure 2-4: Future (2035 with 2016 Master Plan and Development Specific Solutions) PWWF Deficiencies ........... 2-8 Figure 3-1: Capacity Improvement Alternatives ........................................................................................................ 3-2 Figure 3-2: Alternative 1 Sewer Capacity Improvement ............................................................................................. 3-4 Figure 3-3: New Parallel 18-Inch Sewer.................................................................................................................... 3-5 ~
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MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Figure 3-4: New Parallel 18-inch Twin Sewers ......................................................................................................... 3-6 Figure 3-5: Alternative 2 Sewer Capacity Improvement ............................................................................................ 3-8 Figure 3-6: Alternative 3 Sewer Capacity Improvement .......................................................................................... 3-10 Figure 3-7: New SD Manhole and 27-inch SD ........................................................................................................ 3-11 Figure 3-8: Cross Section Example of Potential Drop SD Manhole and 27-inch SD .............................................. 3-12 Figure 3-9: Initial Alternative 4 Sewer Capacity Improvement ................................................................................ 3-14 Figure 3-10: Initial Alternative 4 Future (2035) PWWF Deficiency .......................................................................... 3-15 Figure 3-11: Final Alternative 4 Sewer Capacity Improvement ................................................................................ 3-16 Figure 3-12: Great America Parkway West Trunk Improvements ............................................................................ 3-18

TABLES
Table 3-1: Updated Capacity Improvement Projects Planning-Level Cost Estimates ............................................. 3-21

APPENDICES
Appendix A: Record drawings and list of developments that have been evaluated since completion of the 2016 Master Plan
Appendix B: Capacity Deficiency Profiles
Appendix C: Capacity Improvement Alternatives Profiles
Appendix D: Capacity Improvement Project Cost Estimates ~
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MasterPlanAddendum_Report_FINAL_06212022.docx June 2022

1. INTRODUCTION
The City of Santa Clara (City or CSC) has contracted with Woodard & Curran to develop an addendum to the City’s 2016 Sanitary Sewer Master Plan Update (2016 Master Plan) to update the capacity improvement project E1 (Tracy Drive Sewer Improvement) and address capacity deficiencies along the Calabazas Creek trunk and Great America Parkway (GAP) west trunk. The purpose of this addendum is to update project E1,identify a solution to the Calabazas Creek trunk capacity deficiency resulting from the lined portion of the 24-inch Calabazas Creek trunk and 19-inch unlined restriction, and identify a solution to the GAP west trunk deficiency.

1.1 Wastewater Collection System Updates
The City has completed multiple sewer improvement projects in the past few years affecting flow in the Calabazas Creek trunk as well as high priority projects recommended in the 2016 Master Plan. In addition, estimated future flows in the Calabazas Creek trunk will also be affected by modifications to the proposed upstream 2016 Master Plan capacity improvement project E-1. Figure 1-1 shows the City’s sewer system and locations of these projects. A description of each project follows.

1.1.1 Completed Projects
Project P6-Alt (CSC tracking number 12,175-D) was recommended in the City’s 2016 Master Plan and was completed in the summer of 2020 by a developer as a condition of approval. The project record drawings are included in Appendix A. The project upsized approximately 2,040 linear feet of existing 24-inch sewer to a 27-inch (inside diameter) high density polyethylene (DR21 HDPE) and polyvinyl chloride (PVC SDR26) sewer. Figure 1-2 and Figure 1-3 show a plan and profile view of the project, respectively. Construction mostly utilized pipe bursting methods, and therefore the 27-inch sewer vertical alignment followed the slope of the existing trunk. However, it should be noted that the first 386- foot segment of the new 27-inch (from sanitary sewer manhole 12175-D_SSMH11 to 12175-D_SSMH11) was constructed at a reduced pipe slope of 0.041 percent (compared to the original slope of 0.2 percent). The City recently re-surveyed the project manholes in November 2021 to obtain rim and invert elevations. The profile shown on Figure 1-3 reflects the surveyed manhole rim elevations and sewer invert elevations (adjusted to the NGVD29 vertical datum to match the hydraulic model’s vertical datum). The survey confirmed the flat slope of that initial segment (surveyed slope is 0.047 percent).

The Sanitary Sewer Condition Assessment Repairs Project (CSC tracking number 12,291-D) is located immediately upstream of project P6-Alt and was completed in Spring 2020. The project record drawings are included in Appendix A. The project included cured-in-place pipe (CIPP) lining of a few segments of the Calabazas Creek trunk, and a 19- inch constriction was discovered just downstream of Kifer Road. The constriction is due to a 27-inch reinforced concrete pipe (RCP) storm drain (SD) crossing over the sanitary sewer and continuing down a maintenance ramp to the Calabazas Creek. The downsized 19-inch segment was likely put in place to provide enough clearance between the sewer and the storm drain. Figure 1-4 and Figure 1-5 show a plan and profile view of the project, respectively. Figure 1-4 includes a screenshot of the record drawings (refer to sheet number C-27 of CSC tracking number 12,291-D in Appendix A) showing the 27-inch RCP storm drain (shown highlighted in yellow) crossing over the 19-inch sewer (shown highlighted in green). It should be noted that the 19-inch diameter was field verified during the project construction.

The City recently implemented the 2016 Master Plan projects P1 (Westside Lift Station Adjustment) and P2 (Tasman Lift Station Adjustment) to address deficiencies in the influent sewers caused by pump on/off set point levels. Set point levels at both pump stations were adjusted to a lower elevation to eliminate the backup surcharge occurring in the upstream influent sewers.
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MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Figure 1-3: Project P6-Alt Profile View1
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MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Although the City intends for this to be a permanent change, it is unclear what impacts, if any, may be experienced by the existing pump station equipment. The City will continue to monitor the pump station equipment and may readjust these set levels in the future if the pump station equipment begins to experience any accelerated wear and tear or a decline in performance.

1.1.2 Future Projects
The City recently updated the 2016 Master Plan capacity improvement project E1 (Tracy Drive Sewer Improvement).

As shown on Figure 1-1, Project E1 is located along Tracy Drive, Pomeroy Avenue, and Homestead Road. The project proposes to upsize approximately 6,600 feet of 10- to 12-inch sewer in Tracy Drive and Pomeroy Avenue to a 15-inch sewer. In addition, the project proposes to install a new diversion sewer at manhole S22-55 to divert flow from Pomeroy Avenue to Homestead Road. The project would also upsize approximately 1,400 feet of 18-inch sewer on Homestead Road to a 21-inch. Figure 1-6 and Figure 1-7 show a plan and profile view of the project, respectively. The recent project E1 model update raised the proposed diversion at manhole S22-55 such that more flow continues north to Pomeroy Avenue and eventually to the Calabazas Creek trunk. The proposed diversion was raised to divert slightly less flow into Homestead Road to ensure that the downstream sewers along Homestead Road (upsized by Project E1 from 18- to 21-inches) meet the Master Plan’s sizing criteria for new sewer facilities (i.e., maximum allowable depthto-diameter ratio or d/D of 0.75 under peak design wet weather flow conditions). The revision results in more flow being conveyed down Pomeroy Avenue and eventually reaching the Calabazas Creek trunk.

The City also recently developed a project along the GAP west trunk to address improvements needed to convey flows from the Patrick Henry Drive (PHD) Specific Plan development. These improvements are described in detail in the recently completed PHD Evaluation of Capacity Improvement Project Alternatives TM (dated December 3, 2021 and included in Appendix A). The improvements (based on the selected Alternative 3 or Gravity Scenario E) include upsizing and lowering a portion of the GAP west trunk (from manhole S83-5 at PHD to manhole S93-50 located immediately upstream of Old Glory Lane). The City is also proposing to line certain segments of the GAP and Lafayette Street trunks with Cured In Place (CIPP) lining. Details on the proposed lining project (e.g., segments to be CIPP lined and minimum liner thickness) were obtained from the project’s 95% design drawings (CSC tracking number 12350-D) and a spreadsheet provided by the City on September 16, 2021. Both references are included in Appendix A. Figure 1-8 shows a plan view of the proposed projects. Figure 1-9 and Figure 1-10 show GAP trunk profile views. The City recently surveyed manholes along the GAP trunks in June 2021 to obtain rim and invert elevations. The profiles shown reflect the surveyed manhole rim and sewer invert elevations (elevations in NGVD29 vertical datum to match the hydraulic model’s vertical datum). Elevations shown in purple indicate surveyed data. ~ .... ~ WOODARD
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MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Figure 1-6: Proposed Capacity Improvement Project E1 Plan View 20-40
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MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Figure 1-7: Proposed Capacity Improvement Project E1 Profile View Pomeroy Avenue Homestead Road
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MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Figure 1-9: Proposed Improvement Projects along GAP West Trunk Profile View Proposed lined
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MasterPlanAddendum_Report_FINAL_06212022.docx June 2022

2. CAPACITY EVALUATION
Sewer system capacity was evaluated for specific flow conditions in combination with system performance (capacity deficiency) criteria. The City’s design flow and capacity deficiency criteria for both dry and wet weather flow conditions are detailed in the 2016 Master Plan. This section summarizes the design flow conditions for both existing (2015) and future (2035) scenarios, summarizes the City’s capacity deficiency criteria, and presents the results of the capacity evaluation.

2.1 Capacity Analysis Scenarios
The capacity analysis was performed under peak dry weather and wet weather (10-year design storm) flow conditions for the existing (2015) and future (2035) flow scenarios. The future (2035) flow scenario represents the planning horizon for the City’s 2035 General Plan. The future (2035) scenario therefore includes:
• Existing (2015) flows (based on the average water use during the four winter periods between December 2010 and February 2014);
• Updated development assumptions consistent with the City’s 2035 General Plan; • Projected loads for additional developments that were approved between 2009 (after the completion of the original 2035 load estimates) and the completion of the 2016 Master Plan (and not yet constructed by the winter of 2014 nor included in the original 2035 General Plan projections); • Cupertino Sanitary District (CuSD) contractual maximum flows (13.8 million gallons per day or mgd) for future peak wet weather flow (PWWF) conditions; CuSD’s future peak dry weather flow (PDWF) was set to 12.2 mgd. Existing CuSD PDWF and PWWF were set to 6.2 and 12.7 mgd, respectively. • Projected loads from developments that have been evaluated since completion of the 2016 Master Plan including developments reviewed through April 2022 (e.g., PHD Specific Plan and Freedom Circle Focus Area and Greystar General Plan Amendment (GPA)). A complete list and accompanying figure of these developments is included in Appendix A.

The wet weather flow condition used the same 10-year design storm that was used for the 2016 Master Plan.

The model network used in the existing (2015) scenario was based on the City’s current sewers including the constructed project P6-Alt, the Calabazas Creek trunk Sanitary Sewer Condition Assessment Repairs Project, and the 2016 Master Plan projects P1 (Westside Lift Station Adjustment) and P2 (Tasman Lift Station Adjustment). The model network used in the future (2035) scenario was based on the City’s 2016 Master Plan solutions network. The solutions network includes the improvements recommended in the 2016 Master Plan but not yet constructed (projects P3, P4, and P5) as well as the recently modified project E1, recently constructed projects P6-Alt, Calabazas Creek trunk Sanitary Sewer Condition Assessment Repairs Project, and 2016 Master Plan projects P1 and P2. It should be noted that except for capacity improvement project P3 (Cabrillo Avenue Sewer Improvement), all other yet to be constructed 2016 Master Plan projects are only needed to convey the future (2035) flows. The solutions network also includes improvements associated with specific developments including the PHD Specific Plan and the Freedom Circle Focus Area and Greystar GPA. Since these improvements are associated with these specific developments, they have also not been constructed to-date.
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MasterPlanAddendum_Report_FINAL_06212022.docx June 2022

2.2 Capacity Deficiency Criteria
The City’s 2016 Master Plan capacity deficiency criteria were used to determine which sewer pipes should be relieved or replaced (i.e., are deficient) due to inadequate capacity to convey sewer flows. Deficiencies are often expressed as the pipe flow depth-to-diameter ratio (called d/D, where “d” is the flow depth, and “D” is the pipe diameter). Surcharge occurs when the d/D of a given pipe is greater than 1.0, indicating that the water surface (i.e., hydraulic grade line) is higher than the pipe crown. The deficiency criteria are as follows:
• Peak Dry Weather Flow (PDWF): No surcharge allowed (d/D <= 1) • Peak Wet Weather Flow (PWWF):
o Gravity sewer with less than 6 feet of cover: no surcharge allowed (d/D <= 1) o Gravity sewer with 6 feet or more of cover: surcharge up to 1 foot above the pipe crown.

2.3 Capacity Deficiencies
The figures on the following pages document all the identified capacity deficiencies based on the system deficiency criteria discussed above. The deficiencies shown and listed are the pipes that would need some type of capacity relief, either to increase their capacity (e.g., upsize to larger diameter) or to reduce the flow (e.g., divert flow away from the pipe). The figures also show where surcharging is predicted to occur. Two types of surcharge are shown:
• Surcharge caused by “throttle” conditions (e.g., the full pipe capacity is less than the peak flow). • Surcharge caused by backwater effects.

It is important to note that surcharge due to backwater effects does not necessarily indicate a capacity restriction at that location since a downstream capacity restriction may be causing the backwater and resulting in surcharge further upstream. In addition, a surcharged sewer does not necessarily mean it is deficient since the City allows for up to 1 foot of surcharge above the pipe crown (as previously discussed in Section 2.2).

Figure 2-1 through Figure 2-4 illustrate the performance of the system, including where deficiencies (i.e., surcharge conditions exceed the deficiency criteria outlined in Section 2.2) occur under existing (2015) and future (2035) PDWF and PWWF conditions. Appendix B includes model hydraulic profiles of the deficient locations. An example model hydraulic profile and legend is also included in Appendix B. It is important to keep in mind that the network used to identify deficiencies under future (2035) conditions was based on the City’s 2016 Master Plan solutions plus development specific improvements network. The deficiencies shown therefore reflect updated hydraulic conditions in the system assuming all 2016 Master Plan capacity improvement projects and development specific improvements are constructed. As discussed in Section 1, three 2016 Master Plan capacity improvement projects (P1, P2, and P6-Alt) have been implemented to-date.

2.3.1 Existing (2015) Flow Scenario
As shown in Figure 2-1, there are no predicted deficiencies under existing PDWF conditions. The implementation of 2016 Master Plan projects P1 and P2 addressed the previous deficiency IDs D1 and D2 (as shown on Table 4-2 and Figure 4-3 of the 2016 Master Plan).

Under existing PWWF conditions, a few segments of the Calabazas Creek trunk would be deficient where the surcharge level is 1 foot or more above pipe crown (refer to deficiency ID D6 as shown on Figure 2-2). A profile view of this deficiency is shown in Appendix B (Figure B-1 and Figure B-2). This deficiency was not identified in the 2016 ~ ... 4'.

WOODARD
CURRAN

Santa Clara (0011096.00) 2-3 Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Master Plan because it is caused by the newly CIPP-lined downstream segment (between manholes S62-38 and S62- 34) being throttled. The surcharge would also be exacerbated by the 19-inch constriction at Kifer Road which would cause further backwater surcharge upstream. The CIPP-lined segment between manholes S62-48 and S62-40 would also be throttled.

Deficiency ID D3 was identified in the City’s 2016 Master Plan (refer to Table 4-2 and Figure 4-3 of the 2016 Master Plan). The proposed capacity improvement project P3 (Cabrillo Avenue Sewer Improvement) would address this deficiency. Figure B-3 in Appendix B shows a profile of this deficiency under existing (2015) PWWF conditions. Figure 5-1 in the 2016 Master Plan shows the location of project P3.

2.3.2 Future (2035 with 2016 Master Plan and Development Specific Solutions) Flow Scenario As discussed in Section 2.1, the model network used in the future (2035) scenario was based on the City’s 2016 Master Plan solutions network which includes improvements that have yet to be constructed (e.g., 2016 Master Plan projects P3, P4, P5, and modified E1); improvements associated with specific developments; the proposed CIPP lining of the GAP and Lafayette Street trunks; as well as recently constructed improvements (e.g., project P6-Alt, Calabazas Creek trunk Sanitary Sewer Condition Assessment Repairs Project, and 2016 Master Plan projects P1 and P2).

As shown on Figure 2-3, there are two deficiencies under future (2035) PDWF conditions. A profile of deficiency ID D6 on the Calabazas Creek trunk is included in Appendix B (Figure B-4). The deficiency is due to the throttled 19-inch constriction at Kifer Road. Deficiency ID D8 (Great America Parkway West Trunk) is caused by throttled segments immediately downstream of Tasman Drive. It should be noted that the predicted future (2035) flow in the Great America Parkway (GAP) trunks has increased since the 2016 Master Plan. The increase is due to various proposed developments that have been evaluated since completion of the 2016 Master Plan including various data center developments, the Freedom Circle Focus Area and Greystar GPA, and the PHD Specific Plan. A profile of deficiency ID D8 is included in Appendix B (Figure B-5). The profile also shows the proposed PHD Specific Plan improvements and soon to be lined segments along the GAP West Trunk. The PHD Alternative 3/Gravity Scenario E Improvements along PHD and Old Ironside Drive are shown to be backwater surcharged. The backwater surcharge is caused by the hydraulic grade line in the GAP West Trunk backing into the PHD sewers since they meet at matching inverts. These conditions are documented in the recently completed PHD Evaluation of Capacity Improvement Project Alternatives TM (dated December 3, 2021 and included in Appendix A).

It should be noted that the City is currently working on a focused study related to data centers (Citywide Data Centers Discharge Study). The purpose of the Data Center Study is to assess the potential capacity impact of peak discharges from existing data centers on the City’s collection system. Outcomes from this study could affect predicted flows in the GAP trunks.

Under future (2035) PWWF conditions, the deficiency on the Calabazas Creek trunk (deficiency ID D6) would extend further upstream due to backwater surcharge (refer to Figure 2-4). A profile view of the deficiency and a more detailed view of the downstream deficient segments are shown in Appendix B (Figure B-6 and Figure B-7). As shown on this profile, the very flat slope in the first (upstream) segment of Project P6-Alt would cause the hydraulic grade line to steepen. In addition, a few lined segments would be throttled. The 19-inch constriction would also raise the hydraulic grade line further.

The deficiency along the GAP West Trunk (deficiency ID8) would also be exacerbated by the future PWWF with surcharge levels greater than 1 foot above crown from manhole S93-48 (immediately downstream of the siphons) to manhole S103-22 (at interconnection #3). A profile of this deficiency is shown in Figure B-8 in Appendix B. Most of the sewers along this deficient segment would be surcharged due to throttle conditions. The PHD sewer improvements along the GAP west trunk would also be surcharged, although this would be caused by backwater from the downstream throttled segments. The PHD Alternative 3/Gravity Scenario E Improvements along PHD and Old Ironside Drive would ~ ... 4'.

WOODARD
CURRAN

Santa Clara (0011096.00) 2-4 Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 still be backwater surcharged (again due to the smaller sewers meeting the GAP west trunk at matching inverts). These conditions are documented in the recently completed PHD Evaluation of Capacity Improvement Project Alternatives TM (dated December 3, 2021 and included in Appendix A).

Appendix B also shows a profile of the proposed modified Project E1 under future (2035) PWWF conditions (refer to Figure B-9). As shown on the profile, the upsized 21-inch sewers (shown highlighted in purple) would be just within the project sizing criteria (i.e., d/D ≤ 0.75).

It should be noted that CuSD recently provided the City with an update to their projected (future) PWWF discharge into the Santa Clara system. The updated PWWF is 14.5 mgd, which is higher than the 13.8 mgd PWWF assumed for the City’s 2016 Master Plan (equivalent to CuSD’s current contractual maximum flow rate). CuSD flows impact both the Calabazas Creek and Great America Parkway trunks. The City is currently in discussions with CuSD to determine next steps. Impacts of the updated CuSD future flows on the City’s system will be analyzed and any resulting deficiencies addressed by the City’s future Sewer Master Plan Update. ~ ... 4'.

WOODARD
CURRAN
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Santa Clara (0011096.00) 3-1 Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022

3. CAPACITY IMPROVEMENT ALTERNATIVES
This section presents the alternatives evaluated to alleviate the capacity deficiency identified in the Calabazas Creek and GAP west trunks (deficiency ID D6 and D8) and presented in Section 2. The alternatives were designed to relieve the deficiencies either by upsizing the capacity deficient pipes or identifying potential rerouting of flows. The alternatives were tested in the model to confirm that they would provide the needed capacity relief and to determine the pipe sizes needed for the relief sewers. In some cases, the alternative would result in capacity deficiencies further downstream, since peak flows reaching downstream pipes would increase, causing additional surcharging downstream. In these cases, the scope of the proposed improvements was expanded to include improvements needed to alleviate the new downstream deficiencies. Only viable alternatives are recommended for further consideration for potential inclusion in the City’s capital improvement plan (CIP) (as discussed in the following Section 4).

3.1 Design Criteria
New pipes were sized according to the City’s design criteria. Design criteria differ from the capacity deficiency criteria discussed in Section 2 in that design criteria are specific to new facilities, while capacity deficiency criteria define the minimum acceptable performance level of existing facilities. The key design criteria used at this planning stage are as follows:
• All new facilities were sized for the future (2035) PWWF condition. • New pipes were sized not to exceed approximately 75% full (d/D less than or equal to 0.75) under future (2035) PWWF.
• Replacement (upsized) pipes were sized assuming the existing pipe was replaced with a larger pipe at the same slope.
• New pipes, excluding pipes being upsized at the same slope, should have a minimum velocity of 2 feet per second (fps) at half-full pipe.
• A Manning’s “n” of 0.013 was assumed for all pipes.

3.2 Capacity Improvement Alternatives
Four potential alternatives to the Calabazas Creek trunk capacity deficiency were identified. Figure 3-1 shows the extent and locations of the alternatives. Each alternative is discussed in further detail in the sections below. A plan view of the alternative showing deficiency results under future (2035) PWWF is included in the discussion. Profile views showing the deficiency and more detailed hydraulic conditions are included in Appendix C. > ...... ~ WOODARD
. CURRAN
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MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Alternative 1 – Calabazas Creek Trunk Upsize and Installation of Parallel 18-Inch Sewer Under the Existing 27-Inch Storm Drain
This alternative would upsize the deficient sections of the Calabazas Creek trunk and would install a new 18-inch sewer parallel to the existing 19-inch sewer constriction under the storm drain. In addition, the alternative would redo the vertical alignment of the first two 27-inch segments of project P6-Alt. As discussed in Section 1 (and shown on Figure 1-3), the first segment of project P6-Alt has a very flat slope (0.047 percent) which results in a reduced pipe full capacity (pfc) of 4.32 mgd. In contrast, the segment immediately downstream has a much steeper slope (0.639 percent), resulting in a much greater pfc of 16.0 mgd. As shown on Figure B-6 (in Appendix B), the reduced pipe capacity in the first segment results in a steepening of the hydraulic grade line, which then results in backwater surcharge in upstream segments. Addressing this flat slope is key to preventing future backup into upstream segments. The record drawings for project P6-Alt did not identify any utility conflicts that would make this option infeasible. However, further investigation of utilities should be conducted during the design phase of the project to confirm its feasibility. Figure 3-2 shows a plan view of the alternative. Alternately, depending on the condition of the existing 19-inch segment, it could be replaced with two new parallel 18-inch sewers. Figure 3-3 and Figure 3-4 illustrate the two potential configurations for the new 18-inch sewer(s).

It should be noted that the original alternative was limited to the segments immediately downstream of Kifer Road (from manhole S62-37 to new P6-Alt manhole SSMH9 located immediately upstream of manhole S62-10. However, these upsized sewers increased the flow conveyed, which caused a deficiency further downstream between sanitary sewer manhole S72-32 and new P6-Alt manhole SSMH1 (located in the vicinity of the abandoned manhole S72-20). A profile of the hydraulic conditions of this original alternative is included in Appendix C (refer to Figure C-1). To alleviate this new downstream deficiency, two additional sewer segments (between manhole SSMH1 and S72-12) were upsized from a 30- to a 36-inch sewer. The updated profile including this downstream upsized segment is included in Appendix C (Figure C-2). It should be noted that the existing slope of these two new upsized sewers (0.07 to 0.14 percent) is very flat. Increasing the slope of the two segments would increase capacity. However, utility conflicts may make this option infeasible. Potential utility conflicts should be evaluated during the design phase of this project. The sewers downstream of the siphon (between manhole S72-11 and S82-9) would be surcharged due to throttle conditions.

Although the surcharge level would not exceed 1 foot above crown (maximum surcharge level is 2.7 inches above pipe crown at manhole S72-8), these sewers are shallow, as they have less than six (6) feet of cover. As a result, they would also be considered deficient (per the City’s deficiency criteria discussed in Section 2). The minimum freeboard would be approximately 3.3 ft (at manhole S82-10). It is recommended the City survey the manholes along this section of the Calabazas Creek trunk (all manholes between and including S72-17 and S73-6) to confirm the pipe cover and resulting potential deficiency. Should the shallow pipe cover be confirmed, the proposed project would have to be extended to include these downstream segments.

As an alternative to upsizing existing sewers, the City may opt to install parallel sewers instead. This option would eliminate the need for bypass pumping and could therefore save the City money during construction. However, due to potential utility conflicts, it is not clear that there would be enough room between existing properties and the creek to allow for parallel trunks. In addition, the City would now have to maintain twice the length of sewers along this alignment. > ...... ~ WOODARD
. CURRAN
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Santa Clara (0011096.00) 3-5 Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Figure 3-3: New Parallel 18-Inch Sewer
"YOODARD
CURRAN

Santa Clara (0011096.00) 3-6 Woodard & Curran, Inc.

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. CURRAN

Santa Clara (0011096.00) 3-7 Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Alternative 2 – Diversion to Machado Avenue and Chromite Drive This alternative would include construction of a new manhole at the Calabazas Boulevard and Machado Avenue intersection and a new sewer going east on Machado Avenue and connecting to the existing Machado Avenue 21-inch trunk. The new manhole would have a weir or high-level diversion to divert peak flows to the 21-inch Machado Avenue trunk, thereby reducing flows going north in the Calabazas Creek trunk. This alternative was proposed in the City’s 2016 Master Plan as capacity improvement project P6 (Sewer Diversion at Calabazas Boulevard and Machado Avenue). Figure 3-5 shows a plan view of the alternative.

This alternative would relieve the capacity deficiency along the Calabazas Creek trunk. Profiles showing hydraulic conditions for the Calabazas Creek trunk, as well as for the Machado Avenue/Chromite Drive trunks, are included in Appendix C (Figure C-3 and Figure C-4, respectively). As shown on the profiles, the Calabazas Creek trunk would no longer be deficient. However, the trunk would still be flowing full in the lined segments and slightly surcharged, although the surcharge level would not exceed the City’s PWWF deficiency criteria. The 21-inch Machado Avenue trunk downstream of the diversion would still have capacity, although the downstream 24-inch Chromite Drive trunk would be full although not deficient.

The primary flow direction at the Chromite Drive and Bowers Avenue intersection is to continue east along Chromite Drive and South Drive, eventually discharging into the Walsh Avenue trunk. There is a diversion structure at the Chromite/Bowers intersection (at manhole S53-105) with a weir, which (should flows overtop the weir crest) could divert flows north to the Bowers Avenue trunk. However, as shown on the profile, under future (2035) PWWF conditions, the flow depth at this manhole would not reach the weir crest and, as a result, all flow would continue east to the Chromite Drive/South Drive 24- and 27-inch trunk. As shown on Figure C-5, immediately east of Kentworth Way (to the San Tomas Aquino Creek siphon), the 27- and 30-inch trunk would have enough capacity to accommodate the additional flow (the depth to diameter ratio (d/D) would range from 0.6 to 0.84). Downstream of the siphon, the 27- and 30-inch Walsh Avenue trunk could also accommodate the additional flow (d/D would range from 0.74 to 0.77). Diverting flow away from the Calabazas Creek trunk into the Machado Avenue/Chromite Drive trunks would also divert flow away from the downstream GAP west trunk. Figure C-6 shows the resulting hydraulic conditions in the GAP west trunk. The trunk between manholes S93-48 and S103-12 would still be surcharged. There would still be three deficient segments; however, the maximum surcharge level (1.02 ft at manhole S93-42) would just slightly exceed the deficiency criteria.

The minimum freeboard would be 6.7 ft at manhole S93-36.

The City recently conducted an Inflow/Infiltration (I/I) Study in the Chromite/Machado/Cabrillo (CMC) Basin. The CMC Basin drains to the 21-inch Machado Avenue and 24-inch Chromite Drive trunks. The I/I Study included flow monitoring in the CMC Basin and concluded that the I/I is concentrated in a relatively small area. The 2016 Master Plan I/I estimates for this area are based on the flow meter 10 basin (as presented in Figure 3-3 of the 2016 Master Plan). As such, the estimated I/I is evenly distributed in the area tributary to flow meter 10. Incorporating results of the flow monitoring conducted for the recent I/I Study could result in a refinement of the I/I distribution in this flow meter basin, which could impact modeled hydraulic conditions in the Machado Avenue and Chromite Drive trunks. The City will update the model calibration based on this flow monitoring data and re-evaluate this alternative in its upcoming Master Plan Update.
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..... WOODARD ""'
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WOODARD
&CURRAN

Santa Clara (0011096.00) 3-9 Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Alternative 3 – Calabazas Creek Trunk Upsize and Relocation of Existing 27-Inch Storm Drain This alternative would upsize the deficient sections of the Calabazas Creek Trunk including the 19-inch constriction.

Figure 3-6 shows a plan view of the alternative. The alternative would relocate the existing 27-inch RCP storm drain.

A new storm drain drop manhole would be constructed at the intersection to re-route the storm drain west to discharge into the creek through the culvert wall. Figure 3-7 and Figure 3-8 demonstrate examples of the potential new drop storm drain manhole. The storm drain would be sized to be able to convey the stormwater into the creek. This alternative is essentially the same as Alternative 1 except it would also include modifications to the storm drain and associated creek outfall structure.

This alternative would eliminate the Calabazas Creek trunk deficiency. However, as with Alternative 1, the original upsized segments were limited to the upstream segments from manhole S62-37 to new P6-Alt manhole SSMH9 located immediately upstream of manhole S62-10. However, these upsized segments would increase the flow conveyed, which caused a new deficiency further downstream between new manhole S72-32 and new P6-Alt manhole SSMH1 (located in the vicinity of the abandoned manhole S72-20). A profile of the hydraulic conditions of this original alternative is included in Appendix C (Figure C-7). As in Alternative 1, to alleviate this new downstream deficiency, two additional sewer segments (between manhole SSMH1 and S72-12) would be upsized from a 30- to a 36-inch sewer.

The updated profile of the final Alternative 3 is included in Appendix C (Figure C-8). It should be noted that the existing slope of these two new upsized sewers (0.07 to 0.14 percent) is very flat. Increasing the slope of the two segments would increase the capacity and reduce the upsized diameter required. However, utility conflicts may make this slope improvement infeasible. Potential utility conflicts should be evaluated during the design phase of this project. As in Alternative 1, the sewers downstream of the siphon (between manhole S72-11 and S82-9) would be surcharged due to throttle conditions. Although the surcharge level would not exceed 1 foot above crown (maximum surcharge level is

2.7 inches above pipe crown at manhole S72-8), these sewers are shallow, as they have less than six (6) feet of cover.

As a result, they would also be considered deficient (per the City’s deficiency criteria discussed in Section 2). The minimum freeboard would be approximately 3.3 ft (at manhole S82-10). It is recommended the City survey the manholes along this section of the Calabazas Creek trunk (all manholes between and including S72-17 and S73-6) to confirm the pipe cover and resulting potential deficiency. Should the shallow pipe cover be confirmed, the proposed project would have to be extended to include these downstream segments.

This alternative would require close coordination with Santa Clara Valley Water District (Valley Water). The District would have to approve the relocation of the 27-inch storm drain outlet and modifications to the existing culvert structure.

Because of the added regulatory and coordination complexity, this alternative was deemed less viable than the similar Alternative 1.
~ .... ~ WOODARD
·•CURRAN
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Modeled Sewer Manhole
Modeled Sewer
Proposed Capacity Improvement Project
36-in
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Addendum to
City of Santa Clara 2016
Sanitary Sewer Master Plan
Figure 3-6
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Improvement
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Santa Clara (0011096.00) 3-11 Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Figure 3-7: New SD Manhole and 27-inch SD
New .27-in SD
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~ ..... ~ WOODARD
·•CURRAN

Santa Clara (0011096.00) 3-12 Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Figure 3-8: Cross Section Example of Potential Drop SD Manhole and 27-inch SD Alternative 4 – Diversion to El Camino Real (ECR) and Bowers Avenue Alternative 4 would divert flow away from the Calabazas Creek trunk at El Camino Real (ECR) to relieve the capacity deficiency in the trunk. The current connection at manhole S32-102 (located in the southeast corner of the ECR and Calabazas Boulevard intersection) would be eliminated such that all ECR flow would continue east on ECR to eventually discharge to the Bowers Avenue trunk (at manhole S33-5). The alternative would upsize the existing 10- inch to a 15-inch sewer along ECR (from the Calabazas Boulevard to the Bowers Avenue intersections). Figure 3-9 shows a plan view of the initial alternative.

Figure 3-10 illustrates the performance of the system under this initial alternative, including where deficiencies (i.e., surcharge conditions exceed the deficiency criteria outlined in Section 2.2) would occur. As shown, the initial alternative would relieve most of the deficiency along the Calabazas Creek trunk, although a small segment would still be deficient (from manhole S62-39 to S62-37). However, the added flow diverted away from the Calabazas Creek trunk and into the new upsized ECR trunk (1.6 mgd) would cause a deficiency in the downstream segments of the Bowers Avenue trunk. Profiles of the hydraulic conditions of this initial alternative are included in Appendix C. Figure C-9 shows a profile view of the upsized 15-inch sewer along ECR. Figures C-10 and C-11 show a profile of the Calabazas Creek trunk. As shown, the deficiency occurs at manhole S62-37 where the surcharge level (1.06 feet above pipe crown) barely exceeds the 1 foot above pipe crown deficiency criteria. The deficiency is again due to backwater surcharge from the 19-inch constriction located immediately downstream of manhole S62-37. Figure C-12 shows a profile of the Bowers Avenue trunk including the deficient segments. The maximum surcharge level (1.9 ft above pipe crown) and minimum freeboard (7.5 ft) would occur at manhole S53-22. Figure C-13 shows a profile of the downstream segments of the Bowers Avenue trunk as it transitions into the GAP east trunk. As shown, these downstream sewers would also be flowing full, and several segments would be surcharged due to throttle conditions.

Construction along the busy ECR would be challenging. In addition, the alternative would cause more severe surcharge conditions in the downstream segments of the Bowers Avenue trunk. To address the deficient Bowers Avenue trunk, the Alternative 4 improvements would have to be extended to include upsizing approximately 2,590 linear feet (LF) of 27 to 30-inch pipe from manhole S53-34 to S63-20. A profile view of the Bowers Avenue trunk showing the proposed improvements and resulting hydraulic conditions is shown on Figure C-14. To address the one New SD
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Santa Clara (0011096.00) 3-13 Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 deficient segment along the Calabazas Creek trunk, a new 18-inch sewer could be constructed parallel to the existing 19-inch constriction. Alternately, depending on the condition of the existing 19-inch segment, it could be replaced with two new parallel 18-inch sewers. These two configurations were shown on Figure 3-3 and Figure 3-4, respectively. A profile view of the Calabazas Creek trunk showing the proposed improvements and resulting hydraulic conditions is shown on Figure C-15 and Figure C-16. Figure 3-11 shows a plan view of the ultimate Alternative 4 including all required improvements along the Calabazas Creek, ECR and Bowers Avenue.

Figure C-17 shows a profile of the GAP west trunk. Because the GAP trunks are interconnected, this alternative would still result in surcharge conditions and deficiencies along the GAP west trunk.

Additional sub-alternatives to Alternative 4 could include diverting flow away from the Calabazas Creek trunk and into the Bowers Avenue trunk through a new sewer along Warburton Avenue or Barkley Avenue. Since the Calabazas Creek trunk is approximately 9 feet higher than the Bowers Avenue trunk, there would likely be enough fall to provide the minimum slope required on the new West to East (W-E) trunk along Warburton Avenue or Barkley Avenue.

These “sub-alternatives to Alternative 4” are also shown on Figure 3-11. These new alignments would have several benefits including:
1) Avoiding construction along ECR. ECR is already a very busy road with numerous utilities and heavy traffic usage. Construction would also require coordination and permitting from Caltrans. 2) Avoiding modification to the existing siphons under the Calabazas Creek at manhole S32-102. Alternative 4 would require some modifications at this manhole to plug the existing connection to the Calabazas Creek trunk.
3) Ability to divert more than the 1.6 mgd PWWF assumed to be diverted under Alternative 4. Diverting more flow away from the Calabazas Creek trunk would completely address the downstream deficiency at the 19- inch constriction and possibly the surcharge conditions in the adjacent lined sewers. However, the additional flow diverted into the Bowers Avenue trunk would likely result in additional improvements required (in addition to the Alternative 4 Bowers Avenue trunk improvements). The sub-alternatives would have to be modeled in order to identify the PWWF diverted into the Bowers Avenue trunk and the resulting improvements required. 4) Added flexibility in the sewer system to divert flow away from a major North to South (N-S) trunk (Calabazas Creek trunk) into another major N-S trunk (Bowers Avenue trunk) via a new West to East (W-E) trunk. ~ ..... ~ WOODARD
·•CURRAN
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Calabazas
Creek Trunk
El Camino
Real Trunk
Addendum to City of Santa Clara 2016Sanitary Sewer Master PlanFigure 3-9Preliminary Alternative 4 SewerCapacity Improvement 0 0.25 0.5 Mile
Legend
Surcharge due to Backwater
μ
Surcharge due to Throttle
Surcharge Criteria Violation under
Future PWWF
ÉP Modeled Pump/Lift Station
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Initial Alternative 4
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Modeled Sewer Manhole
Modeled Sewer
Proposed Capacity Improvement Project
36-in
(24-in) Req'd Diameter (Ex. Diameter)
Warburton Alternate Diversion Alignment
Barkley Alternate Diversion Alignment
Addendum to
City of Santa Clara 2016
Sanitary Sewer Master Plan
Figure 3-11
Alternative 4 Sewer Capaciy
Improvement

Santa Clara (0011096.00) 3-17 Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Great America Parkway (GAP) West Trunk
Except for Alternative 2, all remaining Calabazas Creek trunk alternatives include predicted deficiencies along the GAP West Trunk. The deficiencies are due to a combination of increased flows in the trunk due to recent large development proposals as well as the effect of the proposed lining along certain segments of the West trunk. It should be noted that the GAP west trunk was shown to experience throttle and backwater surcharge conditions (although not deficient) prior to modeling the proposed GAP lining project (as shown on Figure 4-3 of the 2016 Master Plan Update). Profile views of the GAP West and East trunks assuming the Calabazas Creek trunk Alternative 1 is constructed are shown in Figure C-18 and C-19, respectively. As shown on the profiles, the GAP West trunk would mostly be surcharged due to throttle conditions from manhole S93-48 to S104-24. The GAP East trunk would also show throttle surcharge along similar segments from manhole S93-49 to S103-11. However, unlike in the GAP West trunk, the surcharge in the East trunk would not exceed the City’s deficiency criteria. It should be noted that the GAP East trunk is larger (39- and 42-inch) than the GAP West trunk (30- and 33-inch). In addition, the GAP East trunk invert elevations are slightly higher than the GAP West trunk. As a result, the GAP West trunk will always experience higher surcharge levels than the GAP East trunk downstream of Interconnection #2.

The proposed GAP West trunk improvements would be in addition to those proposed as part of the PHD Alternative 3/Gravity Scenario E project (as detailed in the PHD Evaluation of Capacity Improvement Project Alternatives TM included in Appendix A). The proposed improvements would include upsizing approximately 5,690 LF of 30-in (29.2-in if CIPP lined) and 33-in (31.9-in if CIPP lined) sewer to a 39-inch sewer. A plan view of the proposed GAP West Trunk project in shown in Figure 3-12. Figure C-20 (in Appendix C) shows a profile view of the upsized 39-inch GAP West trunk. Since the GAP trunk are interconnected, improvements in the GAP West trunk will also affect the hydraulic conditions in the GAP East trunk. Figure C-21 shows a profile of the GAP East trunk. Lowering the hydraulic grade line in the West trunk also lowers it in the East trunk and as a result, the trunk gains some additional capacity (new d/D downstream of Interconnection #2 ranges from 0.73 to 0.94). Lowering the hydraulic grade line in the West Trunk also has the benefit of lowering the level of surcharge in the PHD Alternative 3/Gravity Scenario E improvements along PHD and Old Ironside Drive. There is still backwater surcharge in these sewers. However, the maximum surcharge level (at the connecting manhole S83-5 with the GAP West Trunk) is 0.8 feet (below the 1 foot above pipe crown deficiency criteria). Profiles of the GAP West trunk improvements and the GAP East trunk assuming the Calabazas Creek trunk Alternative 4 is constructed are shown in Figures C-22 and C-23, respectively. ~ ....

WOODARD ~
CURRAN
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09 48060 1,920 Feet
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Addendum to
City of Santa Clara 2016
Sanitary Sewer Master Plan
Figure 3-12
GAP West Trunk Sewer
Capacity Improvement
Legend
Modeled Sewer Manhole
Modeled Sewer
36-in
(24-in) Req'd Diameter (Ex. Diameter)
PHD Alternative 3/Gravity Scenario E
Proposed Capacity Improvement Project
Proposed Capacity Improvement Project

Santa Clara (0011096.00) 3-19 Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022

3.3 Alternatives for Further Analysis
Of the four alternatives analyzed, Alternatives 1, 2, and 4 were selected for further analysis. The three alternatives would address the Calabazas Creek trunk deficiency while adhering to the City’s approach to future collection system capacity. Alternative 2 would divert flow away from the Calabazas Creek trunk, thereby maximizing use of existing system capacity by utilizing capacity in the Machado Avenue, Chromite Drive, and Walsh Avenue trunks (although these other trunks might otherwise be used/needed in the future for as-yet-unidentified future development).

Alternative 4 would also divert flow away from the Calabazas Creek trunk, although it would require significant improvements along the ECR and Bowers Avenue trunks. This alternative would become more viable should the proposed capacity improvements coincide with the need for rehabilitation due to pipe condition, especially along the Bowers Avenue trunk. Alternative 1 would upsize the Calabazas Creek trunk and maintain capacity in these other trunks, thereby retaining flexibility to convey additional future flows.

Alternative 2 would be a much smaller construction project and would give the City time to implement capacity improvements in the future. However, Alternative 1 would better retain the capacity in the other trunks for additional future flows. Alternative 4 would be a significant capital investment, and construction would need to occur along busy thoroughfares (ECR and Bowers Avenue) (although the sub-alternatives described previously could eliminate the need for construction along ECR). However, as noted above, Alternative 4 may be more viable should the Bowers Avenue trunk sewer require rehabilitation (due to pipe condition and/or age) and it would add capacity to one of the City’s major North-to-South trunks.

The recommended solution will be reviewed and refined as part of the City’s upcoming Master Plan Update. The Master Plan Update will reflect updated existing and future loads including updates to future flows of parcels with entitlement requirements (e.g., Agilent property), CuSD flows, and updates to the CMC Basin I/I estimate, which could impact results of Alternative 2 (by modifying predicted PWWF in the Chromite Drive/Machado Avenue trunks).

For the purposes of consolidating these three alternatives into the City’s overall list of capacity improvement projects, Alternative 1 was renamed to project P7 (Calabazas Creek Trunk Upsize), Alternative 2 was renamed to project P7- Alt 1 (Calabazas Creek Trunk Diversion to Machado Avenue and Chromite Drive), and Alternative 4 was renamed to project P7-Alt 2 (Diversion to El Camino Real and Bowers Avenue). The GAP West Trunk improvements were named project P8 (Great America Parkway West Trunk Improvements).

3.3.1 Cost Estimates
Planning level cost estimates were developed for the selected capacity improvement project alternatives and GAP West Trunk Improvements. The costs are conceptual level estimates, considered to have an estimated accuracy range of -30 to +50 percent, suitable for use for budget forecasting, capital improvement program development, and project evaluations, with the understanding that refinements to project details and costs would be necessary as projects proceed to design and construction. Material and labor price fluctuations are likely to affect project cost at the time of scheduled construction.

The cost index used for escalation of past bid prices is the Engineering News Records Construction Cost Index (ENR CCI) for the San Francisco area as of April 2022 (ENR CCI of 15104). It should be noted there have been recent significant increases in the ENR CCI due to recent inflation.

Cost criteria include baseline construction costs for gravity trunk sewers using pipe open-cut construction. Unit costs for gravity trunk sewers vary with pipe diameter and depth. Baseline costs include all standard materials, equipment, and labor to construct a pipeline project, except for site-specific items (e.g., possible dewatering and shoring needs). ~

WOODARD
...... ~
. CURRAN

Santa Clara (0011096.00) 3-20 Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Allowances of 10 percent of baseline construction costs were provided for remove and replace factor, traffic control, and bypass pumping (as needed). Traffic control for construction along major roadways has an allowance of 20 percent of baseline construction costs. The total construction cost for each project also includes an allowance for mobilization/ demobilization (5 percent of subtotal), plus an additional allowance for contingencies and unknown conditions (30 percent of construction cost subtotal). Additional cost items include an allowance for engineering, administration, and legal of 25 percent.

At the City’s request, the estimated capital improvement costs for all other capacity improvement projects (as presented in the 2016 Master Plan) were updated to the April 2022 ENR CCI.

Table 3-1 presents the planning-level cost estimate for the selected alternatives, GAP West Trunk Improvements, as well as the updated costs of the 2016 Master Plan capacity improvement projects. The itemized cost estimate for each project is detailed in the individual project information sheets included in Appendix D. Note that all costs presented in this Master Plan Addendum represent April 2022 costs for the San Francisco Area and are not escalated for future years. The costs for the GAP West Trunk Improvements do not include the improvements associated with the PHD Alternative 3/Gravity Scenario E project.
~

WOODARD
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. CURRAN
Santa Clara (0011096.00) 3-21 Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Table 3-1: Updated Capacity Improvement Projects Planning-Level Cost Estimates Project
ID Priority Project Name U/S MHID D/S MHID Description Est. Capital Improvement Cost1 P1 1 Westside Lift Station Adjustment N/A N/A Adjust the set points for the pumps to a lower elevation to eliminate unnecessary backups in the influent line. Project Complete P2 2 Tasman Lift Station Adjustment N/A N/A Adjust the set points for the pumps to a lower elevation to eliminate unnecessary backups in the influent line. Project Complete P3 2 Cabrillo Avenue Sewer Improvement S41-13 S41-20 Upsize 1,600 feet of 8-inch line in Cabrillo Ave. between Lawrence Expressway and Nobili Ave. to a 12-inch line. $2,390,000 P4 3 Tasman Drive Sewer Improvement S93-24 S93-35 Upsize 600 feet of 12-inch line in Tasman Dr. between Old Ironsides Dr. and Great America Pkwy. to a 15-inch line. $832,000 P5 4 Sewer Diversion at Los Padres Boulevard and Saratoga Avenue S25-85 S25-85
Install a weir in manhole S25-85 located in the intersection of Padres Blvd. and Saratoga Ave. to divert flow northwest to the existing 12-in line in Los Padres Blvd. $94,000
P6 4
Sewer Diversion at Calabazas Boulevard and Machado Avenue U/S of
S52-93 S52-120
Install a new manhole upstream of S52-93 in the intersection of Calabazas Blvd. and Machado Ave., and install a new 15-inch high-level diversion line (approximately 200 feet) to divert excess flow from the existing 24-inch line in Calabazas Blvd. to the 21-inch line in Machado Ave. The diversion line should be about 6 inches higher than the invert of the 24-inch line.

Project
Replaced by
P7-Alt 1
P6-Alt. 4 Calabazas Creek Sewer Improvement S62-31 S72-20 Upsize 1,800 feet of 24-inch line next to Calabazas Creek between Kifer Rd. and Scott Blvd. to a 27-inch line. Project Complete P7
Calabazas Creek Trunk Upsize and Installation of Parallel 18-Inch Sewer Under the Existing 27-Inch Storm Drain S62-37 S72-12
Upsize 2,400 feet of CIPP lined 22.8-inch sewer, 24, 27, and 30-inch sewer next to Calabazas Creek between Kifer Road and downstream of Scott Boulevard to a 27, and 36-inch sewer. Install approximately 20 feet of 18-inch sewer between existing manholes S62-37 and S62-38 under the existing 27-inch storm drain line. $4,170,000
P7-Alt 1
Calabazas Creek Trunk Diversion to Machado
Avenue and Chromite
Drive
U/S of
S52-93 S52-119
Install a new manhole upstream of existing manhole S52-93 at the intersection of Calabazas Boulevard and Machado Avenue. Install a weir or high-level diversion sewer (approximately 120 feet) to divert excess flow from the existing 24-inch Calabazas Creek trunk to the 21-inch Machado Avenue trunk. The diversion line should be approximately 9 inches higher than the invert of the 24-inch trunk. $315,000
>
.....

WOODARD
• CURRAN
Santa Clara (0011096.00) 3-22 Woodard & Curran, Inc.

MasterPlanAddendum_Report_FINAL_06212022.docx June 2022 Project
ID Priority Project Name U/S MHID D/S MHID Description Est. Capital Improvement Cost1 P7-Alt 2
Diversion to El Camino Real (ECR) and Bowers
Avenue
S32-102
S53-34
S33-5
S63-20
Upsize 1,800 feet of 10-inch line along ECR between Calabazas Boulevard and Bowers Avenue to a 15-inch. Upsize 2,600 feet of 27-inch along Bowers Avenue between Chromite Drive and Kifer Road to a 30-inch. Install approximately 20 feet of 18-inch sewer on the Calabazas Creek Trunk between existing manholes S62-37 and S62-38 under the existing 27-inch storm drain line. $7,008,000
P82
Great America Parkway West Trunk Improvements
S93-48 S104-19
Upsize 5,700 feet of 30-inch line along Great America Parkway between Old Glory Lane and Lafayette Street to a 39-inch. Improvements exclude the existing siphons. $12,993,000
Estimated Total Cost for Projects P3, P4, P5, P7 and P8:

Estimated Total Cost for Projects P3, P4, P5, P7-Alt 1 and P8:

Estimated Total Cost for Projects P3, P4, P5, P7-Alt 2 and P8:
$20,479,000 $16,624,000 $23,317,000
E13 N/A Tracy Drive Sewer Improvement S10-77 S22-51
Upsize approximately 6,600 feet of 10- to 12-inch line in Tracy Dr. and Pomeroy Ave. to a 15-inch line; install a new 15-inch line between manholes S22-55 and S22-46 in Pomeroy Ave. and Homestead Rd. (approximately 50 feet) to divert flow into Homestead Rd. and upsize approximately 1,400 feet of 18-inch line downstream to a 21-inch. $10,693,000
Estimated Total Cost for All Projects (assuming P7):

Estimated Total Cost for All Projects (assuming P7-Alt 1):

Estimated Total Cost for All Projects (assuming P7-Alt 2):
$31,172,000
$27,317,000 $34,010,000

1. All costs are presented in 2022 dollars and include 30 percent allowance for contingencies for unknown conditions and 25 percent for engineering, administration, and legal costs. 2. Project P8 costs do not include improvements associated with the PHD Alternative 3/Gravity Scenario E project. 3. Project E1 addresses the potential capacity deficiency when parcel APN 316-17-018 begins to discharge its entitled flow of 0.95 mgd into the City’s system. >
.....

WOODARD
• CURRAN
Appendix A
Record Drawings
AS-BUILTS for the CALABAZAS CREEKSEWER UPGRADE PROJECTsubmitted by PRESTON PIPELINES -06.19.20 EP 16746
06/22/2020
Allen Nichols
Prestone Pipeline 06/22/2020

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SANITARY SEWER IMPROVEMENT PROJECT

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Record Drawings
Ii,

BKF NOTES

GENERAL NOTES
ARRANG( FOR REQUIRED INSPECTIONS BY aTY ENG:NEER. NO DELAY Of WOR K QAIM WILL BE ALLOWED DUE TO CONTRACTOffS FAILURE TO ARRANGE FOR REQI.IIRED CITY INSPECTIONS IN ADVANCE. PROVIDE NOTI CE TO CITY ENGINEER A MINIMUM OF 2 WORKING DAYS IN ADVANCE Of REQUIRED INSPECTIONS
REVISIONS TO THESE PLANS MUST BE REVIEWCD AND APPROV£D l"-1 \\RITING BY ENGINEER. 'M--10 ..... LL OBTAIN APPROVAL FROM CITY ENGINEER PRIOR TO CONSTRUCTION OF AFFECTED ITEMS. REVISIONS SHALL BE ACCURATELY SHOIY'I ON REVISED PLANS. WrllCH SHALL BE

REVIEWED AN D APPROVED BY THE ENGINEER AND CITY ENGNEER PRIOR TO INSTALLATION OF IBE IMPROVEI.IENTS

REPLACE OR REPAIR EXISTING UTILJTIES,IMPROVEMENTS OR FEATIJRES

DAMAGED, REMOVED OR OISTIJRBED BY CONSTRUCTION TO THEIR ORIGINAL CONDlllON. WHETJ,ER SHO~ ON PLANS OR NOT.

REPLACE STREET MONUMENTS, LOT CORNERS PIPES AND OTHER
PERMANENT MONUMENTS OISTVRBED DURING CONSTRUCTION. MONUMENTS SHA.LL BE SET BY A SURVEYOR REGISTERED IN THE STATE Of 3 CAUFORNIA. SEE Clrr'S GENERAL NOTES NO. 11 FOR CORNER RECORD REQUIREMENTS. PREPARE VEHICULAR TRAFFIC CONTROi. PLAN AND OBTA.IN APPROVAL fROt.l CITY ENGINEER BEFORE COMMENCING WORK. PROVIDE FLAG MEN.

CONES. BARRICADES AND OTHER TRAFFIC CONTROL MEASURES

NECESSARY TO PROVIDE SAFE LANE CLOSURE IN CONFORMANCE WITH CALTRAN STANDARDS ANO AS APPROVED BY CITY EN(:;;N[(R
PEDESTRIAN TRAFFIC CONTROi. TO BE PROVIDED WHEN EXiSTI~G

SIDEWALKS CANNOT BE MAINTAINED DURING CONSTRUCTION
DO NOT LEAVE TRENCHES OPEN O'v£RNIGHT I" EXISTING STREET ~ :~· .!~1:~~~ OR COvt:R OPEN TRENCHES AT THE [ND OF WORK

IMPLEMENT CONSTRUCTION DUST CONTROL MEASURES TO REDUCE

PARTICULATE GENERATION TO A LESS IBAN SIGNIFICANT LEVEL PROVIDE DUST CONTROl IN CONFORMANCE ..... TH BAY AREA AIR QUALITY MANAGEMEN T DISTRICT MIN IMUM REQUIREMENTS. IMPLEMENT TH£ FOi.LOWi NG CONSTRUCTION PRACTICES EXCEPT '111--EN IT IS RAINING A. WATER AC TIVE EXTERIOR SOIL AREAS AT LEASl T'MCE A DAY B. ~~:o~ ~ CK2S F~~~u;G r~~iBos::i AND OTHER LOOSE MA TERI AL C. PAVE. APPLY WATER THREE TIMES DAILY OR APPLY NON-TOXIC SOIL STABILIZER ON UNP,t,,VED ACCESS ROADS, PARKING AREAS ANO

STAGING AREAS
0 . SWEEP PAVED ACCESS ROADS, PARKING AREAS ANO STAONG AREAS DAILY
E. APPLY HYOROSHD OR NON-lOXIC SOIL STABILIZER TO INACTIVE CONSTRUCTION AREAS.

F ENCLOSE, COVER, WATER T'MCE DAILY OR APPLY NON-TOX,C SOIL

STABILIZER TO EXPOSED SOIL STOCKPILES
G. INSlA.LL SANOBAGS AND OTHER EROSION CONTROL MEASURES TO PRE\1£NT SILT RUNOFF TO PUBLIC ROADWAYS
H. REPLANT VEGETATION IN DISTURBED AREAS AS QUICKLY AS

POSSIBLE
KEEP STREETS CLEAN Of OIRT, MUD ANO OTHER CONSTRUCTION
DEBRIS. QEAN ANO SWEEP STREETS ON A D",ILY BASIS DURING THE WORK WEEl<

10. SHOULD IT APPEAR TliAT THE WORK IS NOT SUFFICIENTLY DETAU:D OR SP[ O fl[D IN CONSTRUCTION DOCUMENTS. NOTifY ENGINEER AND OBTAIN CLARIFICATION BEFORE PROCEEDING WIT!, WORK IN QUESTION

CONSTR UCTION STAKING SHALL BE DONE BY A CIVIL ENGINEER OR LAND SURVEYOR Rf:OSTERED IN THE STATE Of CALIFORNIA

12. If BKF ENGINEERS IS RETAINED TO PRO\'lDE COt<STRUCTION STAKING SER\'1C£S, CON TR ACTOR 'MLL BE PROVIDED WITH ONE SET Of SURVEY STAKES FOR LAYOUT PURPOSES. PRESERVE AND PROTECT THESE STAKES UNTIL THEY ARE NO LONGER NEEDED. RESTAKll'"<G SHALL BE AT CONTRACTOR'S EXPENSE.

13. MATCH EXISTING PAVEMENT, CURB AND GUTTER, SIDEWALK, ADJACENT LANDSCAPE AND 01'11ER IMPROVEMENTS WITH SMOOTH TRANSHION TO AVOID ABRUPT OR APPARf:NT CHANGES IN GRADES, CROSS SLQP[S. LOW SPOTS OR HAZARDOUS CONDITIONS.

H- VISIT SITE TO BECOME FAMILIAR Wlll1 EXISTING CONDITIONS AND OVERALL PRO£CT REQUIREIJENT PRIOR TO BIDDING PROJECT
15 PROTECT >,DJOINING PREMISES. TREES, LANDSCAPING, UTILITIES,

SIDEWALKS, STREETS ANO OTHER FEATIJRES FROM DAMAGE BY
CONTR AC TOlf S OPER ATIONS. REPAIR, REPLACE OR QEAN ADJOINING PREMISES, TREES, LANDSCAPING, UTILITIES, SIDEWAlKS, STREETS AND OTHER FEAllJRES 10 SATISFACTION OF OW'-IER
16 COMPLY 'MTH REQlJIR[MEN TS Of THE STORM WATER POI._LUTION PREVENTIOO {Sl'RPP) FOR THE SITE. MAINTAIN AND MANAGE

CONSTRUCTION MATERIALS, EQUIPMENT AND VEHICLES AT IBE

CONSTRUCTION SITE IN ACCORDANCE WITH THE SWPPP

17. NOTIFY CITY ENGINEER MIN IMUM 24 HOURS PRIOR TO STARTING WORK ON ON- SITE DRAINAGE FACILITIES, GRADING. PAVING OR WORK IN THE CITY RIGHT-OF-WAY.
18 UTIU TY INFORMATION SHOWN ON THESE PLANS IS BASED ON A FIELD SURVEY OF Tl1E SURFACE UTILITIES, POTHOLE OF
UNDERGROUND UTILITIES. AND AVAILABLE EXISTING RECORD

INFORMATION PROVIDED BY THE DEVELOPMENT TEAM AND THE CITY Of SANTA QARA. SHOULD flELD CONDITIONS DIFFER fROM 'M-IAT IS SHO'M-1 ON THESE PLANS. CONTACT THE ENGINEER FOR
g~i~W,~cTIAii ;~~~~~TION PRIOR TO PROCEEDING "MTH

EXISTING CONDITIONS
EXISTING TOPOGRAPHIC INFORMATION SHOWN ON l'rlESE PLANS IS BASED ON AERIAL PHOTOGRAPHY PERFORMED BY 360 AERIAL SURVEYS DATED AUGUST 2016 AND SUPPLEMENTAL FIELD SURVEY P£RFORMEO BY BKf ENGINEERS DA TED SEPTEMBER 2016. CONDITIONS ENCOUNTERED ON SITE MAY VARY FROM THOSE SHOl'IN. REVIEW CONSTRUCTION
DOCUME:NTS AND CONDUCT INVESTIGATIONS TO UNDERSTAND AND VERIFY EXISTING CONDITIONS AT THE SITE.

EXISTING SUBSURFACE IMPROVEMENTS AND UTILITIES SHOWN ON THESE

PLANS WERE TAKEN FROM RECORD INFORMATION KNOWN TO THE
ENGINEER AND FIELD SURVEY OF ABOVE GRADE FEATURES. TJ,ESE PLAt,;S ARE NOT MEANT TO BE A FtJLL CATALOG OF EXISTING SUBSURFACE CONDITIONS. CONDUCT FIELD INVESTIGATION TO VERIFY

THE LOCATID'IS AND ELEVATIONS OF EXISTING SUBSURFACE

IMPROVEIJENTS AND UTIUTIES, WHETHER SHO'NN ON PLANS OR NOT, PRIOR TO STAR T OF EXCAVATION. IF DISCREPANCIES BETWEEN EXISTING CONDITIONS AND nlESE PLANS ARE DISCOVERED, NOTIFY ENGI-.EE.R IMt.'EDIATELY AND REQUEST DISCREPANCY BE RESOLVED.

VERIFY LOCATION AND ELEVATION OF EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION AFFECTING UTILITIES. POTHOLE 'M1ERE

NEEDED TO VERIFY LOCATIONS ANO ELEVATIONS OF EXISTING
UTILITIES.

CONTACT USA (UNDERGROUND SERVICES ALERT) AT 1-800-227-2600, AND AFFECTED UTILITY COMPANIES A t.l lNIMUM Of 2 WORKING DAYS

PRIOR TO STARTING WORK TO REQUEST UTIU TIES BE MARKED
EXISTING STRUCTVRES,UTILITIES, AND OTHER FEAllJRES ENCOUNTERED DURING WORK SHALL BE REMOVED FROM THE SITE AND DISPOSED OF IN A LA\toflJL MANNER.

TRENCHING
A. ALL TRENCHES SHALL BE SHORED OR PROTECTED IN ACCORDANCE WITH OSHA AND OTHER SlATE AND FEDERAL SAFElY CODES,
RECULAllONS AND ORDINANCES.

B HOURS NOTICE SHALL BE REQUIRED rOR All. CITY
C EXCAVATIONS SHAU. BE ADEQUATELY SHORED, BRACED. AND

SHEATHED SO THAT THE EARTH 'MLL NOT SLIDE OR SETTLE, AND SO THAT All. EXISTING IMPR0\1£MENTS Of ANY KIND Will. BE FULI.Y PROTECTED FROM DAMAGE. ANY OAMAG£ RESULTING FROM A

LACK OF ADEQUATE SHOR NG, BRACING, AND SHEATHING SHALL BE THE RESPONSJBILITY OF 1'11E CONTRACTOR.AND HE SHALL COMPLETE NECESSARY REPAIRS OR RECONSTRUCTION AT HIS 0~ EXPENSE

WHERE THE EXCAVATION IS FOR A CONDUIT TRENCH AND/OR THE STRUCWRE IS FIV£ (5) FEET OR MORE IN DEPTH.THE CONTRACTOR SHALL PROVIDE SHEA 11,ING.SHORING.AND BRACING IN CONFORMANCE Willi THE APPLICABLE CONSTRUCTION SAFETY ORDERS Of THE
DIVISION Of INDUSTRIAL SAFETY Of THE STATE OF CALIFORNIA :YEES~ONTRACTOR SHALL COMPLY WIT11 OSHA REQUIREMENTS AT All.

A. SEWER PIP[ SHALL BE HOPE OR POLYv1NYL CHLORIDE (PVC) SDR-26 CELL QASSIFlCATION 12.-5+-8 CONFORYINC TO THE REOUREMENTS Of ASTM DESIGNATION DJ034. CONTR",CTOR TO REFER TO TI,[ CITY

OF SANTA CLARA SPECIFICATIONS
V. RECORD DRAWINGS
KEEP ACCURATE RECORD OF THE FINAL LOCATION. ELEVATION
AND DESCRIPTION Of WORK ON A COPY OF THE FINAL
APPROV'c:D CONSTRUCTION DOCUMENTS NOTE l'rlE LOCATIONS

AND ELEVATIONS OF EXISTING IMPROVEMENTS ENCOUNTERED
TH•T VARY FROM TI,£ LOCATIONS SHOWN ON THE
IMPROVEMENT PLANS. PROVIDE A COPY OF RECORD
INFORMATION TO TI,[ OWNER AT THE COMPLETION OF THE
PROJ(CT ANO Wr!EN REQUESTED.

CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCf 'M1'11 GENERALLY "-CCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONffiACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE

RESPONSIBILITY FOR JOO SITE CONDITIONS DURING THE COURSE Of CONSTRUCTION Of THE PRO£CT, INCWDING SAFETY OF ALL
PERSONS AND PROPERTY. THIS REQUIREMENT SHALL 8£ MADE

TO APPLY CONTINUOUSLY AND NOT BE LIM TEO TO NORMAL
'NORKING HOLJ'lS, ANO CONSTRUCTION CONTRACTOR FURTHER
AGREES TO DEFEND, INDEMNIFY AND HOI._D THE DESIGN

PROFESSIONAL HARMLESS FROM ANY AND ALL LIABIUTY, REAL OR ALLEGED, IN CONNECTION Wl ll1 THE PERFORMANCE Of WORK ON THIS PRO£CT, EXCEPTING LIABILITY ARISJNG FROM THE SOU:

NEGLIGENCE OF TI,[ DESIGN PROFESSIONAL.

VII. UNAUTHORIZED CHANGES ANO USES

THE ENGINEER PREPARING THESE PLANS WILL NOT BE

RESPONSIBLE FOR, OR LIABLE FOR UNAUTHORIZED CHANGES TO
OR USES OF THESE PLANS. ALL CHANGES TO Tl,[ PLANS
MUST BE IN l'IRITING AND REQUIRE l'IRITTEN A-'PROVAL Of THE CITY ENGN[ER AND THE PREPARER Of T\-iESE PLANS
'JIii. DRAWING LANGUAGE
NOTES ANO CA.LLOI.JTS ON DRAWINGS MAY USE IMPERATIVE
LANGUAGE. REQUIREMENTS EXPRESSED IMPERATIVELY ARE TO
BE PERFORMED BY THE CONTRACTOR UNLESS NOTED OTHER\to1SE SA CLARA COUNTY OT S STANDARD LANGUAGE: FOR ROADWAY 'ROAD OPER ATIONS' TI-tERE 1$ A 5-YR WARRANTY 'M1EN TliE PROJECT IS COMPLETED {REFERENCE TO COUNTY ORDINANCE NS- 7039. SECTION 817- 36.4)

COU NTY'S ROADS OPERATIONS ENGINEERING WILL BE THE ONE TO DETERMINE Wr!AT CONSTi llJTE FAILURE BASED ON ACCEPTABLE INDUSTRY STANDARDS INCLUDl"G CRACKS AN D SEPARATION IN THE MICROSURFACING. SETTl£MENT WrlERE Tl1E TRENCH REPAIRS TOOK

PLACE, DAMAGED PAVEMENT EDGES ALONG THE TRENCHES ARE

CONSIDERED FAILURES

WHEN TRENCHING IS TO OCCUR ON COUN TY MAIN TAIN ROADS,
TRENCH PLATES ARE TO BE H-2D LOAD RATED, SKID RESISTANT, ANO RECESSED FLUSH TO THE EXISTING PAVED SURFACE.

CUT-BACK AND/OR COlD MIX WILL NOT BE ALLOWED AS
TEMPOR"-RY ROADWAY SURFACE BACKFILL IN TRAV'c:LED WAYS
UNLESS PRIOR APPROVAL IS GIVEN.

WHEN ANY PA\1£MENT RESTORATION AT THIS SITE MUST BE CURB

TO CURB/LANE UNE AND MICROSUFACED USING A TYPE II SLURRY MIX PER COUNTY STANDARDS, ·111 - 12 - .09 MICROSURFACING, TYPE II', THE MICRO-SURFACING MIXTURE SHALL BE Of THE PROPER

CONSISTENCY AT ALL TIMES, SO AS TO PROVIDE THE APPLICATION RATE REQUIRED BY THE SURf"ACE CONDITION. THE AV'c:RACE SINGLE APPLICATION RATE, AS MEASURED BY THE COUN TY, SHALL BE 15. 18/SYl±/ 1 IBISYl

CONTRACTOR SHALL BE RESPONSIBLE FOR RESTORING PAVEMENT
TO LIKE OR BETTER CONDITION. ANY STRIPING IN COUNTY ROW SHALL BE THERMOPLASTIC AND REPLAC£D PER EXISTING STRIPING.

ALL VER TI CAL ASPHALT CUTS MUST BE T"-CK COATED PRIOR TO ASPHALT PLACEM[NT.

STANDARD LANOOAGE FOR SIGNAL & ELECTRICAL OPERATIONS

EXISTING COUNTY COMMUNICATION AND ELECTRICAL FACILITIES ARE LOCATED IN 1'11[ PRO.JECT AREA COMMUNICATION FIBER OPTI C CABLE DAMAGED BY TI-tE CONTRACTOR'S OPERATIONS SH ALL BE

TEMPORARILY RESTORED AND THEN REPLACED IN ACCORDANCE
WITH CS$ 86.01.06. 0-'MAGEO FIBER OPTIC CABLE SH ALL BE REPLACED FOR Tli[ ENTIRE LENGTH BETWEEN EXISTING END-TO-END SPLICES

ANY DAMAGE TO EXISTING ELECTRICAL OR COMYUNICA TION SYSTEM

SUCH AS LOOP DETECTORS ANO FIBER OPTICS SH ALL BE

TEMPORARILY RESTORED TO FULL OPERATION OR VIA
MICROWAVE/VIDEO DETECTION IMMEDIATELY ANO REPL,.CED PRIOR

TO PROJECT CLOSURE
ALL DESIGN WI Tl, IN COUN TY$ RIGHT- Of- WAY SHALL COMPLY WI TH

COUNTY STANDARDS
INFORMATION SHOWN ON AS-BUILT PLANS IS SUBJECT TO CHANGE.

FIELD- VERIFY ANO UPDATE CONDUCTOR SCHEDULE ACCORDINGLY.

CONTRACTOR WI LL BE RESPONSIBLE FOR ANY DAMAGE PERTAIN'NG TO LOOPS/FIBER. CONTRACTOR NE£DS TO REPLACE DETECTION
LOOPS WIT11 IN 24HRS. IF DAMAGED. CONTRACTOR NEEDS TO
PROVIDE TO.IPORARY VIDEO DETECTION DURING THE CONSTRUCTION PERIOD. AND CALL USA BEFORE DIGGING EROSION ANO SEDIMENT CONTROL NOTES;
l'rlE UTILITY COMPANY, THEIR EMPLOYEES, SUBCONTRACTORS,

AND/OR ANY PERSON PERFORMING CONSTRUCTION ACTIVITIES

SHALL INSTALL AND MAINTAIN CONSTRUCTION BEST MANAGEMENT

PRACTICES (BMPS) ON THE PROJECT SJ TE AND WI THIN THE SANTA

CLARA COUNTY ROAD RIGHT OF WAY THROUGHOUT THE DURATION
Of CONSTRUCTION ANO UNTIL Tl,[ ESTABLISHMf.:NT OF PERMANENT

STABILIZATION AND SEDIMENT CONTROL TO PREVENT THE
DISCHARGE OF POI._LUTANTS INCLUDING SEDI MENT, CONSTRUCTI ON MATERIALS, EXCAVATED MATERIALS. WASTE MATERIALS INTO THE

SANTA CLARA COUNTY ROAD RIGHT OF WAY, STORM SEWER
WATERWAYS. AND ROADWAY INFRASlRUCTIJRE. BMPS SHAlL
INCLUDE, BUT NOT BE LIMITED TO, THE FOLLO",-.,NG,
A PREVENTION OF POlLUTANTS IN STORM WATER DISCHARGES FROM THE CONSTRUCTION SITE AND THE CONTRACTOR'S MATERl,t,,L AND

EQUIPMENT LAYOOWN/STAGING AREAS,

8. PREVENTION OF TRACKING OF MUD, DIRT ANO CONSTRUCTION

MATERIALS ONTO PUBLIC ROAD RIGHT OF WAY, AND
C. PR[VENTION OF DISCHARGE OF 'NATER RUNOFF" DURING DRY AND WET WEATJ,ER CONDITIONS ONTO PUBLIC ROAD RIGHT OF WAY.

THE UTILITY COMPANY. THEIR EMPLOYEES. SUBCONTRACTORS.

AND/OR ANY PERSON PERFORMING CONSTR UCTION AC TIVITIES
SHAU. ENSURE THAT ALL TEMPOR ARY CONSTRUCTION FACILI TIES, INCLUDING BUT NOT LIMITED TO CONSTRUCTION MATERIALS.

DEUVERIES, HAZARDOUS AND NON - HAZARDOUS MATERIAL STORAGE,

EQUIPMENT, TOOLS, PORTABLE TOILETS, CONCRETE WASHOUT,

GARBAGE CONTAINERS, LAYOOWN YARDS, SECONDARY CONTAINMEN T AREAS, ETC. ARE LOC ATED OUTSIDE IBE SANTA a.ARA COUNTY ROAD RIGHT OF WAY.

PERMANENT MONUMENTS/MONUMENT PRESERVATION:

THE LANOO'NNER, CONTRACTOR AND/OR ANY PERSON PERFORMING CONSTRUCTION ACTIVITIES THAT W: LL OR MAY DISTURB AN EXISTING

MONUMENT, CORNER STAKE, DR ANY OTHER PERMANENT SURVEYED MONUMENT SHALL CAUSE TO HAVE A UC[NSED LAND SURVEYOR
OR CIVIL ENGl...,EER, AUTHORIZED TO PRACTI CE SURVEYING, £NSURE

THAT A CORNER RECORD AND/OR RECORD OF SURVEY ARE FILED
WITH THE COUNTY SURV£YOR'S OFFICE PRIOR TO DISTURBING SAID MONUMENTS AND RESET PERMANENT MONUMENT($) IN THE

SURFACE OF THE NEW CONSTRUCTION OR SET A WI TNESS
MONUMENT($) TO PERPETIJATE THE LOC ATION IF ANY PERMANENT

MONUMENT COULD BE DESTROYED, DAYAGED, COVERED, DISTIJRBED, OR OTHERWISE OBLITERA TEO. lHE UCENSED LAND SURVEYOR OR CIVIL ENGINEER SHALL flLE A CORNER RECORD OR RECORD OF SURvt:Y WITH COUNTY SURVEYOR PRIOR TO FINAL QOS[-OUT Of

THE ENCROACHMENT PERMIT BY THE ROADS & AIRPORTS

INSPECTOR
IMPROVEMENT PLAN CONSTRUCTION NOTES:

ALL WORK IN THE COUNTY ROAD RIGHT Of WA Y R[QU:RES AN

ENCROACHMENT PERMIT FROM 'TH E ROADS ANO AIRPOR TS
DEPARTMENT. EACH INDIVIDUAL ACTIVITY REQUIRES A SE'PARATE PERMIT - I.E. RETAINING WALI.S, DRIVEWAY APPROACHES,
TEMPORARY CONSTRUCTION ENTRANCES, FENCES. LANDSCAPING.

TREE REMOVAL STORM DR AINAGE IMPROVEMENTS, A.LL UTILITY

OPERATIONS (RELOCATIONS, REPLACEMENTS, ABANDONMENTS,

TEMPORARY FACILITIES, AND/OR NEW FACILITIES FOR CABLE,
ELECTRIC, GAS, SE'NER, WATER), ETC.

SCVWD NOTES

GENERAL NOTES
CONTRACTOR MUST OBTAIN A DISTRICT ENCROACH~ENT PERMIT PRIOR TO START Of CONSTRUCTION 'MTHIN DISlRICT RIGHT Of WAY AND MAl~TAIN A COPY Of THE PERMIT ON THE PROJECT SITE AT ALL TIMES.

NOTIFY 1'11 £ DISTRICT'S INSPECTOR AT LEAST 2 DAYS PRIOR TO BEGINNING ANY WORK WITHN TJ,E DI STRICT'S

RIGHT OF WAY

ANY DAMAGE TO DISTRICT'S STRUCTURES, EQUIPMENT, MATERIALS, VEGETATION, ANO OR PROPERTY SHALL BE REPLACED AND OR RFPA,RED IN KIND TO THE SATISf'ACTION OF THE DISlRICT UNDERCROLJND SERVICE ALERT MUST BE NOTIFIED A MIN IMUM OF 2 DAY'S PRIOR TO SCHEDULED START OF CONSTRUC TI ON AT 1-800-227-2600 OR BY CAWNG "811."

CSC BYPASSING NOTES
THE CONTRACTOR IS RESPONS18LE TO MAINTAIN SANITARY SE'M:R SER\llCE AT ALL Ti t,,ES. CONTRACTOR SHALL HAvt: ON-SITE AT ALL TIMES IDDX REDUNDANCY FOP. ITS PUMPING AND STANDBY POl'IER EQUIPMENT. THE STANDBY PUI.IP SHAU. BE OPERATIONAL AND SHALL DE CONNECTED TO THE BYPASS PIPING TO ALLOW l>J!JEDIATE STANDBY SERVICE AT ALL TIMES. THE CONTRACTOR IS RESPONSIBLE FOR REGULATORY AGENCY FINES AND/OR PROPERTY OA>JAGE COSTS If" SAN'TARY SEWER OVERFLOWS OR BACKUPS OCCUR

2. THE PLl>JPING SYSTEM SHALL BE Of SUH"ICIENT CAPACITY TO MANAGE EXISTING PEAK FLOWS PLUS ADDITIONAL FLOW THAT MAY OCCtJR DURING A RAINSTORM. Tl,[ CONTRACTOR SHAU. PROVIDE PERSONNEL TO 08SERVE, FUEL AND MAINTAIN ll1E BYPASS PUMPING SYSTEM AT ALL TIMES TH AT IT IS OPER>T!NG. AN AUDIBLE ALARM SHALL BE PROVIDED TO SIGNAL HIGH LEVEL AT THE BYPASS POINT. A HIGH LEVEL SCTTIN G WI LL BE AT A M NIMUM OF SEVEN (7) FEET DEEP AT EACH POINT, UNLESS DIRECTED BY THE CITY OTJ,ERWISE

3. IBE CONTRACTOR SHALL NOTifY THE CITY AM NIMUM OF 5 WORKING DAYS BEFORE INITIATING AND A MINIMUM OF 1 WORKING DAY PRIOR TD STOPPING AN Y SEWER FLOW CONTROL AC TIVITY.

4. OISOJARGING OF SEW"-GE; FREE FLOW Of SEWAGE; OR LE"-KING OR DRIPPING Of Sf.WAGE FROM 8YPASS EQUIPMENT, HOSES. OR PUMPS INTO PRIVATE PROPERTY, GUTTERS, STREETS, SIOEWALKS, OR IN TO STORM DRAINS OR CREEKS IS PROHIBITED. FLUSHING SEWAGE FROM SPILLS OR FROM BYPASS EQUIPMENT l.fAKAGE INTO STORM DRAINS, CREEKS, OR SLOUGHS IS PROHIBITED. TI-IE CONTRACTOR SHALL BE LIABLE f"OR ALL DAMAGES ASSOOATED ..... TH TI-IIS WORK, INCLUDING FINES IMPOS[O ON 111[ CITY FOR SPILLED Sf.WAGE

GENERAL NOTES
1, JI.II matenals and workmanship shall confonn to the C11y"s Standard Datai ls, Standard Spacilicator.s, and General ReqUll"&fll(ln\S 2 Contr,1ctor shaN secure an Encroachmant Permit from the City Engineering Dapart men1 and pay approprlale lea pnor to comm(lr"IC<Jment of work . A ll work within the public Mght-of-way shall be Gone under a single Encroachment Permk 3 It is the Co11trffetor's re,;pons ibMy lo v"rify tht! location ol al l e x1stjng ul~ities wi1h the appropria:e utility agencies priOf 10 the commer1cement of cor1sIruciion Contractor ,shall notify ai pubk and privat" u1i ily owne<s 48 lmJr,i prior to cornmenoomoot of1N01k acljaoont lo lheul~:ly Coot;,ct UndergmundServ1ceAler1(USA)atB11 nr000--227-2000
4 The Con1ract01 shai not,ty. by circular a~ business establishments and res.dooces located in areas affected by the work at leas1 forfy•eight (48) hours priortostar1ofconstructron. Circularshall besubject1o the11pprov11lofll\eC1tyEngineer

5. Unless otherwise d1roctad by lhe Ci1y Engineer in tha fla ld a l each location where new curb!gutter IS to be installed on an ex,strng Mreet (driveway 1ns1aIIa1ion,dr1Vewayabandonment. curbramplns1a11a11on,curlltacedralnagelnstallallon,etc.)pavamentreoonstructlonshall be required. Arr 18 -lnch wide band of pavement shall be removed and replace(! along the entire length of curb/gutter installation. Removal (lept!l (saw cuts required) shall be to the base material on streets with AC or P.C C. pavement four (4)mches or less In thlci<ness. Removal depth shall be rwo (2) .-.coos minimum oo streets with A.G. (gririo) and four (4) inches minimum on stroots with P C.C (saw cut) pavem<:,nt thickness greater than lour (4) Inches. Replace with A.C. or P.C.C. {dowels raqu,red)to match ex1st;ng paveme111 6 All sidewalk. curt,, and gutter damaged as a result of the proiect shall be removed and replaced to the neareslsco,e mar~ ora~ dirocled by the Ci1y Engineer. lnsla~alion of new s,dewalk, curb and gutter aga~1sI existing improvements shall requ re a sldewa!k ooritacljollll (dow<lls r11Q<J ired) 7 P.irt,;,I replacmnen1 of" dMveway Is not allowed. A d,ivew.iy that has been cut or damaged must he replaced in its ent rely. The new re placement dnveway must mee1 current City Stand;irds wt11ch may affect on-site improvements and/or require a sidewalk easement. 8 Slurry seal shall be required on all new sireeI pavement le.g . trench work, pol holes, and street w,denings) Slurry seal shaI1 e)(tend rwe1•,e indies beyond1helrrilofpavementreconstruction
9 All manholes, val~c boxes, monument boxes. and other structuro,s in the p.ivem,:mt area sha1 be adjusted to lino sh grade beiore paving tin al hfl. 10 Gmdet>reaksoncurbllands,dewalksaretoberoundedoffonformwor1landf1n~hoowrlac,og

11. The Contractor snail De responsibla for the preservaLon and/or P¥1)8tuation of axlstlng survey monuments (curt, tags. iron pipes. street moriumems, etc.) no1ed oo the plans or loun(I (luring cons1ructlon per Soct1011 8771 of the Caldom1a Business and Professions COOO. It a survey mor,,,ment has the po1ential of be,.-.g disturbe(i orwittm 3 leatof the Work, the monurl'ent shall be loc.Jted, refereflCed, an(I a comefrecord shall be filed with the Santa Clara County Surveyor, and a duplicate of the oorner record shall be submitted to 111e Cay Engineer prior to the uan o! construction S11ould any survey r,1Q1,un1e11t be dam"')ed or destroyed dunng oonstruc:t:on, the contractor shall re--establish said monument per c ;1y stand ard, file a corne.- record with the S>!nta Clar'il Counly Surveyor, and submit a duplic:ale of tl1e oorne< r&eco-d lo tha City Er,gi,-r prio< lo fir,al project notici, of cnrnpletion t5stJed by the Deµartnum1 of Public Works. The contractor shall. a1 t,;slht,r expense, hire a Wcer1,..,,:J professional ci\11I engm_, authonzed to praclice land 5Urveying OI landsurveyo, toperfnrmthework
12 All surplus and unsuitable material s.haM be removed from pubWc right-of-way 13 Contractor shall pro111de adequate dust control and keep mud and GOOr,s oft the publ ic right-ol-way at aH !<mes 14 AHtrenchesanaaxcavationsshallbeconstructoomstrictcornphance"'11h1heapphcablesectlonsofCal1forniaAA-OFederalOS.HA.requirarnantsand other applicablesafetyordimmces Contro1Ctorshallbearfullraspor,s,b~itytor 1renchshoringdesignandlnstallation 15 EJ<Jstmg ut1hlles shown are based upon record lnlormat,on and are approximate In loca\lon and dep1h The Contractor shall pothole illl existing utj lilies thal may be .iffocted by oow facrl ilies m lh,s contrac1. ve,ity octui!l localion and (leptn, and report potential u:,,10ds lo Ille Engineer prior to e xc:ava!,ng lot m,w faa~lies
16 Contractor sh.al l perform h s conslruction and operilll0'1 ,n a manner which w,H nol alow harmful pollutants1o enle<lhe s!orm Oran system. Toe11sure compMance. the Cootrac1or shaN implement th e appropriille BesI Management Practice (BMP\ as outlined in the brodlures entitled "'Best Management Prac11ce for 1he Construction Industry• is.sued by tne S.mta Clara Valley Nonpo1nt SO\Jrce PoHutlon Control Program. to sui1 the oon,truction Me Bnd job condi~on.
17 Overnight parking or cons1rue1jon equipment in the public nght-of-way shall not 00 :,ermitted, except at locauon(sl approved by tho City Tr.iffie Engineer 18 All san tary sewer and/or storm drmn mains to be abandonad shall be filed with sancl or control density fi ll (COF) 311(1 plu~ged at each end with a 6" thick wai of Class "A" PC.C
19 Abandonment of sanitary sw.,er lateral at the properly Wne shall Include the complete removal of the ChMsty Box, al vertical prpes and the 45" W•1e The remairnng la!eral enos shall be plugged wtth 6" th ck waM of Class "A" P.C C , ensuting no concrete enter.: the main. Abandonment of 5anIt.uy s,;wer l.oteral at 1he rmtin ... ;11 occur wht111 lalercd corin..clS at a manhole o, ai delerrruned by the C,ty. Plug lhe lateral end with 6" thick ""·ai of Cl10M "A" PC C and fi ll la1"""I ,,,Hh Mncl or control d~nslty fill (CDF) makcng a, smoo1h trowel flm5h on the .,side 11,all ol the mar.hole for ma,n hole connections .!O Unless otherwise no1eG, Clas, 2 AB. under curt,, gutter, and 51reet sections paved with asphalt concre te snan be compacted to 95% rel.a live compaction (minimum)
21, Near completion o! the Projoct. oontracior shaU replace damaged curb al"ld gutter along Pro_iect frontago as directed by tne C11y E""1neef /fi:t:'t;~ ~D_RA __ w_" __ ,v _ __,,K,... ..,.T,.,RA,,_N,----i APPENDIX A l'~m ~ ... C-HE_c_KE_D_BY_. _ F._A_M_IN_...... GENERALNOTES AP-A '\~~JU.}f ,_A_ee_R_ov_E_D •_v_G_._G_O_M_E_Z---<----------------+--------< O,awin~ Number· 'k..~)' DATE MAY2015 CITYOFSANTACLARA PAGE 83 Ct1
m._ _ ______________________ ________________________________________________ ..:;c..:;s..:;c_T;.;R,;;A.:.;C:.:l.:.:N-=G;.;N.:.:0:.:·;.;1-=2.:.: ,1c:.7..:.5..:D:.L.!:2=--.:: • ~......:8:::...J Record Drawings
SSMH 1
RIM: 36.91'
INV: 23.90'
SSMH 2
RIM: 37.24'
INV: 23.93'
SSMH 3
RIM: 34.48'
INV: 24.70'
SSMH 4
RIM: 34.19'
INV: 24.76'
SSMH 5
RIM: 39.53'
INV: 26.80'
AS-BUILTS for the CALABAZAS CREEKSEWER UPGRADE PROJECTsubmitted by PRESTON PIPELINES -06.19.20 ,. CCR ss,a '
~'f.NPT
_
ES
@ REMOVE MANHOI.E. IF lU,NHOLE CANNOT BE REMOVED, OBTAIN APPROVAL FROM CITY ENGINEER TO CAP MANHOLE PER DETAIL 1, SHEET CJ.1
@ PIPE BURST 27" HOPE PIPE THROUGH EXISTING 24" RCP PIPE @ REl.4OVE TREE
@
A" _(fil_2_t:_fVC
(N) 27" PVC " ® ABANDON IN PLACE, BACKFILL PIPE WITH ONE OF THE FOLLO'MNG (a) SANO TI-1AT IS ClEAN, fflEE DRAINING, ANO FREE FROIJ ROOTS (b) CONTROLLED LOW- STRENGTH MATERIAL
® INSTALL EIGHT NEW 24" BOX SIZE TREES ON CENTER MEDIAN OF SCOTT BLl/0. CONTRACTOR TO COORDINATE WITH CITY ARBORIST, RON JANZING, AT (408) 61~-J083 FOR EXACT LOCATIONS. (E) 30" RCP (c) SLURRY CEMENT BACKFll.l
(d) CAP BOTH £NOS 'MTH 8" TI,IC!( WAU Of CLASS A Pee
© 2' WIDE AC DffPLJFT PER COUNTT' DETAIL 8-12, SHEET CJ.2. 0 T'fl"E A2- 6 CURB & GUTTER PER COUNTY DETA!L 8-13, SHEET CJ.2 SSMH 1 (E) INLET
AFTER (N) 27" PVC
IS INSTAIJ.EO
@ REMOVE AND REPLACE -48" MANHOli @ RECONSTRUCT CURB CUT PER COUNTY DETAIL B-8A, SHEET C3.2

TIE-IN DETAIL
SCALE: 1"•10'
@ REMOV'E (E) 24" RCI'. IF PIPE CANNOT BE REMOVED ANO IT'S NOT CALLED OUT TO BE ABANDONED @ 4" 'M-J ITE STRIPE PER CALTRANS DETAIL 278. ALL STRIPING SHAU BE THERMOPLASTIC.

ON THE PLANS. 08TAIN APPROVAL FROM CITY ENGINEER TO ABANDON IN PLACE @ 4" YELLOW STRIPE PER CAL TRANS DETAIL 24. AU. STRIPING SHALL BE THERMOPLASTIC @ RECONSTRUCT CURB & GUTTER PER CITY DETAIL ST-11 (MOO). SHEET C3.1 @ RECONSTRUCT (E) CHAIN LINK F£NC£ ANO GAT£ AS NEEDED @ RECONSTRUCT CURB PER CAL TRANS Al - 6. @ ENTRY/RECEIVING PIT FOR PIPE BURSTING. PIT SIZE TBO IN FIELD BY CONTRACTOR @ RESTORE PAVEMENT PER CITY DETAIL ST- 2'1,, SHEET C3.l . @ 8" 'Mill£ STRIPE PER CALTRANS DETAIL 38. ALL STRIPING SHAU BE THERMOPLASTIC © RECONSTRUCT DRIVEW AY PER CITY DETAIL ST-6, SHE
_
n
_
c
_
,.,
_
.
--------------------------------~
+ N 4600 I
E 9600 _Lb. I
SSMH 4
STA 3+55.32
Off 47.8 L
N 4331.98
E 9677.78
+ N 4200 E 9800
LAtC6 Cf' Sl:a.ietA
PACFIC fEAL CO.

SSMH 5
STA 7+57.35
OFF 44.6 L
N 3929.95
E 9674.64
BENCHMAR:J'
- --- ~,c:~: I
TA.AlffOATATla'I co.

PROVIDE CONCRETE
, /SADDLE PER CSC STD
11 Ml- '4,, SHEET C3.1 .
"1 I} 8" CLR
7 Lf - 27" PVC SOR26 (OPEN CUT)
S• 0.0033
{ E) 24" SS 8 LF - 27" PVC SOR26 (OPEN CUT)
s-0.0033
(E)24"SS
SS_EIPE SCHEDULE
SSMH 1 TO SSMH 4: OPEN CUT (27" PVC SOR26)
SSMH 4 TO Sst.lH 6 PIPE BURST (27" HOPE- LIGHT GRAY)
SSMH 6 TO SSl,IH 10 OPEN CUT (27" PVC SOR26)
SSMH 10 TO SSMH 12; PIPE BURST (27" HOPE- LIGHT GRAY)
{E) 24" SS
- -•--· .. zGRAPHIC SCALE
i - -
+ N 3800 E9BOO
g.Joo
I
I
I
I"
I
50 ,,,
I
I
120
N
u
f--
w
w
:r:
(/)
w
w
(/)
w
z
::J
:r:
u
f--
<
::,
Know what's below.

Call before you dig.

I
"A" LINE C2.0 !!: HORIZONTAL 1"- 40' 111._ ___________________________________________ ..;"°;..'TI""'c""""' .;.'·-·•-· _________________________________ c_s_c_T_R_A_c_1_N_G_N_o_._1_2-'-.1_1_s_-o_,__3=-_"_8:...., Record Drawings
SSMH 6
RIM: 41.08'
INV: 28.01' SSMH 7
RIM: 41.63'
INV: 28.29'
SSMH 8
RIM: 41.31'
INV: 28.67'
SSMH 9
RIM: 45.51'
INV: 29.13'
SSMH 10
RIM: 44.46'
INV: 31.37'
SSMH 11
RIM: 47.74'
INV: 31.53'
AS-BUILTS for the CALABAZAS CREEKSEWER UPGRADE PROJECTsubmitted by PRESTON PIPELINES -06.19.20 8" VCPINV 27.08'
10" VCPINV 27.24'
16" DIPINV: 28.50'
0 C'i
u
I--
LA.I
@
@ ADNiDON Jt,I PUict, 11~ 1'11'1:',111,IHot,l[Ofnt[~ (Cl) $AND rtV,f 1$ Cl.CAM. f1n ORAINIWI. NIil l'HU NtQw "OO'IS (b) 0Cfi1Jlt0U..m LOlf-SllltENC™ \MmaAI.
~=1 1HIOI W~ Cl' 0.ASS A PCC
@ Jl!MOy[ AND. 111!'1.t.CC .-e·
@ ~flWCT CUf41 P£ft C-Al 1RAHS ,Iii-&. @
© G
@
@
AlOCl'fSmlet DRM:wu PER OTI Dt:.IAt. SH&., .$>t!.tl CJ
_
1 _
NQJ. USCD,
,.,.St~ 24" EIOl( Slzt ~CtMttH CJtil CEHlt.R ijQM,',N (I' soon a.-.. CtltHJfACl'Ok COORr»U,JC OTI' AMMIST, IIIClj JAM~ tT (-IM) tl1&-Wl roll' DrM.1 LOCAT!Clf::
@ M'.M(l,;t 1£) 26" flUlo fl P1Pt. C'IW'f6f I[ 11811~ .t,MO 1rs-"°' tM.lll) CUT ,o 8£ ABMOONID © .t Ml(' M: tttPUn PO' oc.JHn DnAl. B-0, !!iHtt'T U.1.

ON TH[~ OIITNfil a#ffffNM. fflW C:IT'I' ENGMDt TO -MAl'IOON IN PlioCt (D r1". .U•I OJf18 • GUfflllt l'(lt COUHrr OCTM. ft-13-, 9UT 0.%.

I @ 0MB a: Guntll OTr CUM. Sf-n (MOO). Sta:T Cl.I a ~TIUC'I ct.n M F'tJil cout(TY tl£Ti',16. 11 .. aA, Mn CJ,2.. I I I I I . 1ii":"u
I
f
+·-, ....
.......
'!ITA 17.,41..M
cn:-"'UL
.......
~'°" --------------------- CH75.4l
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LA.I LA.I
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,.
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(~)ir,· u
,,1lf
•IV' - :W P\IC SOlll:2'
,~_:ll
11Joo

CENTRAL EXPY
(~Tr RIGKJ4-'NA'V) T
l. '--1 "' ___ .,.. - - 1 ... j __________ ..
'91 4• tHtt: PIil CM.TRA.."5 DCfjl,I.. 2,-. W. StW1. BC: ~JJC, @
@
@ OllJn/ltfctlWtG "'-' rat ltlP'[ "'il 'Sal '1IO Iii flOJ) lff CO.~ @ Ji MTE :ffll:fll!. POI: CAL.-m,r,m r.U""'-.. JI. HJ. ~G SM..U B[ n~ SS PPE SCHEDULE _,1
ntr,IH I JO m.iH 4-:. Gl'£N CUT (2r SOl'le) "' ro IJc PF£: ~, or HOPt- UCH, (RA" S!iMH II TO !Ct 0PCN -cut (2T PVC SORH-) S5IHt 10 JO~ 12. Pff BUIIST (V"' tOl'C-YQf'r <N,Y)
UH:80F8ECII.ICM.

PM:FIC AUL CO.
""""""""'
.. ,..,
-
+.,...
, ....
_,,,
stA
arr
.
..... 1 t.
________ _ _____ __________
E .... 9614...tlil ...

WUWI _,,
'""
i*-00 ,. ..
----------------------
---------r--
..

C1) eKF ENGINEERS
Know whar, below. Call bel°"' ,.., dig.
..
..

Record Drawings
SSMH 12
RIM: 42.52'
INV: 29.16'
10" VCPINV 27.24'
8" VCPINV 27.08'
AS-BUILTS for the CALABAZAS CREEKSEWER UPGRADE PROJECTsubmitted by PRESTON PIPELINES -06.19.20

CENTRAL EXPY
(CCIUNT'r ~-Of'-WAl)
;;;:;.
fl~
_
,_,.
...
l
-= "" - I "' .. "
.. ..
,.

I
..

L i~UI "'

CENTRAL EXPRESSWAY

SANITARY SEWER BYPASS NOTES
1K CF bt5 l!.i TO PROWX ~'f ayp,\$$ Ol.iiUMC ttltl5ll(IJCACPI. C#- Ott.~ tit~ S{(lffl:~ PRESTIW PIPOJNts TO#'ORAR'r
tmll~ l'l.iN OMto !/21/lt.
'2 DitMD r»s,-; 9IIMON l'r' 71'* A.S <IH SI-Ul C2:1
,l. ftJ.c:nVAT'E QOIITRAI. ,~A'r 9'HOM.
4 O)N$~f :2T tt !1H11iN ADO~ fl(W
KEYNOTES <THIS SHEET ONLY}
0 IPACIW,:: Of\Ut90l'rl_ .SU B""'AS'S NQrES.
@CD,lt,lfCTlO{l;l~A,lHEAA't$T.oHTS
@ SCQ ~At! UPQtMlf AAO
©"°"""en,,...
@ l:ntHD Atl> OCltNE:c:1' 11"' C.0 10 l @ ~•~"'2~ Iii~ .QNT$0UO SltM (t.<Mt) Oft CIQfri~f(.11 10 VIF ™£ E.UC1 L.~TICH OT .$IPtl0H [Kf[H5IOtt P(IHl ® ~Ert~~c::~~~vQII~~
tl""-lii ~TNN Cfflt.48i.lTY CY (t) Si6'-IJ fflt ~V
8'PASS.f"t.AN tli\r@ ~/!"J-
- <
..,, __
o,s
,-f':-.:..-=-:=.;.a

SFHON EXTENSION AT CENTRAL EXPWY
Kf!Ow'lllfllt',below.

Call before you dig.
' .
q J liill!
C2.2
CSC TRACING N0. 12,175-D 5 s 8
Record Drawings
17"RED

42.1 X X "
27"5S
- ss-¥-ssT - ss-1(--ss~
@1
,,
~~'..f"
<::_,c."
NV= 26.72__/
"8" 41+66.7
[GIN MICROSURfACING
& REFRESH STRIPING
I
(0 C In
I

CONFORM
FL :~:a~! 4 "A"STA1+84.H
OFF 35.9' L, >'~
{tr
I
I
I
I
I
,.,,y I 'o/
-~~)
I

SCOTT BOULEVARD
7 I
'")g~ic~:f\
i
I I
' A" LINE
CONFOOM TC41.J5±
FL41.0J±
"A" STA 2+6-4.SO
X OFF56.5' L
27"5S
ss.-::--ss~s----ss---)E----- ss
~ONfr~± X;,,¼
FL 41.15±
"t,,: STA 2+64.49
OFT 47.5' L --•-> -~o !'-

CONFORM
7 TC 42.71±
FL 42.14±
"B"STA41+58.07
Off 64.3' R
;,(40.5
"8"41 667
ENO MIC!< URFAC1NG
& REFRESH STRIPING
rJ " .. < JNSTALLIB" f'l'l.ER/IJNION I MEQiANICAL (/) ss J01Nl- souD I SlEEvE(tof,IG) OR APPROVE;_[) .·.

I EQU.C ',,
, "l'A ,, 4 ."'~r~, N\-- •
" 40+69.94 <..> • ,:,.sE)
BE t,jlCROSU ACING if!
&:R~ST13_1PING VJ

KEYNOTES
@ REMOVE MANHOlE. If MANHOLE CANNOT BE REMOVED, OBTAIN APPROVAL FROM CITY ENGINEER TO CAPMANHQEPERD£TAIL1 , SHEETC3. 1
@ PIPE BURST 27" HOPE PIPE TI,ROUGH EXISTING 24" RCP PIPE. @ ABANDON 1'1 PLACE, BACKFILL PIPE l'ATll ONE Of THE FOLLO'MNG (o) SAND THAT IS QEAN, FREE DR AINING, AND FREE FROM ROOTS (b) CONTROLLED LOW- STRENGT\1 MATERIAL (c) SLURRY CEMENT BACKFILL (d) CM' BOTH ENDS v,m, B" THICK WALL Of CLASS A PCC
@ REMOVE AND REPLACE 48" f.lAN'10LE @ REMOVE (E) 24" RCP. If PIPE CANNOT BE REMO'-UI ANO IT'S NOT CALLED OUT TO BE ABAN DONED ON TI,[ PLANS, OOTAIN APPROVAL rROM CITY (NGIN[ER TO ABANDON IN PLACE. @ RECONSTRUCT CURB &: GUTTER PER CITY DETAIL ST-11 (MOD), SHEET C3,1 @ RECONSTRUCT CURB PER CALTRANS Al-6 @ RESTORE PA',t),4ENT PER CITY DETAIL ST-24, SHEET C3.1. ©
® ®
@
RECONSTRUCT DRIVEWAY PER CITY DETAIL ST-6. SHEET C3.1.

INSTALL EIGHT NEW 24• BOX SIZE TR(ES ON CENTER MEDIAN OF SCOTT BL\rU. CONT1<ACTOR TO COORDINATE Will, CHY ARBORIST, RON JANZING. AT (408) 615-3083 FOR [)(ACT LOCATIONS @ 2' 'MOE AC DEEPUFT PER COUNTY DETAJL 8-12, SHEET CJ.2 (j) TYPE A2-6 CURB & GUTTER PER COUNTY OETAIL 8 - 13, SHEET CJ.2 @ RECONSTRUCT CURB cur PER COUNTY DETAIL 8 -SA, SH[ET C3.2 @ 4" ~ITE STRIPE P[R CALTRA.NS DHAIL 278. ALL STRIPING SHALL BE THERMOPLASTIC @ 4• YELLOW STRIPE PER CALTRANS DETAIL 24. ALL STRIPING SHALL BE TI,[RI.Wf'LASTIC @ RECONSTRUCT (E) CHAIN UNk FENCE AND GATE AS NEEDED @ ENTRY/R(C[IVING PIT FOR PIPE BURSTING. PIT SIZE TBD IN FIELD BY CONTRACTOR. @ 8" ~ITE STRIPE PER CALTRANS DETAIL 38. ALL STRIPING SHALL BE T'rlERMOPLASTIC @ 18" BAND PER AP-A NOTE 5, SHEET C1.1. @ RECONSTRUCT 8" TYPE 83 CURB PER COUNTY DETAIL 8-13, SHEET CJ.2 @ CONTACT DAVE PADILLA. ELECTRIC T&D MANAGER AT (408) 615-5630. A t.l lNIIAU~ Of TWO 'h'EEKS IN ADVANCE Of CONSTT?UCllCN TO D£TERt.llNE: TI,E: NEED TO SUPPORT THE: E:)(JSTING STREET LIGHT

POLES ADJACENT TO TI,E PROPOSED TRENCH
@ 4" ~ITE STRIPE PE:R CALTRANS DETAIL 12. ALL STRIPING SH,t,t.L BE TI,ERMOPLASTIC.

LEGEND

AC STRUCTRUAL PAVEMENT
SECTIO'II RESTORAllO'II
2' 'MDE AC DEEPUFT
BIKE LANE: ARROW PE:R CALTRANS
STD PlAN A24A
O,c,.ing Nume>w
1 CENTRAL EXPRESSWAY C3.0
'1'i ,·-ro· CSC TRACING NO. 12,175-D 6 " 8 1,. ____________________________________________________________________ _;;_;;.;;_.;.:.;:..;,,::.:;.;,.::c..;.:.;:.;_;.::.:..;.:....:...::.J..~...:::.....:::!....J Record Drawings
CEQ.SS..x(I!J:i!LVU
•,n~w;,t,(-ff!Mll<t<l'l,llfr'
, .. .._ ... ,.._,,.,. __ ,_,.!~ .. ,
, •f ,c,or;1c:iMl!o.WD'lUl[""'°""'£11.v. 1tw.,20·,.:.: golr,(ov;z., m» .c,;1t,1;..M ••·• .._,.,.. •-,:-., ·~-~" /'oH.l. 1,UOI';) / FV£!":C"{.....,-"1lf•-TC;;ta"'<r(Wr' l)· ,07e· ..:.,._,1,1tP..:<oh/WC.<!:o»',)•· ")JOo,:f , ,.·o;,...,._,r,""""'",·"""'·"-~"'•"""' l.f•<'flfl'<{..CU."lfC'l-'°-':•roo-·o•"' ,_ ,.,,.,1~_,.,., i;it,f.., -•~·°""'''O...-i, . ...:---._....,_ .,..,.,1tt..,0.!>0t$"PCC o,o,·~ lff,;,,D""""-O""A.,.,,...,neiusa>~• ..,.._,,.,..,.... -...,~. '<£OW<.!•~ S f 1-<C [K'°" 00!-S'lf -~ 00 r<:,1 _,,-:,. ff CAA)( !7" "'l NI:"' (Ji 'Ill "1:• _ .. , •;,.~..-«" [m\ilM'- _,...._,. ""'''" .._,,..~~.····ro""""''""'-""·,_,,_f...,_·.-i.,-,,•-.f•""'-'""run ..... ,c,,, """""•'"' K.TR."'.N
... ,:,~,., F. AMIN
_..,,.,.-,, ••: G. GOMEZ

DEPRESSED DRIVEWAY FOR
EX. 5' ATTACHED SIDEWALK ST-6
!.Tlll"H!o 111!.QlJIRIMG 10 INCH~ Of' ... $1'1\Al T CONCRfTf ~OR PAVEMENT RESTORATION
~---(/f.,..,C(T'W':
/ ~1·H r ..... c:n
' I
-·~ u~
,~ "'""'-''t -
1 "'· ,.,.~- llflV((wl:t.! ....i •nu~ ..c ,o;r,, na'uc., 1'(11 OT! ,.-,:u,n,nr ;.r w,,. 11 16 f(.l',..-'l;.-<r-"f"'(H1'+U"IYAr.>-S'" or•.....,lt'c~!oO '"l,'!Tf NOTES: 1,0...IOlll•p<-olp<>,..,....,.h.....,dcu•
m.,tc,l,-o k>l'>c ~"'-""1unde<tl>bt"""1-.l,,I
_..,.,"°"'"""'IM~l'rb-10..,,ywor\:.
2 ..... U ....... U!hC<f"'utl,e.....,_-t,;11,\lo;jErCfNTEW" LU1 t<HC !it (oPTllNl"Olt~T(:AO--.ol(ON,.l") ....... ,,w
Cl:STUl{DLOO:i ~..:~-:-\
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I I I I
SHEET NO. DESCRIPTION

SHEET INDEX
SHEET NO. DESCRIPTION SHEET NO. DESCRIPTION
1 OF 30
City of Santa Clara Bid CE 18-19-08
7/11/2019 2:13 PM p. 5

CRATUS INC

AS -BUILT
DATE: 3/9/2020SIGNATURE:

CE 18-19-08
07/17/2020
Brent Erkel
Mott Mac Donald 07/22/2020

LEGEND SYMBOLS
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...,..,.,., ....
~ 8.GUTf?R, SIDtwAI.Ka c,flM;WAV
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LEGEND SYMBOLS CONTINUED
,-----<) • LAJDtM.ANO~

PUBLIC WORKS DEPARTMENT
-[(CM)- Ell.<:TRiCAL.QI.Jet~fAD
~DU1l.ffi'..,.._
---- Ut41TOFWOfl!tel.f4l"

SANITARY SEWER CONDITION ASSESSMEN
REPAIRS PROJECT - PHASE 1
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~ - 2
G-02 KEY MAPS
FIMH"ltlflAHl ' G-03 GENERAL & MONUMENT NOTES G-04 TRAFFIC & ARBORIST NOTES .,,.,,,,., ...... 5 G-05 PIPE SEGMENT FLOW INFORMATION
cw..lOOT ' C-01 SEGMENT 01 • MAURJCIAAI/E PLAN AND PROFILE .... ,.,,...,.. 7 C-02 SEGMENT 02 • FERNANDEZ CT Pl.AN AND PROFILE ..,.,._ C-03 NOT IN CONTRACT DiRfcnoHOf n.ow 8 C-04 SEGMENT 04 • WOODLAND AVE Pl.AN AND PROFILE C-05 NOT IN CONTRACT
-- C-08 NOT IN CONTRACT
__,. C-07 NOT IN CONTRACT
TJIHTOK:~ C-08 NOT IN CONTRACT
== C-09 NOT IN CONTRACT
9 C- 10 SEGMENT 10 • GREAT AMERICA PKWY PLAN AND PROFILE

ABBREVIATIONS
... '"°""°"'"°',,..._._ .., .......
' '"""" .,. ............

LOO .,..,..,....
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w,
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~Ti.A;VALYE.
10 C-11 SEGMENT 11 - LAFAYETTE ST PLAN AND PROFILE 16
C-12 NOT IN CONTRACT 17
C-13 NOT IN CONTRACT 18 C-14 NOT IN CONTRACT 19
11 C-15 SEGMENT 15 -WALSH AVE PLAN AND PROFILE 20
12 C-16 SEGMENTS 17 & 18- SAN TOMAS EXPY PLAN ANO PROFILE 21 " C-17 SEGMENTS 18 & 19 ·SAN TOMAS EXPY Pl.AN AND PROFILE 22 C-18 NOT USED 23 ,. C-19 SEGMENTS 20, 21 & 22- SAN TOMAS EXPY PLAN ANO PROFILE 24 15 C-20 SEGMENT 23 • SARATOGA AVE PLAN AND PROFILE 25
C-21 NOT IN CONTRACT 28 C-22 NOT IN CONTRACT 27 C-23 NOT IN CONTRACT 28 C•24 NOT IN CONTRACT 29 ,0
RE ORD DR.\ wr-G
PROJECT:-iO. ___________ _
DATEACCEPTF.D __________ _
l:S'SPECTOR ____________ _
RE\1 10:-i~ 8\' ______ ~ DATE __ _
C-25 C-28 C-27 C-28
C-29 C-30 C-30.1 C-31 C-32 C-33
C-34
C-35 C-38 C-37
D-1
SEGMENT 29 • KIFER RD (1) PLAN ANO PROFILE SEGMENTS 29 & 30 • KIFER RD (2) PLAN AND PROFILE SEGMENT 31 • KIFER RD (3) PLAN ANO PROFILE SEGMENT 32 . MONROE ST PLAN AND PROFILE SEGMENT 33 • LAKESIDE OR PLAN AND PROFILE SEGMENT 34 • GREAT AMERICA PKWY PLAN ANO PROFILE SEGMENT 34 . GREAT AMERICA PKWY PLAN
SEGMENT 35 • GUADALUPE RIVER PLAN ANO PROFILE
TRAIL DETOUR · WALSH AVE TRAIL DETOUR Pl.AN· SAN TOMAS EXPY (1) TRAIL DETOUR Pl.AN • SAN TOMAS EXPY (2) TRAIL DETOUR PL.AN • SAN TOMAS EXPY (3) SEGMENTS 36, 37 & 38 • KIFER RO. SEGMENTS 39, 40 &41 • KIFER RO.

TYPICAL DETAILS
j

PROJECT

LOCATION

I (TYP)
:t -

VICINITY MAP
., .
cumlCAnoH Of PUii ltEYl£W
lHf.~OHl!Ml't'CMTl'iESTNATAPftDf?AIONAL..Pfv.

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BY~ Al'ftOf'!MkltW. l!HCilffll!ll~UP'EAll:!R; 1'NOExP81KHCEll'f 1Hi ~T'l~lbOl lHOINtfMHGl!OiMl. TOOftOMATEJITtWf
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APPROVED BY:
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Oll'UIQ01t
,,.,~;;.,iirieWL..iicfiom .. ~i!liiiil,..._F-_ __ ,.,.--1.,../yJJj_ ~-iir-'-fh. ----'---'-- · , _ _ .. ,.~
...

G-01
" """UN< "' -- .,, ITOJ,IWORNN """" 15l'OAW~M#HJU l<>C rlGDFaN ~,r~· _, ~-" M SANITARY SEWER CONDITION ASSESSMENT REPAIRS PROJECT • PHASE 1 MOTT M 1-"""""-'-"'-""---• .. _,_ .... __ TRACINGNo SEO "" -- """" -lNt fliNifCleCO......C: ,_ _,..,., .... ...,,.,,... UTuna- LOCATION MAPS "· MACDONALD -, -.......-. .. ., 12291-0

BENTON ST

HOMESTEAD RD

SAN TOMAS EX

KIELY BL

CALABAZAS BLVD

SARATOGA AVE

PRUNERIDGE AVE

MONROE ST

SAN TOMAS EXPWY

KIFER RD CENTRAL EX

LAWRENCE EXPWY

PRUNERIDGE AVE

KIELY BL

SARATOGA CREEK

BOWERS AVE

MONROE ST

WALSH AVE

SAN TOMAS
AQUINO
CREEK
UPRR

SAN TOMAS
EXPWY

E HOMESTEAD RD

CALAVAZAS
CREEK

SAN TOMAS EXPWY

EL CAMINO REAL

MAURICIA AVE

LAKESIDE DR
US 101 HY

BOWERS AVE GREAT AMERICA PY

TASMAN DR

LAFAYETTE ST

SAN TOMAS

AQUINO CREEK

GUADALUPE
RIVER
CA-237
G-02
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20

KEY MAPS
N.T.S.
------

CRATUS INC

AS -BUILT
DATE: 3/9/2020
SIGNATURE:
0 ~==1~+============±~+---------+==:i::J~SM~02J!!IJ19 KEY MAPS 1----1----';-'--'-:;+~=~:'-"---l: 12291-D

NTS NTS
GENERAL NOTES:

G-03
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
MONUMENT NOTES:

1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CITY'S STANDARD DETAI LS, STANDARD SPECIFICATIONS, AND GENERAL REQUIREMENTS.

2. NOT USED.

3. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY TH E LOCATION OF ALL EXISTING UTILITIES WITH THE APPROPRIATE UTILITY AGENCIES PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. CONTRACTOR SHALL NOTI FY ALL PUBLIC AND PRIVATE UTILITY OWNERS 48 HOURS PRIOR TO COMMENCEMENT OF WORK ADJACENT TO THE UTILITY. CONTACT UNDERGROUND SERVICE ALERT (USA) AT 8 11 OR 800-227-2600.

4. NOT USED.

5. UNLESS OTHERWISE DIRECTED BY THE CITY ENGINEER IN THE FIELD: AT EACH LOCATION WHERE NEW

CURB/GUTTER IS TO BE INSTALLED ON AN EXISTING STREET (DRIVEWAY INSTALLATION, DRIVEWAY ABANDONMENT, CURB RAMP INSTALLATION. CURB FACE DRAINAGE INSTALLATION, ETC.) PAVEMENT RECONSTRUCTION SHALL BE REQUIRED. AN 18-INCH WIDE BAND OF PAVEMENT SHALL BE REMOVED ANO REPLACED ALONG THE ENTIRE LENGTH OF CURB/GUTTER INSTALLATION. REMOVAL DEPTH (SAW CUTS REQUIRED) SHALL BE TO THE BASE MATERIAL ON STREETS WITH A.C. OR P.C.C. PAVEMENT FOUR (4) INCHES OR LESS IN THICKNESS. REMOVAL DEPTH SHALL BE TWO (2) INCHES MINIMUM ON STREETS WITH A.C. (GRIND) AND FOUR (4) INCHES MINIMUM ON STREETS WITH P.C.C. (SAW CUT) PAVEMENT THICKNESS GREATER THAN FOUR (4) INCHES. REPLACE WITH A.C. OR P.C.C. (DOWELS REQUIRED) TO MATCH EXISTING PAVEMENT.

6. ALL SIDEWALK, CURB, AND GUTTER DAMAGED AS A RESULT OF THE PROJECT SHALL BE REMOVED AND REPLACED TO THE NEAREST SCORE MARK OR AS DIRECTED BY THE CITY ENGINEER.

INSTALLATION OF NEW SIDEWALK, CURB ANO GUTTER AGAINST EXISTING IMPROVEMENTS SHALL REQU IRE A SIDEWALK CONTACT JOINT (DOWELS REQUIRED).

7. PARTIAL REPLACEMENT OF A DRIVEWAY IS NOT ALLOWED, UNLESS OTHERWISE NOTED ON THESE PLANS. A DRIVEWAY THAT HAS BEEN CUT OR DAMAGED MUST BE REPLACED IN ITS ENTIRETY. THE

NEW REPLACEMENT DRIVEWAY MUST MEET CURRENT CITY STANDARDS WHICH MAY AFFECT ON- SITE IMPROVEMENTS ANO/OR REQUIRE A SIDEWALK EASEMENT.

8. SLURRY SEAL SHALL BE REQUIRED ON ALL NEW STREET PAVEMENT (E.G., TRENCH WORK, POTHOLES, ANO STREET WIDENINGS). SLURRY SEAL SHALL EXTEND TWELVE INCHES BEYOND THE LIM IT OF PAVEMENT RECONSTRUCTION.

9. ALL MANHOLES, VALVE BOXES, MONUMENT BOXES, AND OTHER STRUCTURES IN THE PAVEMENT AREA SHALL BE ADJUSTED TO FINISH GRADE BEFORE PAVING FINAL LIFT.

10. GRADE BREAKS ON CURBS AND SIDEWALKS ARE TO BE ROUNDED OFF ON FORM WORK ANO FINISHED SURFACING.

11. CONTRACTOR IS ALERTED TO MONUMENT NOTES PROVIDED ON SHEET G-04. 12. ALL SURPLUS AND UNSUITABLE MATERIAL SHALL BE REMOVED FROM PUBLIC RIGHT-OF-WAY. 13. CONTRACTOR SHALL PROVIDE ADEQUATE DUST CONTROL ANO KEEP MUD AND DEBRIS OFF THE PUBLIC RIGHT- OF- WAY AT ALL TIMES.

14. ALL TRENCHES AND EXCAVATIONS SHALL BE CONSTRUCTED IN STRICT COMPLIANCE WITH THE APPLICABLE SECTIONS OF CALIFORNIA AND FEDERAL O.S.H.A. REQUIREMENTS AND OTHER APPLICABLE SAFETY ORDINANCES. CONTRACTOR SHALL BEAR FULL RESPONSIBILITY FOR TRENCH SHORING DESIGN ANO INSTALLATION.

15. EXISTING UTILITIES SHOWN ARE BASED UPON RECORD INFORMATION AND ARE APPROXIMATE IN LOCATION ANO DEPTH. THE CONTRACTOR SHALL POTHOLE ALL EXISTING UTILITIES THAT MAY BE

AFFECTED BY NEW FACILITIES IN THIS CONTRACT, VERIFY ACTUAL LOCATION ANO DEPTH, AND REPORT POTENTIAL CONFLICTS TO THE ENGINEER PRIOR TO EXCAVATING FOR NEW FACILITIES.

16. CONTRACTOR SHALL PERFORM HIS CONSTRUCTION AND OPERATION IN A MANNER, WHICH WILL NOT ALLOW HARMFUL POLLUTANTS TO ENTER THE STORM DRAIN SYSTEM. TO ENSURE COMPLIANCE, THE

CONTRACTOR SHALL IMPLEMENT THE APPROPRIATE BEST MANAGEMENT PRACTICE (BMP) AS OUTLINED IN THE BROCHURES ENTITLED "BEST MANAGEMENT PRACTICE FOR THE CONSTRUCTION INDUSTRY"

ISSUED BY THE SANTA CLARA VALLEY NONPOINT SOURCE POLLUTION CONTROL PROGRAM, TO SUIT THE CONSTRUCTION SITE AND JOB CONDITION.

17. OVERNIGHT PARKING OF CONSTRUCTION EQUIPMENT IN THE PUBLIC RIGHT-OF-WAY SHALL NOT BE PERMITTED, EXCEPT AT LOCATION(S) APPROVED BY THE CITY TRAFFIC ENGINEER.

18. ALL SANITARY SEWER AND/OR STORM DRAIN MAINS TO BE ABANDONED SHALL BE FILLED WITH SAND OR CONTROL DENSITY FILL (CDF) AND PLUGGED AT EACH ENO WITH A 6" THICK WALL OF CLASS "A" P.C.C.

19. ABANDONMENT OF SANITARY SEWER LATERAL AT THE PROPERTY LINE SHALL INCLUDE THE COMPLETE REMOVAL OF THE CHRISTY BOX, ALL VERTICAL PIPES ANO THE 45· WYE. THE REMAINING LATERAL ENOS SHALL BE PLUGGED WITH 6" THICK WALL OF CLASS "A" P.C.C., ENSURING NO CONCRETE ENTERS THE MAIN. ABANDONMENT OF SANITARY SEWER LATERAL AT THE MAIN WILL OCCUR WHEN LATERAL CONNECTS AT A MANHOLE OR AS DETERMINED BY THE CITY. PLUG THE LATERAL END WITH 6" THICK WALL OF CLASS "A" P.C.C., ANO FILL LATERAL WITH SAND OR CONTROL DENSITY FILL (COF) , MAKING A SMOOTH TROWEL FINISH ON THE INSIDE WALL OF THE MANHOLE FOR MANHOLE CONNECTIONS.

20. UNLESS OTHERWISE NOTED, CLASS 2 A.8. UNDER CURB, GUTTER, ANO STREET SECTIONS PAVED WITH ASPHALT CONCRETE SHALL BE COMPACTED TO 95% RELATIVE COMPACTION (MINIMUM). 21 . NOT USED.

22. NOT USED. 23. FOR OPEN CUT SEWER INSTALLATION OR REPLACEMENT, PROVIDE SHOP DRAWINGS WITH POTHOLED UTILITY INFORMATION DISPLAYED FOR REVIEW BY THE ENGINEER 72 HOURS MINIMUM PRIOR TO COMMENCEMENT OF ANY EXCAVATION OF THESE SEGMENTS.

24. PROVIDE TEMPORARY UTILITY SUPPORT USING CONTROLLED LOW STRENGTH MATERIAL TO PROTECT EXISTI NG UTI LITIES ANO APPURTENANCES IN PLACE DURING SEWER CONSTRUCTION. SEE SPECIFICATION SECTION 03350.

25. NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE PERMITTED ON ROADWAYS AFTER WORK HOURS WITHOUT WRITTEN PERMISSION FROM CITY.

26. TRAFFIC CONTROL MEASURES SHALL BE IMPLEMENTED PER APPROVED TRAFFIC CONTROL PLANS AT ALL TIMES DURING THE CONSTRUCTION PERIOD IN COMPLIANCE WITH SPECIFICATION SECTION 03320 (TRAFFIC CONTROL) OF THE SPECIAL PROVISIONS.

27. APPROVED PROTECTIVE MEASURES SHALL BE USED FOR ALL EXCAVATIONS PER SECTION 02200 "EARTHWORK", ANO SECTION 02350 "EXCAVATION SUPPORT, SHORING ANO BRACING."

28. ALL MONUMENTS DISTURBED BY CONSTRUCTION SHALL BE REPLACED BY A PROFESSIONAL LANO SURVEYOR REGISTERED IN THE STATE OF CALIFORNIA. REPLACEMENT WORK SHALL BE COORDINATED ANO DOCUMENTED WITH THE CITY ENGINEER.

29. RE-STRIPE ALL PAVED AREAS IN KIND OR AS REQUIRED BY THE CITY. ALL PAVEMENT MARKINGS AND

MARKERS SHALL BE REPLACED IN ACCORDANCE WITH CITY STANDARD TECHNICAL SPECIFICATIONS SECTION 02084.

30. THE CONTRACTOR SHALL REMOVE ALL USA PAINT MARKINGS FROM PAVEMENT, SIDEWALKS, AND CONCRETE WITHIN THE PROJECT BOUNDARY FOLLOWING THE COMPLETION OF CONSTRUCTION. COVERING MARKINGS WITH PAINT WILL NOT BE ALLOWED. 31 . DAMAGE TO STREET LIGHTING, TRAFFIC SIGNAL OR TRAFFIC LOOP FACILITIES DURING CONSTRUCTION SHALL BE REPAIRED IN ACCORDANCE WITH CALTRANS STANDARDS SECTION 86. TRAFFIC SIGNAL LOOPS DAMAGED BY THE WORK SHALL BE REPLACED WITH TYPE "Q" DETECTOR LOOPS PER CITY STANDARD DETAI L TR- 7.

32. THE CONTRACTOR SHALL BE REQUIRED TO COORDINATE THEIR CONSTRUCTION SCHEDULE WITH PG&E.

A PG&E INSPECTOR SHALL BE ONSITE DURING PRECONSTRUCTION SUBSURFACE UTILITY EXPLORATION POTHOLING ANO DURING PIPELINE CONSTRUCTION WITHIN TEN (10) FEET OF GAS TRANSMISSION LINES.

33. NOT USED. 34. IN OPEN CUT SEWER REPLACEMENT SECTIONS, EXISTING SEWER PIPE SHALL BE REMOVED ANO DISPOSED OF AT CONTRACTOR'S EXPENSE.

35. NEW SEWER PIPE SHALL BE THE MATERIAL AS NOTED ON THE DRAWINGS. 36. REPLACEMENT AND REPAIR OF CITY OWNED FACILITIES NOT SPECIFICALLY DETAILED IN THE PLANS SHALL BE IN ACCORDANCE WITH APPLICABLE CITY STANDARD SPECIFICATIONS ANO DETAILS.

37. SEWER LATERAL REPAIR OR INSTALLATION SHALL BE IN ACCORDANCE WITH THE CITY STANDARD DETAILS.

38. NOT USED. 39. RIGHT OF WAY ANO PROPERTY LINES WHERE SHOWN ARE BASED UPON RECORD DATA ANO ARE SHOWN FOR INFORMATIONAL PURPOSES ONLY.

40. NOT USED.

41. CONTRACTOR TO BROOM SWEEP CONSTRUCTION AREA EACH NIGHT PRIOR TO LEAVING THE JOB SITE.

REFER TO THE SPECIAL PROVISIONS.

42. CONCRETE SADDLE SHALL BE USED FOR UTILITY CROSSINGS WITH LESS THAN 12 INCHES OF VERTICAL SEPARATION. REFER TO CITY STANDARD DETAILS Ml- 3 & Ml- 4.

43. NOT USED. 44. CONTRACTOR SHALL PROTECT EXISTING TREES. 45. CONTRACTOR TO AIR GAP ALL EXISTING UTILITIES AT ALL CROSSING POINTS PRIOR TO PIPE BURSTING. 46. CONTRACTOR SHALL INCLUDE COST TO PROTECT UTILITY POLE OR FOR SVP TO BRACE AND SUPPORT

UTILITY POLES ANO GUYS, INCLUDING THE USE OF A UTILITY POLE HOLDING TRUCK OR CRANE RIG OPERATED BY UTILITY PERSONNEL, IN THE UNIT PRICE BID FOR MANHOLE. LATERAL. OR PIPE INSTALLATION/REHABILITATION WHERE EXCAVATION IS REQUIRED WITH IN 5 FEET OF UTILITY POLES.

47. ALL INFORMATION PRESENTED HAS BEEN OBTAINED FROM FIELD INVESTIGATION AND RECORD INFORMATION. NO TOPOGRAPHIC SURVEY DATA HAS BEEN USED. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND OTHER NECESSARY INFORMATION TO CONSTRUCT THE PROPOSED WORK.

48. CONTRACTORS SHALL VISIT ALL SITES DURING THE BID PREPARATION PHASE AND FULLY INFORM THEMSELVES OF SITE CONSTRAINTS. THIS INCLUDES, BUT IS NOT LIMITED TO, THE PRESENCE OF TREES, UTILITY POLES, ANO GAS MAINS IN, ANO ADJACENT TO THE STREETS ANO EASEMENTS WHERE WORK IS TO BE PERFORMED.

49. POINT REPAIRS SHALL BE CONDUCTED THROUGH STANDARD OPEN TRENCH EXCAVATION METHODS

INCLUDING ALL WORK NECESSARY TO REPLACE THE EXISTING PIPE WITH NEW PIPE OF THE SAME MATERIAL. POINT REPAIRS PERFORMED ON MAINS TO BE REHABILITATED OR REPLACED BY PIPE BURSTING 00 NOT REQUIRE A TYPICAL COUPLING PER DETAIL 1, SHEET 0-1.

50. THE CONTRACTOR IS RESPONSIBLE IN VERIFYING THE SPOT REPAI R LOCATION, INCLUDING IDENTIFICATION FROM GROUND SURFACE BEFORE BEGINNING ANY EXCAVATION. 5 1. THE CONTRACTOR IS RESPONSIBLE TO KEEP SEWER MANHOLES AND PIPES FREE AND CLEAR OF CONSTRUCTION DEBRIS, ANO SHALL BE INCIDENTAL TO TH E COST OF THE SEGMENT. 5 2. THE CONTRACTOR IS LIABLE FOR SEWER SPILLS ASSOCIATED WITH TH IS PROJECT. THIS IS INCLUDING, M
-- - -
BUT NOT LIMITED TO SPILLS FROM BYPASSING, MOBILIZATION, DEMOBILIZATION, EXCAVATION.

REMOVALS, ETC. ALL SPILLS SHALL ADHERE TO ALL SPECIFICATIONS IMMEDIATELY FOR ANY QUANTIFICATION, TREATMENT, HANDLING, ANO REPORTING, ETC. ALL REPARATIONS FOR SPILLS AT NO ADDITIONAL COST TO THE CITY.

53. THE CONTRACTOR SHALL IDENTIFY ALL EXISTING LATERAL CONNECTIONS BEFORE PERFORMING A PIPE BURSTING. AFTER PERFORMING A PIPE BURSTING, THE CONTRACTOR WILL ENSURE ALL EXISTING LATERAL CONNECTIONS ARE RE-ESTABLISHED AND ARE IN GOOD WORKING ORDER. THE CONTRACTOR WILL BE HELD LIABLE FOR ANY LATERAL NOT RECONNECTED AND IN GOOD WORKING ORDER AND WILL MAKE ALL RESTORATIONS AT NO ADDITIONAL COST TO THE CITY.

54. THE CONTRACTOR IS TO ENSURE THAT ALL CONNECTIONS TO EXISTING PIPE ARE MADE AT GOOD SECTIONS OF PIPE. A PIPE SHALL BE DEEMED AS GOOD IF IT IS FOUND WITHOUT ANY BREAKS, CRACKS, RUPTU RES, DENTS, OR ANY OTHER VISIBLE DAMAGE.

55. EACH SEGMENT SHALL PERFORM POINT REPAIR ANO INFILTRATION GROUTING OPERATIONS BEFORE PERFORMING CIPP OR PIPE BURSTING OPERATIONS, UNLESS OTHERWISE INDICATED.

56. SHALLOW UTILITIES MAY BE PRESENT IN PROJECT AREAS. CONTRACTOR SHALL VERIFY UTILITY DEPTHS OF ANY UTILITY IN CONFLICT WITH WORK BEFORE ANY EXCAVATION OR TRENCH WORK.

57. THE CONTRACTOR SHALL PROTECT IN PLACE ALL EXPOSED UTILITIES. THE CONTRACTOR WILL RESTORE ANY UTILITIES DAMAGED DURING CONSTRUCTION AT NO ADDITIONAL EXPENSE TO THE CITY.

58. CONTRACTOR SHALL REFERENCE THE CITY SEWER BLOCK BOOKS FOR LOCATIONS OF ALL MANHOLES NOT SHOWN ON PLANS.

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PRESERVATION ANO/OR PERPETUATION OF EXISTING SURVEY MONUMENTS (CURB TAGS, IRON PIPES, STREET MONUMENTS, ETC.) NOTED ON THE PLANS OR FOUND DURING CONSTRUCTION PER SECTION 8771 OF THE CALIFORNIA BUSI NESS ANO PROFESSIONAL CODE. IF A SURVEY MONUMENT HAS POTENTIAL OF BEING DISTURBED OR WITHIN 3 FEET OF THE WORK, THE MONUMENT SHALL BE LOCATED, REFERENCED, AND A CORNER RECORD

SHALL BE FILED WITH THE SANTA CLARA COUNTY SURVEYOR, AND DUPLICATE OF THE CORNER RECORD SHALL BE SUBMITTED TO THE CITY ENGINEER PRIOR TO THE START OF CONSTRUCTION.

SHOULD ANY SURVEY MONUMENT BE DAMAGED OR DESTROYED DURING CONSTRUCTION, THE CONTRACTOR SHALL RE-ESTABLISH SAID MONUMENT PER CITY STANDARD, FILE A CORNER RECORD

WITH THE SANTA CLARA COUNTY SURVEYOR, AND SUBMIT A DUPLICATE OF THE CORNER RECORD TO

THE CITY ENGINEER PRIOR TO FINAL PROJECT NOTICE OF COMPLETION ISSUED BY THE DEPARTMENT OF PUBLIC WORKS. THE CONTRACTOR SHALL, AT HIS/HER EXPENSE, HIRE A LICENSED PROFESSIONAL CIVIL ENGINEER AUTHORIZED TO PRACTICE LAND SURVEYING OR LANO SURVEYOR TO PERFORM THE WORK.

2. MONUMENTS WITHIN THE WORK AREA SHALL BE PRESERVED AS SHOWN IN THE TABLE BELOW. REFER TO PLANS FOR LOCATIONS OF MONUMENTS.

SHEET LOCATION NOTE
C-01 CENTER OF MAURICIA AVE AND WOODHAMS RD INTERSECTION NOTE b C-01 CENTER OF MAURICIA AVE NOTE a C-02 MIDDLE OF FERNANDEZ CUL DE SAC NOTE a
C- 04 CENTER OF WOODLAND AVE AND CRESTVIEW DR INTERSECTION NOTE b C- 04 CENTER OF WOODLAND AVE (NEAR STA. 41+50) NOTE b C- 04 CENTER OF WOODLAND AVE (NEAR STA. 42+ 95) NOTE a C-1 0 CENTER OF GREAT AMERICA PKWY AND OLD GLORY LN INTERSECTION NOTE a C-15 CENTER OF WALSH AVE AND SAN TOMAS AQUINO CREEK TRAIL NOTE a C-20 CENTER OF SARATOGA AVE ANO SAN TOMAS EXPY INTERSECTION NOTE a C-29 CENTER OF LAKESIDE OR NOTE a
a. LOCATION OF FOUND MONUMENT IN MONUMENT BOX. PROTECT (E) MONUMENT IN PLACE. b. LOCATION OF FOUND MONUMENT IN MONUMENT BOX. CORNER RECORD REQUIRED PRIOR TO CONSTRUCTION. PROTECT (E) MONUMENT IN PLACE.

CRATUSINC

AS -BUILT
DATE: 3/9/2020
SIGNATURE·
JSM 02/19
- - - MOTT M
MACDONALD t---+-+-----------+---tGENERAL AND MONUMENT NOTESt----tc;=:~;-~~-;:,., 12291-0

NTS NTS
G-04
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
ARBORIST NOTES:
"WARNING - TREE PROTECTION ZONE THIS FENCE SHALL NOT BE REMOVED WITHOUT APPROVAL FROM THE CITY ARBORIST/PROJECT ARBORIST."
TRAFFIC CONTROL NOTES:
•• ••

1. CONTRACTOR SHALL BE RESPONSIBLE TO PREPARE TRAFFIC CONTROL PLANS FOR ALL PHASES OF WORK BASED ON THE LATEST CALIFORNIA MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES AND CALTRANS STANDARD PLANS. CONTRACTOR SHALL BE REQU IRED TO HAVE APPROVED TRAFFIC CONTROL PLANS FULL IMPLEMENTED PRIOR TO CONDUCTING ANY CONSTRUCTION ACTIVITIES.

2. THE CONTRACTOR SHALL INSTALL TRAFFIC CONTROL DEVICES PRIOR TO COMMENCEMENT OF CONSTRUCTION. THE CONTRACTOR SHALL ALSO MAINTAIN ALL TRAFFIC CONTROL DEVICES DURING CONSTRUCTION, AS REQUIRED BY THE CITY ENGINEER/INSPECTOR. A 24-HOUR ON-CALL TELEPHONE NUMBER SHALL ALSO BE PROVIDED TO THE CITY BY THE CONTRACTOR FOR SERVICES REQUIRED BEYOND NORMAL WORKDAY OPERATIONS.

3. ACTUAL SIGN INSTALLATION LOCATIONS ARE TO BE DETERMINED IN THE FIELD. SIGN LOCATIONS SHALL BE APPROVED BY THE CITY ENGINEER/INSPECTOR PRIOR TO AN'f INSTALLATION WORK.

4. SIGNS SHALL BE INSTALLED/PLACED AND REMOVED BY THE CONTRACTOR IN ACCORDANCE WITH THE PLANS AND AS DIRECTED BY THE CITY.

5. CONTRACTOR SHALL COVER OR REMOVE AN'( EXISTING SIGNS, STRIPING, AND/OR PAVEMENT MARKINGS THAT CONFLICT WITH THESE TRAFFIC CONTROL PLANS DURING CONSTRUCTION. REMOVAL OF ROADWAY STRIPING ANO/OR PAVEMENT MARKINGS SHALL BE DONE IN ACCORDANCE WITH CURRENT CALTRANS AND CA MUTCO STANDARDS. SIGNS, STRIPING, AND/OR PAVEMENT MARKINGS SHALL BE RESTORED TO EXISTING CONDITIONS TO THE SATISFACTION OF THE CITY ENGINEER/INSPECTOR ONCE CONSTRUCTION IS COMPLETE.

6. A MINIMUM OF ONE 1 O' WIDE TRAVEL LANE PER DIRECTION OF TRAVEL (UNLESS OTHERWISE NOTED ON PLANS) SHALL REMAIN OPEN AT ALL TIMES DURING CONSTRUCTION.

7. TEMPORARY TRAFFIC CONTROL DEVICES SHALL MAINTAIN ACCESS TO FIRE HYDRANTS, BUILDING STANDPIPES AND OTHER EMERGENCY FACILITIES WITHIN THE CONSTRUCTION ZONE.

8. ALL TRAFFIC CONTROL DEVICES (SIGNS, CHANNELIZERS. ETC.) SHALL BE RETROREFLECTIVE AND/OR ILLUMINATED DURING NIGHTTIME TRAFFIC CONTROL.

9. CONTRACTOR SHALL DISPLAY ON ITS BARRICADES COMPANY NAME AND 24-HOUR EMERGENCY TELEPHONE NUMBER IN CASE OF EMERGENCY CALLOUTS.

10. CONTRACTOR SHALL FURNISH, ERECT, AND MAINTAIN BARRICADES AND OTHER SAFETY MEASURES TO GIVE ADEQUATE PROTECTION TO THE PUBLIC AT ALL TIMES.

11. THE PARKING OF ANY CONSTRUCTION - RELATED VEHICLES OR STORAGE OF AN'( MATERIAL IS NOT ALLOWED ON A PUBLIC STREET OR SIDEWALK UNLESS APPROVED IN ADVANCE BY THE CITY ENGINEER.

12. CONTRACTOR SHALL BE RESPONSIBLE TO REPLACE ANY TRAFFIC STRIPING, PAVEMENT MARKINGS, PAVEMENT SURFACE, ETC. DAMAGED OR DESTROYED DURING CONSTRUCTION TO THE SATISFACTION OF THE CITY ENGINEER AT ITS SOLE EXPENSE.

13. CONTRACTOR SHALL COORDINATE, FOR ANY ONGOING PROJECTS IN THE VICINITY OF THIS PROJECT. THE ROUTING OF PEDESTRIANS, VEHICLES, ANO CONSTRUCTION TRUCKS WITH OTHER CONTRACTORS TO MINIMIZE PUBLIC INCONVENIENCE.

14. SIDEWALKS AND TRAFFIC LANES SHALL REMAIN OPEN WHEN NO ACTIVITY IS PLANNED AND/OR BETWEEN SCHEDULED CLOSURES.

SIDEWALKS AND TRAFFIC LANES SHALL BE OPENED AT THE END OF EACH WORKDAY.

15. WHEN USED FOR VEHICULAR AND/OR PEDESTRIAN TRAFFIC CONTROL, STEEL PLATES SHALL BE INSTALLED FLUSH WITH ADJACENT GRADE.

16. CONTRACTOR SHALL DETERMINE PROJECT PHASING AND ACTUAL DURATION OF EACH PHASE AND SHALL SUBMIT AN ACTMTY DURATION TABLE TO THE CITY PUBLIC WORKS INSPECTOR PRIOR TO START OF CONSTRUCTION.

17. AT THE END OF EACH WORK DAY THE CONTRACTOR SHALL BE RESPONSIBLE FOR BACKFILLING THE TRENCHES AND PLACING TRAFFIC- RATED STEEL PLATES TO REOPEN THE TRAFFIC LANES TO TRAFFIC DURING NON - WORK HOURS. STEEL PLATES SHALL BE INSTALLED FLUSH WITH ADJACENT GRADE TO PROVIDE SMOOTH AND SAFE DRIVING CONDITIONS.

18. SANDBAGS AND/OR GRAVEL BAGS SHALL BE PLACED OVER THE BASE LEGS OF BARRICADE-MOUNTED SIGNS TO PREVENT ANY OVERTURNING.

19. NOT USED.

20. PROVIDE CONTINUOUS TEMPORARY ACCESS TO All SIDE STREETS, ALLEYS, DRIVEWAYS, BUS STOPS, ANO PARKING LOTS 21. CONTRACTOR SHALL PREPARE PEDESTRIANS DETOUR PLANS WHEREVER THE SIDEWALK IS CLOSED DUE TO CONSTRUCTION. 22. CONTRACTOR SHALL SUBMIT TRAFFIC CONTROL PLAN OF ROADWAY CLOSURE FOR REVIEW AND APPROVAL PRIOR TO ANY CLOSURE AND CONSTRUCTION. COORDINATE WITH sec ROAD ANO AIRPORTS FOR ANY CLOSURE AND CONSTRUCTION ACTIVITIES ON SAN TOMAS EXPRESSWAY.

23. BARRICADES SHALL BE INSTALLED AROUND EXCAVATED AREAS.

CRATUS INC
AS-8UILT
DATE: 3,912020

SIGNATURE
--
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I. GENERAL

1. NO CUTTING OF ANY PART OF CITY TREES. INCLUDING ROOTS, SHALL BE DONE WITHOUT SECURING APPROVAL ANO DIRECT SUPERVISION FROM THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY (408) 615-3080.

2. NO CUTTING OF ANY PART OF PRIVATE TREES, INCLUDING ROOTS, SHALL BE DONE WITHOUT DIRECT SUPERVISION OF AN INTERNATIONAL SOCIETY OF ARBORICULTURE (ISA) CERTIFIED ARBORIST.

3. WHEN CONSTRUCTION OCCURS WITHIN THE DRIP LI NE OF EXISTING TREES. CONTRACTOR SHALL PILE THE SOIL ON THE SIDE AWAY FROM THE TREE. WHEN THIS IS NOT POSSIBLE, PLACE SOIL ON PLYWOOD, TARP, OR 4'" - 5" THICK BED OF MULCH. THIS IS TO PREVENT CUTTING INTO THE SOIL SURFACE WHEN THE BACKHOE OR TRACTOR BLADE REFILLS THE TRENCH.

4. REFILL OPEN TRENCHES QUICKLY WITHIN HOURS OF EXCAVATION WHEN THEY OCCUR WITH IN THE DRIP LINE OF EXISTING TREES. IF THIS IS NOT POSSIBLE ANO THE WEATHER IS HOT, DRY, OR WINDY. CONTRACTOR MUST KEEP ROOT ENDS MOIST BY COVERING THEM WITH WET BURLAP. IF THE TEMPERATURE IS 80-F OR GREATER, THE BURLAP MUST BE INSPECTED EVERY HOUR, ANO RE-WET AS NECESSARY TO MAINTAIN A CONSTANT COOL MOIST CONDITION. SMALL ROOTS CAN ORY OUT ANO DIE IN 10-15 MINUTES. LARGER ROOTS CAN SUCCUMB IN AN HOUR OR LESS UNDER UNFAVORABLE WEATHER CONDITIONS.

5. WHEN ROOTS 2" OR LARGER ARE REQUIRED TO BE CUT, SHOVEL BY HANO NEAR THE ROOTS ANO PRUNE THE ROOTS WITH AN INDUSTRY-APPROVED PRUNING TOOL. ROOTS THAT ARE ACCIDENTALLY BROKEN SHOULD BE PRUNED TWO INCHES FROM THE DAMAGED ENO. CRUSHED OR TORN ROOTS ARE MORE LIKELY TO ALLOW DECAY TO BEGIN.

SHARPLY CUT ROOTS PRODUCE A FLUSH OF NEW ROOTS HELPING THE TREE TO RECOVER FROM ITS INJURY.

6. CONTRACTOR SHALL NOTIFY THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY 72 HOURS IN ADVANCE OF ANY WORK REQUIRING DIGGING AROUND OR WITH IN THE DRIP LINE OF EXISTING TREES.

7. A CLEAR SYSTEM OF FLAGGING MUST BE PROVIDED AROUND TREES WITH IN 20' OF THE PROPOSED GRADING. CONTRACTOR SHALL SECURE APPROVAL OF SUCH SYSTEM FROM THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY.

8. MATERIALS, EQUIPMENT, TEMPORARY BUILDINGS, FUELS. PAINTS, ANO OTHER CONSTRUCTION ITEMS SHALL NOT BE PLACED WITHIN THE DRIP LINE OF EXISTING TREES. 9. FENCE ALL TREES TO BE RETAINED TO COMPLETELY ENCLOSE THE TREE PROTECTION ZONE PRIOR TO DEMOLITION, GRUBBING, OR GRADING. FENCING SHALL BE PLACED AT TH DRIP LINE OF EXISTING TREES OR, IF POSSIBLE, 1.5 TIMES THE RADIUS OF THE DRIP LINE OUT FROM THE TRUNK OF THE TREE. A WARNING SIGN SHALL BE PROMINENTLY DISPLAYED ON EACH FENCE. THE SIGN SHALL BE A MINIMUM OF 8.5" x11 '" ANO CLEARLY STATE FENCES SHALL BE 6-FOOT TALL CHAINLINK OR EQUIVALENT, AS APPROVED BY THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY. FENCES SHALL REMAIN UNTIL ALL GRADING AND CONSTRUCTION WORK IS COMPLETED. IN ADDITION, WRAP ALL TREES WITH STRAW WADDLE UP TO THE

FIRST MAIN BRANCH, THEN WRAP SNOW FENCING AROUND THE WADDLE ON ALL TREES IN THE CONSTRUCTION ZONE TO PROTECT THEM FROM BARK DAMAGE CAUSED BY THE WORK.

10. NO TRENCHING SHALL BE DONE WITHIN THE DRIP LI NE OF EXISTING TREES WITHOUT THE APPROVAL OF THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY. OPEN TRENCHING IN THE ROOT ZONE OF A PUBLIC TREE IS PROHIBITED EXCEPT IN CASES WHERE THE TRENCHING FALLS OUTSIDE THE DRIP LINE OF THE TREE INVOLVED. EXCEPTIONS MAYBE ALLOWED IF, IN THE OPINION OF THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY, THE IMPACT OF TRENCHING ON THE TREE WILL BE NEGLIGIBLE. 11 . ANY CUTTING OF EXISTING ROOTS OF CITY TREES SHALL BE DONE WITH APPROVED LIGHT EQUIPMENT UNDER THE DIRECT SUPERVISION OF THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY. ANY CUTTING OF EXISTING ROOTS OF PRIVATE TREES SHALL BE DONE WITH APPROVED EQUIPMENT UNDER THE DIRECT SUPERVISION OF AN !SA- CERTIFIED ARBORIST.

12. GRADING SHOULD NOT CREATE DRAINAGE PROBLEMS FOR TREES BY CHANNELING WATER INTO THEM, OR CREATING SUNKEN AREAS.

13. All GRADING WITHIN THE DRIP LINE OF CITY TREES SHALL BE DONE WITH APPROVED LIGHT EQUIPMENT UNDER THE DIRECT SUPERVISION OF THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY. ALL GRADING WITHIN THE DRIP LINE OF PRIVATE TREES SHALL BE DONE WITH APPROVED EQUIPMENT UNDER THE DIRECT SUPERVISION OF AN !SA-CERTIFIED ARBORIST. THE ORIGINAL GRADE AT THE BASE OF EXISTING TREES SHALL NOT BE MODIFIED. IF A GRADE INCREASE IS NECESSARY, ORY WELLS SHOULD BE USED.

14. WHEN TRENCHING IS ALLOWED WITHIN THE ORIPLINE OF EXISTING TREES, THE CONTRACTOR MUST FIRST CUT ROOTS WITH A VERMEER ROOT CUTTER PRIOR TO ANY TRENCHING TO AVOID TUGGING OR PULLING OF ROOTS.

15. TREES THAT ARE DETERMINED TO BE REMOVED BY THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY DUE TO AN UNFORESEEN CIRCUMSTANCE DURING CONSTRUCTION SHALL BE REPLACED BY THE CONTRACTOR. THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY SHALL DETERMINE THE REPLACEMENT SPECIES, SIZE, QUANTITY, AND SPACING.

16. PLACE 4 '" -5'" THICK MULCH AROUND ALL EXISTING TREES (OUT TO THEIR DRIP LINE) THAT ARE TO BE RETAINED PRIOR TO ANY CONSTRUCTION. THIS WILL HELP MAINTAIN MOISTURE UNDER THE TREE WITHIN THE FENCING AREA.

17. BORE PITS ARE NOT ALLOWED WITHIN THE DRIP LINE OF ANY TREE.

IL BORING (NOT USED)
Ill. TREE PROTECTION

1. CONTRACTOR SHALL TAG ANO IDENTIFY EXISTING TREES WHICH ARE TO REMAIN WITHIN THE PROJECT LIMITS ANO ON THE PUBLIC RIGHT-OF-WAY PRIOR TO START OF WORK.

PROTECT ALL TAGGED TREES AT All TIMES FROM DAMAGE BY THE WORK. TREATMENT OF All MINOR DAMAGE TO TAGGED TREES SHALL BE PERFORMED BY !SA-CERTIFIED ARBORIST OR OTHER PERSONNEL APPROVED BY THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY. IF A TAGGED TREE IS PERMANENTLY DISFIGURED OR KILLED AS A RESULT OF THE WORK, CONTRACTOR SHALL REMOVE THE TREE, INCLUDING ITS ROOTS, FROM THE SITE AND REPLACE EACH REMOVED TREE WITH AN EQUAL-SIZED TREE. IF SUCH REPLACEMENT IS NOT POSSIBLE, THE CONTRACTOR SHALL REIMBURSE TO THE TREE OWNER THE AMOUNT LISTED IN THE TABLE BELOW. THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY SHALL BE THE SOLE JUDGE OF THE CONDITION OF ANY TREE. CONTRACTOR SHALL PROVIDE REGULAR WATERING OF EXISTING LANDSCAPING WITHIN THE CONSTRUCTION AREA THROUGH THE CONSTRUCTION PERIOD.

2. CONTRACTOR SHALL PAY THE TREE OWNER THE VALUE OF EXISTING TREES TO REMAIN THAT DIED OR WERE DAMAGED BECAUSE OF THE CONTRACTOR'S FAILURE TO PROVIDE ADEQUATE PROTECTION AND MAINTENANCE. THE PAYMENT AMOUNT SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE OF VALUES. USING iREE CALIPER" METHOD ESTABLISHED IN THE MOST RECENT ISSUE OF THE '"GUIDE FOR ESTABLISHING VALUES OF TREES ANO OTHER PLANTS: PREPARED BY THE COUNCIL OF TREE AND LANDSCAPE ARCHITECTS.

M
MOTT M

MACDONALD
7 INCHES
8 INCHES
9 INCHES
10 INCHES 11 INCHES 12 INCHES 13 INCHES
2,400
3,400
4,400
5,200
6,200
7,200
8,200
14 INCHES I 9,200 15 INCHES 10,000 16 INCHES 11.000 17 INCHES 12,000 18 INCHES AND OVER: 1,200 ADD FOR EACH CALIPER INCH
JSM 02/19

TRAFFIC & ARBORIST NOTES

NTS NTS
G-05
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/12/20 1 RECORD PLAN OP
JSM 06/20

PIPE SEGMENT ESTIMATED FLOW INFORMATION
1 SEGMENT #
10-WEST
10-CENTER
10 EAST 11-WEST
11-CENTER
11-EAST
15 17
18 19
20 21
22 23
29 30
31 32 33 34 35 36 37 38 39
40 41
=

EXISTI NG PIPE

DIAMETER (IN)
18 15 18 18 15 15 15 15 15 12 12
10 24 24 24 24
30 30
45 24 24 24 24 24 24

EXISTING PIPE

ESTIMATED AVERAGE

DRY WEATHER FLOW

MATERIAL (MGD)
VCP SEE NOTE 8 VCP SEE NOTE 8 VCP SEE NOTE 8 VCP 0.71 VCP VCP 0.71 VCP 0.53 VCP 0.87 VCP 1.21 VCP 0.02 VCP 0.44 VCP 0.44 VCP 0.40 VCP 0.18 VCP 0.18 VCP 0.18 VCP 0.14 RCP 2.18 RCP 2.18 RCP 2.18 RCP 2.12 RCP 2.30 RCP 3.66
VCP SEE NOTE 8
RCP 2.18 RCP 2.18 RCP 2.18 RCP 2.18 RCP 2.18 RCP 2.18

ESTIM ATED PEAK ESTIMATED MAX WET

DRY WEATHER FLOW WEATHER FLOW
(MGD) (MGD)
SEE NOTE 8 SEE NOTE 8 SEE NOTE 8 SEE NOTE 8 SEE NOTE 8 SEE NOTE 8

1.21 1.40

1.21 0.64 1.08

1.07 1.80

1.48 2.51

0.03 0.10

0.66 1.20 0.66 1.20

0.60 1.08 0.28 0.51 0.28 0.51 0.28 0.51

0.21 0.24

3.57 7.70 3.57 7.67 3.57 7.66 3.49 7.55 3.70 7.79

5.24 9.39
SEE NOTE 8 SEE NOTE 8

3.57 7.66 3.57 7.66 3.57 7.66 3.57 7.66 3.57 7.66 3.57 7.66

1. THE ABOVE TABLE PRESENTS FLOW ESTIMATE DATA TAKEN FROM THE CITY OF SANTA CLARA'S SEWER SYSTEM MODEL AND IS PRESENTED FOR THE CONTRACTOR'S REFERENCE IN PREPARING BYPASS PUMPING PLANS FOR EACH SEWER SEGMENT DESIGNATED FOR REHABILITATION UNDER THIS CONTRACT.

2. AS A MINIMUM, BYPASS PUMPING SYSTEMS SHALL INCLUDE A PRIMARY PUMP ANO A BACKUP STANDBY PUMP, SIZED TO HANDLE THE ESTIMATED PEAK DRY WEATHER FLOW WHEN SEWER BYPASSING OCCURS BETWEEN MAY 1 ST AND SEPTEMBER 30TH. FOR SEWAGE BYPASSING WHICH OCCURS BETWEEN OCTOBER 1 ST AND APRIL 30TH, THE TOTAL COMBINED INSTALLED BYPASS PUMPING CAPACITY SHALL BE EQUAL OR EXCEED THE ESTIMATED MAX WET WEATHER FLOW.

J. FOR ALL SEWER SEGMENTS 12-INCHES AND LARGER IN DIAMETER, THE BACKUP STANDBY PUMP AND ITS DRIVER SHALL BE INSTALLED AND IMMEDIATELY READY TO OPERATE IN

THE CASE OF A FAILURE OR INABILITY OF THE PRIMARY PUMP TO PASS FLOWS WITHOUT CAUSING SURCHARGING OF THE SEWER LINES UPSTREAM OF THE SECTION OF SEWER BEING BYPASSED.

4. FOR ALL SEWER SEGMENTS 12-INCHES ANO SMALLER IN DIAMETER, THE BACKUP STANDBY PUMP (ANO ITS DRIVER) SHALL BE AT THE SITE OF THE BYPASSING AND READY TO

INSTALL IN THE CASE OF A FAILURE OR INABILITY OF THE PRIMARY PUMP TO PASS FLOWS WITHOUT CAUSING SURCHARGING OR THE SEWER LINES UPSTREAM OF THE SECTION OF SEWER BEING BYPASSED.

5. SEWAGE BYPASS LINES FOR SEWER SEGMENTS 12-INCHES AND LARGER SHALL BE RIGID PIPE OR HARD SUCTION HOSE. ALL BYPASSING LINES SHALL BE LEAK FREE. HOSES WILL NOT BE PERMITTED WHERE VEHICLES CAN CROSS OVER THE BYPASS LINES. PROVIDE DRIVEWAY APRON RAMP SECTIONS WHERE BYPASS LINES CROSS IN FRONT OF ANY ACCESSWAY TO A PROPERTY. BYPASS LINES PASSING ACROSS STREETS AND INTERSECTIONS WHICH CANNOT BE DETOURED ARE TO BE INSTALLED IN SLIT TRENCHES.

6. REFER TO TECHNICAL SPECIFICATION SECTION 03220 SEWAGE FLOW CONTROL, FOR BYPASS PUMPING PLAN SUBMITTAL REQUIREMENTS AND FOR MINIMUM EQUIPMENT REQUIREMENTS PERTAINING TO SEWAGE BYPASSING.

7. REFER TO NOTES ON THE INDIVIDUAL PLAN OVER PROFILE SHEETS RELATING TO SITE SPECIFIC REQUIREMENTS, RESTRICTIONS, AND RELATED DATA WHICH ARE TO BE REFLECTED IN THE BYPASS PUMPING SYSTEMS TO BE EMPLOYED AT EACH SITE.

8. FLOW INFORMATION NOT INCLUDED IN CITY OF SANTA CLARA'S SEWER MODEL CONTRACTOR SHALL USE OWN CALCULATIONS TO ESTIMATE BYPASS NEEDS BASED ON PIPE SEGMENT'S PIPE DIAMETER ANO SLOPE, AND SHALL BE CAPABLE OF HANDLING EXISTING FLOWS PLUS ADDITIONAL WET WEATHER FLOW. FOR BIDDING PURPOSES. CONTRACTOR SHALL ASSUME THEY WILL NEED SUFFICIENT BYPASSING CAPACITY (INSTALLED AND STANDBY) TO HANDLE THE PIPE'S FULL CAPACITY. --
- - -
- -
M
MOTT M

MACDONALD

PIPE PEAK FLOW

CAPACITY (MGD)
SEE NOTE 8 SEE NOTE 8 SEE NOTE 8
.86
05 0.00 0.00 0.00

1.93 3.37

1.91 2.32

7.42 2.27

2.06 0.77

11.37 9.64

8.84 9.31

11.19 10.85
SEE NOTE 8

7.55 11.65
12 9.22

8.34 9.39
/j.

OEI.EIED FROM co,mw:r

CRATUS INC

AS -BUILT
DATE: 3/9/2020
SIGNATURE;
PIPE SEG. FLOW INFORMATION

NTS NTS
JSM 02/19
1"=4' VERT
SCALE: 1"=20' HORIZ
SCALE: 1"=20'
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-01
1 1
0 i- = 1. ELEVATIONS ARE BASED ON AS-BUILT DRAWINGS ! ~[to.APPROXIMATE MANHOLE DEPTHS MEASURED IN - 2. CONTRACTOR SHALL PROTECT IN PLACE. IF

MONUMENT IS DISTURBED BY CONSTRUCTION,
~~~~~s\76~~NgE s~~g~o R~~l:,.ERED IN THE ! ~A1loito1~fgR:~ ~~~':tNEr~iiN~1f~RtHl~~ ENGINEER. REFER TO SHEET G-04 FOR ADDITIONAL MONUMENT NOTES.

3. FOR CLEARANCES LESS THAN 12•, REFER TO CITY
STANDARD DETAILS Ml-3 OR M2-4.

4. PAVEMENT REPLACEMENT SHALL BE AS SHOWN IN
CITY STANDARD DETAIL ST- 24 ANO THICKNESS

SHALL MATCH EXISTING OR MINIMUM THICKNESS
STATED IN CITY STANDARD DETAIL ST-26,
WHICHEVER IS GREATER.
] 5' :~~~o:~;~~~y
_PggN~:cfi~~~~R LOCATE ANO PROVIDE PITS AT THEIR OWN
DISCRETION AND RISK. All PIT SITES SHOWN ARE ESTIMATED AND APPROXIMATE. CONTRACTOR SHALL r ~~3~~iN~~E~g~~:iiN\, B:~T Pr~~~~:~()NS c; ~~~o:~:cE ~ IT~H\H~N~~6J~cf ip~~IFICATIONS. J ~! 6. BURSTING J ~i~~b'tt?~\~JJg.u1~~~~Tn-~~? SHALL BE j g~ 7 ENGINEER CALCULATIONS INDICATE A NEED FOR AN :u,. f,~~, . INTERMEDIATE PIT TO PREVENT EXCEEDING SAFE _: i:: PULLING FORCES OF DR17 HOPE PIPE.

CONTRACTOR MAY PROPOSE ALTERNATIVE METHODS
2 !, 0 TO PREVENT EXCEEDING PIPE TENSILE STRENGTH
] :;- DURING BURSTING OPERATIONS FOR ENGINEER
i,:t.' -~:, 8. ~~~CTOR SHALL POST TEMPORARY •No ~::;- ::;: PARKING" SIGNS ALONG STREET FRONTAGE, WHERE APPLICABLE, A MINIMUM 48 HOURS PRIOR TO
,!] :., 5 COMMENCEMENT OF WORK AND SHALL NOTI FY THE
_,,,, _8 0 POLICE DEPARTMENT. SIGNS SHALL STATE DAYS AND t- HOURS WHEN RESTRICTIONS ARE IN EFFECT.
/
.~"~:, _,
1 ,, . _;•,' 9. ALL PROPERTY OWNERS SHALL BE NOTIFIED ONE --;; _ WEEK IN ADVANCE TO ANY CONSTRUCTION THAT MAY AFFECT PROPERTY ACCESS. ACCESS TO ALL

AFFECTED PROPERTIES SHALL BE MAINTAINED OPEN

10. g~N~~~NsJ~~Eito~H~~s~ENOTED.

LOCATED AT GROUND SURFACE FROM MH 12-84
TO MH 12-86 LOCATED ADJACENT TO ROAD

CENTER LINE, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL 150
z
! + + + +
:;!
145 140
135 130
125
120
10+00 11+00

CRATUS INC

AS -BUILT
DATE, 3"'12~
SIGNATUR~: 'i:\'.--
--
- - -
- -
12+00

PROFILE
M

MOTT M MACDONALD

1.3+00 14+00
SEGMENT 01 - MAURICIA AVE
150
~
~\\'
is- 145
• 00 e.:::..:::.
...... ,...:r-,.::11) 140
135 130 125 120
t
JM 02/19
1"=4' VERT
SCALE: 1"=20' HORIZ
SCALE: 1"=20'
C-02
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
A
C-2
MH 15-16 GROUND SURFACE
B
C-2

2.5 FT FROM MH 15-16
1 = 1. ELEVATIONS ARE BASED ON AS-BUILT DRAWINGS WITH
APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. ACCESS TO SSMH 15-16 IS LIMITED TO PRIVATE
BACKYARD PATHWAYS. CONTRACTOR SHALL COORDINATE

ALL ACCESS WITH AFFECTED HOME OWNERS AND
RESIDENTS IN ACCORDANCE WITH PROJECT SPECIFICATIONS.

3. CONTRACTOR SHALL POST TEMPORARY "NO PARKING"

SIGNS ALONG STREET FRONTAGE, WHERE APPLICABLE, A
MINIMUM 48 HOURS PRIOR TO COMMENCEMENT OF WORK
AND SHALL NOTIFY THE POLICE DEPARTMENT. SIGNS SHALL

STATE DAYS ANO HOURS WHEN RESTRICTIONS ARE IN
EFFECT.

4. ALL PROPERTY OWNERS SHALL BE NOTIFIED ONE WEEK IN

ADVANCE TO ANY CONSTRUCTION THAT MAY AFFECT
PROPERTY ACCESS. ACCESS TO ALL AFFECTED PROPERTIES

SHALL BE MAINTAINED OPEN DURING CONSTRUCTION,
UNLESS OTHERWISE NOTED.

5. CONTRACTOR SHALL FILL VOID LOCATED 2.5 FT FROM MH
15-16 WITH NON-SHRINK GROUT PRIOR TO PERFORMING

ANY CIPP OPERATIONS FROM WITH IN MANHOLE AND
EXISTING SEWER. PAYMENT FOR TRENCHLESS POINT REPAIR

SHALL BE CONSIDERED AS INCLUDED IN THE COSTS TO
CIPP THE EXISTING 8- INCH SANITARY SEWER MAIN. NO
ADDITIONAL PAYMENT SHALL BE MADE THEREFORE.

6. BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED AT
GROUND SURFACE FROM MH 15-25 TO MH 15-16
LOCATED ADJACENT TO PROPERlY LINE, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL 20+00
--
- - -
- -
PROFILE 21+00
PLAN
M

MOTT M MACDONALD
',f
///
I

1.25" HP PL~E GAS
/':"-"-"'--OU""'---

CRATUS INC
AS ·BUILT
DATE· 31912020
SIGNATURE:
8--
JSM 02/19
SEGMENT 02 • FERNANDEZ CT
1"=4' VERT
SCALE: 1"=20' HORIZ
SCALE: 1"=20'
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-04
1 1
WIES;

1. ELEVATIONS ARE BASED ON CITY SURVEY INFORMATION WITH APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. PAVEMENT REPLACEMENT SHALL BE AS SHOWN IN CITY
STANDARD DETAIL ST-24 AND THICKNESS SHALL MATCH
EXISTING OR MINIMUM THICKNESS STATED IN CITY STANDARD DETAIL ST-26, WH ICHEVER IS GREATER.

3. CONTRACTOR SHALL PROTECT (E) CITY MONUMENT IN PLACE. IF

MONUMENT IS DISTURBED BY CONSTRUCTION, MONUMENT SHALL BE REPLACED BY A PROFESSIONAL LAND SURVEYOR REGISTERED IN THE STATE OF CALI FORN IA. REPLACEMENT WORK SHALL BE COORDINATED AND DOCUMENTED WITH THE CITY ENGINEER.

REFER TO SHEET G-04 FOR ADDITIONAL MONUMENT NOTES.

4. SUGGESTED PIPE-BURSTING PITS ARE SHOWN FOR SCHEMATIC PURPOSES ONLY. CONTRACTOR SHALL LOCATE ANO PROVIDE
PITS AT THEIR OWN DISCRETION AND RISK. All PIT SITES
SHOWN ARE ESTIMATED AND APPROXIMATE. CONTRACTOR SHALL

PROVIDE THEIR OWN PIPE BURST OPERATIONS, EQUIPMENT,

CALCULATIONS, AND PIT EXCAVATIONS FOR REVIEW BY THE

ENGINEER ANO IN ACCORDANCE WITH THE PROJECT
SPECIFICATIONS.

5. CONTRACTOR MAY USE MANHOLES FOR BURSTING HEAD
REMOVAL. EXIT PIT OR MANHOLE MODIFICATIONS ANO EQUIPMENT USED SHALL BE INCLUDED IN CONTRACT SUBMITTALS.

6. ENGINEER CALCULATIONS INDICATE A NEED FOR AN INTERMEDIATE PIT TO PREVENT EXCEEDING SAFE PULLING FORCES OF OR17 HOPE PIPE. CONTRACTOR MAY PROPOSE ALTERNATIVE METHODS

TO PREVENT EXCEEDING PIPE TENSILE STRENGTH DURING
BURSTING OPERATIONS FOR ENGINEER REVIEW.

7. CONTRACTOR SHALL POST TEMPORARY MNO PARKINGM SIGNS
ALONG STREET FRONTAGE, WHERE APPLICABLE, A MINIMUM 48

HOURS PRIOR TO COMMENCEMENT OF WORK ANO SHALL NOTIFY
THE POLICE DEPARTMENT. SIGNS SHALL STATE DAYS ANO
HOURS WHEN RESTRICTIONS ARE IN EFFECT.

8. ALL PROPERTY OWNERS SHALL BE NOTIFIED ONE WEEK IN
ADVANCE TO ANY CONSTRUCTION THAT MAY AFFECT PROPERTY ACCESS. ACCESS TO ALL AFFECTED PROPERTIES SHALL BE MAINTAINED OPEN DURING CONSTRUCTION, UNLESS OTHERWISE NOTED.

9. CONTRACTOR TO REPLACE VALLEY GUTTER IN KIND BETWEEN (E) NEAREST CONSTRUCTION JOINTS IF DISTURBED. COST TO REPLACE DISTURBED VALLEY GUTTER SHALL BE INCLUDED IN

COSTS TO COMPLETE PIPE BURSTING AND NO SEPARATE
PAYMENT SHALL BE MADE. REFER TO CITY STANDARD DETAIL
ST-1 3.

10. BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED AT
GROUND SURFACE FROM MH 16-31 TO MH 16-30 LOCATED
ADJACENT TO AND NORTH OF EXISTING SEWER LINE, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL. 130 125
...,
w.., I
120 ;i:tl =-= g~?;::
115
110 105
+
100
40+00
--
- - -
- -
41+00

PROFILE
M
MOTT M

MACDONALD
42+00
130 125 120
115
110 105 100
43+00
SEGMENT 04 - WOODLAND AVE

CRATUS INC
AS !IUILT
OATE.: l'W<OZO
SIGNA1UAi ' \ -4
JSM 02/19
1"=4' VERT
SCALE: 1"=20' HORIZ
SCALE: 1"=20'
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/12/20 1 RECORD PLAN OP
JSM 06/20
C-10

INFILTRATION GROUT REPAIR

LOCATIONS
1 T REHABIUTA1£ (E) 1 a• VCP SS WITH (N) 18" CIPP SS (CIPP) SEE NOTE 15-----~ = 1. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED TRAFFIC CONTROL PLANS FULLY IMPLEMENTED PRIOR TO CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

2. ELEVATIONS ARE BASED ON CITY PROVIDED AS-BUILT DATA WITH APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

3. CONTRACTOR MAY REFER TO CITY TRACING NO. 1408 DATED JUNE, 1960 FOR RECORD INFORMATION.

4. PAVEMENT REPLACEMENT SHALL BE AS SHOWN IN CITY STANDARD DETAIL ST- 24 AND THICKNESS SHALL MATCH EXISTING OR MINIMUM THICKNESS STATED IN CITY STANDARD DETAIL ST-26, WHICHEVER IS GREATER.

6. All PROPERTY OWNERS SHALL BE NOTIFIED ONE WEEK IN ADVANCE TO ANY CONSTRUCTION THAT MAY AFFECT PROPERTY ACCESS. ACCESS TO ALL AFFECTED PROPERTIES SHALL BE MAINTAINED OPEN DURING CONSTRUCTION, UNLESS OTHERWISE NOTED.

7. CONSTRUCTION ACTIVmES SHALL NOT OVERLAP WITH ANY MAJOR EVENT AT SANTA CLARA CONVENTION CENTER, LEVI'S STADIUM AND CALI FORNIA GREAT AMERICA THEME PARK. 8 . BYPASS OF SAN ITARY SEWER FLOWS MAY BE LOCATED WITHIN MH 93-51 ANO WITHIN MH 93-43

AS NEEDED TO ROUTE FLOWS OUT OF AND AWAY FROM PIPE SIPHON TO OTHER PIPE SIPHONS DURING REHABILITATION OR ALTERNATE BYPASS PLAN MAY BE SUBM ITTED FOR APPROVAL. 9 . NIGHT WORK IS PERMITTED ANO PREFERRED FOR SEGMENT 10.

10. INFILTRATION GROUTING SHALL BE PERFORMED BEFORE PERFORMING CIPP.

11. THE CITY ANO COUNTY OF SAN FRANCISCO ACTING BY ANO THROUGH ITS PUBLIC UTILITIES COMMISSION, WATER SUPPLY ANO TREATMENT DIVISION (•sFPUC") OWNS AND OPERATES TWO WATER AQUEDUCTS THAT CROSS THE PROJECT ALIGNMENT. THE CONTRACTOR SHALL NOTIFY UNDERGROUND SERVICES ALERT (USA) 48 HOURS BEFORE ANY CONSTRUCTION IN THE VICINITY OF THE SFPUC AQUEDUCTS. IN ADDITION , THE CONTRACTOR SHALL NOTIFY THE SFPUC CONSTRUCTION INSPECTOR, MR. ALBERT HAO, AT {650) 871 - 3015, AT LEAST TEN (10)

CALENDAR DAYS PRIOR TO THE START OF ON - SITE CONSTRUCTION IN THE VICINITY OF E SFWD ROW. IN THE EVENT OF EMERGENCY INVOLVING SFPUC FACILITIES, THE CONTRACTO ALL IMMEDIATELY NOTIFY SFPUC BY CALLING SFPUC MILLBRAE DISPATCH AT 650-87 900.

12. NO MECHANICAL EXCAVATION IS ALLOWED WITHIN 24 INCHES OF SFPUC PIP S, DIGGING WITHIN 24 INCHES OF PIPELINE MUST BE DONE WITH HAND TOOLS. NO TORY COMPACTION EQUIPMENT SHALL BE USED WITHOUT PRIOR WRITTEN APPROVAL OF T SFPUC. 13 . CONTRACTOR SHALL OBTAIN CONSENT FROM THE SFPUC TO POTHO SFPUC PIPELINE TO DETERMINE THE PIPE DEPTH PRIOR TO />J,ff EXCAVATION. THE P CUNG SHALL BE CARRIED OUT BY SOIL VACUUM EXTRACTION METHOD.

14. MAXIMUM EXTERNAL LOADING OVER SFPUC PIPELINE IS
OF 3 FEET SOIL COVER (OR H-20 LOADING WITH A
LOADING CONDITIONS EXCEED ABOVE, ENGINEERIN LCULATIONS AS SHOWN IN AWWA, M9 MUST

BE SUBMITTED TO THE SFPUC TO SHOW THAT OPOSED CONDITIONS WOULD IMPOSE A LOAD 20 INV. 0 9
25 20
OF LESS THAT 500 PSF ONTO THE PIPEU .

15. CONTRACTOR TO FIELD VERIFY CORRECT CATION FOR EACH SIPHON DIAMETER AS SHOWN. -5 -5 AS- BUILT AND CClV INFORMATION O RED ON THE LOCATION OF THE 18 - INCH SIPHON.

16. THE CONTRACTOR SHALL NOTIFY TRAFFIC ENGINEER 48 HOURS PRIOR TO COMMENCING WORK AT THIS INTERSECTION .
--
- - -
- -
100 + 00

PROFILE
M

MOTT M MACDONALD

GIEAT NERCA PKWY

PIPE DIAMETER
24"
18"
,a·

INFILTRATION GROUT

LOCATION
100+ 50.1
100+58.5
100+87.6
SCALE: 1"=20'
1"=4' VERT
SCALE: 1"=20' HORIZ

INFILTRATION GROUT REPAIR LOCATIONS
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/12/20 1 RECORD PLAN OP
JSM 06/20
C-11
1 PIPE SEGMENT

WEST WEST WEST WEST WEST

CENTER CENTER CENTER CENTER

EAST EAST EAST EAST EAST
I I
Rt:HA81UTATE (E) 15" VCP SS Io
1r CPP ss (CIPP)_/ : 1
SFPUC PERMIT AREA-;:::::J_J (E) FOC
I
I I
I I

UTILITY I
(TYi!) I
1W I I -

I I I I
1 ::c:I I t..l
i ~: : • LAFAYETTE ST
- - --- - --- - ---+- - --- i:1 --,~t.:=--------------- I I I 1 04- 06 - 020 :

I I

PIPE DIAMCTER INFILTRATION GROUT LOCATION
18" 110+12.4 18" 110+27.5 18" 11 0+42.9 18" 110+47.2 18" 110+79.3 18" 110+13.1 18" 110+28.6 18" 110+43.6 18" 110+54.0 15" 110+8.9 15" 110+26.8 15" 110+35.4 15" 110+49.8 15" 110+55.2 t:,.
1"=-=,::,JRli,-;nQN=,-ON..,.CROUT"'.u.=-JONIS--,1
1 10+00
--
- - -
- -
1 I : \SFPUC PERMIT AREA
' PLAN
PROFILE 111 +oo
M

MOTT M MACDONALD
30 20
15 10
-5
= 1. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED TRAFFIC CONTROL PLANS FULLY IMPLEMENTED PRIOR TO CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

2. ELEVATIONS ARE BASED ON CITY PROVIDED AS-BUILT DATA WITH APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

3. CONTRACTOR MAY REFER TO CITY TRACING NUMBER 7075, DATED JULY 1956 FOR RECORD INFORMATION.

4. PAVEMENT REPLACEMENT SHALL BE AS SHOWN IN CITY STANDARD DETAIL ST-24 AND

THICKNESS SHALL MATCH EXISTING OR MINIMUM THICKNESS STATED IN CITY STANDARD DETAIL ST-26, WHICHEVER IS GREATER.

5. CONSTRUCTION ACTIVITIES SHALL NOT OVERLAP WITH ANY MAJOR EVENT AT SANTA

CLARA CONVENTION CENTER, LEVI 'S STADIUM AND CALIFORNIA GREAT AMERICA THEME PARK.

6. BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED WITHIN MH 95-45 AND WITHIN MH 95-44 AS NEEDED TO ROUTE FLOWS OUT OF AND AWAY FROM PIPE SIPHON TO OTHER PIPE SIPHONS DURING REHABILITATION OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL.

7. NIGHT WORK IS PERMITTED ANO PREFERRED FOR SEGMENT 1 1.

8. INFILTRATION GROUTING SHALL BE PERFORMED BEFORE PERFORMING CIPP OPERATIONS. 9. THE CITY ANO COUNTY OF SAN FRANCISCO ACTING BY ANO THROUGH ITS PUBLIC UTILITIES COMMISSION, WATER SUPPLY AND TREATMENT DIVISION ("SFPUC") OWNS AND OPERATES TWO WATER AQUEDUCTS THAT CROSS THE PROJECT ALIGNMENT. THE CONTRACTOR SHALL NOTIFY UNDERGROUND SERVICES ALERT (USA) 48 HOURS BEFORE ANY CONSTRUCTION IN THE VICINITY OF THE SFPUC AQUEDUCTS. IN ADDITION, THE CONTRACTOR SHALL NOTIFY THE SFPUC CONSTRUCTION INSPECTOR, MR. ALBERT HAO, AT (650) 871-3015, AT LEAST TEN (10) CALENDAR DAYS PRIOR TO THE START OF ON-SITE CONSTRUCTION IN THE VICINITY OF THE SFWD ROW. IN THE EVENT OF

EMERGENCY INVOLVING SFPUC FACILITIES, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY SFPUC BY CALLING SFPUC MILLBRAE DISPATCH AT 650-872-5900.

10. NO MECHANICAL EXCAVATION IS ALLOWED WITHIN 24 INCHES OF SFPUC PIPELINES, DIGGING WITHIN 24 INCHES OF PIPELINE MUST BE DONE WITH HAND TOOLS. NO

VIBRATORY COMPACTION EQUIPMENT SHALL BE USED WITHOUT PRIOR WRITTEN APPROVAL OF THE SFPUC.

11. CONTRACTOR SHALL OBTAIN CONSENT FROM THE SFPUC TO POTHOLE SFPUC PIPELINE TO DETERMINE THE PIPE DEPTH PRIOR TO ANY EXCAVATION. THE POTHOLING SHALL BE CARRIED OUT BY SOIL VACUUM EXTRACTION METHOD.

12. MAXIMUM EXTERNAL LOADING OVER SFPUC PIPELINE IS AASHTO H-10 LOADING WITH A MINIMUM OF 3 FEET SOIL COVER (OR H-20 LOADING WITH A MINIMUM OF 4 FEET SOIL COVER). IF LOADING CONDITIONS EXCEED ABOVE, ENGINEERING CALCULATIONS AS SHOWN IN AWWA. M9 MUST BE SUBMITTED TO THE SFPUC TO SHOW THAT PROPOSED CONDITIONS WOULD IMPOSE A LOAD OF LESS THAT 500 PSF ONTO THE PIPELINE.

13. CONTRACTOR IS MADE AWARE OF THE EXTENSION IN THE SIPHON THAT ENOS AT BULKHEAD ON THE EXISTING STRUCTURE. ACCESS TO THIS EXTENSION DOES NOT NEED TO BE REINSTATED ANO SHALL BE ABANDONED.

14. CONTRACTOR TO FIELD VERIFY CORRECT LOCATION FOR EACH SIPHON DIAMETER AS SHOWN. AS-BUILT AND CCTV INFORMATION DIFFERED ON THE LOCATION OF THE 18- INCH SIPHON.

JSM 02/19
SEGMENT 11 - LAFAYETTE ST
1"=4 VERT
SCALE: 1"=20' HORIZ
SCALE: 1"=20'
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-15
A
C-15
MH 54-7 GROUND SURFACE
=
!
$AN TOMAS AQUINO DEPTH 1D.3'
CREEK lRAIL (E) 15" VCP ss
1, ELEVATIONS ARE BASED ON CllY GIS DATA WITH APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED TRAFFIC CONTROL PLANS FULLY IMPLEMENTED PRIOR TO CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

3. CONTRACTOR SHALL USE FLEXIBLE REPAIR COUPLING TO CONNECT TO EXISTING SANITARY SEWER TO REMAIN.
4 . CONTRACTOR SHALL REPLACE IN KIND ANY CURB, CURB RAMPS, SIDEWALK, OR PAYERS DAMAGED DURING CONSTRUCTION. REPLACEMENT COSTS SHALL BE INCLUDED IN THE COST OF THE POINT REPAIR.

5. PAVEMENT REPLACEMENT SHALL BE AS SHOWN IN CITY STANDARD DETAIL ST-24 AND

TH ICKNESS SHALL MATCH EXISTING OR MINIMUM THICKNESS STATED IN CITY STANDARD DETAIL ST-26, WHICHEVER IS GREATER.

6. CONTRACTOR SHALL NOTIFY SCVWD INSPECTOR AT 408-630-2650 A MINIMUM OF 48 HOURS PRIOR TO BEGINNING WORK.

7. CONTRACTOR SHALL CAREFULLY REMOVE ANO TEMPORARILY STORE PAVERS AS NEEDED FOR THE POINT REPAIR. RESTORATION SHALL MATCH EXISTING CONDITIONS WITH TEMPORARILY STORED PAVERS RE-INSTALLED ON TOP OF 1" SAND SETTING BED, ABOVE 6" THICK CONCRETE SLAB WITH #4 REBAR REINFORCEMENT AT 12" ON CENTER EACH WAY, INCLUDING 12" /14 DOWELS IN EXISTING CONCRETE SLAB. CONCRETE SLAB SHALL BE UNDERLAIN BY 6" COMPACTED AGGREGATE BASEROCK. JOINTS BETWEEN PAVERS SHALL BE 1/16" MAXIMUM WITH CLEAN SANO SWEPT IN. MORTAR JOINTS AROUND OUTER MOST COURSE.

8. DAMAGED PAVERS SHALL BE REPLACED IN KIND AT NO ADDITIONAL COST WITH PAVING STONES MANUFACTURED BY PACIFIC INTERLOCKING PAVING STONE, SAN JOSE, CA (408) 797-1436. PAVERS SHALL BE 'HOLLAND' STYLE, 4"X8"X2-3/8" CONCRETE PAVERS. BAND COLOR: 'RED-TAN', FIELD COLOR: 'BROWN' OR APPROVED EQUAL.

9. AT THIS LOCATION, PARTIAL DRIVEWAY REPLACEMENT IS ACCEPTABLE AND MAY BE LIMITED TO T-TRENCH WIDTH IN ACCORDANCE WITH CITY STANDARD DETAIL ST-24. INSTALLATION SHALL INCLUDE CONTACT JOINTS (DOWELS REQUIRED) ANO MATCH EXISTING REINFORCEMENT.

10. CONTRACTOR SHALL POST TEMPORARY "NO PARKING" SIGNS ALONG STREET FRONTAGE. WHERE APPLICABLE, A MINIMUM 48 HOURS PRIOR TO COMMENCEMENT OF WORK AND SHALL NOTIFY THE POLICE DEPARTMENT. SIGNS SHALL STATE DAYS AND HOURS WHEN RESTRICTIONS ARE IN EFFECT.

11. All PROPERTY OWNERS SHALL BE NOTIFIED ONE WEEK IN ADVANCE TO ANY CONSTRUCTION THAT MAY AFFECT PROPERTY ACCESS. ACCESS TO ALL AFFECTED PROPERTIES SHALL BE MAINTAINED OPEN DURING CONSTRUCTION, UNLESS OTHERWISE NOTED.

12. BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED AT GROUND SURFACE FROM MH 54-7 TO MH 54-96 LOCATED THRU EAST BOUND LEFT TURN POCKET, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL. MH 54-96 IS LOCATED APPROXIMATELY 154 FEET TO THE EAST OF MH 54-7.

13. CONTRACTOR TO PROVIDE TEMPORARY SUPPORT OF ALL UTILITIES ACROSS SHEETED EXCAVATION. BED AND BACKFILL PER UTILITY OWNER REQUIREMENTS FOLLOWING COMPLETION OF POINT REPAIR.
55 1----1•0~ ,;;,.<i~C:~+----+-+---+----I--- .J.L-J--.,~---l 0 5D 0 ~z--~'"~:,_. -+-- +(/) • ..,I") I")
150+00 PROFILE 151+00
M
-- - - MOTT M - - -

MACDONALD
6D
55 5D
45 4D
35 3D
25 216-28-081

BEL POWER
SOLUTlONS
8 DATE ,-..2020
S)ONAlUJ\E: _.,..

CONSTRUCTION AT THIS LOCATION SHAU. SE COMPLETED
8'1' OECEMSER 12. 2019 ,S REQUIRED 8'1' CONTRACT
SPECIFICATIONS ANO RIVER WATCH SETTLEMENT AGREEMENT.

JSM 02/19
SEGMENT 15-WALSH AVE
-
1"=4' VERT
SCALE: 1"=20' HORIZ
SCALE: 1"=20'
SEGMENT 17 & 18 - SAN TOMAS EXPY
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-16
A
C-16

EXISTING BOLLARDS
1 170+00

CRATUS INC

AS -BUILT
OATE: 3/9/2020
SIGNATURE:

SAN TOMAS EXPWY
171+00 172+00
--
--
- -
-
173+00

PROFILE
M

MOTT M MACDONALD
174+00 175+00
CONSTRUCTION AT THIS LOCATION 51-W.L 8E COlilPLETEO 8'I' OECEMSER 15, 2019 AS REQUIRED 8'1' CONTRACT SPEClf'lCATIOHS AHO RM:R WATCH SETTLEMENT AGREEMENT.

JSM 02/19
75 I'-.
'T
0 70 tij
w
:r:

CJ)
65 w w
CJ)
0 (X)
60 t::,
i:!:

CJ)
55 w
z
::J
:r:
50 <(
45 SCALE: 1"=20'
SEGMENT 18 & 19 - SAN TOMAS EXPY
1"=4' VERT
SCALE: 1"=20' HORIZ
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-17
B
C-17

UTILITY BOXES NEAR SS MAIN
1 176+00 177+00 178+00
DATE. 3.V.-2020
SIGNATUI\£ _ _,,- --- - - - -
179+00

PROFILE
M

MOTT M MACDONALD
(E) 15• VCP 55
180+00 181+00
CONSTRUCTION AT THIS LOCATION FOR SEGMENT 18 SHAU. BE
:gc= ~AT~,:~~IR:Jk~f~~f--------1 CONSTRUCTION AT THIS LOCATION FOR SEGMENT 19 SHAU. BE COMPLETED BY DECEMBER 16, 2019 ,S REQUIRED BY CONTRACT SPECIFICATIONS AND RfVER WATCH SETTLEMENT AGREEMENT.

JSM 02/19
SD
SD
SD
SD SD
W
W
SS

SS SS SS SS SS
SS SS

SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS

SS SS SS SS SS SS
SS
SS
SS SS
G
G
G
G G G
G

G G G G

G G G G G G G G

G G G G

SS / / / / / / / / / / / / / / / / / / / / / / /

E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH)
E(OH)
E(OH)
E(OH)

E(OH) E(OH)
COM

COM COM COM COM
COM

W W W W W W W W W W W W W W W W W W
/ / / / / / W/ / / / / / /W / / / / / / W/ / / / / / W/ / / / / / /W / / / / / / W/ / / / / / W/ / / / / / /W / / / / / / W/ / / / / / W/ / / / / / /W / / / / / / W/ / / / / / W/ / / / / / /W / / / / / / W/ / / / / /

IRR IRR
1"=4' VERT
SCALE: 1"=20' HORIZ
SCALE: 1"=20'
SEGMENT 20, 21, 22 - SAN TOMAS
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-19
C
C-19
SSMH 44-83 AND CONCRETE BARRIER
= 1. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED

TRAFFIC CONTROL PLANS FULLY IMPLEMENTED PRIOR TO
CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

2. CONTRACTOR SHALL PROTECT CONCRETE BARRIER WITH
FENCE FROM DAMAGE. PROVI DE TEMPORARY SUPPORT AND FOUNDATION PROTECTION FROM EXCAVATIONS UNDER BARRIER.

3. ELEVATIONS ARE BASED ON AS- BUILT DRAWINGS WITH
APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

4. ACCESS TO SSMH 44- 83 IS LIMITED DUE TO LOCATION
BENEATH EXISTING CONCRETE BARRIER. REFER TO
PHOTOGRAPH ON THIS SHEET.

5. ANY TRENCHING AND PAVEMENT RESTORATION IN COUNlY

RIGHT- OF- WAY SHALL BE PROVIDED IN ACCORDANCE WITH
SANTA CLARA COUNTY PERMIT AGREEMENT, STANDARD SPECIFICATIONS, ANO DETAILS U/3A ANO U/3C (CASE 1 ).

6. MANHOLE FRAM E AND COVER REPLACEMENTS SHALL BE

INSTALLED IN ACCORDANCE WITH SANTA CLARA COUNTY
STANDARD DETAIL C/9A.

7. ALL WORK IN COUNTY RIGHT- OF- WAY SHALL BE IN

ACCORDANCE WITH COUNTY STANDARD PLANS, SPECS,
DETAI LS AND BMP'S.

8. FOR SEGMENT 20, BYPASS OF SANITARY SEWER FLOWS MAY
BE LOCATED AT GROUND SURFACE FROM MH 44-83 TO MH
44-1 03 LOCATED AROUND BARRIER WALL THEN ALONG

TRAIL AND WEST OF EXISTING SEWER LINE, OR ALTERNATE
BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL.

9. FOR SEGMENT 21, BYPASS OF SANITARY SEWER FLOWS MAY
BE LOCATED AT GROUND SURFACE FROM MH 44-94 TO MH
44-103 LOCATED ALONG TRAIL ANO WEST OF EXISTING

SEWER LINE, OR ALTERNATE BYPASS PLAN MAY BE
SUBMITTED FOR APPROVAL.

10. FOR SEGMENT 22, BYPASS OF SANITARY SEWER FLOWS MAY
BE LOCATED AT GROUND SURFACE FROM MH 44- 96 TO MH
44-94 LOCATED WEST OF EXISTING SEWER LINE, OR
ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL.

REHABILITATE LE) BIKE TR>JL (E) 12" VCP SS WITH (N) 12" CIPP SS (CIPP) (E) 15" SD (E) SSMH 44 (E) 12" VCP SS (E) SSMH 4-1--80

CRATUS INC
AS -bl.llLI
DAT. l~2020
saGNATt.lRE.
200+00
(E) 12" VCP SS
--
- - -
- -
(E) TRAFFIC LOOPS

RDIABIUTATE
(E) 12" VCP SS WITH
(N) 12" CIPP SS (CIPP)
--- ---
------
VCP SS 201 +00
--------------.----=+===ts
201 +00
M

MOTT M MACDONALD

PROFILE
7 SAN TOMAS EXPY
(E) SSMH 44-94

TO REMAIN
DEPTH 6.4'±
202+ 00

REHABILITATE
(E) 12" VCP SS WITH
(N) 12" CIPP SS (CIPP)
CONSTRUCTION AT THIS LOCATION FOR SEGMENTS 20 AND 21 SHALL ~Eg?l'IMi_= :o0~~R8~Arb~ ~E~~~:M:r.COHTRACTf-------1
CONSTRUCTION AT THIS LOCATION FOR SEGMENT 22 SI-W.L BE COMPI..ETEO BY DECEMBER 19, 2019 AS REQUIRED BY CONTRACT SPECll'ICATIONS AND RIVER WATCH S£TT\.EMENT AGREEMENT.

JSM 02/19
W
W

W W W W W W
W
W
W

SS SS SS SS SS SS SS SS SS

ATT ATT ATT ATT ATT ATT ATT ATT ATT ATT ATT ATT ATT ATT ATT ATT ATT
ATT
G

G G G G G G G G G G G G
G
G

G G G G G G G G G G G G G G G
G
G
G
E
E
E
E
E
E
1"=4' VERT
SCALE: 1"=20' HORIZ
SCALE: 1"=20'
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-20
= 1 . CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED

TRAFFIC CONTROL PLANS FULLY IMPLEMENTED PRIOR TO
CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

2. ELEVATIONS ARE BASED ON CITY GIS DATA WITH
APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

3. TRENCHING AND PAVEMENT RESTORATION IN COUNTY

RIGHT- OF- WAY SHALL BE PROVIDED IN ACCORDANCE WITH
SANTA CLARA COUNTY DETAILS U/JA AND U/3C (CASE 1).

4. MANHOLE FRAME AND COVER REPLACEMENTS SHALL BE

INSTALLED IN ACCORDANCE WITH SANTA CLARA COUNTY
STANDARD DETAIL C/9A.

5. ALL WORK IN COUNTY RIGHT- OF- WAY SHALL BE IN
ACCORDANCE WITH COUNTY STANDARD PLANS, SPECS.

DETAILS AND BMP'S.

6. BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED AT
GROUND SURFACE FROM MH 14-62 TO MH 14-63 LOCATED

ADJACENT TO ANO NORTHWEST OF EXISTING SANITARY SEWER,

OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR
APPROVAL.

7. NIGHT WORK IS PERMITTED AND PREFERRED FOR SEGMENT

23. 130 125 120
115
110 105
100
230+00
--
- - -
- -
PLAN
231 +00

PROFILE
M
MOTT M

MACDONALD
130 125
120
115 110 105 100

CRATUSINC

AS -BUILT
DATE: 319/2020
SIGNATURE:

CONSTRUCTION AT THIS LOCATION SHAU. SE COMPLETED
8'1' JANUARY 9. 2020 AS REOUIREO BY CONTRACT
SPECIFICATIONS ANO RIVER WATCH SETTLEMENT AGREEMENT.

JSM 02/19
SEGMENT 23 - SARA TOGA AVE
LEV3
LEV3 LEV3
LEV3 LEV3 LEV3 LEV3

COM COM COM COM COM COM CO

COM COM COM COM COM COM CO
E(OH)
E(OH)
E(OH)
SS

SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS S

SD SD SD SD SD SD SD SD SD SD S
1"=4' VERT
SCALE: 1"=20' HORIZ
SCALE: 1"=20'
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-25
WIES;

1. ELEVATIONS ARE BASED ON CITY GIS DATA

WITH APPROXIMATE MANHOLE DEPTHS
MEASURED IN FIELD.

2. NOT USED.

3. NOT USED.

4. CONTRACTOR SHALL POST TEMPORARY "NO
PARKING" SIGNS ALONG IMPACTED PARKING
STALL CONTRACTOR SHALL COORDINATE STALL CLOSURES WITH PROPERTY OWNER.

5. ALL PROPERTY OWNERS SHALL BE
NOTIFIED ONE WEEK IN ADVANCE TO ANf

CONSTRUCTION THAT MAY AFFECT
PROPERTY ACCESS. ACCESS TO ALL

AFFECTED PROPERTIES SHALL BE

MAINTAINED OPEN DURING CONSTRUCTION,
UNLESS OTHERWISE NOTED.

6. BYPASS OF SANITARY SEWER FLOWS MAY

BE LOCATED AT GROUND SURFACE FROM
• "' 0 MH 62-52 TO MH 62-48 LOCATED
£ § ADJACENT TO AND EAST OF EXISTING
~--;_,I;;;; SEWER LINE, OR ALTERNATE BYPASS PLAN
c.. MAY BE SUBMITTED FOR APPROVAL MH
., :;: _1_, 62-52 IS LOCATED APPROXIMATELY 252
~£: i,-=w• FEET TO THE SOUTHWEST OF MH 62-51.
y~ :: 7. CONTRACTOR SHALL NOTIFY SCVWD
INSPECTOR AT 408-630-2650 A MINIMUM
] l j 8. ~A~z~:\6R~~I0c~~N~:~JORK. "f WATER DISTRICT'S STRUCTURES, '7 EQUIPMENT, MATERIALS, VEGETATION, AND 0 1 OR PROPERTY SHALL BE REPLACED AND ! ~
01 :,: OR REPAIRED IN KIND TO THE -3·:::: .... SATISFACTION OF THE DISTRICT. 1 9. CONTRACTOR SHALL PERFORM ALL WORK
;g E IN ACCORDANCE WITH SCVWD PERMIT
,;;_ S- REQUIREMENTS. REFER TO CONTRACT i t,~ SPECIFICATION APPENDICES FOR SCVWD a6 ]•, : · -"~_•, 10_ PERMIT. CONTRACTOR MUST COMPLY WITH AVOIDANCE AND MITIGATION MEASURES IN CONTRACT APPENDIX D. COMPENSATION !l i: 9 FOR COMPLIANCE IS INCLUDED IN VARIOUS ;::, .:::_ ITEMS OF WORK.

CRATUS INC

AS -BUILT
DATE: :3/9/2020
SIGNATURE•
60 55 50
45 40
35 30
25 rE) STREET LIGHT (l'IP)
·f ---~-:.--=-==-:. ~!,e ~~".' -:r~
290±00 (E) 1
(E) SSl.tH 62-51
~~ci'a·• SO/WO ROW
!
+ + + +
ttttt1400 KIFER RD PLAN SEGMENT 29
~ILITATE CIPP

CALABAZASCAEEK
503 LF E 24 P SS WITH 24 CIPP SS O s- o. 7X:I:
+ t290+00 291 +00
--
- - -
- -
..
292+00

PROFILE
M

MOTT M MACDONALD
293+00
0 60
<O
55 IN I
0 liJ
50 w I
(J)
w w
45 (J) 40 j
Cl)
35 w
z
::J
I
30 <{
::ii:
tt25
.. ..
294+00

CONSTRUCTION AT THIS LOCATION SHALL SE COMPLETED
8'1' FEBRUARY 1 7, 2020 A.S REQUIRED 8'1' CONTRACT
SPECIFICATIONS ANO RIVER WATCH SETTLEMENT AGREEMENT.

JSM 02/19
SEGMENT 29 • KIFER RD (1) >------+-;;-;+-~~-;:---< 12291-D SCALE: 1"=20'
1"=4' VERT
SCALE: 1"=20' HORIZ
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-26 CRATUS INC

AS-BUILT
DATE: 31912020 SIGNAl\JRE.
55 0 50
ffi 45
-
40 I 35
<(
w 5 30
~<(::c:
25 ::::i:
+ + - -
- c- + -- + + --
r
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T T T
'
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-
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-- -- ;- - ;- ;- - -
--;-- ' ' ;- ,---- -- -- L- - j__ _j___ -- --I-- _J --I-- -- __j____ __j____ +- -- +- +- --+- +- +- - -
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----,- t- + r ---r- 7 + - - I ;- l
-- --I-- - f-- __j__ j_ .(___ - t ! ----l- + -- __j__ __j__ --- - -
REHABILITATE (CIPPl SEGMENT 29 - ----r-- / 503 LF I• 2,t. RCP 1SS WITH 24 CIPP SS O S=0.7X± --r- -r- ' ' ----r-- ,---- I / I I I - w.......
295+00
--
- - -
- -
I REHABILITATE (CIPPJ SEGMENT 30
-
LF {EJ 24 RCP SS WITH 24 CIPP SS O S- .3.±
296+ 00 PROFILE
M
MOTT M

MACDONALD
297+00
I I
- c-
,Ji. r
'.:i I
- - f- "' 12 <ii'~ ~ a> ;!;o
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55 50
45 40
35 30
25 WIES;

1. ELEVATIONS ARE BASED ON AS-BUILT DRAWINGS

WITH APPROXIMATE MANHOLE DEPTHS MEASURED
IN FIELD.

2. NOT USED.

3. NOT USED.

4. DRIVEWAY ACCESS TO 1390 KIFER RD. SHALL BE

MAINTAINED AT ALL TIMES DURING CONSTRUCTION
OPERATIONS.

5. FOR SEGMENT 29, BYPASS OF SANITARY SEWER
FLOWS MAY BE LOCATED AT GROUND SURFACE FROM MH 62- 52 TO MH 62- 48 LOCATED

ADJACENT TO AND EAST OF EXISTING SEWER LINE,

OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED

FOR APPROVAL

6. FOR SEGMENT 30, BYPASS OF SANITARY SEWER
FLOWS MAY BE LOCATED AT GROUND SURFACE FROM MH 62- 51 TO MH 62 - 40 LOCATED ADJACENT TO AND EAST OF EXISTING SEWER LINE.

OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED

FOR APPROVAL

7. CONTRACTOR SHALL POST TEMPORARY -NO
PARKING" SIGNS ALONG IMPACTED PARKING
STALLS. CONTRACTOR SHALL COORDINATE STALL
CLOSURES WITH PROPERTY OWNER.

8. ALL PROPERTY OWNERS SHALL BE NOTIFIED ONE

WEEK IN ADVANCE TO ANY CONSTRUCTION THAT
MAY AFFECT PROPERTY ACCESS. ACCESS TO All

AFFECTED PROPERTIES SHALL BE MAINTAINED

OPEN DURING CONSTRUCTION, UNLESS OTHERWISE
NOTED.

9. CONTRACTOR SHALL NOTIFY SCVWD INSPECTOR AT
408- 630- 2650 A MINIMUM OF 48 HOURS PRIOR TO BEGINNING WORK.

10. ANY DAMAGE TO SANTA CLARA VALLEY WATER

DISTRICT'S STRUCTURES, EQUIPMENT, MATERIALS,

VEGETATION, AND OR PROPERTY SHALL BE

REPLACED AND OR REPAIRED IN KIND TO THE
SATISFACTION OF THE DISTRICT.

11. CONTRACTOR SHALL PERFORM ALL WORK IN
ACCORDANCE WITH SCVWD PERMIT REQUIREMENTS.

REFER TO CONTRACT SPECIFICATION APPENDICES FOR SCVWO PERMIT.

12. CONTRACTOR MUST COMPLY WITH AVOIDANCE ANO
MITIGATION MEASURES IN CONTRACT APPENDIX D.

COMPENSATION FOR COMPLIANCE IS INCLUDED IN
VARIOUS ITEMS OF WORK.

CONSTRUCTION AT THIS LOCATION SHALL SE COMPLETED
8'1' FESRUARY 18, 2020 A.S REQUIRED 8'1' CONTRACT
SPECIFICATIONS ANO RIVER WATCH SETTLEMENT AGREEMENT.

JSM 02/19
SEGMENT 29, 30 - KIFER RD (2)
1"=4' VERT
SCALE: 1"=20' HORIZ
SCALE: 1"=20'
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
JSM 06/20
C-27
6/15/20 2 RECORD PLAN
2 I~~-,,._ I (E) 3J• SD (E) SD ~------coM--- cOM---cOM---co,--- cOM---cOM--- cOM--- __ _ COM COM--- =---c°" = 1. ELEVATIONS ARE BASED ON CllY GIS DATA WITH

APPROXIMATE MANHOLE DEPTHS MEASURED IN
FIELD.

2. NOT USED.

3. NOT USED.

4. CONTRACTOR SHALL NOTIFY SCVWO INSPECTOR AT
408-630-2650 A MINIMUM OF 48 HOURS PRIOR
TO BEGINNING WORK.

5. NOT USED.

6. ALL PROPERlY OWNERS SHALL BE NOTIFIED ONE

WEEK IN ADVANCE TO ANY CONSTRUCTION THAT
MAY AFFECT PROPERTY ACCESS. ACCESS TO All

AFFECTED PROPERTIES SHALL BE MAINTAINED OPEN
DURING CONSTRUCTION, UNLESS OTHERWISE NOTED.

7. BYPASS OF SANITARY SEWER FLOWS MAY BE
LOCATED AT GROUND SURFACE FROM MH 62-37
TO MH 62-33 LOCATED ADJACENT TO AND WEST

OF EXISTING SEWER LINE, OR ALTERNATE BYPASS
PLAN MAY BE SUBMITTED FOR APPROVAL.

8. ANY DAMAGE TO SANTA CLARA VALLEY WATER

DISTRICT'S STRUCTURES, EQUIPMENT, MATERIALS,
VEGETATION, AND OR PROPERlY SHALL BE

REPLACED ANO OR REPAIRED IN KIND TO THE
SATISFACTION OF THE DISTRICT.

9. CONTRACTOR SHALL PERFORM ALL WORK IN
ACCORDANCE WITH SCVWO PERMIT REQUIREMENTS.

REFER TO CONTRACT SPECIFICATION APPENDICES FOR SCVWO PERMIT.

10. CONTRACTOR MUST COMPLY WITH AVOIDANCE AND
MITIGATION MEASURES IN CONTRACT APPENDIX 0.

COMPENSATION FOR COMPLIANCE IS INCLUDED IN
VARIOUS ITEMS OF WORK.
t::. FUU. l!NCTH
PREUNER INSrALI.ED DUE 10 IIFL1RA110N

CRATUS INC
AS.BUILT
DATE: 3/912020
SIGNATURE:
i ~\,
• Cl w I
i
H 62- 37
-36 311+00
Jee C-36
310+00 3 11+00
--
- - -
- -
CALABAZAS CfEEK

PROFILE
M
MOTT M

MACDONALD
312+00
062819 .&i_ AODENDUM1
-------------
313+00
,;,
I

CONSTRUCTION AT THIS LOCATION SHALL SE COMPLETED
8'1' FESRUARY 22, 2020 A.S REQUIRED 8'1' CONTRACT
SPECIFICATIONS ANO RIVER WATCH SETTLEMENT AGREEMENT.

JSM 02/19
SEGMENT 31 - KIFER RD (3)
1"=4' VERT
SCALE: 1"=20' HORIZ
SCALE: 1"=20'
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-28 CRATUSINC AS -BUILT
DATE: 3/9/2020
SIGNATURE:
--
- - -
- -
65 60
ss
50 45 40
52 LF (
3S
320+00
/ (E) 4" HP STL PG&E G,t.S /
I
R&NIUTAlE 1
(E) 24" RCP SS
WITH (N) 24" 0

CIPP SS (CIPP)
PLAN
65 60
S5
--t
50 45 40
35 321+00

PROFILE
M

MOTT M MACDONALD
WIES;

1. ELEVATIONS ARE BASED ON CITY GIS DATA WITH APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. PAVEMENT REPLACEMENT SHALL BE AS SHOWN IN CITY STANDARD DETAIL ST- 24 AND THICKNESS SHALL MATCH EXISTING OR MINIMUM TH ICKNESS STATED IN CITY STANDARD DETAIL ST-26, WHICHEVER IS GREATER.

3. NOT USED.

4. CONTRACTOR SHALL POST TEMPORARY -NO PARKING- SIGNS ALONG STREET FRONTAGE, WHERE APPLICABLE, A MINIMUM 48 HOURS PRIOR

TO COMM ENCEMENT OF WORK AND SHALL NOTIFY THE POLICE
DEPARTMENT. SIGNS SHALL STATE DAYS AND HOURS WHEN RESTRICTIONS ARE IN EFFECT.

5. ALL PROPERTY OWNERS SHALL BE NOTIFIED ONE WEEK IN ADVANCE TO ANY CONSTRUCTION THAT MAY AFFECT PROPERTY ACCESS. ACCESS TO ALL AFFECTED PROPERTIES SHALL BE MAINTAINED OPEN DURING CONSTRUCTION, UNLESS OTHERWISE NOTED.

6. BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED IN TEMPORARY TRENCH FROM MH 52-70 TO MH 52-30 WITHIN ROADWAY AND MAY BE LOCATED AT GROUND SURFACE FROM MH 52-70 TO MH 52-30

OUTSIDE ROADWAY, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL. MH 52- 30 IS LOCATED APPROXIMATELY 446 FEET TO THE NORTH OF MH 52- 52. MH 52- 70 IS LOCATED APPROXIMATELY 488 FEET TO THE SOUTH OF MH 52 - 53.
7 . ALL TRENCHING SHALL PROTECT IN PLACE THE EXISTING BRIDGE. 8. CONTRACTOR SHALL PROVIDE AfJA RAMPS OVER BYPASS LINE TO MAINTAIN ACCESS TO SIDEWALKS AS NECESSARY.

9. CONTRACTOR SHALL NOTIFY SCVWD INSPECTOR AT 408- 630 - 2650 A MINIMUM OF 48 HOURS PRIOR TO BEGINNING WORK.

10. ANY DAMAGE TO SANTA CLARA VALLEY WATER DISTRICT'S STRUCTURES, EQUIPMENT, MATERIALS, VEGETATION, AND OR PROPERTY SHALL BE REPLACED AND OR REPAIRED IN KIND TO THE SATISFACTION OF THE DISTRICT.

11. CONTRACTOR SHALL PERFORM ALL WORK IN ACCORDANCE WITH SCVWD PERMIT REQUIREMENTS. REFER TO CONTRACT SPECIFICATION
APPENDICES FOR SCVWD PERMIT.

12. BYPASS TRENCH SHALL ACCOMMODATE THE WIDTH AND DEPTH NEEDED FOR BYPASS PIPING WITHIN TRENCH. THE COVER OVER THE TRENCH SHALL BE PLATED WITHIN TRAFFIC AREAS OR OTHER APPROVED HS20 TRAFFIC LOAfJING METHODS.

CONSTRUCTION AT THIS LOCATION SHALL SE COMPLETED
8'1' FESRUARY 28, 2020 A.S REQUIRED 8'1' CONTRACT
SPECIFICATIONS ANO RIVER WATCH SETTLEMENT AGREEMENT.

JSM 02/19
SEGMENT 32 - MONROE ST
SCALE: 1"=20'
1"=4' VERT
SCALE: 1"=20' HORIZ
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-29
I
-:, °' ~ =

1. ELEVATIONS ARE BASED ON CITY GIS
- DATA WITH APPROXIMATE MANHOLE
°& DEPTHS MEASURED IN FIELD.

2. PAVEMENT REPLACEMENT SHALL BE AS
:::· SHOWN IN CITY STANDARD DETAIL
rxis~~GANgR
T~:~~NUEJ\~~~~LES~ATCH

STATED IN CITY STANDARD DETAIL
! 3.

INSPECTOR AT 408- 630- 2650 A
MINIMUM OF 48 HOURS PRIOR TO
BEGINNING WORK.

4. CONTRACTOR SHALL POST TEMPORARY

MNO PARKINGM SIGNS ALONG STREET

FRONTAGE, WHERE APPLICABLE, A
MINIMUM 48 HOURS PRIOR TO

COMMENCEMENT OF WORK AND SHALL
NOTIFY THE POLICE DEPARTMENT.

SIGNS SHALL STATE DAYS AND HOURS
WHEN RESTRICTIONS ARE IN EFFECT.

5. ALL PROPERTY OWNERS SHALL BE

NOTIFIED ONE WEEK IN ADVANCE TO

ANY CONSTRUCTION THAT MAY AFFECT
PROPERTY ACCESS. ACCESS TO All

AFFECTED PROPERTIES SHALL BE

MAINTAINED AS LI MITED DRIVEWAY

ACCESS TO BUSINESS FROM LAKESIDE

DRIVE DURING CONSTRUCTION, UNLESS
OTHERWISE NOTED.

BYPASS OF SANITARY SEWER FLOWS

MAY BE LOCATED AT GROUND SURFACE
FROM MH 82- 10 TO MH 72- 4

LOCATED ADJACENT TO ANO NORTHWEST OF EXISTING SANITARY

SEWER OR ALTERNATE BYPASS PLAN
MAY BE SUBMITTED FOR APPROVAL.

BYPASSING OF SANITARY SEWAGE FLOW

IS ANTICIPATED TO BE LOCATED IN
SCVWD RIGHT OF WAY. MH 72- 4 IS
LOCATED APPROXIMATELY 392 FEET TO
THE EAST OF MH 72- 3.

NIGHT WORK IS PERMITTED AND
PREFERRED FOR SEGMENT 33.

CONTRACTOR SHALL NOTIFY SCVW0
INSPECTOR AT LEAST 2 DAYS PRIOR TO

BEGINNING ANY WORK WITHIN THE
DISTRICT'S RIGHT OF WAY.

ANY DAMAGE TO SANTA CLARA VALLEY

WATER DISTRICT'S STRUCTURES,

EQU IPMENT, MATERIALS, VEGETATION ,
AND OR PROPERlY SHALL BE

REPLACED AND OR REPAIRED IN KIND
TO THE SATISFACTION OF THE DISTRICT.

10. CONTRACTOR SHALL PERFORM ALL
WORK IN ACCORDANCE WITH SCVW0
PERMIT REQUIREMENTS. REFER TO

CONTRACT SPECIFICATION APPENDICES
FOR SCVWD PERM IT.
35 30
25 20
15 10
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CRATUS INC

AS -BUILT
DATE, 3l9/2020
SIGNATURE·
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3200 LAKESIDE DR
PLAN
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332+00

PROFILE
M

MOTT M MACDONALD
- -
JJJ+00
I
-
-
-
-
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-
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TO EAST ~
I
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334+00
CONSTRUCTION AT THIS LOCATION SHAU. SE COMPLETED
8'1' MARCH 1. 2020 A.S REQUIRED 8'1' CONTRACT
SPECIFICATIONS ANO RIVER WATCH SETTLEMENT AGREEMENT.

JSM 02/19
35 30
25 20
15 10
335+00
SEGMENT 33 - LAKESIDE DR >----+-;;-;+-~~-;: .... 12291-D SD
SD
SS

SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
G
G
G
G
G
G
G
G
G
G
G
G
G
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
COM
COM
COM
COM
COM
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
SS
SCALE: 1"=20'
1"=4' VERT
SCALE: 1"=20' HORIZ
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-30
filfil,;_
1 . ELEVATIONS ARE BASED ON CITY GIS ANO STORM
DRAIN ELEVATION DATA WITH APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. PAVEMENT REPLACEMENT SHALL BE AS SHOWN IN
CITY STANDARD DETAIL ST-24 AND THICKNESS SHALL

MATCH EXISTING OR MINIMUM THICKNESS STATED IN
CITY STANDARD DETAIL ST- 26, WHICHEVER IS
GREATER.
.3. NOT USED.

4. CONTRACTOR SHALL POST TEMPORARY "NO PARKING"

SIGNS ALONG STREET FRONTAGE, WHERE APPLICABLE,
A MINIMUM 48 HOURS PRIOR TO COMMENCEMENT OF
WORK AND SHALL NOTIFY THE POLICE DEPARTMENT.

SIGNS SHALL STATE DAYS ANO HOURS WHEN
RESTRICTIONS ARE IN EFFECT.

5. All PROPERTY OWNERS SHALL BE NOTIFIED ONE

WEEK IN ADVANCE TO ANY CONSTRUCTION THAT MAY
AFFECT PROPERTY ACCESS. ACCESS TO All AFFECTED PROPERTIES SHALL BE MAINTAINED OPEN DURING CONSTRUCTION, UNLESS OTHERWISE NOTED.

6. BYPASS FOR SEGMENT 34 IS FOUND WITHIN THE
FOLLOWING NOTES. AN ALTERNATE BYPASS PLAN MAY

BE SUBMITTED FOR APPROVAL

7. WITHIN THE PROPERTY 5200 GREAT AMERICA

PARKWAY, THE FLOWS FOUND IN THE EASTERN
CLEANOUT SHALL BE ROUTED INTO THE SOUTHERN CLEANOUT LOCATED 326-FEET SOUTH ANO 256-FEET WEST OF THE EASTERN CLEANOUT.

8. WITHIN MH 103-22 THE SOUTH, EAST, AND WEST
PIPES SHALL BE PLUGGED.

9. All FLOWS SHALL BE ROUTED THROUGH A TRENCH
FROM MH 93- 4 TO 93- 5. DISTANCE BETWEEN MH
93-4 ANO MH 93-5 IS ABOUT JS-FEET. REFER TO
SHEET C-30.1 FOR ADDITIONAL DETAILS.
1 O. CONTRACTOR SHALL NOTIFY SCVWD INSPECTOR AT
LEAST 2 DAYS PRIOR TO BEGINNING ANY WORK
WITHIN THE DISTRICT'S RIGHT OF WAY.
11 . ANY DAMAGE TO SANTA CLARA VALLEY WATER

DISTRICT'S STRUCTURES, EQUIPMENT, MATERIALS,

VEGETATION, AND OR PROPERTY SHALL BE REPLACED

ANO OR REPAIRED IN KIND TO THE SATISFACTION OF
THE DISTRICT.

12. CONTRACTOR SHALL PERFORM All WORK IN
ACCORDANCE WITH SCVWO PERMIT REQUIREMENTS.

REFER TO CONTRACT SPECIFICATION APPENDICES FOR
SCVWO PERMIT.
1 J. BYPASS TRENCH SHALL ACCOMMODATE THE WIDTH

ANO DEPTH NEEDED FOR BYPASS PIPING WITHIN
TRENCH. THE COVER OVER THE TRENCH SHALL BE

PLATED WITHIN THE TRAFFIC AREAS OR OTHER
APPROVED HS20 TRAFFIC LOADING METHODS.

14. MH 93-4 IS LOCATED APPROXIMATELY 430 FEET TO
THE SOUTH OF MH 103-22 ANO MH 93-5 IS
LOCATED APPROXIMATELY 449 FEET TO THE SOUTH
OF MH 103- 22

15. SEE SHEET C-30.1 FOR BYPASS REFERENCE.
20 15 10
z t
i
j;'z'z
........
~55
Nv
- -&--
.. ,,,,,, 1-11
H~
340+00
+ + +
CR~l~u~JNC
DAT£.:l"}.:ll020
SIONATuRt
+
+-
--
- - -
- -
341 +00
PLAN
+ + + +
+ +
PROFILE 3• 2• 00 343+00
M
3 " 20
15 10
344+00
CONSTRUCTION AT THIS LOCATION SHAU. SE COMPLETED
8'1' MARCH 14, 2020 A.S R£0UIR£0 8Y CONTRACT
SPECIFICATIONS ANO RIVER WATCH SETTLEMENT AGREEMENT.

JSM 02/19 MOTT M
MACDONALD t---+-+-----------+----t SEG. 34- GREAT AMERICA PKWY t----tc;=:~;-~~-;:,., 12291-0 SD SD

SS SS SS SS
S
S
SS
SSG
G
G

SD SD SD SD SD
W
W
W
W
W
W

COM COM COM COM COM COM
E
E
E
E
E
E
SS

SS SS SS SS SS SS
3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3 LEV3
LEV3
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G G G G G G G G G G G G G
G
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SS
SS
SS
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SS
SS
SS SS
SS
SS SS
SD

SD SD SD SD SD SD SD

W W W W W W W W W W W W W W W W W
W

SS SS SS SS SS SS SS SS SS
SCALE: 1"=20'
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-30.1
SCALE: 1"=20'
--
- - -
- -
PLAN
M
MOTT M

MACDONALD
5200 GREAT

AMERICA PKWY
= 1. ALL CONTRIBUTING FLOWS BETWEEN 93- 4 AND 103- 22

SHALL BE BYPASSED TO PARALLEL SANITARY SEWER ON
EASTERN SIDE OF GREAT AMERICA PARKWAY.

2. BYPASS TRENCH SHALL ACCOMMODATE THE WIDTH AND
DEPTH NEEDED FOR BYPASS PIPING WITH IN THE TRENCH.

THE COVER OVER THE TRENCH SHALL BE PLATED WITHIN
THE TRAFFIC AREAS OR OTHER APPROVED HS2O TRAFFIC
LOADING METHODS.

3. ALL CONTRIBUTING SANITARY SEWER FLOW FROM 5200
GREAT AMERICA PKWY SHALL BE ROUTED TO SSMH 93-3

IN BUNKER HILL LN, OR OTHER SSMH IN BUNKER HILL LN
OR BETSY ROSS DR.

CONSTRUCTION AT THIS LOCATION SHAU. SE COMPLETED
8'1' MARCH 14, 2020 A.S R£0UIR£0 8Y CONTRACT
SPECIFICATIONS ANO RIVER WATCH SETTLEMENT AGREEMENT.

JSM 02/19
t---+-+-----------+----t SEG. 34- GREAT AMERICA PKWY t----tc;=:~;-~~-;:,., 12291-0 1"=4' VERT
SCALE: 1"=20' HORIZ
SCALE: 1"=20'
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-31

CRATUS INC
"'8 ·BUILT
DATE. 3Xl/20~0
SIGNATURE.
350+00
PLAN
+-+-+-+-+-+-+-
t
+-+-
351 +00 PROFILE
--
- - -
- -
352+00
M
MOTT M

MACDONALD
+-
+
353+00
15 10
= 1. CONTRACTOR IS TO MAINTAIN ACCESS FOR PUBLIC USE OF

TRAIL AND SHALL USE SHOULDER TURNOUT AREAS FOR
STAGING.

2. ELEVATIONS ARE BASED ON AS-BUILT DRAWINGS WITH
APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.
3 . ACCESS FOR INFILTRATION GROUTING WORK SHALL BE FROM INSIDE MANHOLES ANO PIPELINE ONLY.

4. CONTRACTOR SHALL COORDINATE WITH CITY TO REDUCE/STOP INFLOW TO SEWER LINE. CONTRACTOR SHALL NOTIFY CITY AT
LEAST 2 BUSINESS DAYS PRIOR TO WORKING ON THIS
SEGMENT.

5. CONTRACTOR MUST OBTAIN A DISTRICT ENCROACHMENT PERMIT

PRIOR TO START OF CONSTRUCTION WITHIN DISTRICT RIGHT OF

WAY AND MAINTAIN A COPY OF THE PERMIT ON THE PROJECT
SITE AT ALL TIMES.

6. CONTRACTOR SHALL NOTIFY SCVWD INSPECTOR AT
408- 630- 2650 A MINIMUM OF 48 HOURS PRIOR TO
BEGINNING WORK.

7. UNDERGROUND SERVICE ALERT MUST BE NOTIFIED A MINIMUM OF 2 DAYS PRIOR TO SCHEDULED START OF CONSTRUCTION
AT 1- 800- 227 - 2600 OR BY CALLING "811 ".

8. CONTRACTOR MAY REFER TO CllY PROJECT NO. 94/2034,
DATED JUNE 25, 1963 FOR RECORD INFORMATION.

9. SCVWO ROW LIMITS ARE SHOWN BASED ON SANITARY SEWER
RECORD DRAWINGS PROVIDED BY THE CllY.

10. NOT USED. 11. NOT USED. 12. SEWER VALVES SHALL BE CLOSED IN SSMH 114-19 FOR SEWER BYPASS. COORDINATE VALVE CLOSURE WITH CllY.

ADDITIONALLY, PLUG PIPE SEGMENT WITHIN SSMH 114-19.

13. INSTALL PLUG ANO MONITOR AT SSMH 114-5 AS A SAFETY
MEASURE AGAINST FAILURE.

14. CONTRACTOR SHALL NOTIFY SCVWD INSPECTOR AT LEAST 2

DAYS PRIOR TO BEGINNING ANY WORK WITH IN THE DISTRICT'S RIGHT OF WAY.

15. ANY DAMAGE TO SANTA CLARA VALLEY WATER DISTRICT'S

STRUCTURES, EQUIPMENT, MATERIALS, VEGETATION, ANO OR
PROPERlY SHALL BE REPLACED AND OR REPAIRED IN KIND TO
THE SATISFACTION OF THE DISTRICT.

16. CONTRACTOR SHALL PERFORM ALL WORK IN ACCORDANCE WITH SCVWO PERMIT REQUIREMENTS. REFER TO CONTRACT SPECIFICATION APPENDICES FOR SCVWO PERMIT.

17. SSMH 114-19 IS LOCATED APPROXIMATELY 1000 FEET TO THE SOUTHWEST OF SSMH 114- 5.

18. CONTRACTOR MUST COMPLY WITH AVOIDANCE AND MITIGATION MEASURES IN CONTRACT APPENDIX 0. COMPENSATION FOR
COMPLIANCE IS INCLUDED IN VARIOUS ITEMS OF WORK.

CONSTRUCTION AT THIS LOCATION SHAU. SE COMPLETED
8'1' MARCH 21, 2020 A.S R£0UIR£0 8Y CONTRACT
SPECIFICATIONS ANO RIVER WATCH SETTLEMENT AGREEMENT.

JSM 02/19
SEG. 35 - GUADALUPE RIVER
SCALE: 1"=40'
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-32
SC6-4
(MOO>----
R9-11a
(MOO~
R9-9(MOO}
Ll
--
- - -
- -
IMllA

COAPORATION
PLAN
M

MOTT M MACDONALD
= 1. ALL SIGNS SHALL BE IN ACCORDANCE WITH
APPLICABLE PROVISIONS OF THE CA MUTCD.

2. THE CONTRACTOR SHALL NOTIFY THE CITY IN

WRITING AT LEAST THREE DAYS PRIOR TO
THE DAY THE DETOUR IS TO BE IN EFFECT.

3. THE TRAIL SHALL NOT BE CLOSED UNTIL All

SIGNING IS IN PLACE IN ACCORDANCE WITH
THE DETOUR PLAN.

4. CONSTRUCTION ACTIVITIES AND TRAFFIC

CONTROL MEASURES SHALL BE LIMITED TO
THE HOURS BETWEEN 8:00 AM AND 4:00 PM,

MONDAY THROUGH FRIDAY, UNLESS ALLOWED

OTHERWISE BY THE CITY

ENGINEER/INSPECTOR OR OTHERWISE NOTED
BY PLANS.
= c:z:23 - WORK ZONE
- DIRECTION OF TRAFFIC
- PORTABLE TRAFFIC SIGN - TYPE Ill BARRICADE
0 R9-11o(MOD)
[30",181
v
W20-2(M0D)
[36",361

TRAIL DETOUR - WALSH AVE
TRAIL
CLOSED
R9-9(M0D)
[30",181
M4-8o
[24",181
DA 02/19
TRAIL
CLOSED
MON JAN 00
THRU
FRI JAN 00
SC6-4(CA)
[46",181
l----+--MG-+-0_211--i9 12291-D
SCALE: 1"=20'
TRAIL DETOUR - SAN TOMAS TRAIL (1)
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-33
0 ----
. j
1~ SC6-4
~ (MOD)
.J ~~-·
r ..
•• C12(CA)(MOD) [36"x36"]
RK
EAi)
C24(CA)(MOD)
[36"x36"]
1 O' SPACING MAX.
l+-1
W1-6(L)
[30"x18"]
SCALE: 1"=40'
TRAIL DETOUR - SAN TOMAS TRAIL (2)
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-34
--
- - -
- - MOTT M

MACDONALD

1. ALL SIGNS SHALL BE IN ACCORDANCE WITH APPLICABLE PROVISIONS OF THE CA MUTCD.

2. THE CONTRACTOR SHALL NOTIFY THE CITY IN WRITING AT LEAST THREE DAYS PRIOR TO THE DAY THE DETOUR IS TO BE IN EFFECT.

3. THE TRAIL SHALL NOT BE CLOSED UNTIL ALL SIGNING IS IN PLACE IN ACCORDANCE WITH THE DETOUR PLAN.

4. CONSTRUCTION ACTIVITIES AND TRAFFIC CONTROL MEASURES SHALL BE LIM ITED TO THE HOURS BETWEEN 8:00 AM AND 4:00 PM , MONDAY THROUGH FRIDAY, UNLESS ALLOWED OTHERWISE BY THE CITY ENGINEER/INSPECTOR OR OTHERWISE NOTED BY PLANS.

5. THIS DETOUR PLAN SHALL BE IMPLEMENTED DURING SEGMENTS 17 TO 22 WORK ACTIVITIES.

LEGEND:

EZ2LJ - WORK ZONE
....P. - DIRECTION OF TRAFFIC
- PORTABLE TRAFFIC SIGN
- TYPE Ill BARRICADE
- PORTABLE DELINEATORS C 1 O' SPACING MAX.

SIGN LEGEND:

XWALK
CLOSED
R9-11o
[30"x1B1
R9-11o(R)
[30"x181
M4-8o
[24"x181
C30(CA)(MOO)
[36"x361
W20-1(MOO)
[36"x361
TRAIL
CLOSED
MON JAN 00
THRU
FRI JAN 00
SC6-4(CA)
[48"x181
TRAIL
CLOSED
AHEAD
W20-3(MOO)
[36"x361
M4-9o
[30"x241
M4-9o(R)
[30",241
DA 02/19
l----+--EJ-+-0-211----< 9 12291-D
SCALE: 1"=100'
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-35

1. ALL SIGNS SHALL BE IN ACCORDANCE WITH APPLICABLE
PROVISIONS OF THE CA MUTCD.

2. THE CONTRACTOR SHALL NOTIFY THE CITY IN WRITING AT
LEAST THREE DAYS PRIOR TO THE DAY THE DETOUR IS TO BE IN EFFECT.

3. THE TRAIL SHALL NOT BE CLOSED UNTIL ALL SIGNING IS IN PLACE IN ACCORDANCE WITH THE DETOUR PLAN.

4. CONSTRUCTION ACTIVITIES AND TRAFFIC CONTROL MEASURES SHALL BE LIMITED TO THE HOURS BETWEEN 8:00 AM AND
4:00 PM, MONDAY THROUGH FRIDAY, UNLESS ALLOWED

OTHERWISE BY THE CITY ENGINEER/INSPECTOR OR OTHERWISE
NOTED BY PLANS.

5. THIS DETOUR PLAN SHALL BE IMPLEMENTED DURING
SEGMENTS 1 7 TO 22 WORK ACTIVITIES.

ZZZZZZZ///t4'
SIGN LEGEND·
M4-9o
[30",241
M4-9a(R)
[30",241
M4-9b(R)
[30",241
--
- - -
- -
M4-9c(R)
[30",241
SC3(CA)
[36",121
M
MOTT M

MACDONALD
TRAIL
TRAIL CLOSED LEGEND:

CLOSED
MON JAN 00 AHEAD EZZ::l - WORK ZONE ERE THRU
FRI JAN 00 ..., - DIRECTION OF TRAFFIC
W20-3(MOD) R9-11o PORTABLE TRAFFIC SIGN
[36",361 [30",181 SC6-4(CA) - TYPE Ill BARRICADE
[48",181 - PORTABLE DELINEATORS @ 1 O' SPACING MAX.

DA 02/19 l---+-+---------+-1-----------r====t-~•J~~0;,; 21- 1;.1•_, 12291-D t---t--t------------;--,1RAIL DETOUR - SAN TOMAS TR. (3, 1"=4' VERT
SCALE: 1"=10' HORIZ
SCALE: 1"=10'
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-36
CALABAZAS CREEK 1

REHABILITATE
(E) 24" RCP SS WITH
(N) 24" CIPP SS (CFP)
STA 360+00 = STA 298+10
(E) SSMH 62-40
(E) SSMH 62-391
TOR- l
01 I:,~.
(E) REHABILITATE 24" RCP SS WITH I 01 Jl ..
(NJ 24" CIPP SS (CIPP) I
I r l !-
) CONCRETE \ I r c,> 2}" RCP ss j
--+-1--- i 361+00
-
. l l 1 ro "'. = ·t ·
I O __________ , (E) , ,,. Cl
--
- - -
- -
PLAN
+
t
t
M
MOTT M

MACDONALD
I::,.
'"I ~=...,ENlS=,..FROll":,e'."",37:CCONTR,Cl'".38.,.,---.,1 55 50
45 40
35 30
= 1. ELEVATIONS ARE BASED ON AS-BUILT DRAWINGS.

2. NOT USED.

3. NOT USED.

4. DRIVEWAY ACCESS TO 1388 KIFER RD. SHALL BE
MAINTAINED AT All TIMES DURING CONSTRUCTION
OPERATIONS.

5. FOR SEGMENTS 36, 37 & 38, BYPASS OF SANITARY

SEWER FLOWS MAY BE LOCATED IN TEMPORARY TRENCH
FROM MH 62- 48 TO MH 62- 34 WITHIN ROADWAY AND
MAY BE LOCATED AT GROUND SURFACE FROM MH 62- 48
TO MH 62 - 34 OUTSIDE ROADWAY, OR ALTERNATE BYPASS
PLAN MAY BE SUBMITTED FOR APPROVAL. MH 62-34 IS
LOCATED APPROXIMATELY 343 FEET TO THE NORTH OF MH 62-38. MH 62-48 IS LOCATED APPROXIMATELY 307 FEET TO THE SOUTH OF MH 62- 40.

6. NOT USED.

7. ALL PROPERlY OWNERS SHALL BE NOTIFIED ONE WEEK IN

ADVANCE TO ANY CONSTRUCTION THAT MAY AFFECT
PROPERlY ACCESS. ACCESS TO ALL AFFECTED PROPERTIES

SHALL BE MAINTAINED OPEN DURING CONSTRUCTION,
UNLESS OTHERWISE NOTED.

8. CONTRACTOR SHALL NOTIFY SCVWD INSPECTOR AT LEAST 2

DAYS PRIOR TO BEGINNING ANY WORK WITHIN THE
DISTRICT'S RIGHT-OF-WAY.

9. ANY DAMAGE TO SANTA CLARA VALLEY WATER DISTRICT'S

STRUCTURES, EQUIPMENT, MATERIALS, VEGETATION, AND OR
PROPERlY SHALL BE REPLACED AND OR REPAIRED IN KIND
TO THE SATISFACTION OF THE DISTRICT.
1 O. CONTRACTOR SHALL PERFORM ALL WORK IN ACCORDANCE
WITH SCVWD PERMIT REQUIREMENTS. REFER TO CONTRACT
SPECIFICATION APPENDICES FOR SCVWD PERMIT.
11 . CONTRACTOR MUST COMPLY WITH AVOIDANCE AND
MITIGATION MEASURES IN CONTRACT APPENDIX D.

COMPENSATION FOR COMPLIANCE IS INCLUDED IN VARIOUS
ITEMS OF WORK.

JSM
SEG. 36, 37 & 38 - KIFER RD. LAV TGG
1"=4' VERT
SCALE: 1"=10' HORIZ
SCALE: 1"=10'
SHEET OF TRACING No.
30 PROJECT No. CE 18-19-08 ACCOUNT No. 594-4443-80300-1912 DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT-PHASE 1
30 0 20 40 60 80 100 10

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
SHEET No.

N/A
CIVIL
C 80766
6/15/20 1 RECORD PLAN OP
JSM 06/20
C-37
1 / CALABAZAS CREEK 0
REHABIUTAlE
(E) 24" RCP SS WITH (N) 24" CIPP SS (CIPP)
CENmAl.J
(E) 24 • RCP ss EXPY
20 l------+--,, 10~LF~...;2;;4;.:,;;,;;a;;,;.~,',,!,.,.:;;;;;;,.:;,,:.;.~~='---+------+l 370+00
--
- - -
- -

PROFILE
M
MOTT M

MACDONALD
..... -------, 6. 1='5~40~1
= 1. ELEVATIONS ARE BASED ON AS-BUILT DRAWINGS.

2. NOT USED.

3. NOT USED.

4. DRIVEWAY ACCESS TO 3287 KIFER RD. SHALL BE
MAINTAINED AT All TIMES DURING CONSTRUCTION
OPERATIONS.

5. FOR SEGMENTS 39, 40 & 41, BYPASS OF SANITARY

SEWER FLOWS MAY BE LOCATED AT GROUND SURFACE
FROM MH 62- 38 TO MH 62- 29 LOCATED SOUTH AND

NORTH OF EXISTING SEWER LINE, OR ALTERNATE BYPASS
PLAN MAY BE SUBMITTED FOR APPROVAL.

6. ALL PROPERTY OWNERS SHALL BE NOTIFIED ONE WEEK IN

ADVANCE TO ANY CONSTRUCTION THAT MAY AFFECT
PROPERTY ACCESS. ACCESS TO ALL AFFECTED PROPERTIES

SHALL BE MAINTAINED OPEN DURING CONSTRUCTION,
UNLESS OTHERWISE NOTED.

7. CONTRACTOR SHALL NOTIFY SCVWD INSPECTOR AT LEAST 2

DAYS PRIOR TO BEGINNING ANY WORK WITHIN THE
DISTRICT'S RIGHT-OF-WAY.

8. ANY DAMAGE TO SANTA CLARA VALLEY WATER DISTRICT'S

STRUCTURES, EQUIPMENT, MATERIALS, VEGETATION, AND OR

PROPERTY SHALL BE REPLACED ANO OR REPAIRED IN KIND
TO THE SATISFACTION OF THE DISTRICT.

9. CONTRACTOR SHALL PERFORM ALL WORK IN ACCORDANCE
WITH SCVWO PERMIT REQUIREMENTS. REFER TO CONTRACT
SPECIFICATION APPENDICES FOR SCVWD PERMIT.

10. CONTRACTOR MUST COMPLY WITH AVOIDANCE ANO
MITIGATION MEASURES IN CONTRACT APPENDIX D.

COMPENSATION FOR COMPLIANCE IS INCLUDED IN VARIOUS
ITEMS OF WORK.

JSM
SEG. 39, 40 & 41 • KIFER RD. LAV TGG
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Max
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Alt 1
Gravity
Scenario B
Alt 2
Gravity
Scenario D
Alt 3
Gravity
Scenario E
Alt 4
Dedicated
PHD LS
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New Tasman
LS
TOTAL SCORE 52.0 65.2 74.2 52.4 48.6
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TOTAL SCORE 52.0 65.2 74.2 52.4 48.6
100 Alt 1 Gravity Scenario B Alt 2 Gravity Scenario D Alt 3 Gravity Scenario E Alt 4 Dedicated PHD LS Alt 5 New Tasman LS Objective Max Score Score Criterion Score Criterion Score Criterion Score Criterion Score Criterion 1. Easement & Right-of-Way Encroachments 20.0 0.0 20.0 20.0 0.0 4.0

1.1 Potential easements, Right-of-Way encroachments 20.0 0 Easement through private property 5 Public right-of-way only 5 Public right-of-way only 0 Property purchase for LS site 1 Property purchase for LS site

2. Hydraulic Performance/City Design Criteria 20.0 6.6 6.6 14.0 10.0 12.6

2.1 Hydraulic Performance 7.0 3 1000'+ surcharged during PWWF, some segments < 2fps max velocity 3 1000'+ surcharged during PWWF, some segments < 2fps max velocity 2 3000'+ surcharged during PWWF, some segments < 2fps max velocity 5 Meets all sewer criteria 4 Deficient segments of GAP West trunk and Tasman 2.2 Cover Depth 3.0 4 500' segment < 6' cover 4 500' segment < 6' cover 2 1000'+ < 6' cover 5 Meets min cover depth criteria 5 Meets min cover depth criteria 2.3 Regional Benefits 10.0 0 No regional benefit 0 No regional benefit 5 Upsized GAP trunk 0 No regional benefit 2 Upgraded Tasman LS

3. Utility Crossings 10.0 6.0 4.0 2.0 10.0 8.0

3.1 Utility Crossings 10.0 3
Two SD lateral crossings need further
examination+high pressure gas. (5 total)
SD laterals require relocation, other small
utilities likely
2 One SD main may require relocation,
two SD lateral crossings need further
examination+high pressure gas. (6
total) SD laterals/main require
relocation, other small utilities likely
1 Reconstruction of 72" SD to 3-
53"x34" in GAP required. (5 total)
SD laterals require relocation,
other small utilities likely. High
pressure gas crossing
5 Alignment can be lowered as needed to avoid conflicts 4 Alignment can be lowered as
needed to avoid conflicts.

Separation issues for FM on
Tasman

4. Constructability 10.0 7.4 6.6 4.2 8.4 4.0

4.1 Construction method 2.0 5 Open-cut only 3 Trenchless under BDPL 5 Open-cut only 5 Open-cut only 3 Trenchless under light rail 4.2 Traffic Control 3.0 4 Typical TC all in PHD SP area streets 4 Typical TC all in PHD SP area streets 2 Extended impacts to GAP 4 Typical TC all in PHD SP area streets 3 Impacts to Tasman Dr 4.3 Bypass Pumping Required 5.0 3 Bypass: 3,400 LF 3 Bypass: 3,600 LF 1 Bypass 4,900 LF, 1,200 of which larger dia (ex 33") 4 Bypass: 3,100 LF 1 Bypass: 4,800 LF

5. Operation and Maintenance 20.0 12.0 12.0 16.0 8.0 12.0

5.1 Safety/Access 10.0 2 Reduced accessibility for pipe on private property 4 Minimal changes, sewer depth shallower 4 Minimal changes, sewer depth shallower 3 No changes to safety/access 3 No changes to safety/access 5.2 O&M Impact/Addition 10.0 4 Minimal addition of new pipe; adds sewer on private property 2 New siphon under BDPL, minimal addition of new pipe to maintain 4 Minimal addition of new pipe to maintain. Segments have low PDWF velocity 1 Adding new LS to maintain 3 Upsized LS/new equipment to maintain; new FM

6. Permitting 10.0 10.0 6.0 10.0 10.0 4.0

6.1 Permitting 10.0 5 No additional permitting 3 Permitting for SFPUC BDPL crossing required 5 No additional permitting 5 No additional permitting 2 Permitting for SFPUC BDPL crossing and VTA light rail crossings required

7. Capital Construction Costs 10.0 10.0 10.0 8.0 6.0 4.0

7.1 Capital Construction Cost ($M) 10.0 5 $ 6,183,000 5 $ 5,997,000 4 $ 6,595,000 3 $ 7,925,000 2 $ 12,396,000 3DWULFN+HQU\'ULYH6SHFLILF3ODQ
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PROJECT No. CE
ACCOUNT No.

TRACING No.

SHEET 1 OF

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS PROJECT - 2021 PROJECT
202103

XXXXXXXXXXXXXXX
45 PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION ASSESSMENT
REPAIRS PROJECT - 2021 PROJECT

LOCATION MAPS
N.T.S.

SHEET NO. DESCRIPTION

LEGEND SYMBOLS

EXISTING PROPOSED DESCRIPTION

PROPERTY LINE

CURB, GUTTER, SIDEWALK & DRIVEWAY

WATER MAIN & VALVE

STORM DRAIN, MANHOLE & CATCH BASIN

CENTER LINE & MONUMENT

SANITARY SEWER & MANHOLE

GAS MAIN & VALVE
LEVEL 3 FIBER OPTICSELECTRIC CONDUIT & PULL BOX

XO FIBER OPTIC

TELEVISION CABLE

RECYCLED WATER

AT&T FIBER OPTICS

ELECTRICAL OVER HEAD

ABANDONED UTILITY LINE

LIMIT OF WORK LINE

IRRIGATION

FENCE & GATE

FIRE HYDRANT

UTILITY POLE

CLEAN OUT

WATER METER

BENCH MARKDIRECTION OF FLOW

CITY MONUMENT
TREE

CITY LIMITS

ABBREVIATIONS

SHEET INDEX
0 1/4 1/2 3/4 1

M I L E

VICINITY MAP
N.T.S.

CITY OF SANTA CLARA, CALIFORNIA
SHEET NO. DESCRIPTION SHEET NO. DESCRIPTION

LEGEND SYMBOLS CONTINUED

EXISTING PROPOSED DESCRIPTION

SS LATERAL AND CLEANOUTSS LATERAL RECONNECTION
SHEET No.

G-01
APPROVED BY:

DATE: .

CRAIG MOBECK

DIRECTOR OF PUBLIC WORKS
R.C.E. No. 64496 EXP. 06-30-2019
REVIEWED BY:

DATE: .

WATER AND SEWER UTILITIES DEPARTMENT
DATE: .

STREET MAINTENANCE
DATE: .

ELECTRIC DEPARTMENT
DATE: .

TRAFFIC ENGINEERING DIVISION
DATE: .

DESIGN DIVISION

CERTIFICATION OF PEER REVIEW

THE UNDERSIGNED HEREBY CERTIFIES THAT A PROFESSIONAL PEER

REVIEW OF THESE PLANS AND THE REQUIRED DESIGN WAS CONDUCTED

BY ME, A PROFESSIONAL ENGINEER WITH EXPERTISE AND EXPERIENCE IN

THE APPROPRIATE FIELD OF ENGINEERING EQUAL TO OR GREATER THANTHE ENGINEER OF RECORD, AND THAT APPROPRIATE CORRECTIONS HAVE BEEN MADE.
___________________________________________________________________

PRINT NAME SIGNATURE DATE
DETAIL NO.

SHEET NO.

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SHEET NO. DESCRIPTION
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4 G-04 TRAFFIC & ARBORIST NOTES
5 G-05 PIPE SEGMENT FLOW INFORMATION
C-01 THROUGHC-13 -NOTIN CONTRACT
6 C-14 SEGMENTS 31,45 - 0ELACRUZBLVDPLAN(ALT.3)
7 C-14.1 SEGMENTS31,45 - 0ELACRUZBLVDPROFILE (ALT.3)
C-15 THROUGH C-21 - NOT IN CONTRACT
8 C-22 SEGMENT95- MATHEW ST PLAN ANO PROFILE (ALT. 1)
9 C-23 SEGMENTS 96,101 - MATHEW ST PLAN ANO PROFILE {ALT. 1) 10 C-24 SEGMENTS 100,109,112- MATHEW ST PLAN ANO PROFILE {ALT. 1) 11 C-25 SEGMENT112-MATHEWSTPLAN ANO PROFILE (ALT. 1)
12 C-26 SEGMENT 130 - DE LA CRUZ BLVD PLAN AND PROFILE 13 C-27 SEGMENTS 120,122 - DE LA CRUZ BLVD PLAN AND PROFILE 14 C-28 SEGMENTS 120, 136- DE LA CRUZ BLVD PLAN AND PROFILE HIGH-DENSITY POL ¥ETHYLENE
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27 C-31 THROUGH C.J2 • NOT IN CONTRACT
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NOT IN CONTRACT
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SEGMENTS 203.204 - GREAT AMERICA PKWY PLAN ANO PROFILE SEGMENTS 204,205 - GREAT AMERICA PKWY PLAN ANO PROFILE SEGMENT 205 - GREAT AMERICA PKWY PLAN ANO PROFILE NOT IN CONTRACT SEGMENTS 208,223 - PLAN SEGMENTS 208.223 - PROFILE SEGMENTS 208,209,223,224 - PLAN 28 29
30 31
32 33 34 35
36 37
38 39
40 --- --- --- ---
C-44 SEGMENTS 209-211 ,224-226- PLAN 41 C-58 TRAFFIC CONTROL PLAN C-44.1 SEGMENTS 209-211 ,224-226 - PROFILE 42 C-59 TRAFFIC CONTROL PLAN C-45 SEGMENTS 21 1,226 • PLAN 43 C-80 BYPASSING DETAILS C-45.1 SEGMENTS 211 ,226 - PROFILE 44 C-61 BYPASSING FLOW INFORMATION C-46 THROUGH C-46.1 • NOT IN CONTRACT 45 0-1 TYPICAL OET AILS C-47 SEGMENT 228 - GREAT AMERICA PKWY PLAN ANO PROFILE
C-48 SEGMENT231 • LAFAYETTE ST PLAN AND PROFILE
C-49 SEGMENTS 232,233 • LAFAYETTE ST PLAN AND PROFILE C-50 SEGMENTS 233,234.240 - LAFAYETTE ST PLAN C-50.1 SEGMENTS 233,234,240- LAFAYETTE ST PROFILE
C-51 SEGMENTS 234.235,240-242 • LAFAYETTE ST PLAN C-51 .1 SEGMENTS 234,235,240-242 - LAFAYETTE ST PROFILE C-52 SEGMENTS 235,242 • LAFAYETTE ST Pl.AN AND PROFILE C-53 THROUGH C-56 • NOT IN CONTRACT
C-57 TRAFFIC CONTROL GENERAL NOTES & SIGN LEGEND

WALSH AVE
UPRR

DE LA CRUZ BLVD MATHEW ST MARTIN AVE

LAFAYETTE ST
UPRR

CENTRAL EXPWY

GREAT AMERICA PKWY

TASMAN DR

LAFAYETTE ST

SAN TOMAS

AQUINO CREEK
RIVER

GUADALUPE
CA-237

OLD GLORY LN
GREAT

AMERICA WAY

CALLE DEL LUNA

CALLE DEL MUNDO

BUNKER HILL LN

OLD MTN VIEW -

ALVISO RD

DE LA CRUZ
BLVD

REED ST
LAFAYETTE ST G-02 KEY MAP N.T.S.

SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

AS BUILT BY CHECKED BY DRAWN BY DESIGNED BY
INITIAL DATE Survey No.

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT
ASSESSMENT REPAIRS - 2021 PROJECT

ANNUAL SANITARY SEWER CONDITION
100 20 40 60 80 100 30

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GENERAL NOTES:

G-03
MONUMENT NOTES:

SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D

1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CITY'S STANDARD DETAI LS, STANDARD SPECIFICATIONS, AND GENERAL REQUIREMENTS.

2. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE LOCATION OF ALL EXISTING UTILITIES WITH THE APPROPRIATE UTILITY AGENCIES PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. CONTRACTOR SHALL NOTIFY ALL PUBLIC AND PRIVATE UTILITY OWNERS 48 HOURS PRIOR TO COMMENCEMENT OF WORK ADJACENT TO THE UTILITY. CONTACT UNDERGROUND SERVICE ALERT (USA) AT 8 11 OR 800-227-2600.

3. UNLESS OTHERWISE DIRECTED BY THE CITY ENGINEER IN THE FIELD: AT EACH LOCATION WHERE NEW

CURB/GUTTER IS TO BE INSTALLED ON AN EXISTING STREET (DRIVEWAY INSTALLATION, ORIVEWAY ABANDONMENT, CURB RAMP INSTALLATION. CURB FACE DRAINAGE INSTALLATION, ETC.) PAVEMENT RECONSTRUCTION SHALL BE REQUIRED. AN 18- INCH WIDE BAND OF PAVEMENT SHALL BE REMOVED ANO REPLACED ALONG THE ENTIRE LENGTH OF CURB/GUTTER INSTALLATION. REMOVAL DEPTH (SAW CUTS REQUIRED) SHALL BE TO THE BASE MATERIAL ON STREETS WITH A.C. OR P.C.C. PAVEMENT FOUR (4) INCHES OR LESS IN THICKNESS. REMOVAL DEPTH SHALL BE TWO (2) INCHES MINIMUM ON STREETS WITH A.C. (GRIND) ANO FOUR ( 4) INCHES MINIMUM ON STREETS WITH P.C.C. (SAW CUT) PAVEMENT THICKNESS GREATER THAN FOUR (4) INCHES. REPLACE WITH A.C. OR P.C.C. (DOWELS REQUIRED) TO MATCH EXISTING PAVEMENT.

4. ALL SIDEWALK, CURB, AND GUTTER DAMAGED AS A RESULT OF THE PROJECT SHALL BE REMOVED AND REPLACED TO THE NEAREST SCORE MARK OR AS OIRECTED BY THE CITY ENGINEER.

INSTALLATION OF NEW SIDEWALK, CURB ANO GUTTER AGAINST EXISTING IMPROVEMENTS SHALL REQU IRE A SIDEWALK CONTACT JOINT (DOWELS REQUIRED).

5. PARTIAL REPLACEMENT OF A DRIVEWAY IS NOT ALLOWED, UNLESS OTHERWISE NOTED ON THESE PLANS. A DRIVEWAY THAT HAS BEEN CUT OR DAMAGED MUST BE REPLACED IN ITS ENTIRETY. THE

NEW REPLACEMENT DRIVEWAY MUST MEET CURRENT CITY STANDARDS WHICH MAY AFFECT ON-SITE IMPROVEMENTS ANO/OR REQUIRE A SIDEWALK EASEMENT.

6. SLURRY SEAL SHALL BE REQUIRED ON ALL NEW STREET PAVEMENT (E.G., TRENCH WORK, POTHOLES, ANO STREET WIDENINGS). SLURRY SEAL SHALL EXTEND TWELVE INCHES BEYOND THE LIM IT OF PAVEMENT RECONSTRUCTION.

7. ALL MANHOLES, VALVE BOXES, MONUMENT BOXES, AND OTHER STRUCTURES IN THE PAVEMENT AREA SHALL BE ADJUSTED TO FINISH GRADE BEFORE PAVING FINAL LIFT.

8. GRADE BREAKS ON CURBS ANO SIDEWALKS ARE TO BE ROUNDED OFF ON FORM WORK ANO FINISHED SURFACING.

9. ALL SURPLUS AND UNSUITABLE MATERIAL SHALL BE REMOVED FROM PUBLIC RIGHT- OF- WAY.

10. CONTRACTOR SHALL PROVIDE ADEQUATE DUST CONTROL ANO KEEP MUD AND DEBRIS OFF THE PUBLIC RIGHT-OF-WAY AT ALL TIMES.

11. ALL TRENCHES ANO EXCAVATIONS SHALL BE CONSTRUCTED IN STRICT COMPLIANCE WITH THE APPLICABLE SECTIONS OF CALIFORNIA ANO FEDERAL O.S.H.A. REQUIREMENTS ANO OTHER APPLICABLE SAFETY ORDINANCES. CONTRACTOR SHALL BEAR FULL RESPONSIBILITY FOR TRENCH SHORING DESIGN ANO INSTALLATION.

12. EXISTING UTILITIES SHOWN ARE BASED UPON RECORD INFORMATION AND ARE APPROXIMATE IN LOCATION ANO DEPTH. THE CONTRACTOR SHALL POTHOLE ALL EXISTING UTILITIES THAT MAY BE

AFFECTED BY NEW FACILITIES IN THIS CONTRACT, VERIFY ACTUAL LOCATION ANO DEPTH, AND REPORT POTENTIAL CON FLICTS TO THE ENGINEER PRIOR TO EXCAVATING FOR NEW FACILITIES.

13. CONTRACTOR SHALL PERFORM HIS CONSTRUCTION AND OPERATION IN A MANNER, WHICH WILL NOT ALLOW HARMFUL POLLUTANTS TO ENTER THE STORM DRAIN SYSTEM. TO ENSURE COMPLIANCE, THE

CONTRACTOR SHALL IMPLEMENT THE APPROPRIATE BEST MANAGEMENT PRACTICE (BMP) AS OUTLINED IN THE BROCHURES ENTITLED "BEST MANAGEMENT PRACTICE FOR THE CONSTRUCTION INDUSTRY. ISSUED BY THE SANTA CLARA VALLEY NONPOINT SOURCE POLLUTION CONTROL PROGRAM, TO SUIT THE CONSTRUCTION SITE AND JOB CONDITION.

14. OVERNIGHT PARKING OF CONSTRUCTION EQUIPMENT IN THE PUBLIC RIGHT-OF-WAY SHALL NOT BE PERMITTED, EXCEPT AT LOCATION(S) APPROVED BY THE CITY TRAFFIC ENGINEER.

15. ABANDONMENT OF SANITARY SEWER LATERAL AT THE PROPERTY LINE SHALL INCLUDE THE COMPLETE REMOVAL OF THE CHRISTY BOX, All VERTICAL PIPES AND THE 45• WYE. THE REMAINING LATERAL ENOS SHALL BE PLUGGED WITH s• THICK WALL OF CLASS •A• P.C.C., ENSURING NO CONCRETE ENTERS THE MAIN. ABANDONMENT OF SANITARY SEWER LATERAL AT THE MAIN WILL OCCUR WHEN LATERAL CONNECTS AT A MANHOLE OR AS DETERMINED BY THE CITY. PLUG THE LATERAL END WITH 6- THICK WALL OF CLASS •A" P.C.C., ANO FILL LATERAL WITH SAND OR CONTROL DENSITY FILL (CDF), MAKING A SMOOTH TROWEL FINISH ON THE INSIDE WALL OF THE MANHOLE FOR MANHOLE CONNECTIONS.

16. UNLESS OTHERWISE NOTED, CLASS 2 A.B. UNDER CURB, GUTTER, AND STREET SECTIONS PAVED WITH ASPHALT CONCRETE SHALL BE COMPACTED TO 95% RELATIVE COMPACTION (MINIMUM).

17. FOR OPEN CUT SEWER INSTALLATION OR REPLACEMENT, PROVIDE SHOP DRAWINGS WITH POTHOLED UTILITY INFORMATION DISPLAYED FOR REVIEW BY THE ENGINEER 72 HOURS MINIMUM PRIOR TO COMMENCEMENT OF ANY EXCAVATION OF THESE SEGMENTS.

18. PROVIDE TEMPORARY UTILITY SUPPORT USING CONTROLLED LOW STRENGTH MATERIAL TO PROTECT EXISTING UTILITIES ANO APPURTENANCES IN PLACE DURING SEWER CONSTRUCTION. SEE SPECIFICATION SECTION 03350.

19. NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE PERMITTED ON ROADWAYS AFTER WORK HOURS WITHOUT WRITTEN PERMISSION FROM CITY.

20. TRAFFIC CONTROL MEASURES SHALL BE IMPLEMENTED PER APPROVED TRAFFIC CONTROL PLANS AT ALL TIMES DURING THE CONSTRUCTION PERIOD IN COMPLIANCE WITH SPECIFICATION SECTION 03320 (TRAFFIC CONTROL) OF THE SPECIAL PROVISIONS.

21. APPROVED PROTECTIVE MEASURES SHALL BE USED FOR ALL EXCAVATIONS PER SECTION 02019 "EARTHWORK", ANO SECTION 03250 "EXCAVATION SUPPORT, SHORING ANO BRACING."

22. ALL MONUMENTS DISTURBED BY CONSTRUCTION SHALL BE REPLACED BY A PROFESSIONAL LANO SURVEYOR REGISTERED IN THE STATE OF CALIFORNIA. REPLACEMENT WORK SHALL BE COORDINATED AND DOCUMENTED WITH THE CITY ENGINEER.

23. RE- STRIPE ALL PAVED AREAS IN KIND OR AS REQUIRED BY THE CITY. ALL PAVEMENT MARKINGS AND

MARKERS SHALL BE REPLACED IN ACCORDANCE WITH CITY STANDARD TECHNICAL SPECIFICATIONS SECTION 02084.

24. THE CONTRACTOR SHALL REMOVE ALL USA PAINT MARKINGS FROM PAVEMENT, SIDEWALKS, AND CONCRETE WITHIN THE PROJECT BOUNDARY FOLLOWING THE COMPLETION OF CONSTRUCTION. COVERING MARKINGS WITH PAINT WILL NOT BE ALLOWED.

25. DAMAGE TO STREET LIGHTING, TRAFFIC SIGNAL OR TRAFFIC LOOP FACILITIES DURING CONSTRUCTION SHALL BE REPAIRED IN ACCORDANCE WITH CAL.TRANS STANDARDS SECTION 86. TRAFFIC SIGNAL LOOPS DAMAGED BY THE WORK SHALL BE REPLACED WITH TYPE •Q• DETECTOR LOOPS PER CITY STANDARD DETAIL TR-7.

26. THE CONTRACTOR SHALL BE REQUIRED TO COORDINATE THEIR CONSTRUCTION SCHEDULE WITH PG&E.

A PG&E INSPECTOR SHALL BE ONSITE DURING PRECONSTRUCTION SUBSURFACE UTILITY EXPLORATION POTHOLING ANO DURING PIPELINE CONSTRUCTION WITHIN TEN (10) FEET OF GAS TRANSMISSION LINES.

27. IN OPEN CUT SEWER REPLACEMENT SECTIONS, EXISTING SEWER PIPE SHALL BE REMOVED ANO DISPOSED OF AT CONTRACTOR'S EXPENSE.

28. NEW SEWER PIPE SHALL BE THE MATERIAL AS NOTED ON THE DRAWINGS. 29. REPLACEMENT AND REPAIR OF CITY OWNED FACILITIES NOT SPECIFICALLY DETAILED IN THE PLANS SHALL BE IN ACCORDANCE WITH APPLICABLE CITY STANDARD SPECIFICATIONS ANO DETAILS.

30. SEWER LATERAL REPAIR OR INSTALLATION SHALL BE IN ACCORDANCE WITH THE CITY STANDARD DETAILS.
3 1. RIGHT OF WAY ANO PROPERTY LINES WHERE SHOWN ARE BASED UPON RECORD DATA AND ARE SHOWN FOR INFORMATIONAL PURPOSES ONLY.

32. CONTRACTOR TO BROOM SWEEP CONSTRUCTION AREA EACH NIGHT PRIOR TO LEAVING THE JOB SITE.

REFER TO THE SPECIAL PROVISIONS.

33. CONCRETE SADDLE SHALL BE USED FOR UTILITY CROSSINGS WITH LESS THAN 12 INCHES OF VERTICAL SEPARATION. REFER TO CITY STANDARD DETAILS Ml-3 & Ml- 4.

34. CONTRACTOR SHALL PROTECT EXISTING TREES.

35. CONTRACTOR TO AIR GAP ALL EXISTING UTILITIES AT ALL CROSSING POINTS PRIOR TO PIPE REAMING. 36. CONTRACTOR SHALL INCLUDE COST TO PROTECT UTILITY POLE OR FOR SVP TO BRACE ANO SUPPORT

UTILITY POLES AND GUYS, INCLUDING THE USE OF A UTILITY POLE HOLDING TRUCK OR CRANE RIG

OPERATED BY UTILITY PERSONNEL, IN THE UNIT PRICE BIO FOR MANHOLE, LATERAL, OR PIPE INSTALLATION/REHABILITATION WHERE EXCAVATION IS REQUIRED WITH IN 5 FEET OF UTILITY POLES.

37. ALL INFORMATION PRESENTED HAS BEEN OBTAINED FROM FIELD INVESTIGATION AND RECORD INFORMATION. NO TOPOGRAPHIC SURVEY DATA HAS BEEN USED. CONTRACTOR SHALL VERIFY ALL EXISTI NG CONDITIONS ANO OTHER NECESSARY INFORMATION TO CONSTRUCT THE PROPOSED WORK.

38. CONTRACTORS SHALL VISIT ALL SITES DURING THE BIO PREPARATION PHASE ANO FULLY INFORM THEMSELVES OF SITE CONSTRAINTS. TH IS INCLUDES, BUT IS NOT LIMITED TO, THE PRESENCE OF

TREES, UTILITY POLES, ANO GAS MAINS IN, ANO ADJACENT TO THE STREETS ANO EASEMENTS WHERE WORK IS TO BE PERFORMED.

39. POINT REPAIRS SHALL BE CONDUCTED THROUGH STANDARD OPEN TRENCH EXCAVATION METHODS

INCLUDING ALL WORK NECESSARY TO REPLACE THE EXISTING PIPE WITH NEW PIPE OF THE SAME MATERIAL. CONTRACTORS SHALL USE FLEXIBLE REPAIR COUPLING TO CONNECT EXISTING SANITARY

SEWER TO REMAIN FOR POINT REPAIRS PERFORMED TO BE REHABILITATED OR REPLACED BY PIPE BURSTING OR REAMING.

40. THE CONTRACTOR IS RESPONSIBLE IN VERIFYING THE SPOT REPAIR LOCATION, INCLUDING IDENTIFICATION FROM GROUND SURFACE BEFORE BEGINNING ANY EXCAVATION.

41. THE CONTRACTOR IS RESPONSIBLE TO KEEP SEWER MANHOLES ANO PIPES FREE ANO CLEAR OF CONSTRUCTION DEBRIS, AND SHALL BE INCIDENTAL TO THE COST OF THE SEGMENT.

42. THE CONTRACTOR IS LIABLE FOR SEWER SPILLS ASSOCIATED WITH TH IS PROJECT. THIS IS INCLUDING,

BUT NOT LIMITED TO SPILLS FROM BYPASSING, MOBILIZATION, DEMOBILIZATION, EXCAVATION, REMOVALS, ETC. ALL SPILLS SHALL ADHERE TO ALL SPECIFICATIONS IMMEDIATELY FOR ANY QUANTIFICATION. TREATMENT, HANDLING, AND REPORTING, ETC. ALL REPARATIONS FOR SPILLS SHALL BE AT NO ADDITIONAL COST TO THE CITY.

43. THE CONTRACTOR SHALL IDENTIFY ALL EXISTING LATERAL CONNECTIONS BEFORE PERFORMING PIPE BURSTING OR PIPE REAMING. AFTER PERFORMING PIPE BURSTING OR PIPE REAM ING, THE

CONTRACTOR WILL ENSURE ALL EXISTING LATERAL CONNECTIONS ARE RE-ESTABLISHED AND ARE IN GOOD WORKING ORDER. THE CONTRACTOR WILL BE HELO LIABLE FOR ANY LATERAL NOT

RECONNECTED ANO IN GOOD WORKING ORDER ANO WILL MAKE ALL RESTORATIONS AT NO ADDITIONAL COST TO THE CITY.

44. THE CONTRACTOR SHALL ENSURE THAT ALL CONNECTIONS TO EXISTING PIPE ARE MADE AT GOOD SECTIONS OF PIPE. A PIPE SHALL BE DEEMED AS GOOD IF IT IS FOUND WITHOUT ANY BREAKS, CRACKS, RUPTURES, DENTS, OR ANY OTHER VISIBLE DAMAGE.

45. EACH SEGMENT SHALL PERFORM POINT REPAIR ANO INFILTRATION GROUTING OPERATIONS BEFORE PERFORMING CIPP, PIPE BURSTING, OR PIPE REAMING OPERATIONS, UNLESS OTHERWISE INDICATED.

46. SHALLOW UTILITIES MAY BE PRESENT IN PROJECT AREAS. CONTRACTOR SHALL VERIFY UTILITY DEPTHS OF ANY UTILITY IN CONFLICT WITH WORK BEFORE ANY EXCAVATION OR TRENCH WORK.

47. THE CONTRACTOR SHALL PROTECT IN PLACE ALL EXPOSED UTILITIES. THE CONTRACTOR WILL RESTORE ANY UTILITIES DAMAGED DURING CONSTRUCTION AT NO ADDITIONAL EXPENSE TO THE CITY.

48. CONTRACTOR SHALL REFERENCE THE CITY SEWER BLOCK BOOKS FOR LOCATIONS OF ALL MANHOLES NOT SHOWN ON PLANS.

49. MAINTAIN 1-FOOT MINIMUM SEPARATION WHEN CROSSING SVP FACILITIES BY OPEN CUT METHOD.

50. PROTRUDING GASKETS AND LATERALS WERE OBSERVED DURING PREVIOUS CCTV INSPECTIONS.

CONTRACTOR SHALL IDENTIFY LOCATIONS DURING PRELIMINARY CCTV INSPECTIONS AND CUT ALL

PROTRUDING LATERALS ANO GASKETS PRIOR TO CIPP LINING IN ACCORDANCE WITH SPECIFICATION SECTION 03240. COSTS SHALL BE INCLUDED IN THE VARIOUS 810 ITEMS OF WORK ASSOCIATED WITH CIPP REHABILITATION OF EXISTING SANITARY SEWER MAINS.

51. CONTRACTOR SHALL CONFORM SIZE OF ALL EXISTING LATERALS PRIOR TO RECONNECTION OR REINSTATEMENT.

SHALL BE FILED WITH THE SANTA CLARA COUNTY SURVEYOR, AND DUPLICATE OF THE CORNER RECORD SHALL BE SUBMITTED TO THE CITY ENGINEER PRIOR TO THE START OF CONSTRUCTION.

SHOULD ANY SURVEY MONUMENT BE DAMAGED OR DESTROYED DURING CONSTRUCTION, THE CONTRACTOR SHALL RE-ESTABLISH SAID MONUMENT PER CITY STANDARD, FILE A CORNER RECORD

WITH THE SANTA CLARA COUNTY SURVEYOR, ANO SUBMIT A DUPLICATE OF THE CORNER RECORD TO

MACDONALD
KG
- - -
t--+--+-----------+-----<GENERAL AND MONUMENT NOTESt---+-c~~=-+----<

NTS NTS
G-04
ARBORIST NOTES:
"WARNING - TREE PROTECTION ZONE THIS FENCE SHALL NOT BE REMOVED WITHOUT APPROVAL FROM THE CITY ARBORIST/PROJECT ARBORIST."
TRAFFIC CONTROL NOTES:
“ ”
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D

2. THE CONTRACTOR SHALL INSTALL TRAFFIC CONTROL DEVICES PRIOR TO COMMENCEMENT OF CONSTRUCTION. THE CONTRACTOR SHALL

ALSO MAINTAIN ALL TRAFFIC CONTROL DEVICES DURING CONSTRUCTION, AS REQUIRED BY THE CITY ENGINEER/INSPECTOR. A 24- HOUR ON- CALL TELEPHONE NUMBER SHALL ALSO BE PROVIDED TO THE CITY BY THE CONTRACTOR FOR SERVICES REQUIRED BEYOND NORMAL WORKDAY OPERATIONS.

3. ACTUAL SIGN INSTALLATION LOCATIONS ARE TO BE DETERMINED IN THE FIELD. SIGN LOCATIONS SHALL BE APPROVED BY THE CITY ENGINEER/INSPECTOR PRIOR TO AN'f INSTALLATION WORK.

4. SIGNS SHALL BE INSTALLED/PLACED AND REMOVED BY THE CONTRACTOR IN ACCORDANCE WITH THE PLANS AND AS DIRECTED BY THE CITY.

6. A MINIMUM OF ONE 1 O' WIDE TRAVEL LANE PER DIRECTION OF TRAVEL (UNLESS OTHERWISE NOTED ON PLANS) SHALL REMAIN OPEN AT ALL TIMES DURING CONSTRUCTION.

7. TEMPORARY TRAFFIC CONTROL DEVICES SHALL MAINTAIN ACCESS TO FIRE HYDRANTS, BUILDING STANDPIPES AND OTHER EMERGENCY FACILITIES WITHIN THE CONSTRUCTION ZONE.

8. ALL TRAFFIC CONTROL DEVICES (SIGNS, CHANNELIZERS. ETC.) SHALL BE RETROREFLECTIVE AND/OR ILLUMINATED DURING NIGHTTIME TRAFFIC CONTROL.

9. CONTRACTOR SHALL DISPLAY ON ITS BARRICADES COMPANY NAME AND 24-HOUR EMERGENCY TELEPHONE NUMBER IN CASE OF EMERGENCY CALLOUTS.

10. CONTRACTOR SHALL FURNISH, ERECT, ANO MAINTAIN BARRICADES AND OTHER SAFETY MEASURES TO GIVE ADEQUATE PROTECTION TO THE PUBLIC AT ALL TIMES.

11. THE PARKING OF ANY CONSTRUCTION - RELATED VEHICLES OR STORAGE OF AN'( MATERIAL IS NOT ALLOWED ON A PUBLIC STREET OR SIDEWALK UNLESS APPROVED IN ADVANCE BY THE CITY ENGINEER.

14. SIDEWALKS AND TRAFFIC LANES SHALL REMAIN OPEN WHEN NO ACTIVITY IS PLANNED AND/OR BETWEEN SCHEDULED CLOSURES.

SIDEWALKS ANO TRAFFIC LANES SHALL BE OPENED AT THE END OF EACH WORKDAY.

15. WHEN USED FOR VEHICULAR AND/OR PEDESTRIAN TRAFFIC CONTROL, STEEL PLATES SHALL BE INSTALLED FLUSH WITH ADJACENT GRADE.

16. CONTRACTOR SHALL DETERMINE PROJECT PHASING AND ACTUAL DURATION OF EACH PHASE ANO SHALL SUBMIT AN ACTMTY DURATION TABLE TO THE CITY PUBLIC WORKS INSPECTOR PRIOR TO START OF CONSTRUCTION.

17. AT THE ENO OF EACH WORK DAY THE CONTRACTOR SHALL BE RESPONSIBLE FOR BACKFILLING THE TRENCHES AND PLACING TRAFFIC- RATED STEEL PLATES TO REOPEN THE TRAFFIC LANES TO TRAFFIC DURING NON - WORK HOURS. STEEL PLATES SHALL BE INSTALLED FLUSH WITH ADJACENT GRADE TO PROVIDE SMOOTH AND SAFE DRIVING CONDITIONS.

18. SANDBAGS AND/OR GRAVEL BAGS SHALL BE PLACED OVER THE BASE LEGS OF BARRICADE-MOUNTED SIGNS TO PREVENT ANY OVERTURNING.

19. PROVIDE CONTINUOUS TEMPORARY ACCESS TO All SIDE STREETS, ALLEYS, DRIVEWAYS, BUS STOPS, ANO PARKING LOTS.

20. CONTRACTOR SHALL PREPARE PEDESTRIANS DETOUR PLANS WHEREVER THE SIDEWALK IS CLOSED DUE TO CONSTRUCTION. 21. CONTRACTOR SHALL SUBMIT TRAFFIC CONTROL PLAN OF ROADWAY CLOSURE FOR REVIEW ANO APPROVAL PRIOR TO ANY CLOSURE ANO CONSTRUCTION.

22. BARRICADES SHALL BE INSTALLED AROUND EXCAVATED AREAS. 23. SEE SHEET C- 57 FOR ADDITIONAL TRAFFIC CONTROL NOTES. --
- - -
- -
I. GENERAL

1. NO CUTTING OF ANY PART OF CITY TREES. INCLUDING ROOTS, SHALL BE DONE WITHOUT SECURING APPROVAL ANO DIRECT SUPERVISION FROM THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY (408) 615-3080.

2. NO CUTTING OF ANY PART OF PRIVATE TREES, INCLUDING ROOTS, SHALL BE DONE WITHOUT DIRECT SUPERVISION OF AN INTERNATIONAL SOCIETY OF ARBORICULTURE (ISA) CERTIFIED ARBORIST.

SHARPLY CUT ROOTS PRODUCE A FLUSH OF NEW ROOTS HELPING THE TREE TO RECOVER FROM ITS INJURY.

6. CONTRACTOR SHALL NOTIFY THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY 72 HOURS IN ADVANCE OF ANY WORK REQUIRING DIGGING AROUND OR WITH IN THE DRIP LINE OF EXISTING TREES.

7. A CLEAR SYSTEM OF FLAGGING MUST BE PROVIDED AROUND TREES WITH IN 20' OF THE PROPOSED GRADING. CONTRACTOR SHALL SECURE APPROVAL OF SUCH SYSTEM FROM THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY.

8. MATERIALS, EQUIPMENT, TEMPORARY BUILDINGS, FUELS. PAINTS, ANO OTHER CONSTRUCTION ITEMS SHALL NOT BE PLACED WITHIN THE DRIP LINE OF EXISTING TREES. 9. FENCE ALL TREES TO BE RETAINED TO COMPLETELY ENCLOSE THE TREE PROTECTION ZONE PRIOR TO DEMOLITION, GRUBBING, OR GRADING. FENCING SHALL BE PLACED AT TH DRIP LINE OF EXISTING TREES OR, IF POSSIBLE, 1.5 TIMES THE RADIUS OF THE DRIP LINE OUT FROM THE TRUNK OF THE TREE. A WARNING SIGN SHALL BE PROM INENTLY DISPLAYED ON EACH FENCE. THE SIGN SHALL BE A MINIMUM OF 8.5" x11 '" AND CLEARLY STATE FENCES SHALL BE 6-FOOT TALL CHAINLINK OR EQUIVALENT, AS APPROVED BY THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY. FENCES SHALL REMAIN UNTIL ALL GRADING AND CONSTRUCTION WORK IS COMPLETED. IN ADDITION, WRAP ALL TREES WITH STRAW WADDLE UP TO THE

FIRST MAIN BRANCH, THEN WRAP SNOW FENCING AROUND THE WADDLE ON ALL TREES IN THE CONSTRUCTION ZONE TO PROTECT THEM FROM BARK DAMAGE CAUSED BY THE WORK.

12. GRADING SHOULD NOT CREATE DRAINAGE PROBLEMS FOR TREES BY CHANNELING WATER INTO THEM, OR CREATING SUNKEN AREAS.

14. WHEN TRENCHING IS ALLOWED WITHIN THE DRIPLINE OF EXISTING TREES, THE CONTRACTOR MUST FIRST CUT ROOTS WITH A VERMEER ROOT CUTTER PRIOR TO ANY TRENCHING TO AVOID TUGGING OR PULLING OF ROOTS.

17. BORE PITS ARE NOT ALLOWED WITHIN THE DRIP LINE OF ANY TREE.

IL BORING (NOT USED)
Ill. TREE PROTECTION

1. CONTRACTOR SHALL TAG ANO IDENTIFY EXISTING TREES WHICH ARE TO REMAIN WITHIN THE PROJECT LIMITS AND ON THE PUBLIC RIGHT-OF-WAY PRIOR TO START OF WORK.

PROTECT ALL TAGGED TREES AT All TIMES FROM DAMAGE BY THE WORK. TREATMENT OF ALL MINOR DAMAGE TO TAGGED TREES SHALL BE PERFORMED BY !SA-CERTIFIED ARBORIST OR OTHER PERSONNEL APPROVED BY THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY. IF A TAGGED TREE IS PERMANENTLY DISFIGURED OR KILLED AS A RESULT OF THE WORK, CONTRACTOR SHALL REMOVE THE TREE, INCLUDING ITS ROOTS, FROM THE SITE AND REPLACE EACH REMOVED TREE WITH AN EQUAL-SIZED TREE. IF SUCH REPLACEMENT IS NOT POSSIBLE, THE CONTRACTOR SHALL REIMBURSE TO THE TREE OWNER THE AMOUNT LISTED IN THE TABLE BELOW. THE CITY ARBORIST OR ARBORIST EMPLOYED BY CITY SHALL BE THE SOLE JUDGE OF THE CONDITION OF ANY TREE. CONTRACTOR SHALL PROVIDE REGULAR WATERING OF EXISTING LANDSCAPING WITHIN THE CONSTRUCTION AREA THROUGH THE CONSTRUCTION PERIOD.

MOTT M MACDONALD
7 INCHES
8 INCHES
9 INCHES
10 INCHES 11 INCHES 12 INCHES 13 INCHES
2,400
3,400
4,400
5,200
6,200
7,200
8,200
14 INCHES I 9,200 15 INCHES 10,000 16 INCHES 11,000 17 INCHES 12,000 18 INCHES AND OVER: 1,200 ADD FOR EACH CALIPER INCH
KG

TRAFFIC & ARBORIST NOTES OP TS

NTS NTS
G-05

PIPE SEGMENT ESTIMATED FLOW INFORMATION
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
EXISTI NG PIPE ESTIMATED AVERAGE ESTIMATED PEAK SEGMENT # EXISTING PIPE DRY WEATHER FLOW DRY WEATHER FLOW DIAMETER (IN) MATERIAL (MGD) (MGD) 31 15 VCP 0.19 0.71
45 15 VCP 0.19 0.71
i 77 15 VCP 0.23 0.29 80 15 VCP 0.23 0.29
i 85 15 VCP 0.23 0.30 86 15 VCP 0.25 0.32 91 15 VCP 0.25 0.32 .-
95 15 VCP 0.26 0.47 ; 96 18 VCP 0.31 0.74
100 18 VCP 0.32 1.05
101 18 VCP 0.32 1.05
109 18 VCP 0.32 1.05
112 15 VCP 0.32 1.05
! 115 15 VCP 0.25 0.32
120 24 RCP 0.53 1.99
l 122 24 RCP 0.52 1.90
130 24 RCP 0.45 1.82
t 132 24 RCP 1.06 2.52 134 24 RCP 1.06 2.52
t 136 24 RCP 0.53 1.99 202-WEST 24 VCP 0.71 1. 21
e
ij 202-CENTER 18 VCP 0.80 1.40 202-EAST 24 VCP 0.71 1.21 203 30 RCP 4.63 10.74
' 204 30 RCP 4.63 10.74
& • 205 30 RCP 4.63 10.75
j 208 33 RCP 3.73 11.24
] 209 33 VCP 3.73 10.99
210 33 RCP 3.73 10.88
e
a 211 33 RCP 3.73 10.82
" 212 33 RCP 3.73 10.82 i 213 33 RCP 3.73 10.80 223 42 RCP 3.27 14.79 n 224 42 RCP 3.27 14.78 225 42 RCP 3.27 14.78 226 42 RCP 3.27 16.01 227 42 RCP 3.28 10.36 il 228 15 VCP 0.07 0.44
231 42 RCP 4.12 18.19 3'_!,
11 232 42 RCP 4.12 18.19
E
'i 233 42 RCP 4.12 18.19
.;I ]'
H 234 42 RCP 4.12 18.02 235 42 RCP SEE NOTE 7 SEE NOTE 7 i '" 240 42 RCP 6.37 18.12 I: i:7
..9>' ~~ 241 42 RCP 6.37 18.13
242 42 RCP 6.37 18.13
--
- - -
- -

ESTIMATED MAX WET

WEATHER FLOW
(MGD)

1.26 1.26

0.34 0.34 0.34

0.37 0.38 0.87

1.18 1.53 1.52 1.53 1.53

0.38 3.64

3.31 3.21

4.21 4.22

3.64 3.47

4.34 3.44

11.04 11.05
11 .06

12.04 11.63 11.50 11.43

11.41 11.41

19.31 19.31

19.3 20.44

20.55 0.55

21.49 21.49 21.49 21.32
SEE NOTE 7

22.04 22.05 22.05
M

MOTT M MACDONALD

PIPE PEAK FLOW

CAPACITY (MGD)

3.53 3.30 3.05

2.41 2.45 2.24 2.30 2.05

5.40 4.52

4.21 4.48 4.48 2.28

7.79 8.05 9.06

6.15 8.61

6.49 44.86 46.73 45.05

11.66 10.79

8.80 16.94 10.56

10.51 10.57 10.53

29.51 10.84

22.01 21.49

22.04 21.62

1.75 28.36 25.94 26.52 26.60
SEE NOTE 7

25.19 24.73 24.37
WIES;

1. THE TABLE ON THE LEFT PRESENTS FLOW ESTIMATE DATA TAKEN FROM THE CITY OF SANTA CLARA'S SEWER

SYSTEM MODEL AND IS PRESENTED FOR THE CONTRACTOR'S REFERENCE IN PREPARING BYPASS PUMPING PLANS FOR EACH SEWER SEGMENT DESIGNATED FOR REHABILITATION UNDER THIS CONTRACT.

2. AT A MINIMUM, BYPASS PUMPING SYSTEMS SHALL INCLUDE A PRIMARY PUMP ANO A BACKUP STANDBY PUMP, .Ee&ti SIZED TO HANDLE THE ESTIMATED PEAK ORY WEATHER FLOW WHEN SEWER BYPASSING OCCURS BETWEEN MAY 1 ST ANO SEPTEMBER 30TH. FOR SEWAGE BYPASSING WHICH OCCURS BETWEEN OCTOBER 1 ST ANO APRIL 30TH, THE TOTAL COMBINED INSTALLED BYPASS PUMPING CAPACITY SHALL BE EQUAL OR EXCEED THE ESTIMATED MAX WET WEATHER FLOW.

3. FOR ALL SEWER SEGMENTS 12-INCHES ANO LARGER IN DIAMETER, THE BACKUP STANDBY PUMP ANO ITS

DRIVER SHALL BE INSTALLED ANO IMMEDIATELY READY TO OPERATE IN THE CASE OF A FAILURE OR INABILITY OF THE PRIMARY PUMP TO PASS FLOWS WITHOUT CAUSING SURCHARGING OF THE SEWER LINES UPSTREAM OF THE SECTION OF SEWER BEING BYPASSED.

4. SEWAGE BYPASS LINES FOR SEWER SEGMENTS 12-INCHES ANO LARGER SHALL BE RIGID PIPE OR HARO SUCTION HOSE. ALL BYPASSING LINES SHALL BE LEAK FREE. HOSES WILL NOT BE PERMITTED WHERE VEHICLES CAN CROSS OVER THE BYPASS LINES. PROVIDE DRIVEWAY APRON RAMP SECTIONS WHERE BYPASS LINES CROSS IN FRONT OF ANY ACCESSWAY TO A PROPERTY. BYPASS LINES PASSING ACROSS STREETS ANO INTERSECTIONS WHICH CANNOT BE DETOURED ARE TO BE INSTALLED IN SLIT TRENCHES.

5. REFER TO TECHNICAL SPECIFICATION SECTION 03220 SEWAGE FLOW CONTROL, FOR BYPASS PUMPING PLAN SUBMITTAL REQUIREMENTS AND FOR MINIMUM EQUIPMENT REQU IREMENTS PERTAINING TO SEWAGE BYPASSING.

6. REFER TO NOTES ON THE INDMDUAL PLAN OVER PROFILE SHEETS RELATING TO SITE SPECIFIC

REQUIREMENTS, RESTRICTIONS, ANO RELATED DATA WHICH ARE TO BE REFLECTED IN THE BYPASS PUMPING SYSTEMS TO BE EMPLOYED AT EACH SITE.

7. FLOW INFORMATION NOT INCLUDED IN CITY OF SANTA CLARA'S SEWER MODEL. CONTRACTOR SHALL USE OWN

CALCULATIONS TO ESTIMATE BYPASS NEEDS BASED ON PIPE SEGMENT'S PIPE DIAMETER AND SLOPE, AND SHALL BE CAPABLE OF HANDLING EXISTING FLOWS PLUS ADDITIONAL WET WEATHER FLOW. FOR BIDDING PURPOSES, CONTRACTOR SHALL ASSUME THEY WILL NEED SUFFICIENT BYPASSING CAPACITY {INSTALLED ANO STANDBY) TO HANDLE THE PIPE'S FULL CAPACITY. CONTRACTOR CAN ALSO USE AVAILABLE DATA FROM PIPES WITHIN THREE (3) DOWNSTREAM SEGMENTS OF PIPE THAT DOES NOT HAVE FLOW INFORMATION.

KG
PIPE SEG. FLOW INFORMATION OP TS

NTS NTS
SCALE: 1"=20'
C-14 (ALT. 3)
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
= 1. SSMH 47-64 ACCESSIBLE FROM 351 BROKAW RD.

2. ELEVATIONS ARE BASED ON CITY GIS DATA WITH APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

3. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED

TRAFFIC PLANS FULLY IMPLEMENTED PRIOR TO CONDUCTING
ANY CONSTRUCTION IN EACH WORK AREA.

4. CONTRACTOR SHALL USE FLEXIBLE REPAIR COUPLING TO
CONNECT TO EXISTING SANITARY SEWER TO REMAIN.

5. CONTRACTOR SHALL REPLACE IN KIND ANY CURB, CURB

RAMPS, SIDEWALK, OR PAVERS DAMAGED DURING
CONSTRUCTION. REPLACEMENT COSTS SHALL BE INCLUDED IN
THE COST OF THE POINT REPAIR.

6. NO ENTRY ONTO UPRR ROW Will BE ALLOWED. CONTRACTOR

MUST KEEP ALL WORK EQUIPMENT ANO MATERIALS OUT OF
UPRR ROW.

7. BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED AT
GROUND SURFACE FROM MH 47-64 TO MH 48-29 LOCATED
ADJACENT TO ANO EAST OF EXISTING SEWER LINE, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL. --
- - -
- -
----
PLAN
FOR PIPE PROFILE. SEE SHEET C-14.1
M
REHABtUTATE SEGMENT 45
(E) 15" VCP SS WITH
(N) 8 FOOT CIPP SPOT
LINER

PR/KG MOTT M
MACDONALD t---+--+----------+----, SEG 31, 45 - DE LA CRUZ BLVD (1) t----+-~~:c-+----< 1':20"
C-14.1 (ALT. 3)
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
90 85 80
75 70
65 60
55 50
45 +
40 140+00 141+00
--
- - -
- -
t t 90
+-+- +
85 80
75 70
65 60
55 50
+-
45 SEGMENT 31

REHABILITATE CIPP
341 1£._(E) 15" 1/CP SS WITH 15" C pp ss t
40 142+00 143+00

PROFILE
M

PR/KG MOTT M
MACDONALD t---+--+----------+----, SEG 31, 45 - DE LA CRUZ BLVD (1) t----+-~~:c-+----< 1':20"
SCALE: 1"=20'
C-22 (ALT. 1)
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
= 1. ELEVATIONS ARE BASED ON CITY GIS DATA WITH APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED

TRAFFIC PLANS FULLY IMPLEMENTED PRIOR TO CONDUCTING
ANY CONSTRUCTION IN EACH WORK AREA.

3. CONTRACTOR SHALL USE FLEXIBLE REPAIR COUPLING TO
CONNECT TO EXISTING SANITARY SEWER TO REMAIN.

4. CONTRACTOR SHALL REPLACE IN KIND ANY CURB, CURB

RAMPS, SIDEWALK, OR PAYERS DAMAGED DURING
CONSTRUCTION. REPLACEMENT COSTS SHALL BE INCLUDED IN
THE COST OF THE POINT REPAIR.

5. BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED AT
GROUND SURFACE FROM MH 57-20 TO MH 57-32 LOCATED
ADJACENT TO AND SOUTH OF EXISTING SEWER LINE, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL. \
\ (E) SSMH 57-31 TO REMAIN DEPTH 7.1'±
190+00
224 - 40 - 002
(E) SVP POLE 57E 16
REHABILITATE SEGMENT 95
(E) SVP POLE 57E11 !~ \r- ~p ~S cc:'PP)
(E) SVP POLE 57E13
19 1+00

PROFILE
M
-- - - MOTT M - - -

MACDONALD
STA. 191+66±
REINSTATE (EJ lATERAL (TYP) 0
192+ 00
PR/KG
SEGMENT 95 - MATHEW ST OS TS
SCALE: 1"=20'
C-23 (ALT. 1)
SHEET OF TRACING No.
45 PROJECT No. CE 202103
ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
A
C-23
NOTE TO CITY SANTA CLARA REVIEWER:We believe this (E) 16 LF of 30" casing was fora railroad spur track that has been demolished.As such, we are not calling for this casing to bereinstalled.Does the City have any reason for the casing 8 MH to be reinstalled? 57-36 GROUND SURFACE =
.~__:..:~;;-:;
..
a (E) 18" VCP SS
s,11--B---,,,----fS7::r:A-=~
'- - - - ,-- - , (E) s• PG& l"------:::; - - ~)-3;: ------ SD IN 54M STL CASING
ROIASILITATE SEGMENT 96
(E) 18" 1/CP SS WITH
(N) 18" ClPP SS (CIPP)

1. ELEVATIONS ARE BASED ON CITY GIS DATA WITH APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.
2· f;R~~~OST1~~5N ~~NiCH
e WORK AREA. ! 3. S~~/~~l~~~AIRJ.PAIR COUPLING TO CONNECT TO 55 !!l ~o j 4· s~~R~Eri~CA~~~ ~~~Nt1o~~~u2rYi~. ::~~CEMENT ] s. ~~~~R~~~EiEPbr:iiu~l~AI~~ 1~J J~\~~i~,;1~1~0sE PROXIMITY TO THE ADJACENT 1 OM Cl WATER MAIN AND PROPOSED OPEN CUT REPLACEMENT OF SEGMENT 101 IS WITHIN CLOSE PROXIMITY TO ADJACENT 12M DIP WATER MAIN. CONTRACTOR SHALL BE REQUIRED TO

COORDINATE THEIR CONSTRUCTION SCHEDULE WITH THE CITY OF SANTA "E CLARA WATER DEPARTMENT. CONTRACTOR IS ADVISED THAT SUPERVISION J: OF THE WORK BY THE CITY WATER DEPARTMENT OR A TEMPORARY SHUT ' 6. ~g~~i:66:Esi:tLERPO~N{E::~i!~ R-~~l~!~i<ING- SIGNS ALONG :;,: STREET FRONTAGE, WHERE APPLICABLE, A MINIMUM 48 HOURS PRIOR TO g w COMMENCEMENT OF WORK ANO SHALL NOTIFY THE POLICE DEPARTMENT. i'-,:; SIGNS SHALL STATE DAYS AND HOURS WHEN RESTRICTIONS ARE IN :",' /-~I~,·, 7. ~~[E~iOPERTY OWNERS SHALL BE NOTIFIED ONE WEEK IN ADVANCE TO : : - ..., ANY CONSTRUCTION THAT MAY AFFECT PROPERTY ACCESS. ACCESS TO

ALL AFFECTED PROPERTIES SHALL BE MAINTAINED OPEN DURING :§. I ~ CONSTRUCTION, UNLESS OTHERWISE NOTED.
~, 8. Fi;• (t_~EW Sl~}~RiAn~N Fg; S~R ANO
:_• = • !,-:; '.1..., ,9. LINES. FOR SEGMENT 101, BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED AT GROUND SURFACE FROM MH 57- 36 TO MH 57 - 38 LOCATED {; E 'r ADJACENT TO NORTH CURB LINE OF MATHEW STREET ANO MAY BE !1 i! P~~i~YW~iNs8:~~~~G FiiB~i:~:i.~E, OR
J _g - 10. FOR SEGMENT 109, BYPASS OF SANITARY SEWER FLOWS MAY BE J ~! ~i't~~~/}Lg:0¥i0AiU:Jt;l J.~~c~~g;-s3~J~ i~rriij~D i :b 7 c~t.toN F~y ~~Ji1~trl~E~T~C A~:~~€· oiE~~~;I~3~ i:uLT.

J:> t~. SEE SHEET C-61 FOR FLOW INFORMATION OF PARALLEL SANITARY SEWER 11 . ~
I6~~RAcTOR TO REPLACE CURB GUTTER IN KIND BETWEEN (E) NEAREST CONSTRUCTION JOINTS IF DISTURBED. COST TO REPLACE DISTURBED CURB GUTTER SHALL BE INCLUDED IN COSTS TO COMPLETE OPEN CUT INSTALLATION ANO NO SEPARATE PAYMENT SHALL BE MADE. REFER TO CITY STANDARD DETAIL ST-1 1.
...
---
50 --8 i:;::: :;;M"e---+----H-----+-----t-- 1 +(/) Vl')l')I') 200+00 201+00
M
-- - -
202+00

PROFILE
60 CONNECT TO {E)
SSMH/VAULT SEE DETAIL 0
PR/KG
- - - MOTT M
MACDONALD t---+--+----------+--1SEGMENT 96, 101, 109 - MATHEW ST (1)t----+-~~:c-+---< SCALE: 1"=20'
C-24 (ALT. 1)
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
i
i
i
= f 1. ELEVATIONS ARE BASED ON CITY GIS DATA WITH APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD. '.> 2. CONTRACTOR SHALL BE REQUIRED TO
i HAVE APPROVED TRAFFIC PLANS FULLY

IMPLEMENTED PRIOR TO CONDUCTING

ANY CONSTRUCTION IN EACH WORK
AREA.

3. FOR CLEARANCES LESS THAN 12-,
t REFER TO CITY STANDARD DETAIL
Ml-4.

4. CONTRACTOR SHALL POST TEMPORARY
' -NO PARKING- SIGNS ALONG STREET ij FRONTAGE, WHERE APPLICABLE, A MINIMUM 48 HOURS PRIOR TO COMMENCEMENT OF WORK ANO SHALL NOTIFY THE POLICE DEPARTMENT,

SIGNS SHALL STATE DAYS ANO HOURS
' WHEN RESTRICTIONS ARE IN EFFECT. ,. 5. ALL PROPERTY OWNERS SHALL BE & NOTIFIED ONE WEEK IN ADVANCE TO
j ANY CONSTRUCTION THAT MAY AFFECT PROPERTY ACCESS. ACCESS TO ALL AFFECTED PROPERTIES SHALL BE ; ] MAINTAINED OPEN DURING CONSTRUCTION, UNLESS OTHERWISE l NOTED. " e 6. FOR SEGMENT 109, BYPASS OF ! a SANITARY SEWER FLOWS MAY BE

LOCATED AT GROUND SURFACE FROM
n MH 57- 37 TO MH 57- 38 AND ij DIVERTING FLOW TO ADJACENT 24- INCH VCP SEWER, OR ALTERNATE

BYPASS PLAN MAY BE SUBMITTED FOR -
, APPROVAL. SEE DETAIL-1 ON SHEET
; "'gc5 C- 6D FOR AS- BUILT SCHEMATIC
] ~f~ DRAWING OF MH 57- 38 VAULT. SEE JI~!~ SHEET C- 61 FOR FLOW INFORMATION ]~ !! OF PARALLEL SANITARY SEWER LINES. 7. FOR SEGMENT 100, BYPASS OF ~~;; SANITARY SEWER FLOWS MAY BE il± LOCATED AT GROUND SURFACE FROM MH 57- 35 TO MH 57- 39 ALONG NORTHERN CURB LINE OF MATHEW 3'.!. - STREET. OR ALTERNATE BYPASS PLAN
II!
MAY BE SUBMITTED FOR APPROVAL.
a. FOR SEGMENT 112, BYPASS OF

SANITARY SEWER FLOWS MAY BE

LOCATED AT GROUND SURFACE FROM
MH 57- 39 TO MH 57- 58, OR

ALTERNATE BYPASS PLAN MAY BE
SUBMITTED FOR APPROVAL. SEE SHEET C- 6 1 FOR FLOW INFORMATION i ' " OF PARALLEL SANITARY SEWER LINES. I: i: 7 9 . CONTRACTOR SHALL BE RESPONSIBLE ..9>'~~ TO LOCATE ALL UTILITIES PRIOR TO
CONSTRUCTION METHOD SUCH AS OPEN CUTTING.
(")
(\I
I
0 Iii (E) SVP
w (E) :r:
fl) (E) SVP POLE P
w w
fl) CM
w + .; (E) 1a;./~ss w J • 8
(\I ss - -ss-- ~ OO s--ss
R:W(E) 12-sb'c RW rf'N50 __ , _ " _ ew
ti)
w
z
~ '
::J RECONNECT (E) LATERAL (m>) c
:r: PER DETAI. 3 ON SHEET D-1)
STA. 204+42±
e <
60 (") 55 (\I
I
0 Iii
w 50
:r:
fl)
w w
fl) 45
+ (")
0 40
(\I
<
w 35
z
::J
:r:
30 25
204+00
--
- - -
- -
205+ 00
M

MOTT M MACDONALD
0 IO
O>
+ " 0 (\I
g
w
;11:;
...J
:r:
0 60
55 IO
(\I
I
0 50 Iii
w
:r:
fl)
w
45 w
fl)
:£
+
40 ti
(\I
35 ti)
w z
::J
:r:
30 25
206+00 207+00
PR/KG
f---+--+----------+--lSEG 109, 100, 112- MATHEW ST (2)1----+--~:--+----< SD
SCALE: 1"=20'
C-25 (ALT. 1)
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
±
NOTE TO CITY SANTA CLARA REVIEWER:Length of Segment 112 from MH to MH is 469 LF. Does the City want an intermediate manhole installed? = 1. ELEVATIONS ARE BASED ON CITY GIS

DATA WITH APPROXIMATE MANHOLE
DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO

HAVE APPROVED TRAFFIC PLANS

FULLY IMPLEMENTED PRIOR TO

CONDUCTING ANY CONSTRUCTION IN
EACH WORK AREA.

J. CONTRACTOR SHALL POST
TEMPORARY ~NO PARKINGn SIGNS
ALONG STREIT FRONTAGE, WHERE APPLICABLE, A MINIMUM 48 HOURS

PRIOR TO COMMENCEMENT OF WORK

AND SHALL NOTIFY THE POLICE
DEPARTMENT. SIGNS SHALL STATE

DAYS AND HOURS WHEN
RESTRICTIONS ARE IN EFFECT.

4. ALL PROPERTY OWNERS SHALL BE

NOTIFIED ONE WEEK IN ADVANCE TO
ANY CONSTRUCTION THAT MAY AFFECT PROPERTY ACCESS. ACCESS

TO ALL AFFECTED PROPERTIES SHALL

BE MAINTAINED OPEN DURING

CONSTRUCTION, UNLESS OTHERWISE
NOTED.

BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED AT GROUND SURFACE FROM MH 57- 39 TO MH
57 - 58, OR ALTERNATE BYPASS PLAN
MAY BE SUBMITTED FOR APPROVAL.

SEE SHEET C-61 FOR FLOW

INFORMATION OF PARALLEL SANITARY
SEWER LINES.

I
0 tu
w J:

CJ)
w
l£
g
w
z
:J
J:
<(
0 tu
w
J: CJ)
w
STA. 201+39±:
--
- - -
- -
REMOVE AND REPLACE SEGMENT 112
(E) 18" VCP SS WITH
(N) 18" PVC SS (OPEN CU1)
(E) SVP POLE 57F10
SEE SHEET C-26
Ii 0
e
CPj ss !il
--~-
PLAN
210+00

PROFILE
M

MOTT M MACDONALD
212+00
PR/KG
,-t--t----------+----1 SEG 101, 109, 100 - MATHEW ST (3)t---+---'--~!'-+---1 SCALE: 1"=20'
C-26
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
12 ----

PROFILE
M

MOTT M MACDONALD
C-27
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
SCALE: 1"=20'
1"=4' VERT
SCALE: 1"=20' HORIZ
230-03- 084 0
(E) SVP FO
= 1. ELEVATIONS ARE BASED ON CITY GIS DATA

WITH APPROXIMATE MANHOLE DEPTHS
MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO HAVE

APPROVED TRAFFIC PLANS FULLY IMPLEMENTED
PRIOR TO CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

3. FOR SEGMENT 122, BYPASS OF SANITARY

SEWER FLOWS MAY BE LOCATED AT GROUND SURFACE ALONG THE WESTERN CURB OF DE

LA CRUZ BOULEVARD AND MAY BE LOCATED IN

A BYPASS TRENCH WHEN CROSSING ROBERT AVENUE ANO MARTIN AVENUE, FROM MH 58-17 TO MH 58-12, OR ALTERNATE BYPASS
PLAN MAY BE SUBMITTED FOR APPROVAL. REFER TO SHEET C-26 FOR LOCATION OF MH 58-17.

4. FOR SEGMENT 120, BYPASS OF SANITARY

SEWER FLOWS MAY BE LOCATED AT GROUND SURFACE ALONG THE WESTERN CURB OF DE

LA CRUZ BOULEVARD AND MAY BE LOCATED IN

A BYPASS TRENCH WHEN CROSSING MARTIN
AVENUE, FROM MH 58-14 TO MH 58-9, OR

ALTERNATE BYPASS PLAN MAY BE SUBMITTED
FOR APPROVAL. REFER TO SHEET C-28 FOR
LOCATION OF MH 58-9.
55 ,-----,-----------------~--------------~--------------~----------------------- 55 re
0 +
50 t---~ --t---t---+---+---+---+---+---+---+---+---+--+--+--+--+---liai---l----1----l----1----/----/----l 50 Iii w
I
en
45 W
io
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230+00 231 +00
--
- - -
- -

PROFILE
M

MOTT M MACDONALD
SEGMENT 120

REHABIUTATE CIPP
234+00
SEG 122 - DE LA CRUZ BLVD (2)
PR/KG
DS
TS
SCALE: 1"=20'
C-28
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
B
-. ~; i
I
()
230-03-106 :i'30-03- 105 [ij
W REHABILITATE SEGMENT 120 ~--""""'"'---~ I ffi f (E) 24" RCP Wl1ll REHABILITATE SEGMENT 138 W (N) 24" CIPP SS (CIPP) (E) SSMH 58_9 !~ ~!: ~p (CIPP) CIJ W +E) VTA BUS STOP (E) ~SJREET LIGHT (IYP) REMCJYE - ~E ~I -:•:..=•_,~•~-: _ DEP1),1 8•1'± ., (E) SVP FO (E) SD INL~ ! ~:-:-~==~ = ~~:£~~~~~~:fl-.½:-.-~~ C1J (E) 78" SD _,;> CIJ
- ---- ~ - ~ w
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(E) 33" SD (E) 33" SD (E) 33• SD --I- f'- so - - - so --- so - - - so - - - so-- -., --- " - - - "" - ---+Bl-- "" - ----fca\.--- <( ~" .,., ~.,---so---so----so---sD so - - -so- - - so-- -so- - - so so ~ --
- - -
- -

PROFILE
M

MOTT M MACDONALD
55 50
45 40
35 JO
25 PR/KG
SEG 120, 136 - DE LA CRUZ BLVD (3) DS TS
RI
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SCALE: 1"=20'
C-29
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
B
-.
i
Ii:
= 1. ELEVATIONS ARE BASED ON

CITY GIS DATA WITH

APPROXIMATE MANHOLE DEPTHS
MEASURED IN FIELD.

2. CONTRACTOR SHALL BE

REQUIRED TO HAVE APPROVED
TRAFFIC PL.ANS FULLY

IMPLEMENTED PRIOR TO

CONDUCTING ANY

CONSTRUCTION IN EACH WORK
AREA

3. FOR SEGMENT 136, BYPASS Of

SANITARY SEWER FLOWS MAY

BE LOCATED AT GROUND

SURFACE ALONG THE WESTERN CURB OF DE LA CRUZ
BOULEVARD, FROM MH 58-9
TO MH 58-4, OR ALTERNATE

BYPASS PLAN MAY BE

SUBMITTED FOR APPROVAL
REFER TO SHEET C-28 FOR
LOCATION OF MH 58-9.

FOR SEGMENTS 134 AND 132,

BYPASS OF SANITARY SEWER

FLOWS MAY BE LOCATED AT

GROUND SURFACE ALONG THE

WESTERN CURB OF DE LA
CRUZ BOULEVARD, FROM MH 58-7 TO MH 58-3, OR

ALTERNATE BYPASS PLAN MAY
BE SUBMITTED FOR APPROVAL.

REFER TO SHEET C-30 FOR
LOCATION OF MH 58-J.
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REHABILITATE SEGMENT 136
(E) 24" RCP SS WITH (NJ 24" CIPP SS (CIPPJ
(E) 78" SD
REHABILITATE SEGMENT 132
230-03 - 09 9 (E) 24" RCP SS WITH • (NJ 24" CIPP SS (CIPPJ

W DE LA CRUZ BLVD
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35 30
25 20
15 +
--
- - -
- -
PLAN
SEG ENT 134"

REHABI ATE CIPP
32D LF (EJ 24• R P SS WITH 24" CIPP SS

PROFILE
M

MOTT M MACDONALD
SEGMENT 132

REHABILITATE CIPP
LF (E) 24" RCP SS WITH 24" CIPP SS
SEG 134, 132 - DE LA CRUZ BLVD (4J
PR/KG
DS
TS
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35 30
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SCALE: 1"=20'
C-30
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
= 1. ELEVATIONS ARE BASED ON CITY GIS DATA WITH
APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED

TRAFFIC PLANS FULLY IMPLEMENTED PRIOR TO
CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

3. BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED

AT GROUND SURFACE ALONG THE WESTERN CU RB OF
DE LA CRUZ BOU LEVARD, FROM MH 58- 7 TO MH
58-3, OR ALTERNATE BYPASS PLAN MAY BE
SUBMITTED FOR APPROVAL REFER TO SHEET C-29
FOR LOCATION OF MH 58-7.

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- - -
- -

PROFILE
M
MOTT M MACDONALD SEG 132 - DE LA CRUZ BLVD (5)
PR/KG
DS
TS
SCALE: 1"=20'
C-33 (ALT. 2)
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
(E) 10" VCP
(E
(E) SSMH 56-58
(E) 15" VCP SS
OH~~~OH---~
REINSTAlE (E) LATERAL
(TYP) (E) 8" Cl W
w---w---w
(E) JO" VCP SS

WALSH AVE
s --ss --ss --ss--ss ss --ss
(E) 15" VCP SS 252+00 59 ~S9~S9
59--59 --59 -- (E) 4" HP PG&E
,~-,---,- --,-- -,
OH G OH__:___0!1~G-----:,~
POLE 56818 (E) 6" PG&E G_/ -
1+18:l _ -- _ _ --- - - - - - --- -
56819 FfrEVATIONS ARE BASEO ON CITY GIS OATA WITH
1 APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

REHABILITATE SEGMENT 85
" SS WITH

PP SS (CIPP)
--- - - --
,,---
w
SD SD
--ss
..

G G ~CW
+-_-=-+~-__.._-¼'-------'""~-oe- 0 12• SO 'J (E) 6"
POLE 57A1 (E)SVPPOLE 57A14 - -~-_.,, _ _,__ ,

6. FOR SEGMENT 85, PERFORM OPEN CUT REPLACEMENT
BEFORE PERFORMING CIPP OPERATIONS.
(E) SVP POLE 57A1
STA. 255-+0S:t:

2. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED 7. FOR CLEARANCES LESS THAN 12", REFER TO CITY STANDARD DETAILS Ml-3 AND Ml-4.

REMa\'E AND REPLACE SEGM
(E) 15" 1/CP WITH
(E) SSMH 56-e r~gN~~i,ri~L~ ~:.R TO CONDUCTING 8.

3. ~~irc;g~~~LO~E;~~~SIND~:gEftui~:i• CURB
FOR SEGMENTS 77 ANO 80, BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED AT GROUND SURFACE FROM MH REMOVE AND REPLACE SEGMENT n CONSTRUCTION. REPLACEMENT COSTS SHALL BE INCLUDED (E) 15" VCP SS WITH IN THE COST OF THE POINT REPAIR.

I (N) 15• PYC SS (OPEN CUT) 4. COUPLING TO
; (E) SVP POLE 56B20 5. CONTRACTOR SHALL BE REQUIRED TO COORDINATE THEIR - -~------------,_______________ CONSTRUCTION SCHEDULE WITH PG&E. A PG&E INSPECTOR

SHALL BE ONSITE DURING PIPELINE CONSTRUCTION WITHIN
TEN (10) FEET OF GAS TRANSMISSION LINES.

PLAN
56-7 TO MH 56-58, OR ALTERNATE BYPASS PLAN MAY
BE SUBMITTED FOR APPROVAL SEE SHEET C-61 FOR
FLOW INFORMATION OF PARALLEL SANITARY SEWER LINES.

9. FOR SEGMENT 85, BYPASS OF SANITARY SEWER FLOWS
MAY BE LOCATED AT GROUND SURFACE FROM MH 57- 1
TO MH 57- 51, OR ALTERNATE BYPASS PLAN MAY BE
SUBMITTED FOR APPROVAL. SEE SHEET C-61 FOR FLOW
INFORMATION OF PARALLEL SANITARY SEWER LINES.
(N) 15" 1/CP SS (OPEN C\JT - 27
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w - I :ti _w I I I ---~ ---t- ---t- -- I -~ I -- ~t-+---+----+---+ ____ 1 _ 1+----+---+----+---150 () I" - - ... " ii: -I-- g-'-ae',,_-h-"--/-l-- --+-l-- ---+l----+---+----+---+---+---/_j_---+--_j_-+---+----11~ ~ g _j__ -I-- j_ _j__ 1-'- r-- 6 liJ 3 co 6 a. - - --- +- - - _:=- +- -- I=! :1: 'iii'!:3 -- - - l:H ~ - 0 ~ 3 * f- 1-- ~zO _ I ol ~:;:;; -H:ni iii u N~ctj ~ _r- r r- T t T 7 I- I r- ~~~:T 3 I r Cl) 45 ~~~~~-;!j- ~+I*~~ ~ -i~(/)Vl")I") co 1~1 I w 0 C- ~ 0 -_,___ !-- j__ - - - f--- ---L-- ---L-- ---L-- _)_ -1-- -I- _j__ ;,\ iii './ :;; :;__)__ ," _j___ '3 j__ W B ~st w 8 g _:s~~ 2 8 __ /APPROXIMATE (E) GRADE 1-- +Vl" f")l'}I") '"«> 00 "' --- _c_ -1- 8 g 1 =-t- ',-'---,.,-~ ---I - 1 - ,- - ~ t ..-------, T I i 40 f----ft+--+1==:::-:±:-:;;:;-=r-++-+---+---+---+---+---+---+--+--+-----F'-----'==t--==----p=~"T---t------,',r----"-,eda~==l-+==--t=,-------+-+---t-----t-----t-t-----t----f +

CONNECT TO (E) SSMH
CONNECT t O(E)SSMH _ I I 1 1 1 I 1 '---' - l- ___ J_
SEE DET-----f AIO @ 7 _ _ _ CONNECT TO _ POINT REPAIR (TYP) -1- D-1 - -- -- t- (E) ss8 7' - ;4 -- SEE DETAIL l:3\ -r----_ ~35
- - -
1 ,-- -1- t- 1-- / - ~ 1-- 35

0.9'± Cl.R t-- , Cl)
I t ' I I
- 1-
+ ~-- + + + ,., <D v• ...., -- ( SEE t-NOl[ ,-- 7 ,-- er- - ..,. ------ : -~ +- ~1- ±! JO ~J 7 ~ :c r T r 7 I ! ! I ! -- + JO t---t---+--1-t----t----+-----P'-~~t----r-~~-P----+---+---+---+--~"t---~ --+----+----+---+---+---+---+---+---+----+---!'JNH !e-----t--.n/----t---/)l- -l ::c 1,i t-- _j__ _j__ R~ ... j__ -- -f--- ---L-- ---L-- -- _)_ -:::-- -I- -- _j__ R~ANO ""'"'ETcPaiCUl)I_ f--- _j___':__ - N ,-- rSEG~ENT 80 SEGMENT 85 I / 72 LF (E 1 ) 15• 1/CP~ - .!!!!!_ 15• PVC SS O s- 0.6U _,_ 27 LF \EJ 15 VCP >, 15 VCP SS OS-0.6U __ ~-- t RE••"'UTAlE (CIPPl I REHABIUTAlE (CIPPl 25 25 t--- 1------L------,,t---- t _-+-----------~2~s2~LF~{E~)"1""'vc°"""'P"'ss~w"'1TH'!f"L.15~-~c~1P~P~ss~-------+f-------f---+,-------+--1~ao~LF~{E~)-'1"'5,;.."'vc"'p~ss?--"WITH~_.,1~5-~a~PP~_~ss,,-;------1 250+00 251+00
--
- - -
- -
252+00 PROFILE
M
MOTT M

MACDONALD
253+00 254+00 255+00
PR/KG
SEG 77, 80, 85- WALSH AVE (1) DS TS
C-34 (ALT. 2)
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
SCALE: 1"=20'
NOTE TO CITY OF SANTA CLARA REVIEWER:The pipe capacity of a 16" HDPE SS (I.D. = 14" for DR17) @ S=0.3% is 1.93 MGD. This greatly exceeds theanticipated max wet weather flow of 0.37 MGD.

NOTE TO CITY OF SANTA CLARA REVIEWER:The pipe capacity of a 16" HDPE SS (I.D. = 14" for DR 17) @ S=0.4%is 2.53 MGD. This greatly exceeds the anticipated max wet weatherflow of 0.38 MGD. ?
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REHABILITATE SEGMENT 85
(E) 15" VCP SS WITH
{N) 15" CIPP SS (CIPP)
(E) SSMH 57-2

TO REMAIN
DEPTH 5.8'±

1. ELEVATIONS ARE BASED ON CITY GIS DATA WITH APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED TRAFFIC PLANS FULLY IMPLEMENTED PRIOR TO CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

3. CONTRACTOR SHALL REPLACE IN KIND ANY CURB, CURB RAMPS, SIDEWALK, OR PAVERS DAMAGED DURING CONSTRUCTION. REPLACEMENT COSTS SHALL BE INCLUDED IN THE COST OF THE POINT REPAIR.

4. FOR CLEARANCES LESS THAN 12-, REFER TO CITY STANDARD DETAILS Ml-3 ANO Ml-4.

5. CONTRACTOR SHALL POST TEMPORARY -NO PARKING- SIGNS ALONG STREET FRONTAGE, WHERE APPLICABLE, A MINIMUM 48 HOURS PRIOR TO COMMENCEMENT OF WORK AND SHALL NOTIFY THE POLICE DEPARTMENT. SIGNS SHALL STATE DAYS AND HOURS WHEN RESTRICTIONS ARE IN EFFECT.

6. ALL PROPERTY OWNERS SHALL BE NOTIFIED ONE WEEK IN ADVANCE TO ANY CONSTRUCTION THAT MAY AFFECT PROPERTY ACCESS. ACCESS TO All AFFECTED PROPERTIES SHALL BE MAINTAINED OPEN DURING PROPERTIES SHALL BE MAINTAINED OPEN DURING CONSTRUCTION, UNLESS OTHERWISE NOTED.

FOR SEGMENT 85, BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED AT GROUND SURFACE FROM MH 57- 1 TO MH 57-51, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED. SEE SHEET C-61 FOR FLOW INFORMATION OF PARALLEL SANITARY SEWER LINES AND SHEET C-33 FOR LOCATION OF MH 57-1 ANO 57-51. --
- - -
- -
PLAN

SUGGESTED PIPE REAM
INSERTION PIT.

SEE NOTES 10 a: 11
(E) SVP POLE 57A18

7. FOR SEGMENT 86, BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED AT GROUND SURFACE ALONG SOUTHERN CURB LINE OF WALSH AVENUE FROM MH 57-2 TO MH 57-3 OR MH 57-52, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL. SEE SHEET C-61 FOR FLOW INFORMATION OF PARALLEL SANITARY SEWER LINES.

8. FOR SEGMENT 91. BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED AT GROUND SURFACE ALONG SOUTHERN CURB LINE OF WALSH AVENUE FROM MH 57-3 TO MH 57-4 OR MH 57-52, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL. SEE SHEET C-35 FOR LOCATION OF MH 57-4. SEE SHEET C-61 FOR FLOW INFORMATION OF PARALLEL SANITARY SEWER LINES.

9. SUGGESTED PIPE-REAMING PITS ARE SHOWN FOR SCHEMATIC PURPOSES ONLY. CONTRACTOR SHALL LOCATE AND PROVIDE PITS AT THEIR OWN DISCRETION AND RISK. All PIT SITES SHALL PROVIDE THEIR OWN PIPE REAM

OPERATIONS, EQUIPMENT, CALCULATIONS, AND PIT EXCAVATIONS FOR REVIEW BY THE ENGINEER ANO IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS.

10. CONTRACTOR MAY USE MANHOLE FOR REAMING HEAD REMOVAL. EXIT PIT OR MANHOLE MODIFICATIONS AND EQUIPMENT USED SHALL BE INCLUDED IN CONTRACT SUBMITTALS.

PROFILE
SEG 85, 86 - WALSH AVE (2)
50 :g
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CJ)
40 w
0 + 35 lo
C\I
30 <(
to
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::J
::c:
25 <(
:::?
261+00
PR/KG
DS
TS
SCALE: 1"=20'
C-35 (ALT. 2)
SHEET OF TRACING No.
45 PROJECT No. CE 202103
ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
NOTE TO SANTA CLARA REVIEWER:The pipe capacity of a 12" HDPE SS (I.D. = 11.60" for DR 17) @ S=0.48% is 1.73MGD. This greatly exceeds the anticipated max wet weather flow of 0.38 MGD. = 1. ELEVATIONS ARE BASED ON CITY GIS DATA WITH APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED TRAFFIC

PLANS FULLY IMPLEMENTED PRIOR TO CONDUCTING ANY
CONSTRUCTION IN EACH WORK AREA.

J. CONTRACTOR SHALL REPLACE IN KIND ANY CURB, CURB RAMPS, SIDEWALK, OR PAVERS DAMAGED DURING CONSTRUCTION.

REPLACEMENT COSTS SHALL BE INCLUDED IN THE COST OF THE POINT REPAIR.

4. CONTRACTOR SHALL USE FLEXIBLE REPAIR COUPLING TO CONNECT TO EXISTING SANITARY SEWER TO REMAIN.

S. CONTRACTOR SHALL POST TEMPORARY ~NO PARKING~ SIGNS
ALONG STREET FRONTAGE, WHERE APPLICABLE, A MINIMUM 48

HOURS PRIOR TO COMMENCEMENT OF WORK AND SHALL NOTIFY
THE POLICE DEPARTMENT. SIGNS SHALL STATE DAYS AND HOURS WHEN RESTRICTIONS ARE IN EFFECT.

6. ALL PROPERTY OWNERS SHALL BE NOTIFIED ONE WEEK IN
ADVANCE TO ANY CONSTRUCTION THAT MAY AFFECT PROPERTY ACCESS. ACCESS TO ALL AFFECTED PROPERTIES SHALL BE

MAINTAINED OPEN DURING PROPERTIES SHALL BE MAINTAINED
OPEN DURING CONSTRUCTION, UNLESS OTHERWISE NOTED.

7. FOR SEGMENT 91, BYPASS OF SANITARY SEWER FLOWS MAY BE

LOCATED AT GROUND SURFACE ALONG SOUTHERN CURB LINE OF
WALSH AVENUE FROM MH 57-3 TO MH 57-4 OR MH 57-52. OR
ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL. SEE SHEET C-34 FOR LOCATION OF MH 57-3. SEE SHEET C-61 FOR
FLOW INFORMATION OF PARALLEL SANITARY SEWER LINES.

8. FOR SEGMENT 115, BYPASS OF SANITARY SEWER FLOWS MAY BE LOCATED AT GROUND SURFACE FROM MH 57-4 TO MH 57-53,
OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL.

MATERIALS, EQUIPMENT, OR WORKERS SHALL NOT BE ALLOWED IN THE UPRR ROW LOCATED EAST OF MH 57 - 53. SEE SHEET C- 61 FOR FLOW INFORMATION OF PARALLEL SANITARY SEWER LINES.

9. SUGGESTED PIPE- REAMING PITS ARE SHOWN FOR SCHEMATIC PURPOSES ONLY. CONTRACTOR SHALL LOCATE AND PROVIDE PITS AT THEIR OWN DISCRETION AND RISK. ALL PIT SITES SHALL

PROVIDE THEIR OWN PIPE REAM OPERATIONS, EQUIPMENT,

CALCULATIONS, ANO PIT EXCAVATIONS FOR REVIEW BY THE

ENGINEER AND IN ACCORDANCE WITH THE PROJECT
SPECIFICATIONS.

10. CONTRACTOR MAY USE MANHOLE FOR REAMING HEAD REMOVAL.

EXIT PIT OR MANHOLE MODIFICATIONS AND EQUIPMENT USED
SHALL BE INCLUDED IN CONTRACT SUBMITTALS.
11 . SUGGESTED SUP LINING PIT IS SHOWN FOR SCHEMATIC PURPOSES ONLY. CONTRACTOR SHALL LOCATE AND PROVIDE PIT AT THEIR OWN DISCRETION AND RISK. ALL PIT SITES SHALL PROVIDE THEIR OWN SLIP LINE OPERATIONS, EQUIPMENT, CALCULATIONS, AND PIT

EXCAVATIONS FOR REVIEW BY THE ENGINEER AND IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS.

12. CONTRACTOR TO REPLACE CURB GUTTER IN KIND BETWEEN (E) NEAREST CONSTRUCTION JOINTS IF DISTURBED. COST TO REPLACE DISTURBED CURB GUTTER SHALL BE INCLUDED IN COSTS TO

COMPLETE OPEN CUT INSTALLATION AND NO SEPARATE PAYMENT
SHALL BE MADE. REFER TO CITY STANDARD DETAIL ST-1 1.
?
REPLACE SEGMENT 91
(E) 15" \/CP SS WflH
(N) ,e• HDPE SS
(PFE R£AM)
RECONNECT (E) LATERAi. (M>~ , STA. 26J+SS±
(PER DETAIL 3 ON SHEEI' D-1) ' ---- _ _ ---
(E) SVP POLE KCC23
STA. 263+68±
RDWIIUTATE SEGMENT 115
(E) 15" \/CP SS WflH
(N) 12" HOPE SS (SUP
UN•1--------+-'
{) 45 >--+---+---+---+---+---+---+---+---+---+---+-----i-----i-1 lij w
I
(/) 40 t--+---+---+---,,=== ,,...,,,s-t,=,,,.--+---+----+f----+----+----+----t--~ w 0 STl
<•> SSMH r-53 I
I :
l..__ APP~ox I UPR; Row
I i l
40 + 35 i--------i--------i--------i---------t----+---r---r------i-------i-------taFF'--SF¥.;;i-"-,:;:t--'7:::::::-------JH-------1:---r---r-----;-;;!;;;;==t;-;:=---;;;t---t--H-t-----i 35 lo
(\I
< t5 30
w
z
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30 I 25 t--+---+---+---+---+---+---+----+----+----+----+----t----t------,---f---f---t---t---t---t---+----1 25 < ::::i:
20 ~------------~--------------~~--------------~---------------~---~ 20

PROFILE
M
-- - - MOTT M

MACDONALD
PR/KG
- - -
SEG91, 115-WALSHAVE(3) DS TS
0 ss
1"=4' VERT
SCALE: 1"=20' HORIZ
SCALE: 1"=20'
C-37
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D

LEVIS STADIUM
•--- ·-·---
w~APPR&:--w

LOCATION OF

CITY MONUMENT
CONNECT TO (E) SSMH SEE DETAIL@
0-1
30 25 20
15 10
--
- - -
- -
PLAN
M

MOTT M MACDONALD
30 25 20
15 10
, 04-42 -008 T 0 OAEATAMEFIC THEMEPAAK
= 1. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED TRAFFIC CONTROL PLANS FULLY IMPLEMENTED PRIOR TO CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

2. ELEVATIONS ARE BASED ON CITY PROVIDED AS-BUILT DATA WITH APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

3. CONTRACTOR MAY REFER TO CITY TRACING NO. 1408 DATED JUNE, 1960 FOR RECORD INFORMATION.
4, PAVEMENT REPLACEMENT SHALL BE AS SHOWN IN CITY STANDARD DETAIL ST-24 AND THICKNESS SHALL MATCH EXISTING OR MINIMUM THICKNESS STATED IN CITY STANDARD DETAIL ST-26, WHICHEVER IS GREATER.

5. CONTRACTOR SHALL POST TEMPORARY -NO PARKING- SIGNS ALONG STREET FRONTAGE, WHERE APPLICABLE, A MINIMUM 48 HOURS PRIOR TO COMMENCEMENT OF WORK ANO SHALL NOTIFY THE POLICE DEPARTMENT. SIGNS SHALL STATE DAYS AND HOURS WHEN RESTRICTIONS ARE IN EFFECT. 6 . All PROPERTY OWNERS SHALL BE NOTIFIED ONE WEEK IN ADVANCE TO ANY CONSTRUCTION THAT MAY AFFECT PROPERTY ACCESS. ACCESS TO ALL AFFECTED PROPERTIES SHALL BE MAINTAINED OPEN DURING CONSTRUCTION, UNLESS OTHERWISE NOTED.

7. CONSTRUCTION ACTIVITIES SHALL NOT OVERLAP WITH ANY MAJOR EVENT AT SANTA CLARA CONVENTION CENTER, LEVI'S STADIUM AND CALIFORNIA GREAT AMERICA THEME PARK.

8. BYPASS OF SANITARY FLOWS MAY BE LOCATED AT GROUND SURFACE ALONG THE EASTERN CURB OF GREAT AMERICA PARKWAY FROM MH 93- 52 TO MH 93- 49, OR ALTERNATE BYPASS PLAN MAY

BE SUBMITTED FOR APPROVAL

9. NIGHT WORK IS PERMITTED ANO PREFERRED FOR SEGMENT 202.

10. INFILTRATION GROUTING SHALL BE PERFORMED BEFORE PERFORMING CIPP. 11. THE CITY ANO COUNTY OF SAN FRANCISCO ACTING BY ANO THROUGH ITS PUBLIC UTILITIES COMM ISSION, WATER SUPPLY AND TREATMENT DIVISION ("SFPUC") OWNS AND OPERATES TWO WATER AQUEDUCTS THAT CROSS THE PROJECT ALIGNMENT. THE CONTRACTOR SHALL NOTIFY UNDERGROUND SERVICES ALERT (USA) 48 HOURS BEFORE ANY CONSTRUCTION IN THE VICINITY OF THE SFPUC AQUEDUCTS. IN ADDITION, THE CONTRACTOR SHALL NOTIFY THE SFPUC CONSTRUCTION INSPECTOR, MR. ALBERT HAO, AT (650) 871 - 3015, AT LEAST TEN (10) CALENDAR DAYS PRIOR TO THE START OF ON - SITE CONSTRUCTION IN THE VICINITY OF THE SFWD ROW. IN THE EVENT OF EMERGENCY

INVOLVING SFPUC FACILITIES, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY SFPUC BY CALLING SFPUC MILLBRAE DISPATCH AT 650-872-5900.

12. NO MECHANICAL EXCAVATION IS ALLOWED WITHIN 24 INCHES OF SFPUC PIPELINES, DIGGING WITHIN 24 INCHES OF PIPELI NE MUST BE DONE WITH HAND TOOLS. NO VIBRATORY COMPACTION EQUIPMENT SHALL BE USED WITHOUT PRIOR WRITTEN APPROVAL OF THE SFPUC.

13. CONTRACTOR SHALL OBTAIN CONSENT FROM THE SFPUC TO POTHOLE SFPUC PIPELINE TO OITERMINE THE PIPE DEPTH PRIOR TO ANY EXCAVATION. THE POTHOLING SHALL BE CARRIED OUT BY SOIL VACUUM EXTRACTION METHOD.

14. MAXIMUM EXTERNAL LOADING OVER SFPUC PIPELINE IS AASHTO H-10 LOADING WITH A MINIMUM OF 3 FEET SOIL COVER (OR H-20 LOADING WITH A MINIMUM OF 4 FEET SOIL COVER). IF LOADING CONDITIONS EXCEED ABOVE, ENGINEERING CALCULATIONS AS SHOWN IN AWWA, M9 MUST BE

SUBMITTED TO THE SFPUC TO SHOW THAT PROPOSED CONDITIONS WOULD IMPOSE A LOAD OF LESS THAT 500 PSF ONTO THE PIPELINE.

15. CONTRACTOR TO FIELD VERIFY CORRECT LOCATION FOR EACH SIPHON DIAMETER AS SHOWN.

AS-BUILT ANO CCTV INFORMATION DIFFERED ON THE LOCATION OF THE 18-INCH SIPHON.

16. THE CONTRACTOR SHALL NOTIFY THE TRAFFIC ENGINEER 48 HOURS PRIOR TO COMMENCING WORK AT THIS INTERSECTION.

17. WORK SHALL BE CONDUCTED IN THE FOLLOWING SEQUENCE: (1) REMOVE EXISTING VCP SEWERS ANO ELBOWS AS SHOWN; (2) CONDUCT INFILTRATION GROUTING OF JOINTS; (3) PERFORM CIPP LINING OPERATIONS; (4) INSTALL NEW PVC SEWERS AND ELBOWS.

18. INFILTRATION GROUT REPAIR SHALL BE PERFORMED AT ALL EXISTING JOINTS FOR (E) 24n,18",AND 24" VCP SEWERS.

GREAT AMERICA PKWY AT OLD GLORY LANE TPF TS
SCALE: 1"=20'
C-38
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
WIES.

1. ELEVATIONS ARE BASED

ON CITY GIS DATA WITH

APPROXIMATE MANHOLE
DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE

REQUIRED TO HAVE

APPROVED TRAFFIC PLANS

FULLY IMPLEMENTED

PRIOR TO CONDUCTING

ANY CONSTRUCTION IN

EACH WORK AREA

3. FOR SEGMENTS 203 ANO
204, SEE SHEET C-60

FOR SUGGESTED BYPASS
PLAN AND SHEET C- 61 FOR FLOW INFORMATION
OF PARALLEL SANITARY SEWER LINES.

4. MATERIALS, EQUIPMENT,

OR WORKERS SHALL NOT
BE ALLOWED WITH IN 10

FEET OF VTA LIGHT RAIL
TRACKS.
--
- - -
- -
PLAN

PROFILE
M
MOTT M

MACDONALD
SEGMENT 204

REHABILITATE CJPP
59 LF (E) :io· RCP SS WITH 30" CIPP SS
KGIP
f---+--+----------+----l SEG 203,204 - GREAT AMERICA PKWY (1) >----+-~~~-'-+-----< SCALE: 1"=20'
C-39
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
20 15
L- L
,---- f r-
_j__ j_ j_
3 \/
10 T I ',, I
.I. I g J_
-- -- - --
,---- ,-- -
L- L
_j__ j_ t-
}
- 5
- -
-C-- -f-- -t--- -- ---r -f-- - - r-- ,-- - ---t- - -----t- -C-- -f-- ---r -- ---r ---,---- --,--- z i- -1- -C--- L - -1- i _.L I _J_ ---L. + - ~ t- + - _z
+ t- + - 12 "'e;~
i t r- ------r .. I I I • • I I I I
j_ _j_ -I- L j_ --I-- f"")- G-0 - f-- _f-- -f-- -f-- -- - -~ - - - - -I- -I- _j_ ---L. Ol !'.;.!'.'.!,e -f-- -- - 11~1: ' 3 - - - '.i1 \/ - - t t I I - I APPROr"MATE (E)I GRAOE I I I IN ( ~ I I - T T ' l _!_ --::::::iJe~ - _I_ _ _ l_L I -1- l: _I_ _j_ g l_ .I. T T - - -- - w - -- -----= - - - -- -- -= =- -- -- - - -- -- =---- - - - -- -- ---= - -- - - - - __ ·_ - -
t- '-- ----t-- -- --t-- --;- - ---r --;- -- r-- ,-- - --;-- ---t- -- --;- ---r - ---r ---,---- --,--- i- -1- .I- _I_ - - - _J_ -- -- L - -1- --1- -1- _J - - - _J_ ---L. - -
+ t- + - - + t- +
+ - - I _ - - ' 4 --;-- --r-- L -f-- _j_ +- -=r= --I-- - - _j -I- _j_ _j_ L j_ j_ --I-- t- t + - - + - S(G,00 204 t - - 1 + + SEGMENT REHABILITATE 2,~pp\ -ICIPP\ II REHA8'LJTATI 392 LF 30• R$P SS WITH 30• CIPP SS 187 Lf E 30" RCP S$ WITH 30* CIPP SS 276+00 277+00 278+00 PROFILE 279+00 280+00
M
-- - - KGIP
- - - MOTT M
MACDONALD f---+--+----------+----J SEG 204,205 - GREAT AMERICA PKWY (2) 1----+eGJ =Ts~o'+----l 20 1 ()
15 u,
1 ltl
rn
I
5 j'.:!:
rn
w
z
0 :J
I
<{
5 ::1:

SCALE: 1"=20'
C-40
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
23 z
tu
w
I
en
w
re
<( t;
w
z
:J
I
PROALE
--
- - -
- -
M

MOTT M MACDONALD
= 1. ELEVATIONS ARE BASED ON CITY GIS DATA WITH APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED TRAFFIC PLANS

FULLY IMPLEMENTED PRIOR TO CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

J. FOR SEGMENT 205, SEE SHEET C-60 FOR SUGGESTED BYPASS PLAN AND SHEET C-61 FOR FLOW INFORMATION Of PARALLEL SANITARY SEWER LINES.

SEG 205 - GREAT AMERICA Pt<YYY (3)
0 KGIP
G/0
TS
SCALE: 1"=20'
C-42
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
NOTE TO CITY OF SANTA CLARA REVIEWER:Does the City have more recent aerials availableshowing the new Stars and Stripes Drive roadrecently built for Sheets C-42 through C-45? = 1. ELEVATIONS ARE BASED ON CITY GIS DATA WITH
APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED

TRAFFIC PLANS FULLY IMPLEMENTED PRIOR TO
CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

3. FOR SEGMENT 208, BYPASS OF SANITARY SEWER

FLOWS MAY BE LOCATED AT GROUND SURFACE

ADJACENT TO AND SOUTH OF EXISTING SEWER LINE
FROM MH 103-14 TO MH 103-15, OR ALTERNATE
BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL.

4. FOR SEGMENT 223, BYPASS OF SANITARY SEWER

FLOWS MAY BE LOCATED AT GROUND SURFACE

ADJACENT TO AND NORTH OF EXISTING SEWER LINE
FROM MH 103-15 TO MH 103-14, OR ALTERNATE
BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL.

SHEET C-61 FOR FLOW INFORMATION OF PARALLEL SANITARY SEWER LINES. --
- - -
- -
FOR PIPE PROFILES. SEE SHEET C-42.1
M
MOTT M MACDONALD SEG 208,223 - EASEMENT (1)
KGIP
G/0
TS
C-42.1
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
SCALE: 1"=20' HORIZ
1"=4' VERT
SCALE: 1"=20' HORIZ
1"=4' VERT
20 15
i 10
I
' i
344+00
PROFILE - SEGMENT 223
--
- - -
- -
3 14+00 315+ 00
PROFILE - SEGMENT 208
345+00
M
MOTT M

MACDONALD
-1 0
316+00
25 ..,
ij
20 I
{)
Iii
w
15 J:
fl) w w fl)
10 fa
+
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J:
5 <(
:::i,
346+00 347+00
KGIP
SEG 208,223 - EASEMENT (1) G/0 TS
SCALE: 1"=20'
C-43
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
104-01 - 100 0 ;
'?~ ("_) I
,'bqi 's• f
so~J-0---so---so---so---so ---so-rso__(E)___1_B"_~~---so ---w---so---so--- so ___ ___ {~ So {);I REHABILITATE SEGMENT 208 so so I & (E) • A 1 +1 o o / ..... 33 • RCP SS WITH (E) SSMH 103_ 1 O v, __[,REHABILITATE SEGMENT 209 (I) I (N) 33 CIPP SS (CIPP) TO REMAIN l.. (E) 33: RCP SS WITH l.. / o WI-- DEPTH 15 6' ± - (N) 33 CIPP SS (CIPP) - I W
318+00(E) 33• RCP ss Bs: 319+00 320+00 Bs: 321+00 I 2 •--+-•~-~-+---~--+--•--+-•-t--• •---+-•~•+---•-----+-•;1-+-•...........,_.. ij5 (E) 12" P\/C RW -f--- W
- - -- 348+00 - - --- - -- -~-=:-~~ --------=--=------=:~~ -=-=----- -~E7_--,-- +-- = --(,;::LET:P)-t- --•--\ - •-- ' CT ~::~-•--t- i (E) 42" RCP SS WITH (E) SS•H 103-11 104-03- 036 ~~!,fT:c~ 224 :::l!:
(N) 42" CIPP SS (CIPP) ~~"';"a"l '± (N) 42" CIPP SS (CIPP) = 1. ELEVATIONS ARE BASED ON CITY GIS DATA WITH
APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED

TRAFFIC PLANS FULLY IMPLEMENTED PRIOR TO CONDUCTING
ANY CONSTRUCTION IN EACH WORK AREA.
3 . ACCESS FOR INFILTRATION GROUTING WORK SHALL BE
FROM INSIDE MANHOLES AND PIPELINE ONLY.

4. FOR SEGMENT 209, BYPASS OF SANITARY SEWER FLOWS

MAY BE LOCATED AT GROUND SURFACE ADJACENT TO AND
SOUTH OF EXISTING SEWER LINE FROM MH 103-1 0 TO MH
103-11 , OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED
FOR APPROVAL.

5. FOR SEGMENT 224, BYPASS OF SANITARY SEWER FLOWS
MAY BE LOCATED AT GROUND SURFACE ADJACENT TO AND NORTH OF EXISTING SEWER LINE FROM MH 103-11 TO MH 103-10, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED
FOR APPROVAL.
--
- - -
- -
FOR PIPE PROFILES. SEE SHEET C-43.1
M
MOTT M MACDONALD SEG 208,209,223,224 - EASEMENT (2)
KGIP
G/0
TS
C-43.1
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
SCALE: 1"=20' HORIZ
1"=4' VERT
SCALE: 1"=20' HORIZ
1"=4' VERT
...,
I
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w
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CJ)
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REHABILITATE CIPP
43 LF 33" RCP SS W1TH 33" CIPP SS
..., 20
C\I
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Iii 15
w
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w 10 w
CJ)
+
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- 10
348+00 349+00
SEGMENT 223

REHABILITATE CIPP
71 LF (E) +2" RCP SS WITH +2" CIPP SS
--
- - -
- -
PROFILE - SEGMENTS 208-209
<09 LF E
350+00
PROFILE - SEGMENTS 223-224
M
MOTT M

MACDONALD
351 +00 352+00
SEG 208,209,223,224 - EASEMENT (2)
20 I
()
15 Iii
w
J: CJ)
10 w
&,
5 + c;;j
(')
0 <(
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5 J:
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10 w
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CJ)
5 + C\I 0 CJ)
w
z
:J
-5 J:
10 KGIP
G/0
TS
SCALE: 1"=20'
C-44
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
A
C-44
REHABI.JTATE SEGMENT 210
(E) 33" RCP SS WITH (N) 33" CIPP SS (CIPP)
RDIABILn'ATE SEGMENT 211
(E) 33" RCP SS WITH
(N) 33" CIPP SS (CIPP)
325+00 -.-+-....,.,._32_2+-+oo-•~• (E) 33• R~~-~-~•+----ta------+-• l24+00 ~- ~ ------~~- ------•-~-----------~~_,__~ - RW-=-------- RW----- 326+00 327+00 ,------,~--~,.-----+-. (E) 33" RCP SS
-------- 353+118---------- -- "5<+118------ ---- -- ---------------- ---~------------ J'7..x,------------- --=--~~c---1--------=+=~--.-- --f-----+- --, -- +- ---+- --1~-+--- --+- --,--+- ---+- --,-- +----+- --i:----=~--±-----=c~-- w z ::J I
<(
E) 42" RCP SS -------m42'- SS ---------------------1-----------------~ 42• RCP~r (E) SSMH 1~-25
10 REMAIN
~~JOINT ~EJ~H~g3~1.ACE 1 04- 0 3-036 :e::oo~LACE
DEPTH 187± DEPTH 187±
REHABILn'ATE SEGMENT 226
~!;'f~ ~GM~ 224 ~!f:C~ ~G= 225 (E) 42" RCP ss WITH
(N) 42" CIPP SS (CIPP) (N) 42" CIPP SS (CIPP) (N) 42" CIPP SS (CIPP) = 1. ELEVATIONS ARE BASED ON CllY GIS DATA WITH
APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED

TRAFFIC PLANS FULLY IMPLEMENTED PRIOR TO
CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

3. FOR SEGMENTS 209 - 21 1, BYPASS OF SANITARY SEWER

FLOWS MAY BE LOCATED AT GROUND SURFACE ADJACENT

TO AND SOUTH OF EXISTING SEWER LINE FROM MH
103-10 TO MH 103-11, OR ALTERNATE BYPASS PLAN
MAY BE SUBMITTED FOR APPROVAL. SEE SHEET C-43 FOR LOCATION OF MH 103-10 AND MH 103-11.

4. FOR SEGMENTS 224- 226, BYPASS OF SANITARY SEWER

FLOWS MAY BE LOCATED AT GROUND SURFACE ADJACENT

TO ANO NORTH OF EXISTING SEWER LINE FROM MH
103-11 TO MH 103-10, OR ALTERNATE BYPASS PLAN
MAY BE SUBMITTED FOR APPROVAL. SEE SHEET C-43 FOR LOCATION OF MH 103-10 AND MH 103-11.

5. BASED ON AVAILABLE INFORMATION FROM VALLEY WATER

GIS, DEPTH TO GROUNDWATER IS ANTICIPATED TO BE LESS
THAN 10 FEET. CONTRACTOR SHALL BE RESPONSIBLE FOR
CONTROL OF AND PROPER DISPOSAL OF ENCOUNTERED GROUNDWATER. --
- - -
- -
FOR PIPE PROFILES. SEE SHEET C-44.1
M
MOTT M

MACDONALD
8 MH 103-12 GROUND SURFACE
KGIP
SEG 209-211 ,224-226 - EASEMENT (3) G/0 TS
C-44.1
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
SCALE: 1"=20' HORIZ
1"=4' VERT
SCALE: 1"=20' HORIZ
1"=4' VERT
q
u
w
I
20 Cl) 10 1-+------+--'-
w
~51!--7\-1r---r-=-r=----=t=-==--t-----i-+--+-+----+---+-+--+-f----+---+-+--+-----l---+------t--+----I------++-_;:__----+=~ + 0 11-----t-H-i----t-----t-------il--t---+------J--+--+---+--+--+---+--+--+--+--l--+---+-----ll----l-------l------l---ll-l-----l---l------" to
w
z
J - 5 1-1-------+--1
I < ~-,oL--,---3"2;;2:+onro;---------------;3:;: 23;::+:;;00;---------------;:;~ :;:--------------3::2::5.L+o=o,-------.!..._--------:,32.,..6J_00---------------1-_[=_j_ SEGMENT 209 + SEGMENT 211
.....,
I
u
w
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+
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z
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I <
- 5
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-1 0

REHABILITATE CIPP REHABILITATE CIPP
LF {E) 33• RCP SS WITH 33• CIPP SS 54 LF {E) 33" RCP SS WITH 33" CIPP SS t t
354+00
SEGMENT 225

REHABILITATE CIPP
42" RCP SS WITH 42'" CIPP SS
SEGMENT 224

REHABILITATE CIPP
PROFILE - SEGMENTS 224-226
56 LF {E) 42" RCP SS WITH 42" CIPP SS
--
- - -
- -
M

MOTT M MACDONALD
357+00
SEGMENT 226

REHABILITATE CIPP
33 LF (E) 42" RCP SS WITH +2" CIPP SS
KGIP
SEG 209-211 ,224-226 - EASEMENT (3) G/0 TS
20 .....,
I
15 u
w
10 Uj
w w
Cl)
5 ID + " C\I C')
0 w
z
- 5 ::J
I < 10 :::l!:
-10
SCALE: 1"=20'
C-45
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
A
C-45
1 ()
Iii
w
m
w
z
::J
::c:
104 -01 - 102
328+00 (E) 33• RCP SS 329+00
(E) SSMH 104-26

TO REMAIN
DEPTH 15.1±
330+00 331+00
0 •-+--•~-~-~•+--•--+-•--+-•~-~-
--
- - -
- -
FOR PIPE PROFILES, SEE SHEET 45.1
M

MOTT M MACDONALD
8 MH 104-27 AND MH 104-26 GROUND SURFACE
KGIP
SEG 211 ,226- EASEMENT (4) G/0 TS
C-45.1
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
SCALE: 1"=20' HORIZ
1"=4' VERT
SCALE: 1"=20' HORIZ
1"=4' VERT
(.)
Iii
w
I Cl)
w
I
<(
w
z
:J
I
358+00
329+00
PROFILE - SEGMENT 211
359+00 360+00
PROFILE - SEGMENT 226
M
-- - - MOTT M - - -

MACDONALD
20 15 10
361+00 362+00
KGIP
SEG 211 ,226- EASEMENT (4) G/0 TS
SCALE: 1"=20'
1"=4' VERT
SCALE: 1"=20' HORIZ C-47
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
i
t
' ij ' ,.
&
j
]
SEE St-EET C-42
= 1. ELEVATIONS ARE BASED ON CllY GIS DATA WITH
APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED

TRAFFIC PLANS FULLY IMPLEMENTED PRIOR TO
CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

3. ACCESS FOR INFILTRATION GROUTING WORK SHALL BE
FROM INSIDE MANHOLES AND PIPELINE ONLY.

4. FOR SEGMENT 228, BYPASS OF SANITARY SEWER FLOWS

MAY BE LOCATED AT GROUND SURFACE AT GROUND

SURFACE ALONG EASTERN CURB LINE OF GREAT
AMERICA PARKWAY FROM MH 103-5 TO 103-6, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR

APPROVAL
2D
15 1D
370+00
(E) WEST SIDE

LIFT STATION
--
- - -
- -
371+00
PLAN

PROFILE
M

MOTT M MACDONALD
372+00
0 20
15 10
- 5
-1 0
373+00
KGIP
SEG 228 - GREAT AMERICA Pt<YYY (5) G/0 TS
SCALE: 1"=20'
C-48
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
R I
380+00 381 +00
- --

PROFILE
M
M MOTT

MACDONALD
382+00
15 -5
- 15
383+00
SEG 231 - LAFAYETTE
1·•20· ST (1)
KGIP
MG
TS
SCALE: 1"=20'
C-49
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
A
C-49
= 1. ELEVATIONS ARE BASED ON CITY GIS

DATA WITH APPROXIMATE MANHOLE
DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO

HAVE APPROVED TRAFFIC PLANS FULLY
IMPLEMENTED PRIOR TO CONDUCTING AN'f
CONSTRUCTION IN EACH WORK AREA.

3. FOR SEGMENTS 232 AND 233, BYPASS

OF SANITARY SEWER FLOWS MAY BE

LOCATED AT GROUND SURFACE ADJACENT

TO AND NORTH OF EXISTING SEWER LINE
LINE FROM MH 104-1 9 TO 104- 22, OR

ALTERNATE BYPASS PLAN MAY BE

SUBMITTED FOR APPROVAL SEE SHEET
C- 52 FOR LOCATION OF MH 104-1 9
AND MH 104- 22, AND SHEET C- 61 FOR

FLOW INFORMATION OF PARALLEL
SANITARY SEWER LINES.
8 MH 114-14 GROUND SURFACE
385+00 386+ 00
--
- - -
- -
387+00
PROFILE - SEGMENT 232-233
M

MOTT M MACDONALD
0 15 .-;
15 I
0 10 tu
w
I
Cl)
w w
Cl)
0 co
om
(")
- 5
<(
w
z
:J
-1 0 I
<(
-1 5
388+00 389+ 00
KGIP
SEG 232,233 - LAFAYETTE ST (2) MG TS
SCALE: 1"=20'
C-50
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
35 = 1. ELEVATIONS ARE BASED ON CllY GIS DATA WITH
APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED

TRAFFIC PLANS FULLY IMPLEMENTED PRIOR TO
CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

3. FOR SEGMENTS 233-234, BYPASS OF SANITARY SEWER

FLOWS MAY BE LOCATED AT GROUND SURFACE ADJACENT

TO AND NORTH OF EXISTING SEWER LINE LINE FROM MH
104- 19 TO 104-22, OR ALTERNATE BYPASS PLAN MAY
BE SUBMITTED FOR APPROVAL. SEE SHEET C-52 FOR LOCATION OF MH 104- 19 ANO MH 104-22. AND SHEET C-61 FOR FLOW INFORMATION OF PARALLEL SANITARY
SEWER LINES.

4. FOR SEGMENT 240, BYPASS OF SANITARY SEWER FLOWS

MAY BE LOCATED AT GROUND SURFACE ADJACENT TO ANO
SOUTH OF EXISTING SEWER LINE LINE FROM MH 104-22
TO 104-19, OR ALTERNATE BYPASS PLAN MAY BE
SUBMITTED FOR APPROVAL SEE SHEET C-52 FOR
LOCATION OF MH 104-19 ANO MH 104-22.
--
- - -
- -
FOR PIPE PROALES. SEE SHEET C-50.1
M
MOTT M MACDONALD SEG 233,234,240 - LAFAYETTE ST (3)
KGIP
MG
TS
C-50.1
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
1"=4' VERT
SCALE: 1"=20' HORIZ
36 0
lH
ffi
1H
Cl)
g
i
390+00 391+00
--
- - -
- -
392+00
PROFILE - SEGMENT 233-234
M

MOTT M MACDONALD
393+00
410+00 411+00
PROFILE- SEGMENT 240
394+00
SEG 233,234,240 - LAFAYETTE ST (3)
15 I
0 Iii
10 W
ffi
w
5~
15 10
ij
...-:
io
I
0 Iii
w
I
Cl)
w w
Cl)
0 CX)
oj
-5
w
z
::J
-10 I 0
:::i:
- 15
KGIP
MG
TS
SCALE: 1"=20'
C-51
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
37 = 1. ELEVATIONS ARE BASED ON CITY GIS DATA WITH
APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED

TRAFFIC PLANS FULLY IMPLEMENTED PRIOR TO
CONDUCTING ANY CONSTRUCTION IN EACH WORK AREA.

3. FOR SEGMENTS 234- 235, BYPASS OF SANITARY SEWER

FLOWS MAY BE LOCATED AT GROUND SURFACE

ADJACENT TO AND NORTH OF EXISTING SEWER LINE
LINE FROM MH 104-19 TO 104-22, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL SEE SHEET C- 52 FOR LOCATION OF MH 104- 19 AND MH
104- 22.

4. FOR SEGMENTS 240-242, BYPASS OF SANITARY SEWER

FLOWS MAY BE LOCATED AT GROUND SURFACE

ADJACENT TO AND SOUTH OF EXISTING SEWER LINE
LINE FROM MH 104- 22 TO 10 4- 19, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL. SEE SHEET C-52 FOR LOCATION OF MH 104-19 ANO MH
104-22.
--
- - -
- -
I 04 - 0 1- 077
PLAN
FOR PIPE PROFILES. SEE SHEET C-51.1
M

MOTT M MACDONALD
KGIP
MG f---+--+-----------t-----1 SEG 234,235,240-242 - LAFAYETTE ST (4) t-----,-T=sc----t-----, C-51.1
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1"=4' VERT
SCALE: 1"=20' HORIZ
1"=4' VERT
SCALE: 1"=20' HORIZ
38 15
...,
15 I
0 10
Iii
w
J:
0)
w w
0)
0 0 + 00 - 5
w
z
::J
J: - 10
<{
::i:
- 15
41 2+00
395+00 396+00
--
- - -
- -
15 C\I
It)
I
10 0 Iii
w
J:
0)
w
0 o+
co
- 5
w
- 10 J:
0 ::i:
- 15
413+00 4 14+00 415+00 4 16+00
PROFILE - SEGMENT 240-242
397+00 398+00 399+00
PROFILE - SEGMENT 234-235
M

KGIP MOTT M
MACDONALD t---+--+----------+----l SEG 234,235,240-242 - LAFAYETTE ST (4) t----+-~~:c-+----< 39 C-52
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
SCALE: 1"=20'
1"=4' VERT
SCALE: 1"=20' HORIZ
1"=4' VERT
SCALE: 1"=20' HORIZ
= 1. ELEVATIONS ARE BASED ON CITY GIS DATA WITH
APPROXIMATE MANHOLE DEPTHS MEASURED IN FIELD.

2. CONTRACTOR SHALL BE REQUIRED TO HAVE APPROVED

TRAFFIC PLANS FULLY IMPLEMENTED PRIOR TO

CONDUCTING ANY CONSTRUCTION IN EACH WORK
AREA.

3. FOR SEGMENT 235, BYPASS OF SANITARY SEWER

FLOWS MAY BE LOCATED AT GROUND SURFACE

ADJACENT TO AND NORTH OF EXISTING SEWER LINE
LINE FROM MH 104-19 TO 104-22. OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL.

4. FOR SEGMENT 242, BYPASS OF SANITARY SEWER

FLOWS MAY BE LOCATED AT GROUND SURFACE

ADJACENT TO AND SOUTH OF EXISTING SEWER LINE
LINE FROM MH 104-22 TO 104-19, OR ALTERNATE BYPASS PLAN MAY BE SUBMITTED FOR APPROVAL. SEE SHEO C- 61 FOR FLOW INFORMATION OF PARALLEL SANITARY SEWER LINES. ...,
i5 15
I
{)
tu 10 w
:r:

CJ)
w
0 + (0
< t;
w - 5
z
:J
:r:
<
- 10
:IE SEGMENT 242
ss wmt

SS (CIPP)
417+00
PROFILE - SEGMENT 242
--
- - -
- -
PLAN
418+00
M

MOTT M MACDONALD
09 -039 TO (E) REMAIN SSMH 104-22 Q
DEPTH 13.9'±
"'' - --, • .,
_ _ _ ,,,,,
---s.<o
...,
15 i5 15
I
{)
10 tu w 10
:r:

CJ)
w w
CJ)
0 co
ffi
g
- 5 w
z
:J
:r:
- 10 {) - 10 SEGM~
REHABILITATE CIPP --"-'I LF (E) 42" RCP 55 wmt 42" CIPP 55 419+ 00 400+ 00
PROFILE - SEGMENT 235
SEG 235,242 - LAFAYETTE ST (5)
15 10
- 5
- 10
401 + 00
KGIP
MG
TS
C-57
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
“ ”
“ ”

GENERAL NOTES

1. CONTRACTOR SHALL PREPARE ANO SUBMIT ADDmONAL TRAFFIC CONTROL PLANS NOT SHOWN TO CITY FOR APPROVAL PRIOR TO CONSTRUCTION. ALL TRAFFIC CONTROL PLANS SHALL BE PREPARED ANO CONFORMED WITH LATEST CALIFORNIA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES.

2. THE CONTRACTOR SHALL INSTALL TRAFFIC CONTROL DEVICES PRIOR TO COMMENCEMENT OF CONSTRUCTION. THE CONTRACTOR

SHALL ALSO MAINTAIN ALL TRAFFIC CONTROL DEVICES DURING CONSTRUCTION, AS REQUIRED BY THE CITY ENGINEER/INSPECTOR. A 24-HOUR ON-CALL TELEPHONE NUMBER SHALL ALSO BE PROVIDED TO THE CITY BY THE CONTRACTOR FOR SERVICES REQUIRED BEYOND NORMAL WORKDAY OPERATIONS.

3. ACTUAL SIGN INSTALLATION LOCATIONS ARE TO BE DETERMINED IN THE FIELD. SIGN LOCATIONS SHALL BE APPROVED BY THE CITY ENGINEER/ INSPECTOR PRIOR TO ANY INSTALLATION WORK.

4. SIGNS SHALL BE INSTALLED/PLACED AND REMOVED BY THE CONTRACTOR IN ACCORDANCE WITH THESE PLANS ANO AS DIRECTED BY THE CITY.

5. Nf'( EXISTING SIGNS, STRIPING, AND/OR PAVEMENT MARKINGS THAT CONFLICT WITH THESE TRAFFIC CONTROL PLANS SHALL BE COVERED OR REMOVED DURING CONSTRUCTION. REMOVAL OF ROMJWAY STRIPING AND/ OR PAVEMENT MARKINGS SI-W..l BE DONE IN ACCORDANCE WITH CURRENT CALTRANS AND CA MUTCD STANDARDS. SIGNS, STRIPING, AND/OR PAVEMENT MARKINGS SHALL BE RESTORED TO EXISTING CONDmONS TO THE SATISFACTION OF THE CITY ENGINEER/ INSPECTOR ONCE CONSTRUCTION IS COMPLETE.

6. A MINIMUM OF ONE 10' WIDE TRAVEL LANE PER DIRECTION OF TRAVEL (UNLESS OTHERWISE NOTED ON PLANS) SHALL REMAIN OPEN AT ALL TIMES DURING CONSTRUCTION.

7. TEMPORARY TRAFFIC CONTROL DEVICES SHALL NOT BLOCK FIRE HYDRANTS AND/OR DRIVEWAYS.

8. All TRAFFIC CONTROL DEVICES (SIGNS, CHANNELIZERS, ETC.) SHALL BE RETROREFLECTIVE AND/ OR ILLUMINATED DURING NIGHTTIME TRAFFIC CONTROL.

9. CONTRACTOR SI-W..l POST TEMPORARY NO PARKING SIGNS ALONG ROADWAY FRONTAGE, WHERE APPLICABLE, A MINIMUM 72 HOURS PRIOR TO COMMENCEMENT OF WORK AND SHALL NOTIFY THE POLICE DEPARTMENT. SIGNS SHALL STATE DAYS AND HOURS WHEN RESTRICTIONS ARE IN EFFECT.

10. CONTRACTOR SHALL DISPLAY ON ITS BARRICADES COMPANY NAME AND 24-HOUR EMERGENCY TELEPHONE NUMBER IN CASE OF EMERGENCY CALLOUTS.
11 . CONTRACTOR SHALL FURNISH, ERECT, ANO MAINTAIN BARRICADES, LIGHTS, SIGNS, FLAGMEN, FENCING, ANO OTHER SAFETY MEASURES TO GIVE ADEQUATE PROTECTION TO THE PUBLIC AT All TIMES.

12. THE PARKING OF ANY CONSTRUCTION-RELATED VEHICLES OR STORAGE OF Atf'r' MATERIAL IS NOT ALLOWED ON A PUBLIC STREET OR SIDEWALK UNLESS APPROVED IN ADVANCE BY THE CITY ENGINEER.

13. NfY TRAFFIC STRIPING, PAVEMENT MARKINGS, PAVEMENT SURFACE, ETC. DAMAGED OR DESTROYED BY CONTRACTOR'S WORK SHALL BE REPLACED BY CONTRACTOR TO THE SATISFACTION OF THE CITY ENGINEER AT CONTRACTOR'S SOLE EXPENSE. ANY DAMAGE TO CROSSWALK STRIPING, LIMIT LINE ANO PAVEMENT MARKINGS SHALL BE REPLACED IN ITS ENTIRETY.

14. FOR ANY ONGOING PROJECTS IN THE VICINITY OF THIS PROJECT, THE ROUTING OF PEDESTRIANS, VEHICLES, AND CONSTRUCTION TRUCKS SHALL BE COORDINATED WITH OTHER CONTRACTORS TO MINIMIZE PUBLIC INCONVENIENCE.

15. SlOEWALKS ANO TRAFFIC LANES SHALL REMAIN OPEN WHEN NO ACTMTY IS PLANNED AND/ OR BETWEEN SCHEDULED CLOSURES.

SlOEWALKS ANO TRAFFIC LANES SI-W..l BE OPENED AT THE ENO OF EACH WORKDAY.

16. DURING CONSTRUCTION, TRASH/ RECYCLING/YARD WASTE COLLECTION VEHICLES SHALL HAVE ACCESS TO COLLECTION ROUTE STREETS IN ORDER TO FACILITATE COLLECTION ACTMTIES. DELAYS OR DISRUPTIONS TO COLLECTION SERVICES SHALL NOT OCCUR AS A RESULT OF CONSTRUCTION ACTIVITY.

17. WHEN USED FOR VEHICULAR AND/ OR PEDESTRIAN TRAFFIC CONTROL. STEEL PLATES SHALL BE INSTALLED FLUSH WITH ADJACENT GRADE.

18. PROJECT CONTRACTOR SHALL DETERMINE ULTIMATE PROJECT PHASING ANO ACTUAL DURATION OF EACH PHASE AND SHALL SUBMIT AN ACTM1Y DURATION TABLE TO THE CITY PUBLIC WORKS INSPECTOR PRIOR TO START OF CONSTRUCTION.

19. AT THE END OF EACH WORK DAY THE CONTRACTOR SHALL BE RESPONSIBLE FOR BACKFIWNG THE TRENCHES AND PLACING TRAFFIC-RATED STEEL PLATES TO REOPEN THE TRAFFIC LANES TO TRAFFIC DURING NON-WORK HOURS. STEEL PLATES SHALL BE INSTALLED FLUSH WITH ADJACENT GRADE TO PROVIDE SMOOTH ANO SAFE ORMNG CONOmONS. IF PLATES ARE NOT RECESSED TO

BE FLUSH WITH THE PAVEMENT, CONTRACTOR SHALL INSTALL TEMPORARY PAVING WITH COLD ASPHALT TO FEATHER THE EDGES OF THE STEEL PLATES. CONTRACTOR SHALL ADHERE TO SECTION 7-1.04, .PUBLIC SAFETEY," OF THE 2018 CALTRANS STANDARD SPECIFICATIONS.

20. All PROPERTY OWNERS SHALL BE NOTIFIED ONE WEEK IN ADVANCE OF NfY CONSTRUCTION THAT MAY AFFECT PROPERTY ACCESS.

ACCESS TO All AFFECTED PROPERTIES SHALL BE MAINTAINED OPEN DURING CONSTRUCTION, UNLESS OTHERWISE NOTED.

21. SANDBAGS AND/ OR GRAVEL BAGS SHALL BE PLACED OVER THE BASE LEGS OF BARR1CAOE-MOUNTEO SIGNS TO PREVENT NfY OVERTURNING.

22. CONSTRUCTION ACTMTIES ANO TRAFFIC CONTROL MEASURES SHALL BE LIMITED TO THE HOURS BETWEEN 7:30 AM ANO 4:00 PM, MONDAY THROUGH FRIDAY EXCLUDING HOLIDAYS, UNLESS ALLOWED OTHERWISE BY THE CITY ENGINEER/INSPECTOR OR OTHERWISE NOTED BY PLANS. --
- - -
- -

SIGN LEGEND
CB!lfR <ry %> CLOSED AHOO
W9-3 W12-1 W20-1
[36"x361 [3D"x3D1 [36"x361

RIGHT LANE
MUST ....

TURN RIGH
R3-5 R3-7R W73A!_CA)
[30"x361 [30"x301 [36"x361
FT
R4-8a R3-27
[24"x301 [36"x361
l223 - WORK ZONE
--t> - DIRECTION OF TRAFTIC
- PORTABLE TRAFTIC SIGN - PORTABLE OEUNEATORS O 20' SPACING MAX. «< - FtASHING ARROW SIGN
M

MOTT M MACDONALD
D
W20-5R C3D(CA) W4-2(R) R4-8
[36"x361 [30"x301 [30"x301 [24"x301

SHARE LEFT LANE

THE MUST
ROAD

TURN LEFT
R3-2 W11-1 W16-1P R3-7L
[30"x301 [24"x241 [18"x241 [3D"x301
TC
OP
TRAFFIC CONTROL GENERAL NOTES & SIGN LEGEND t----+-~A-+---i T C-58
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D

CURED-IN-PLACE PIPE AT INTERSECTION OF DE LA CRUZ BLVD AND MARTIN AVE

OPEN CUT AT INTERSECTION OF WALSH AVE AND LAFAYETTE AVE 0 11
JW9-3
R.3-7L
~W20-1
i
· W=:~~ . • · -~· __:___:.-ss--" 1 1 ss R.3-2
C30(CA) "\.
'...-. z
R3-5(Rr,\..._ J • • lh i
R3-27~
./) C30(CA)
••1--;so~·-... [-; ... so~· -1 · · ·C~
\_ W20-1 \__ W73A(CA) \__ R)-7R
. . rm~ 2750' 7250' ~250'
- ss-,.i-=--ss--~ss ---ss---ss ~ ss - - - ss ~ ss - .- •-ss ss SS • • • W4-2 W20-5 W20-1

DE LA CRUZ BLVD
W20-1
w20-1'--
TRAFFIC CONTROL MEASURE #1:
--
- - -
- -
-
M

MOTT M MACDONALD
= 1. CONTRACTOR TO PROVIDE TRAFFIC

CONTROL FOR THE THROUGH TRAFFIC CLOSURE AT EASTBOUND WALSH AVE PER DETAIL.

C30(CA)\..._.
w20-,\..._I~
TRAFFIC CONTROL MEASURE #2:

TRAFFIC CONTROL PLAN
TC
OP
TA
NONE
C-59
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D

CIPP AND OPEN CUT AT INTERSECTION OF OLD GLORY LN AND GREAT AMERICA PKWY g
GREAT AMERlcA PKWY
I . • \_• • '---w20-1 • • • • •
R3-2
·t ..
~R3-2
[R4-8o
!u!?l@™7¼¥i/4/4¥4 l
-~ •• ~a • • l .
'\_ C30{CA)
g
~W20-1
TRAFFIC CONTROL MEASURE i3=
M
-- - - MOTT M - - -

MACDONALD
250' 250'
\_ W11-1 \_ W4-2{R) W16-1P
TC

TRAFFIC CONTROL PLAN OP TA
C-60
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
1 C-60
SCALE: 1" = 80'
SCALE: 1" = 80'
N.T.S.

I
1----~ .. -- - -

GREA T AMERICA PKWY SUGGESTED BYPASSING PLAN
~-·
,
-""'~-. .,.,,..,,,.., .......
1•4J'N• ""'""•-lio,,,__
• • C..t in,tlM lillil .-i4-f ,,f """"It .-1.-~(;,Nt.N,• = tM11
=
eAS-BUILT SCHEMATIC DRAWING EXCERPT- SSMH 57-38 VAULT
= 1. REFERENCE: CITY TRACING NO. 7880-0 DATED JULY 1979. --
- - -
- -
= 1. BYPASS PLAN SHOWN ON THIS SHEET IS SUGGESTED.

CONTRACTOR IS PERMITTED TO SUBMIT ALTERNATIVE

BYPASS PLANS IN CONFORMANCE WITH THE CONTRACT
DOCUMENTS.

2. DETAILS OF BYPASS AND MODIFICATION THERETO SHALL

CONFORM TO THE REQUIREMENTS OF THE CONTRACT
DOCUMENTS. CONTRACTOR SHALL CONFIRM FIELD

CONDITIONS PRIOR TO INSTALLATION OF BYPASS
EQUIPMENT.

M
MOTT M

MACDONALD
MAlHEW ST SUGGESlED BYPASSING PLAN
KG

SUGGESTED BYPASS PLAN MG TS
C-61

PIPE SEGMENT ESTIMATED FLOW INFORMATION
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D
SHEET # us MH DS MH EXISTI NG PIPE EXISTING PIPE ESTIMATED AVERAGE DRY DIAMETER (IN) MATERIAL WEATHER FLOW (MGD) C-23 56-30 56-21 12 VCP 0.19 C-23 57-38 57-58 18 VCP 0.00 C-24 57-58 57-40 18 VCP 0.00 C-25 57-40 57-23 18 VCP 0.00 C-33 56-58 57-59 15 VCP 1.22 C-33 56-59 57-51 30 VCP 1.22 C-33 57-51 57-52 30 VCP 1.22 C-34 57-52 57-53 30 VCP 1.22 C-35 57-53 57-54 30 VCP 1.22 C-38 93-37 93-28 15 VCP 2.22 C-38 93-28 93-27 39 RCP 2.26 C-38 93-27 93-20 39 RCP 2.26 C-39 93-20 93-5 39 RCP 2.26 C-39 93-5 103-27 39 RCP 2.30 C-40 103-27 103-24 39 RCP 2.30 C-40 103-24 103-23 39 RCP 2.30 C-40 103-23 103-21 39 RCP 3.27 C-42 103-14 103-9 42 RCP 3.66 C-48 11 4-13 114-12 42 RCP 6.37 C-49 104-8 114-13 42 RCP 6.37
C-50 104-14 104-8 42 RCP 6.37
--
- - -
- -

ESTIMATED PEAK DRY ESTIMATED MAX WET PIPE PEAK FLOW

WEATHER FLOW (MGD) WEATHER FLOW (MGD) CAPACITY (MGD)

0.26 0.29 0.91 0.00 0.00 12.24 0.00 0.00 12.24

0.01 0.00 8.69

2.26 4.38 4.43 2.26 4.40 5.89 2.26 4.40 5.95 2.26 4.40 5.94 2.26 4.40 6.03

13.92 18.72 16.05 14.02 18.83 26.68

14.02 18.83 23.59 14.02 18.83 19.21

14.37 19.13 20.12 14.37 19.14 17.27 14.37 19.14 47.52

14.80 19.33 24.88

10.50 11.03 15.10

18.12 22.04 24.79

18.12 22.04 24.75 18.12 22.04 24.75
M

KG MOTT M
MACDONALD t--+--+-----------+-----< BYPASSING FLOW INFORMATION t----~~:-+----<

NTS NTS
45 2
D-1 N.T.S.
1 D-1 N.T.S.

D-1
N.T.S.
3 D-1
SHEET OF TRACING No.
45 PROJECT No. CE 202103 ACCOUNT No. XXXXXXXXXXXXXXX
DATE No. REVISION BY

DATE TITLE APPROVED BY
R.C.E. No.

HORIZONTAL SCALE: VERTICAL SCALE:

CITY OF SANTA CLARA

PUBLIC WORKS DEPARTMENT

ANNUAL SANITARY SEWER CONDITION
ASSESSMENT REPAIRS - 2021 PROJECT
30 100 20 40 60 80 100

GRAPHIC SCALE - USE WHEN PLAN IS REDUCED
95% PLANS

NOT FOR CONSTRUCTION
SHEET No.

N/A
12350-D

NEW PVC/VCP PIPE
{DIAMETER VARIES)
VCP/PVC MR02 AOJUSTAElt.E
REPAIR COUPLING {WITH SHEAR BAND) OR APPROVED EQUAL
=

EXISTING VCP PIPE
(DIAMETER VARIES)

1. THIS DETAIL APPLIES TO ALL EXISTING SANITARY SEWER
PIPE CONNECTIONS WHETHER REFERENCED OR NOT.

2. WHERE POSSIBLE, CONTRACTOR SHALL CONNECT TO

EXISTING SANITARY SEWER THROUGH BELL AND SPIGOT

ON ONE END OF PROPOSED OPEN CUT OR POINT REPAIR

AND SHALL USE MISSION RUBBER ARC WITH SHEAR BAND
f"OR OPPOSITE CONNECTION TO EXISTING SANITARY SEWER
IN ACCORDANCE WITH THIS DETAIL.

OCONNECTION TO EXISTING VCP SANITARY SEWER DETAIL

MISSION RUBBER

COUPLING WITH
STAINLESS STm. SHEAR
BAND AND 4 STRAPS
{PART f MR56 44 ARC

OR EQUAL
JO DEG. OR
45 DEG. HOPE

STUB FUSED

TO HOPE MAIN
0 EXISTING LATERAL CONNECTION INTO NEW HOPE MAIN
--
- - -
- -
M
EXIST. MANHOLE
WALL

AREA OF

MANHOLE WALL

TO BE REMOVED
FOR INSERTION OF NEW PIPE _ _,_ ___

RECHANNEL BOTTOM

AS REQUIRED TO

FORM A SMOOTH
BASE
RECONSTRUCT EXIST. CONC.

BENCH ANO ENCASEMENT AS

NECESSARY OR AS DIRECTED

BY THE ENGINEER

MOTT M MACDONALD
WIES;

1. THIS DETAIL APPLIES TO ALL CONNECTIONS TO
(E) MANHOLES OR (E) MANHOLES TO BE
REHABILITATED WHETHER REFERENCED OR NOT.

2. PAYMENT FOR CONNECTING INTO AN (E)
MANHOLE SHALL BE PAID UNDER -CONNECT TO EXISTING SANITARY SEWER MANHOLE." FlEXIBL.E COUPLING OR PVC

REPAIR COUPLING /IS NEEDED

NEW PIPE

HYDRAULIC

CEMENTITIOUS

NON-SHRINK
GROUT 0 CONtECTION TO EXISTING MANHOLE DETAIL

TYPICAL DETAILS
N.T.S. N.T.S.

KGIP
MG
TS

!
"
"
#
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& !!
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# $$%,%

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# *

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0 0.5 1 Mile
Legend
Development Added to Model After
2016 MP
Development Included in 2016 MP
μ
ÉP Modeled Pump/Lift Station
Modeled Trunk Sewers
Unmodeled Sewers
San Jose Interceptors
City Limit
\\woodardcurran.net\shared\Projects\RMC\SJ\149 SANTA CLARA\0011096 Hydraulic Modeling Support July 2018\G. GIS\MXDs\AppendixA.mxd Addendum to
City of Santa Clara 2016
Sanitary Sewer Master Plan
Appendix A
Specific Developments
Included in Future (2035)
Scenario
, _________ ,,_
L, .. _ .. ,_,J
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Appendix B – Capacity Deficiency Profiles
Santa Clara (0011096.00)
Master Plan Addendum Report 1 Appendix BExample Model Hydraulic Profile Link Model pipe IDlength (ft) Pipe lengthwidth (in) Pipe diameterus inv (ft AD) Upstream invert elevationds inv (ft AD) Downstream invert elevationgrad (%) Pipe slopepfc (MGD) Pipe full capacity d/D if < 11 = backwater surcharge2 = throttle surcharge (capacity deficient) DS depth (ft) Peak depth at downstream end of pipeDS Flow (MGD) Peak flow at downstream end of pipeNode Model manhole ID ground (ft AD) Ground elevation
level (ft AD) Water surface elevationflood dep (ft) Distance between ground and water surfaceNote: Color highlights are flags indicating source of data.Legendsurc Manhole
Ground Surface Hydraulic Gradeline
(water surface)
Sewer pipe
Surcharge due to Backwater (shown on PDWF profiles)Surcharge due to Throttle (shown on PDWF profiles)Deficient under PWWF conditionsModeled Trunk

40.0 -

14.0 ft 0 205 594
Link 12175-D
_
SSMHS.1 12175-D
_
SSM H6.1
length (ft) 205.0 371.0
width (in) 27.0 27.0
us Inv (ft AD) 5.640 24.980
ds inv {ft AD) 5.260 23.770 grad (96} 0.185 0.326
pfc (MGD) 8.62 11 .43
sure 0.79 0.82
D5 de pth (ft) 1.534 1.840
OS flow (M GD) 9.5577 9.5528
Node 12175-D
_
55MH6 12175-D
_
SSMH5
ground (ft AD) 38.280 38.600 38.050 36.500
level (ft AD) 27.435 26.792 26.712 25.608
flood dep (ft) -10.845 - 11 .808 -11.338 -10.892
99 12175-D
_
SSM HS.1
402.0

27.0 23.770 21.730

0.507

14.26 1.00

2.916

9.5549
S72-31

31.160

24.642
-6.518
12 5
12175-D
_
SSMH3. 1
251.0

27.0 21.670 20.900

0.307
11 .09

1.00 3.060

9.5543

31.450

24.578 23.955 23.890
-6.872 -10.255 -9.990
12175-D
_
SSM Hl.1
598.0

30.0 0.870

0.460

0.069

6.94 2.00

2.619

9.5725
1860
S72-17

32.250

23.077
-9. 173
S72- 17.1
629.0

30.0 20.460

19.580

0.140

9.92 1.00

2.65 1

9.5968
2489

22.2 20
-6.060
Santa Clara (0011096.00)
Master Plan Addendum Report 2 Appendix BFigure B-1: Deficiency ID D6 Profile 1 of 2 (Existing PWWF) – Calabazas Creek Trunk Lakeside Drive
Agate Drive
Kifer Road
Central Expressway
Scott Boulevard
Project P6
Alternative
CIPP lined
sewers
See Figure B-2
:
sw- 1J I I I I : I
r------

49.0 -44,0 - -
-
-
-----

39.0 ..;;;;;. ----- ----- r1 I - .----- :--..-. I
---------- ::---:----.,,,, ----- r--------.__ al 34.0 ------

29.0 - I
11 1
\\
~ b- r-----._
JJcJ 24,0 - < -
l

19.0 -
;, l l l 1 '~ o ' .. "' " -~

14.0 ill ill ill !ll!ll !il ill ;;
ft 0 133 415 655 1158 " " " " " " 15~ ,.'loll 2404 21so[ 30o/ 3398 37, 9 1 4666 529 5816 61 04 6266 6702 Lir.k S62-53.1 S62-52.1 S62-51.1 S6248.1 S62-38.1 S62-31 .1 S62-29.1 • S62-10.1 12175-0 SSMH6.1 S72-32.1 12175-0_SSMHl .1 S72-17.1 S72-11.1 S72-8.1 572-7.1 S72-6.1 length (1t) 1333 282.0 400 503.0 307.0 ,.,. lls6.0 I 205.0 .... - - 598.0 629.0 481D 2880 162.0 436.0 width (in)
2r

24.0 240 I - - - - 27.0 27.0 27.0 27» 300 0.0 300 30,0 300 300 us inv (ft AD) 37,780 36.530 ~':" 32.300 28.185 25.445 24,795 23,665 21 ,675 20.865 A60 19280 8.610 18207 17,980 ds inv(ftAD) 36.630 35.900 00 31300 I 900 s 25.975 24.745 23 .665 21 .665 20.875 20A60 9.580 18.610 18207 17.930 17AOO g rad (%) 0.173 OAOS 0262 0.716 0.326 0321 0047 0.639 0341 0303 0A99 0.31 5 0.068 0.140 0.139 0.140 0.140 0.133 pfc (MGD) 6.08 934 7A9 10.92 736 722 432 16.00 11.70 11.o2 14.14 1124 6.90 9.92 9.90 9.92 9.92 9.67 '"" 0'3 0.76 0.79 1.00 2.00 2.00 OBS 0.51 0.72 0.63 0.75 0.90 0,0 0.67 0.70 0.70 0.70 0.70 DS flow {MG D) 7.6399 7.6317 7.6222 7.6220 7.6216 7.6213 7.6212 7.935S 7.9366 7.9544 7.9523 7.95 56 7.9646 8.0297 3.0275 3.0262 3.0226 Node
I " 2 " I S62-52 I S62-51 I S62-48 I S62~ I S62-38 I S62-34 S62-31 I S62-29 I S72-32 I S72-31 - I I S72-17 I S72-12 S72-11 I S72-3 I S72-7 I S72-6 I s a 2.10 g round (1t:AD) 47.740 46.700 42.400 43.300 44.600 43.900 44.665 41385 I 4ZAZS ,, .. , I 36.265 ~IEI 33.965 USO 28.280 28.3 501 6.510 124.J'MKII I 4.080l 23200 level {fl:AD) 39209 38.153 37251 35242 34.084 32.575 30.974 30346 29292 27.128 26278 24.904 23.347 • 22.866 22.148 21 .189 21-047 20.362 19.964 1 19.738 19.124 flood dep {ft) -11.451 .9.557 .9.449 -7.158 .9216 •14.3 19 -12.093 -15297 .11.717 •11.361 -11.818 · -11.099 -10.102 .7,091 -7.303 -6.148 -4.876 -4.342 -4.076 Santa Clara (0011096.00)
Master Plan Addendum Report 3 Appendix BFigure B-2: Deficiency ID D6 Profile 2 of 2 (Existing PWWF) – Calabazas Creek Trunk 48D

46.0 -
44D -
42" -40.0 -
C,
<
C 38.0 - -

36.0 -34D -32.0 - -30.0 -
"
28D
Link lengt h (ft:)
width fin)
us inv {ft: AD)
ds inv (ft: AO)
grad (%)
pfc (MGD)
sure
DSflow{MGD)
Nod e
ground (ft AD)
level {ft. AD)
flood d ep (ft)
S62-52
7,740

38.153
-9.587
S62-52.1

40.0 4.0

36.530 35.900
0262
7A9

0.79 7.6317
iS
240
S62-51
46,700

37.251
-9.449
S62-51.1

03.0 ~ 900 .JOO

0.716

10.92 100

7.6222
!I
!J!
743
S62-48.1 56240.1 562-38.1
307.0 55.0 66.0 343.0

24.0 32.300 31 .200 30DOO 28.780 31300 30,820 28.900 28.650

0.326 0.691 0321 0325
736 12.16 72 2 8.34
200 200 0.95

7.6220 7.6216 7.6215
S62-48
42AOO I
35242 -7.158
Santa Clara (0011096.00)
Master Plan Addendum Report 4 Appendix BFigure B-3: Deficiency ID D3 Profile (Existing PWWF) – Cabrillo Avenue Nobili Avenue
Cabrillo Avenue Nobili Avenue
- - " - " 1 I ..

78.0 -
r--- I

76.0 - r---74.0 -
r-----====::=:: 72.0 - 70.0 - ...
" 68.0 -
Jc "'

66.0 -64.0 -62.0 -60.0 -

58.0 - t;: 0 N

56.0 ii; ii; ii; ii; ii; ii; ii; I I I I I I I
ft 0 54 264 564 77 1 1200 1593 1893 2347
Link 541-14.1 541-1 5.1 54 1-1 6.1 541·18.1 541·19.1 54 1·20.1 541·9.1 length (ft) 54.0 09.6 00.3 207.0 404.0 392.9 300.6 453.2 I width (in) 8.oj 8 .0 8 .0 8.0 ., 8.0 8.0 2 1.0 2 1.0
us inv (ft AD) 68.740 67.920 67.020 . 66.290 64.730 58.320 57.600 ds inv (ft AD) 67.920 67.020 66.350 B 64.730 59.770 57.600 56.440 grad (96) 0.648 0.391 0.300 0.324 0.386 1.262 0.240 0.256 pfc(MG D) 0.63 0.49 0.43 0.44 0.49 0.88 5.01 5.18
sure 2.00 2.00 2.00 2.00 2.00 0.72 0.38 0.38
DS depth (ft) 5.990 5.899 4.139 2.933 0.511 0.480 0.664 0.598 D5 flow(MGD) 0.6920 0.7227 0.7290 0.7401 0.7510 1.55 13 1.5744 Node S41-14 S41 - 15 541 -16 S4 1- 17 54 1-18 S41- 19 S4 1-20 S41-9 S5 1-69 ground (ft AD) 74.370 73.320 llITT90 70.880 9.470 68.460 66.900 level (ft AD) 75.528 73.818 71.1 57 69.281 69.028 65 .2 24 58.992 S8.264 57.038 flood dep (ft) ·1.012 ·O.S52 ·2.163 ·3.4 19 ·3.662 ·S.6S6 ·10.478 ·10.196 ·9.862 Santa Clara (0011096.00)
Master Plan Addendum Report 5 Appendix BFigure B-4: Deficiency ID D6 (Future PDWF) – Calabazas Creek Trunk Throttled sewer
Kifer Road

48.0 -

44.0 -42.0 - - ·t-----------< +--------------------~H--------------;+

40.0 -

36.0 -

34.0 - ·

32.0 - · 30.0 - ·

28.0 _ ..;ili'-----------'ili;,._ ____________________ ;,._ ___________ _,;,.__ ..;c. __ ;,._+---------------1-t--4+--------=========+-I ft
Link
length [ft)
width {in)
us inv (ft AD)
ds inv (ft AD)
grad [%)
pfc (MGDJ
sure
OS flow (M GD)
Node
ground [ft ADJ
level (ft AD)
flood dep (ft)

38.028 -9.712
S62 -52. 1
240.0

24.0 36.530 35.900

0.262

7.49 0.73

7.0852
240
S62-5 1

46.720

37.0S1
-9.669
562-51.1
503.0

35.900 32.300

0.716

10.92 0.79

7.0833
743
562-48

2.360

33.803
-8.557
S62-48. 1
307.0

32.300 31.300

0.326

7.36 0.78

7.0760
1050

55.0 24.0

31.200 30.720

30.820 30.270

0.691 0.682

12. 16 12.07

0.78 0.94

7.0736 7.0721

32.590
- 10.750

32.003 -12.587
S62-38.1
~ -0

30.000

28.900

0.321

7.22 0.98

7.0708

30.744
-13.156

4.0 8.34

0.87 30.237
- 14.428
S62-31.1
386.0

28.365

28.1 85

0.047

4.32 0.81

7.0705
562-29
4 1.385

29.245
- 12. 140
Santa Clara (0011096.00)
Master Plan Addendum Report 6 Appendix BFigure B-5: Deficiency ID D8 (Future PDWF) – Great America Parkway West Trunk Patrick-Henry
Tasman Drive
Drive
Mission College
Boulevard
Westside PSGreat America Parkway Great America Parkway
Lafayette Street
Interconnection #2
Interconnection #3

19.0 - I 17.0 -

15.0 -

13.0 -

11.0 -

9.0 7,0
..
" 5.0
3,0

1.0 -1.0
·3.0 -
-5.0 -
:::: ---·~1 _____ i~' ----~~~-·-···_··_···_··_···_-·i~·-· ·_··_···_··_···_··_--;~• ·_ ·_··_···_··_···_··~; _· --~+-~-··_··_···_··_···_···_-~---···_--~---;~··_·· ___ ···~~----~ ---~---+---1--~~---~---~----+-----+----+-+-I ft 0
link
length (ft)
width (in)
us inv (ft AD)
ds inv (ft AD)
grad(%)
pfc(MGDJ
OS flow (MGD)
Node
ground (ft AD)
level (ft AD)
flood dep (ft)

9.659
471.2

31.9 ·5.590
·6.040

0.095

9.65 5104-24. 1
470.3

31.9 ·6.490
•6,940

0.094 0.096

9.60 9.66
Santa Clara (0011096.00)
Master Plan Addendum Report 7 Appendix BFigure B-6: Deficiency ID D6 (Future PWWF) – Calabazas Creek Trunk Agate Drive
Kifer Road
Central Expressway
Scott Boulevard
See Figure B-7
Monroe Street

59.0-

54.0 -

49.0 -

44.0 -

39.0 -
"'

34.0 -

29.0 -24.D -

19.0 -
Unk
length (ft)
width (in)
us inv (ft AD)
ds inv (ft AD)
grad(%)
pic(MGDJ
DS flow(MGO)
Node
grour., (ft AD)
level (ft AD)
flood dep (ft)
ill
530

48.01 5

46.045

0.372

8.92 0.95

8.8474
S52-70

55.695

47.906
-8.125 -7.789
102
S52-52.1
446.0
24,0

46.045 44.065 44.285 41.530

0.356 0.568

8.73 11.02

0.92 1.00

8.8421 8.8392

53.185

45.926
-7.259
1522 1922 2114 2529 2769
552 -30.1 S62-53.1 S62-51.1
400.0 192.0 282.0 240.0 503.0

24.0 24,0

37.780 36.530 35.900 36.630 35.900 32.300

0.595 0.594 0.408 0.262 0.716
11 .28 11.27 9.34 7.49 10.92

1.00 1.00 1.00 2.00 1.00

8.8392 8.6903 8.6902 8.6902
i ; ill
3272
S62 -48.1
307.0

32.300

31.300 28.900

0.326 0.321

7.36 7.22

2.00 2.00

8.6902 8.6901

25.975

0.639 0.34 1

28.185

0.047

4.32 0.94

8.6901

16.00 11.70 11 .02

0.64 0.88 0.82

8.6912 9.7859
S62 -29

41.385

29.381
-12.004
572 -32

36.26S

25.513
- 10.752

21.665

0.499

14.14 1.00

9.7698

21.675 20.875

0.3 15

11.24 1.00

9.7676
c::
6780
12175-0
_
SSMH l.1
598.0

30.0 20.865

20.460

0.068

6.90 2.00

9.7740

33.965

23.743
-10.222
740
S72-17.l
629.0
30,0

20.460

19.580
0, 140

9.92 0.97

9.7852
S72 -11 .1
.181 .0

30.0 19.280

18.610

0.139

9.90 0.98

9.9064
7930 82 18
S72-8.1
288.0

30.0 30.0

18.610 18.207

0.1 40

9.92 9.92

0.97 0.97

9.9026
572-6.1
436.0

30.0 17.980

17.400

0.133

9.67 0.96

9.8964
8816
Santa Clara (0011096.00)
Master Plan Addendum Report 8 Appendix BFigure B-7: Deficiency ID D6 (Future PWWF) 2 of 2 – Calabazas Creek Trunk

48.0 -46.0 - -

44.0 -42.0 - -40.0 -
0 <
" 38.0--

36.0 -34.0 - -

32.0-
30,0 - -

28.0 ill
ft
Link
length (ft)
width (in)
us inv (ft AD)
ds inv (ft AD)
grad(%)
pfc{MGD)
sure
OS flow(MGD)
Node S62-52
ground (ft AD) 47.740
level (ft AD) 39.868
flood dep (ft) -7.872
S62-52.1
240.0

24.0 36.530

35.900

0.262

7.49 2.00

8.6902
240
S62-51
~6.720

38.835
-7.885
S62-51.t
503.0

35.900

32.300

0.716

10.92 1.00

8.6902
743
S62-48

42.360

36.315
-6.045
S62-48.1
307.0

32.300

31.300

0.326

7.36 2.00

8.6902

34.837 34.475
-8.503 -9.355

33.876
- 10.714
562-38.1
343.0

30.000

28.900

0.32 1

7.22 2.00

8.6901

31.852
- 12.048
Santa Clara (0011096.00)
Master Plan Addendum Report 9 Appendix BFigure B-8: Deficiency ID D8 (Future PWWF) – Great America Parkway West Trunk Tasman DriveGreat America Parkway
Patrick-Henry
Drive
Mission College
Boulevard
Westside PSGreat America Parkway
Lafayette Street
Interconnection #2
Interconnection #3
Cl
"

19.0 - I

17.0 -

15.0 - · 13.0 - -++------1 f-----1

9.0 7.0
,:= 5.0

3.0 1.0
-1.0 - -
-3.0
-5.0 - -+-----+-----,f-------+-------+-----+-----1
-1.0 - ·; m i i ·! ! l
-9.0 - -s•-· ____ ,_ ::: ___ _, .. ~---'r··----~,-------,-~---'rl- r----~- ---~,------,~~---,··----r-----',-----+---f-- -'r--'r----,~ -----,------+-----+----+--+-1 ft 0
Link
length (ft)
width (in)
us Inv (ft AD)
ds inv (ft AD) grad (96)
pfc (MGD)
sure
DS flow (MGD)
Node
ground (ft AD)
level (ft AD)
flood dep (ft)

9.047
-6.133

8.144
-7.926

7.499
-8.10 1

7.147
-8,003

6.782
-6.988

5.737
-7.553

4.862
-7.448

4.256
-7.164

3.694
-6.096

2.766
-6.2 14

1.796
-7.074

0.790
-7.870

0.001 -1.409
-17.999
-2.534
-12.184
47 1.2

31.9 ·S.590

6.040

0.095

9.65 -3.236 -8.096
S103-12.1
476.4

31.9 -6,040

6.490

0.094

9.60 2.00
-3.949
-12.409
-4.689 -5.292
-12.859
Santa Clara (0011096.00)
Master Plan Addendum Report 10 Appendix BFigure B-9: Modified Project E1 (Future PWWF) – Pomeroy Avenue, Homestead Road, and Kiely Boulevard Trunks Homestead
RoadPomeroy Avenue Homestead Road
Saratoga
CreekSaratoga Creek
Kiely
Boulevard
Benton
Street
Kiely Boulevard
Modified Project E1
Modified
Project E1
high level
diversion at
manhole
S22-55
)) )) )) . )) h ))) ))) ))) ))) ))) ))) ))) ))) ))) ))) ))) ))) ))) ))) I T • • - • • • T • • • • • r • • • • • • I 125.0 - r------_ I I I I
120.0 -
------
11 5.0 - =-
110.0 - ·
-------
------------ r--- r-----._ V
--------
,__
105.0 -
0 / --'-- -- < " 100.0 - ·· ----- ·:/ ------------------ ----------- ------ ------- -------------- ---- ------------- ----- r-- 95.0 _ ,, ---- ---- ------------------ ------- -------- --------------- ---- ------------- --------------- ------------------ ------------------ ------------ -- ,,1111L ,. -- 90.0 - --· --------- ----------- ---------- -------

85.0 - · 80.0 - I I Si ! ,:!: I::: .. 0 V, :;,: " V, .. N m .. s ffi ffi ffi N ffi N 75.0 - V, I I I I I 14~~

I I I I I I I
I

I I I I I
ft 0 339 652 929 11m 1824 219, 2540 3009 3164 3340 3629 4006 43 11 4649 4981 5353 5674 6185 6693 link 522·93.1 522·80.1 522·74. 1 522·46.1 522·48. 1 522·49.1 522·50.1 522·51.1 523·18.1 523·12.1 523·13.1 523·14.1 523-6.1 523-4.1 523·1.1 533·79.1 533·75.1 length (ft) 338.7 313.6 276.3 179.5 313.4 320.0 367.0 348.7 468.9 IV 1K6J 289.0 Ii 254.5 304.8 337.8 332.9 371.5 320.9 511.1 508.0 width (in) 15.0 15.0 15.0 15.0 21.0 21.0 21.0 21.0 21.0 J21.o 21 .0 21 .0 1.0 4.0 24.0 4.0 4.0 4.0 24.0 us inv (ft AD) . ~ 05.617 103.2 9~j ~oi~ ~~66~j 96.3 10 92.650 1.640 89.110 .D30 86.010 84.940 83.9 2.1 10 80.230 7.650 ds inv (ft AD) 0 00 0 03.502 101.140 98.663 6.3 10 93.300 91.640 90.150 88.030 6.110 84.940 83.990 2. 110 0.230 77.650 5.380 grad (%) 0.555 0.472 0.206 0.401 0.675 0.675 0.675 0.675 0.642 0.420 -

0.575 0.515 0.424 0.630 0.3 17 0.285 0.506 0.586 0.505 0.447 pfc(MGD) 3. 11 2.87 1.90 2.64 8.41 8.41 8.41 8.41 8.21 6.64 7.77 7.35 9.43 6.67 8.13 8.23 7.81 10.40 11 .19 10.39 9.77 sure 0.59 0.80 0.79 0.97 0.73 0.73 0.73 0.79 1.00 2.00 1.00 1.00 1.00 2.00 1.00 0.95 0.88 0.69 0.72 0.83 1.00 D5 depth (ft) 0.732 1.000 0.934 1.207 1.281 1.270 1.274 1.378 1.971 1.733 1.786 1.774 1.7 10 1.974 1.781 1.405 1.333 1.437 1.665 2.054 D5 flow (MGD) 1.8298 1.8342 1.8372 1.9029 · 7.0484 7.0484 7.0484 7.1208 7.1217 7.1225 7.1235 7.3183 7.3202 8.4186 8.4 184 8.4293 8.537 1 8.6366 8.6958 Node 522·80 522-74 522·69 522-49 S22·50 522-5 1 522·52 523- 18 523- 13 523- 14 523·6 523-4 523- 1 S33·79 533·75 S33·63 ground (ft AD) 12 1.830 . I IEI IHI 14.370 11 .750 09.9 10 . . 00.820 9.510 97.800 96.390 94.620 92. 130 89.040 87.890 level (ft AD) 113.712 11 2.499 102.407 99.934 97.685 95.260 93.418 89.731 88.061 86.719 85.393 83.441 8 1.665 79.313 77.43 1 flood de p (ft) ·8.118 ·7.401 ·7.666 · 11 .963 · 11 .816 ·12.225 ·11 .730 ·11 .532 ·11 .089 · 11.449 · 11.08 1 ·10.997 ·11.1 79 ·10.465 ·9.727 ·10.459 Appendix C – Capacity Improvement
Alternatives Profiles
Santa Clara (0011096.00)
Master Plan Addendum Report 1 Appendix CFigure C-1: Original Alternative 1 Profile Calabazas Creek Trunk (Future 2035 PWWF) Lakeside Drive
Agate Drive
Kifer Road
Central Expressway
Scott Boulevard
Project P6
Alternative
Throttled
sewers
Original
Alternative 1
CIPP lined
sewers
MH S73-6 (upstream
of Hwy 101 crossing)
Sewers with
pipe cover < 6 ft
Calabazas Creek Calabazas Creek

53.0 -

23.0 -

18.0 -
;tC:l ;

13.0 -..,ei~ ~i'----'r~----"~i--t----~'r-----"~.+~ii----ii-.-----'r~------irt---,,------"i-----'r---+t-------'r~-----+t-------'r---i'--r-----'rrll----r---rlf--111------+------tt-l ft
Ltnk length (ft)
width {in)
us inv {ft AD)
ds inv (ft AD)
grad (%)
pfc (MGDJ
sure
DS flow (MGDJ
Node
ground (ft ADJ
level (ft ADJ
fl ood dep (ft)
415 655

37.339
·9.381
1158

34.395
·7.965
146

28.74 1
·12.644

26. 104
·10. 161
598.0

30.0 20.865

20.460

0.068

6.90 24.202
·9.763
4666

23.307
·8.943
S72·17.1
629.0

30.0 20.460

19.580

0.1 40

9.92 22.358
·5.922

21.339
·5.1 71

20.626
-3.454
S72·3.1
377.0 191.

30.0 30.0

16.600

16.0 76

0.139 0.139

9.89 9.89

0.91 18.969 18.371 18.045
·4.231 ·6.029 ·6.955
S72·5. 1
6 19.0

30.0 15.810

14.940

0.141

9.94 0.89

10.3429
S73·5

25.400

16.999
·8.401
S73·5.1
600.0

30.0 14.940

14. 120

0.137

9.80 0.81

10.3631
S73·6

26.200

15.830
·10.370
Santa Clara (0011096.00)
Master Plan Addendum Report 2 Appendix CFigure C-2: Final Alternative 1 Profile Calabazas Creek Trunk (Future 2035 PWWF) Sewers with throttle surcharge
and pipe cover < 6 ft. It is
recommended City survey
manholes between MH S72-17
and S73-6 to confirm pipe cover.

Alternative 1
Agate Drive
Kifer Road
Central Expressway
Scott Boulevard
Lakeside Drive
MH S73-6 (upstream
of Hwy 101 crossing)
Calabazas Creek Calabazas Creek

53.0-

48.0 - · 43.0 -

38.0 - -·
Sl
.J= 33.0 - --

28.0 -

23.0 -

18.0 -
link
length (ft)
width (in)
us inv (ft AD)
ds inv {ft AD) grad(%)
pfc(MGD)
sure
DS flow{MGD)
Node
ground (ft AD)
level (ft AD)
flood dep (ft)
;
415 655
240.0

24.0 36.530 35.900

0.262

7.49 37.339 -9.381
S62·51.1
S03.0

35.900 32.300

0.716

10.92 .,
11 58

34.39S
-7.965

27.0 27.0

28.365 27.105

27. 105 25.975

0.327 0.327
11 .44 11.44

0.67 28.620
-12.765
4666

27.0 27.0 27.0 27.0 36.0

24.795 23.665 21.675 20.865

23.665 21.665 20.875 20.460

0.341 0.303 0.499 0.315 0.068
11 .70 11 .02 14.14 11.24 11 .22

0.87 0.74 0.98 1.00 0.75

25.171 23.113 22.712
-11.094 -10.852 -9.538
1 529 5816
S72·17. 1 S72-11.1 S72-8.1 S72-6. 1 S82·9.1 S72·3. 1 S72-5. 1 S73-5. 1 629.0 48 1.0 288.0 436.0 482.0 377.0 191.0 619.0 600.0

36.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0

20.460 19.280 18.610 17.980 17.240 16.600 15.810 14.940

19.580 18.610 18.207 17.400 16.600 16.076 14.940 14.120

0.140 0.139 0.140 0.133 0.133 0.139 0.139 0.14 1 0.137

16.13 9.90 9.92 9.92 9.67 9.66 9.89 9.89 9.94 9.80

0.93 2.00 2.00 2.00 2.00 0.98 0.94 0.91 0.89 0.81

10.1729 10.1713 10.3435 10.3639
S82-9 S72-3 S72-4 S72-5 S73-5 S73-6

23.200 24.400 25.000 25.400 26.200

22.359 21 .339 20.626 18.969 18.371 18.045 16.999 15.830 -5.92 1 -5.171 -3.454 -4.23 1 -6.029 -6.955 -8.401 -10.370 Santa Clara (0011096.00)
Master Plan Addendum Report 3 Appendix CFigure C-3: Alternative 2 Profile Calabazas Creek Trunk (Future 2035 PWWF) Project P6
Alternative
CIPP lined
sewers
Agate Drive
Kifer Road
Central Expressway
Scott Boulevard
Lakeside Drive
MH S73-6 (upstream
of Hwy 101 crossing)
- - - - l
I I '1 I I I I I 53.0- I I
r48.0 -
-----~--- r---

43.0 - rl iii ~ -- I

38.0 ,----------- -------------- ---------------- -------------- -= - ---- Cl < --- '------ r:::::: - " 33.0 - -- ---- --------------- ~ ---------------- -------------- ·-------- --------------- ---------------- ----------

28.0 - I'\\ Dur -- t-- ;;;;::-._ l - j ---- 23.0 - - L I I ... I :c :c l 18.0 - ;\ ! - - L m N 0 ; ; 91 91 ; 0 i IC IC - 13.0 I I I I I ,~ II 19), I I 3017 I 37i9 I I I I 67~ I I I I ft 0 133 4 15 655 11 58 2404 275 3398 40 4666 529 5816 6104 7208 7585 7776 8395 89 5 Link S 2-51.1 S62-48.1 S62-38.1 562-31.1 S62-29.1 S72-32.1 572-17.1 S72-11.1 572-8.1 572-6. 1 582-9. 1 S72-3.1 572-5.1 573-5.1 lenglh (ft) i 282.0 240.0 03.0 307.0 343.0 l3s6]) 205.0 - -- 598.0 629.0 481 .0 288.0 436.0 482.0 377.0 19W 6 19.0 600.0 width (in) 24.0 , 24.0 -- -- :: CliiJ -- 27.0 27.0 27.0 127.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 us inv (ft AD) 37.780 36.530 35.900 32.300 30.000 28.365 ~~-185 j 24.795 23.665 21.675 20.865 20.460 19.280 ~8.610 17.980 17.240 16.600 15.810 14.940 ds inv (ft AD) 36.630 lill2ll. 32.300 31.300 28.900 28.1 85 5.975 23.665 21.665 20.875 0.460 19.580 18.610 18.207 17.400 16.600 16.076 14.940 14.120 grad (96) 0.408 0.262 0.716 0.326 0.32 1 0.047 0.639 0.34 1 0.303 0.499 0.315 0.068 0.140 0.139 0.140 0.133 0.133 0.139 0.139 0.141 0.137 pfc(MGD) 9.34 7.49 10.92 7.36 7.22 4.32 16.00 11.70 11.02 14.14 11.24 6.90 9.92 9.90 9.92 9.92 9.67 9.66 9.89 9.89 9.94 9.80 sure 0.71 0.73 1.00 1.00 0.99 0.81 0.52 0.74 0.65 0.80 0.94 0.83 0.70 0.72 0.72 0.73 0 .72 0 .72 0.73 0.72 0.72 0.70 DS fl ow{MGD) 7.1586 7.1586 7.1565 7.1563 7. 1562 7.1561 7.1564 8.3127 8.3 184 8.3174 8.3349 8.3609 8.4904 8.4902 8.4898 8.4894 8.4889 8.6434 8.6602 Node S62-51 S62-48 S62-29 S72-32 S72-17 S72-12 S72-8 S72-6 S82-9 S72-3 S72-4 S72-5 S73-5 S73-6 ground (ft AD) El - I~ El IEl El IS 4 1.385 rHl El 36.265 EI IEI El 1[3f%5] 32.250 ~ IEl 23. 200 24.400 25.000 25.400 26.200 level {ft AD) 37.070 34.440 29.254 24.941 22.958 22.230 21.253 20.413 19.793 18.406 17.893 17.620 16.715 15.526 flood dep (ft) -9.650 -7.920 -12.131 -11.324 -10.020 -7.027 -6.097 -4.287 -4.794 -6.507 -7.380 -8.685 -10.674 Santa Clara (0011096.00)
Master Plan Addendum Report 4 Appendix CFigure C-4: Alternative 2 Profile Machado Avenue and Chromite Drive Trunks (Future 2035 PWWF) Monroe Street
Bowers Avenue
Kentworth Way
Machado Avenue
Calabazas Blvd Machado Avenue Monroe Street Chromite Drive Chromite Drive Alternative 2
Alternative 2
weir
Weir diversion to
Bowers Avenue
L
r - r r r r

62.0 -
r-------._ I I I I I 60.0 -
--r---- I I"' 58.0 - 56.0 - ------- 54.0 -~ ------ ----------- -------------- '\. 52.0 ------ ----------- ------------------- --
-
---A 50.0 -

48.0 - \ -
0 < 46.0 -
--- ;;.::::-..._ \ --
" 44.0 -
f--

42.0 -40.0 - c--.

38.0 - I 1- 36.0 -

34.0 ----- ------- - ---- ---------- -----------

32.0 ----- ------- -- -------------- ------------
N % ! ! ! 2 0 30.0 - , m

28.0 V, I I I I I I I I I I I
I ';(

I I I I I
ft 0 9 631 747 913 1313 1713 2109 2383 2692 310 1 3464 3873 4 14 1 42 5 4574 4685 482 5145 5313 Link 542- 12.1 S52-94.1 552-86. 1 S52-87.1 S52-80.1 S52-79.1 S52-65.1 553-44. 1 553- 103.1 S53-9.1 S53 -106.2 S53-24. 1 length (ft) 569.4 - 116.o 166.3 400.0 400.0 396.0 274.0 309.0 409.0 363.0 409.0 268.0 111.s 294.2 ·I" ,..._ 142.0 282.8 16M] width (in) ,....;. 21.0 2 1.0 2 1.0 21 .0 21.0 24.0 24.0 4.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0 us inv (ft AD) 53.075 48.750 48.390 47.590 46.790 44.920 44.220 43.610 42.990 42.450 4 1.780 41.010 39.840 39. 11 0 38.580 ds inv (ft AD) 50.909 48.400. 47.600 46.800 45. 170 44.230 43.710 43.000 42.450 4 1.790 4 1.390 4 0 39.460 38.580 38.070 grad (%) 0.380 0.198 0.210 0.198 0.198 0.409 0.252 0.1 65 0.149 0.149 0. 16 1 0.146 0.215 0.282 0.268 0.187 0.304 pfc (MGD) 9.02 4.56 4.70 4.55 4.55 6.55 7.34 5.94 5.65 5.64 5.87 5.58 6.77 7.77 7.56 6.33 8.06 sure 0.83 0.74 0.75 0.75 0.73 0.65 0.87 0.95 0.99 0.97 0.93 0.85 0.74 0.72 0.71 0.81 0.82 DS flow(MGD) 8.9035 4.1379 4.1485 4.1 S95 4.1662 4.8686 4.9208 5.8390 5.8434 6.3283 6.331 5 6.4040 6.5172 6.5141 6.5313 Node S42-12 Xl S52-94 S52-86 S52-87 S52-80 S52-79 S52-65 S53-44 S53-103 S53-9 S53-40 S53-25 ground (ft AD) 6 1.575 59. 150 58. 180 56.420 55. 11 0 55.500 53.840 52.430 51.820 50.720 49.310 48.600 48.750 level (ft AD) 54.751 52.244 49.704 48.875 47.809 46.307 45.975 45.611 44.93 5 44.323 43.484 42.881 41.619 40.084 flood dep (ft) -6.824 -6.906 -8.476 -7.545 -7.301 -9. 193 -7.865 -6.819 -6.885 -6.397 -5.826 -7.839 -5.341 -6. 98 1 -8.649 -8.666 Santa Clara (0011096.00)
Master Plan Addendum Report 5 Appendix CFigure C-5: Alternative 2 Profile Chromite Drive, South Drive, San Tomas Aquino Creek Trail, and Walsh Avenue Trunks (Future 2035 PWWF) Bowers
Avenue
Chromite Drive
Weir diversion to
Bowers Avenue
Kentworth Way
South Drive
San Tomas Aquino
Creek Crossing
Walsh Avenue
I

52.0 -

50.0 I I 11

48.0 -
--

46.0 - -

44.0 -

42.0 - -
\ ___......--.u.~...;;;;,----rr----- ---
- ~
......,.,
_
..,.,.,..LJ.....,.,. __,........ ________ :::::::::::::::::::::::::::: ::::::::::::::::::::::::H----++------++I"'-. __ ,.__ __ : __ : -~ =~ = / L t------l/--1 =s

40.0 -

38.0 ---+----t---1------------------- - ----------- ~I------+= - - -- ------------------ ------------------ -1------t+ " 36.0 - -< " 34.0 ---t----1f--+ ------------------- - -1-----1--- --t-- --/ ------------- --------------1------1------+-- --I

32.0 -

30.0 -
26 28.0
.0
--
-

24.0 -

22.0 -

20.0 -
180 "' g g 2 f?l Kl Y ; I ; ; S! 'r I 1 Y Si: ~. in
16:0 ---':m'-----':m!--':m;,-___ ;,m+ ;,"' ~--'m>;'.· ./-----':a'----',;!----':t?i'----;,t?i __ -;,~'-------':t?i'-------':t?i'----'t?i ;c..,t?i ,;,--;~'----'t?i >;'. ' ~---1-,;,- t?i ___ ,;,- t?i ___ ;,ill~-----;,~___: __ .,:~;-------"~;'------'·;'-· --~;,· -I ft o 268 3~1 100 81 1 95, 1211 1439 1638 1854 2082 2455 2829 3040 I 3236 344~ 37'.i.l 4084 4384 Link
length (ft)
width (in)
us inv (ft AD)
ds inv (ft AD)
grad (96)
pie (MGD)
sure
D5 flow(MGD)
Node
ground (ft AD)
level (ft AD)
flood dep (ft)
553-9.1
268.0

24.0 24.0

41.780

41.390

0. 146

5.58 6.77

0.85 0.74

6.33 15
-7.839
553-106.2
294.2
24 .0
4 1.010 40.180

0.282

7.77 0.72

6.4040
-: 142.0
- 24.0
- 0.268

7.56 0.71
553-24.1 554-42.2 554-87.1
282.8 I [i6M) 199.1 2 15.4 228.3

24.0 24.0 27.0 27.0 27.0

39. 110 38.580 37.820 37.670 37.500

38.580 37.670 37.500 37.310

0. 187 0.304 0.075 0.079 0.083

6.33 8.06 5.49 5.62 5.78

0.81 0.82 0.84 0.82 0.80

6.5141 6.5313 5.6558 5.6578 5.6639
553-25 554-42 554-87 554-88

48.750 I~ 48.200 48.200

40.084
-8.666

39.5 30 39.333 39.101
-9.270 -8.867 -9.099
554-88.1
373.3

27.0 37.310 37.020

0.078

5.58 0.79

5.6621
554-89

48.300

38.757
-9.543
554-89.1
373.3

27.0 37.020 36.720

0.080

5.67 0.77

5.6608
554-90.1
211.0

27.0 36.720 36.550

0.081

5.68 0.71

5.6602
554-90

48.000

38.377
-9.623
[• 27.0
_
I
554-92.1
210.9

30.0 36.250 36.226

0.01 1

8.76 2.83

0.67 0.60

5.6593
554-94.2
264.2

15.2 16.750 16.750

0.000

0.00 2.00

5.2952
554-96.1
297.6

7.0 31.430

31.190

0.081

5.68 0.76

5.6544
554-97.1
299.5

27.0 31.190 30.880

0.104

6.44 0.74

5.6494
554-97

48.730

32.839
-15.891
554-98

48.730

32.535
-16.195
554-98.1
4 11.4

27.0 30.880 30.450

0. 105

6.47 0.75

5.6413
4795
555-47.1
275.0

27.0 30.450 30. 170

0. 102

6.39 0.75

5.6363
5070
555-47

43.500

32.126
-11.373
555-48

48.730

31.855
-16.875
555-48.1
488.5

30.0 29.920 29.660

0.053

6.12 0.77

5.6283
5558
555-49

48.730

31.594
-17.136
555-49.1
450.0

30.0 29.660 29.430

0.051

5.99 0.77

5.6221
6008 6241
555-50.1
232.8

30.0 29.430 29.3 10

0.052

6.02 0.77

5.6196
555-50

48.730

31.350
-17.380
Santa Clara (0011096.00)
Master Plan Addendum Report 6 Appendix CFigure C-6: Alternative 2 Great America Parkway West Trunk (Future 2035 PWWF) Patrick-Henry
Tasman Drive
Drive
Mission College
Boulevard
Westside PSGreat America Parkway Great America Parkway
Lafayette Street
Interconnection #2
Interconnection #3

19.0 -17.0 -15.0 -

13.0 -11 .0 -

9.0 7.0
Cl
"' -t' 5.0

3.0 1.0
-1.0
·3.0 -
·5.0 -
-7.0 - -~-,-----=----~--------------··u;i··---------------~ ------------------~----------- ------------,: -----------------~ -----------------~ -------------------r9 --------------------,- -------------- t-----t t-----t t----H ----------------- --
; ; ~; m ·9.0 - -=;-----,'------ii------,'-----,'-----'T----'rt--'i------'i-----,'-----'i------=;-----,'-----i~---+---+- --'i-ii------'r-----'i------+----t----t-+--1 ft
Link
length (ft)
wi dth (in)
us inv (ft AD)
ds inv (ft AD)
grad (%)
pfc(MGD)
DS flow (MGD)
Node
ground (ft AD)
level (ft AD)
flood dep (ft)

9.856 8.873
-6.307

7.828
-8.242

6.619
-8.981

6.3 12
-8.838

5.993
-7.777

5.048
-8.242

4.2 10
-8.100

3.638
-7.782

3.100
-6.690

2.2 16
-6.764

1.298
-7.572

0.357
-8.303
-0.370 -1.699
-18.370
7288
S103-12.1
471 .2 476.4

31.9 31.9

5.590 ·6.04
•. 4

0.095 0.094

9.65 9.60

1.00 -2.713 -3.375 -4.055 -4.763 -5.368
-12.363 ·8.235 -12.515 -12.933
Santa Clara (0011096.00)
Master Plan Addendum Report 7 Appendix CFigure C-7: Original Alternative 3 Calabazas Creek Trunk Profile (Future 2035 PWWF) Original
Alternative 3
Agate Drive
Kifer Road
Central Expressway
Scott Boulevard
Lakeside Drive
MH S73-6 (upstream
of Hwy 101 crossing)
19-in constriction
upsized to 27-in
Sewers with throttle surcharge
and pipe cover < 6 ft. It is
recommended City survey
manholes between MH S72-17
and S73-6 to confirm pipe cover.

53.0- I

48.0 -

43.0 - -

38.0 - --

28.0 - -23.0 -

18.0 -
Link
length (ft)
width (in)
us inv {ft AD)
ds inv (ft AD)
grad (%)
pfc (MGD)
sure
DS flow(MGD)
Node
ground (ft AD)
level {ft AD)
flood dep (ft)
;;; ., 0
415 655 11 58 146
S62·51.1
240.0 503.0

4.0 36.530 35.900

35.900 32.300

0.262 0.716

7.49 26.104
- 10. 16 1
598.0

30.0 20.865

20.460

0.068

6.90 2.00

24.202
·9.763
4666

23.307
-8.943
S72·17.1
629.0

30.0 20.460

19.580

0.140

9.92 2.00
529

22.358
·5.922
S72·11 .1
481.0

30.0 19.280

18.610

0.139

9.90 2.00

21.339
-S.171

20.626
-3.454
482.0

30.0 17.240

16.600

0.133

9.66 0.98
S72·3.1
377.0 191.0

30.0 30.0

16.600

16.076

0.139 0.139

9.89 9.89

0.94 0.91
S72·5.1
619.0

30.0 15.810

14.940

0.141

9. 94

0.89 S73·5.1
600.0

30.0 14.940

14.120

0.137

9.80 0.8 1

10.1732 10.1713 10.3429 10.3631
S82 -9 S72 -3 S72-4 S72 -5 S73-5 S73-6

23.200 24.400 25.000 25.400 26.200

18.969 18.371 18.045 16.999 15.830
-4.231 -6.029 -6.955 -8.401 -10.370
Santa Clara (0011096.00)
Master Plan Addendum Report 8 Appendix CFigure C-8: Final Alternative 3 Calabazas Creek Trunk Profile (Future 2035 PWWF) Alternative 3
Agate Drive
Kifer Road
Central Expressway
Scott Boulevard
Lakeside Drive
MH S73-6 (upstream
of Hwy 101 crossing) Sewers with throttle surcharge and pipe cover < 6 ft. It is recommended City survey manholes between MH S72-17
and S73-6 to confirm pipe cover.

53.0- I

48.0 -43.0 -

38.0--
" <: " 33.0--- r--------,-------t _____________l _ _ L~

28.0 -

23.0 -

18.0 -
; i ! ~

13.0 - -,~- ~r---'r~---i•~• ----~',----i~r+-~'rr----,,-,1----'r---rl----~----i~---'r--llr------'r------+t------,---,---'r----'n,-----,----l--+-------+------H-I ft
link
length (ft)
width (in)
us Inv (ft AD)
ds inv (ft AD) grad (96)
pfc (MGD)
OS flow(MGD)
Node
ground (ft AD)
level (ft AD)
flood dep (ft)
0 133 415 655 11 58

34.395
-7.965
146

36.0 20.865

20.460

0.068
11 .22

0.75 25.172 23.113
-12.765 -11 .093
4666 529
572-17.1 S72-11.1
629.0 48 1.0

36.0 30.0

20.460 19.280

19.580 18.610

0.140 0.139

16.13 9.90

0.93 2.00

22.712 22.359
-9.538 -5.92 1
5816
S72-5.1 S73-5.1

91.0 619.0 600.0

30.0 30.0 30.0 30.0 30.0

17.240 6.600 15.810 14.940

16.600 16.076 14 .940 14.120

0.133 0.133 0.139 0.139 0.141 0.137

9.66 9.89 9.89 9.94 9.80 0.98 0.94 0.91 0.89 0.81

21.339 18.969 18.045 15.830
-5.171 -3.453 -4.23 1 -6.029 -6.955 -8.401 -10.370
Santa Clara (0011096.00)
Master Plan Addendum Report 9 Appendix CFigure C-9: Alternative 4 Profile El Camino Real Trunk (Future 2035 PWWF) Calabazas Blvd
El Camino Real
Bowers Avenue
Bowers Avenue
Alternative 4
0 "' "

88.0 -

86.0 -

84.0 -

82.0 -

80.0 -

78.0 -76.0 -74.0 -72.0 -70.0 -

68.0 -

66.0 -64.0 -

62.0 -

60.0 - 'T

58.0 a
ft 0 55
Link
length (ft) 55.0
width (in) 9.5
us inv (ft AD)
ds inv (ft AD)
grad (%)
pfc(MGD)
sure 1.00
OS flow{MGD)
Node
ground (ft AD)
level (ft AD)
flood dep (ft)
150

66.2 10.0

0.000 -

0.00 2.00
0 482 770
S32-6.1 S32-9.1 S32-10.1
308.0 288.0 318.4

15.0 15.0 15.0

6.040 5.590 4.780

5.590 74.780 74.180

0.1 46 0.281 0.188

1.60 2.21 1.81

0.78 0.74 0.74

1.6011 1.6368 1.6408
"I "1
a a
1424 1724 192 2034 2429 2711 3100
S33-2. 1 S33-3.1 S43-11 0.1 S43-106. 1 S43-94.1
300.2 20 5.0 395.4 282. 3 388.9

15.0 15.0 7.0 27.0 7.0

73.460 2.600 .810 62.580 60.510

72.600 2.170 2.580 60.510 8.750

0.215 0.286 0.210 0.564 0.733 0.453

1.94 2.24 1.9 1 15.03 17.14 13.47

0.71 0.71 0.71 0.72 0.81 0.79

1.6600 13.0338 13.0338 13.0337
-10.707
Santa Clara (0011096.00)
Master Plan Addendum Report 10 Appendix CFigure C-10: Initial Alternative 4 Profile (1 of 2) Calabazas Creek Trunk (Future 2035 PWWF) Agate Drive
Kifer Road
Central Expressway
Scott Boulevard
Lakeside Drive
MH S73-6 (upstream
of Hwy 101 crossing) Deficient sewer
See Figure C-11
I I l I l

53.0 - I I I I - I

48.0 -
------~---

43.0 -
II
-----
-= 1 38.0 - - ------------ ------- -------------- -------· Q
-----
----------
"' " 33.0 - -- ----- --------------· ------- -------------- ----------------- -------- --------- --

28.0 - ·
...... :::tu- t:::--.. u- 23.0 - - "" J l ,.. :,: :,: l i!i i!i 18.0 - N m 0 9· 91 I I - "' ~; - i i IC IC 13.0 Bi Bi ft 0 133 415 655 11 58 146 II 19'1- 2404 275 30~7 3398 37~9 40 1 4666 529 5816 6104 I 67~2 7208 7585 7776 8395 89 5 Link S62-51.1 S62-48.1 S62 -38.1 S62 -31.1 S62-29.1 S72 -32.1 12175-D _
SSMHl .1 S72 -17.1 S72-11 .1 S72-8.1 S72-6.1 S82 -9.1 S72 -3.1 S72-5.1 S73-5.1 length (ft) 282.0 240.0 503.0 07.0 343.0 86.0 20S:0 E 598.0 629.0 481.0 288.0 a 436.0 482.0 377.0 191.0 619.0 600.0 width {in} 24.0 24.0 27.0 27.0 27.0 30.0 30.0 30.0 30.0 30.~ 30.0 30.0 30.0 30.0 30.0 30.0 us inv (ft AD) 37.780 36.530 35.900 32.300 30.000 28.365 28.185 24.795 23.665 5 0.865 20.460 19.280 18.610 17.980 17.240 16.600 15.8 10 14.940 ds inv (ft AD) 36.630 35.900 32.300 31.300 28.900 28.185 25.975 23.665 21.665 ~0.875 0.460 19.580 18.610 18.207 17.400 16.600 16.076 14.940 14.120 grad (%) 0.408 0.262 0.716 0.326 0.321 0.047 0.639 0.341 0.303 0.499 0.315 0.068 0.140 0.139 0.140 0.133 0.133 0.139 0.139 0.141 0.137 pfc(MGDJ 9.34 7.49 10.92 7.36 7.22 4.32 16.00 11.70 11 .02 14.14 11.24 6.90 9.92 9.90 9.92 9.92 9.67 9.66 9.89 9.89 9.94 9.80 sure 0.74 0.77 1.00 2.00 2.00 0.84 0.54 0.76 0.66 0.86 0.98 0.87 0.72 0.76 0.76 0.76 0.75 0.75 0.75 0.75 0.74 0.72 OS flow(M GD) 7.5074 7.5067 7.5049 7.5048 7.5047 7.5047 7.505 1 8.6547 8.6602 8.6593 8.6768 8.6988 8.8208 8.817 1 8.8111 8.8079 8.8061 8.9666 8.9828 Node S62-51 S62-48 S62-29 S72-32 572- 17 572- 12 S72-8 S72-6 S82-9 S72-3 S72-4 S72-5 S73-5 S73-6 ground (ft AD) I~ Iii IS ll 11 4 1.385 ss 11 36.265 ii lEl EJ ~ 2.250 ~ l;l WlID - I~ 23.200 24.400 25.000 25.400 26.200 level (ft AD) 37. 171 35.065 29.284 24.978 23.040 22.272 21.343 20.497 19.877 18.469 17.949 17.668 16.764 15.64 1 floo d dep (ft) -9.549 -7.295 -12.101 -11.287 -9.978 -6.937 -6.013 -4.203 -4.73 1 -6.45 1 -7.332 -8.636 - 10.559 Santa Clara (0011096.00)
Master Plan Addendum Report 11 Appendix CFigure C-11: Initial Alternative 4 Profile (2 of 2) Calabazas Creek Trunk (Future 2035 PWWF) Kifer Road
Deficient sewer
(surcharge level = 1.06 ft
above pipe crown)

45.0 -

44.0 -42.0 -

40.0 - -

38.0 - ·
0 " " 36.0 -

34.0 -

32.0 - ·

30.0 28.0
ft 0
Link
length (ft)
width (in)
us inv (ft AD)
ds inv {ft AD)
grad (%)
pie (MGD)
sure
DS flow(MGD)
Node
ground (ft ADJ
level (ft AD)
flood dep (ft)
S62-48

2.360

35.065
-7.295

7.36 2.00

7.5048
307
S62-40.1

55.0 24.0

1.200

30.820

0.691

12.16 1.00

7. 5047
362

12.07 1.00

7.5047
t+----------------------------------1 · ---- ----------------- ---- 428 449
S62-38.1
343.0

30.000

28.900

0.321

7.22 2.00

7.5047
792 806 846 860
Santa Clara (0011096.00)
Master Plan Addendum Report 12 Appendix CFigure C-12: Initial Alternative 4 Profile Bowers Avenue Trunk (Future 2035 PWWF) 1 of 2 ECR
Bowers Avenue
Kifer Road
Chromite Drive
Monroe Street
Cabrillo AvenueBowers Avenue Bowers Avenue
Throttled
sewers

79.0 -74.0 -

69.0 -64.0 -

59.0 -
0 54.0 - -<
"

49.0 -44.0 -

39.0 -34.0 -

29.0 - ·

24.0 _,;,ffi'-4------.;'.---';;c• ___ _c;;,_ __ ,;,; __ _c;;,... _____ .;,__ __ ,;,; ___ ;,i~ ___ _c;;c. ---.;~;..-__ ;,_ a ___ ,;,~c_ _ _c~;c· ----':'-----"''-.;,...-..;,..4-____ __,__..;,.. __ _.;,4_,__+l---l--l----l-----"'"""''---1 ft
Link
length (ft)
width (in)
us inv (ft AD)
ds inv (ft AD)
grad (%)
pfc (MGDJ
sure
OS flow(MGD)
Node
ground (ft AD)
level (ft AD)
flood dep (ft)
0 87
Santa Clara (0011096.00)
Master Plan Addendum Report 13 Appendix CFigure C-13: Final Alternative 4 Profile Bowers Avenue and Great America Parkway East Trunk (Future 2035 PWWF) 2 of 2 Kifer Road
Bowers Avenue
E. Arques Avenue
Crossing under Hwy 101
Bowers Avenue Great America Parkway
Mission College Boulevard

47.0 -42.0 -

22.0 -

17.0 -

12.0 -
; 7.0
ft 39 18 4348 4812
Link S73-16. 1
le ngth (ft) 464.1
width (in) 33.0
us inv (ft AD) 14.600
ds inv (ft AD) 3.760
grad (96) 0.181
pfc (MGD) 19. 57 14. 54
sure 1.00 2.00
OS flow(M GD)
Node
ground (ft AD)
level (ft AD)
flood de (ft)
Santa Clara (0011096.00)
Master Plan Addendum Report 14 Appendix CFigure C-14: Final Alternative 4 Profile Bowers Avenue and GAP East Trunk (Future 2035 PWWF) Kifer Road
Bowers Avenue
E. Arques Avenue
Crossing under Hwy 101
Bowers Avenue Great America Parkway
Mission College Boulevard
Central Expressway
Cabrillo Avenue
Monroe Street
Chromite Drive
ECR Bowers Avenue
0 Alternative 4 «
"

82.0 -

77.0 -72.0 -

67.0 -62,0 -

57.0 -52,0 -

47.0 -42.0
37,0

32.0 27,0 22.0

17.0 12.0

7.0 ft
Link length (ft)
width (in)
us inv (ft AD)
ds inv {ft AD) grad (%)
pfc(MGD)
sure
OS flow(MGD)
Node
ground (ft AD)
level (ft AD)
flood dep (ft)
f· I I I I " • • • • • • • • • • T II I I I
------
-----
r-----
___
r--""
- r---. r--
"' ;i; iii :;i i;; ., ia ., l; ,:,; :;i "' ., & ;;;; ., a & & & & & & "' ffi "' "' ffi "' • II r· • T • I
I I
---------- ..-- '----
r----- --
J
I
a
i!: ::: I:: le isl
; ; ; m ; " ffi
I I •
r-- -
N
ffi ffi
•
"' "'
• T • •
I
• T • I I • I I II f
I I
r--. r--
ffi ffi
0 482 764 1153 1457 17'~ 2401 2727 3065 3442 3819 4138 4536 4862 5188 Ism II 6609 692 73~3 I 7801 821 8668 9052 9504 9849 10346 1 10773 11 28 1 11711 12175 12781 1322 135 83 1409~ 14;~1 I 395.4 38&9 t 33U

64.8 10 nr 60.5 10 - - IJ1.0L 21.0 J21.ol 1.a 1·1.0

62.sso l M -~

0.564 0.453 0.577

15.03 13.47 15.20

0.72 0.81 0.79 0.73 0.74
IB I
543-55.1 S53-21. 1 563-1.1
561.9

7.0 4.460

51.330

0.557

14.94 0.77

13.3354
1::~ 1:::l ~~9~1~1i;~~; 300 -l, ... r-1·-M--7t-:-:--;-331-:-:++3-:-o\-6•:+-3-;-o ..... 4~-o-:-t - J:~ I~ to11~} Ji~i I C :;::!~::::~~ J :~:::1 I f lf ID d l~ li Y1 f 0.560 0.510 0.625 0.517 0.527 0.307 0.408 0.335 0.431 0.385 0.546 0.547 - 0.291 0.354 0.287 0.17 1

14.99 14.29 15.83 14.40 14.53 14.68 16.94 15.33 17.41 16.45 19.59 19.62 14.3 1 15.78 18.3 1 14.13

City Council and Authorities ConcurrentAugust 16, 2022

City Council and Authorities Concurrent
August 16, 2022