Agenda packet — City Council and Authorities Concurrent, December 9, 2025 (part 12 of 13)

City of Santa Clara (0012307.00) Woodard & Curran, Inc.

Master Plan Report - Final August 2025
APPENDIX B: FLOW MONITORING DATA PLOTS
Woodard
~
&Curran

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 1 (S104-28, 36-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
I' 'I I ' p r 11f I
1-----!--------t--~ rl 11' ...
1-- - • ••••••••••••••••• • ••••••• • • ······'t-+----+----+-~~-.... _-~-~~---;--1---e l-----·i------.1···· .... ··r······· ... ...... .... .. ., . ·+ .... .. .... .. . ......................... ······l······· ................... T ..... i ... -- - , - - - .. : - - - - , , - i 1 , : il~III ... -. . : i- - i .. r :l J - -. ,:-) -- ., i IM ~ ~·· ..... , ... 1 _111 , ~ 1 .. .... 1 ••••••• t .. i ' .......... '.. . .. .. . .. . i . . ,.j 1·~11, .1 .: . I -~m' . . ·-' i- I .I 1 1 ·· .... ... . ... ... . ., ., .. ,.. .... ... .. . , I .. ~111:11 . , I I I' Mlll~lll llll ·1 •
' I I: ,;..__;...___;------,1 ' ·--111 --,'II.I 1]1111
- - - - ··· ···· - - - - ···· - -1- - ···· - - - -1 I- __

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 2 (S104-26, 33-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
I 11' ,.
'
----------,------------7
l-----r--1 , , , ,
l f -+- l l \ I' i ' - ,_ - - !- -~
' " I i 1 --' - - -- ~ ' 1 I I i
ui.11k.11 u 11 , 11111.1111·1 u m ~ ' • ' .. ,a-,- ,,,,, - ' 1 1 · ' ' ' \ ' ' ' ' '

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 3 (S104-30, 42-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
,- -------r--•,"'"l ·'lrl ·,nr,11 ~ _' 'P J711r , !
--+' --t----...
i 11'
r

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0.8 0.9

1.1 1.2

1.4 1.5
2/17 2/10 2/3 1/27 1/20 1/13 1/6 12/30 12/23 12/16
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
in) - 35, 24 - Site 4 (S94
Rain (in/hr) Flow 2014-15 (mgd) Flow 2022-23 (mgd)

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 5 (S83-21, 33-
Flow 2022-23 (mgd)
in)
Flow 2014-15 (mgd) Rain (in/hr)
......................................... __
!
!
: :
!
I
..................................... j .......................................... t ...... .. l :
i I
I I
] .......................................... i .......................................... 1 ......................................... .

I I
................................
_
... --=
....................................
~ ··--

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 6 (S83-22, 30-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
r
...
--- J ---- - ---. jf _ ~ -r - I ,, ~ I
I :
·························1,, .................. ,_
~ ~
...
.... .... ... .... ... .... ···I ... ..... ... ... ..... ... . . ........ .......... 1 ···. ···l ..................... ... ···l .................... .J ... ... ... ... ... .... .. . ................... ···, .............. ... ................. .... ......... .......... ... ! ! ! I
I I I i ~
,--"

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 7 (S105-34, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
" ' 'l I l ,, • p
'T,. I ' I"' • ' - ·····························--··--··--··--·· ·························· ···············!·········--··········--··--··--··--·· ······!···· ....................................... t ••••••• ..... . .. ···················+·································· .. ········? ............................................. !.,································--··--··--· ···········································!··············--···

I I ' ' ' I I
• I -
!
l
....... . ......................... ... ··········· ......... . .... ........ ..................................

I , ........................................... .... --'. .............................................. ····l---- ............................... . -

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 8 (S86-12, 30-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
'
'
'
'
-- -1
'
'
'
, .............. ..

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 9 (S72-17, 30-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
r
...
... ----------·· .............. _______________ _
...
• 1 .... 1\1. 1 1 ..... -1- ----- - 11 .... i1im1; •.. + ....... iU1· ........ ·r .......................... t· .... i" ...................................................... t ......... ...

I I ' I l •••• , ,
---- ! l - - r ---- -- ; -- ---- -_ . ... . . -; . .IM . . --:
i - ~--i i i i I
----- -i---- -r- ----1····----···· 1- ---···· -- --········---1- ······· ---1···· ----······· ---"

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 10 (S52-79, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
r !---- ; ~
I ~ --r ............... ..

I " ~ ------..___ ...............

I "
r-·· ............... .. . ........................ _________ ,__ _ ____,1---0 111 j I : "
I ~ ~ \
" •• , · 1Ull· ··· · . ) "
······················································-

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 11 (S53-40, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr) _L _L _L _L -
=---::2t_
j;..
............... ITit-E=
...................................................................................................................................................................

I--
--
.......................................... ! ..................... -
---
--
-
- ~ :
_
E"'___...--
r ...................... , ......................................... T ....................................... T ........................................ r ................ ...
1--" . .......................................... , .......................................... , .......................................... ,......... t

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 12 (S53-23, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
Note: 2022-23 flow data represent dry weather flow data collected in July 2023, as Site 12 was initially installed on the incorrect pipeline. r !----
--1---"
1-------+------t•
----------- ,--a
f --- - ---,-....----- 1---0
: --~
...... ·l· t .. ....................................... ~ ·~- ·~ ... ·~. ·ij ·\·~ ..... ..... .. ... ... ... ... ... ... .. ... ....... ... ... ... .... ... .... .. ... .... ... .... ... ... ... ... ..... . ......... ---~ ............ ........................... - --~--------------->-------·-r--o

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 13 (S53-54, 30-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
• ~1-1
~ -~-~-r-·~·-_·
_,_ -----,- ---_J_~ ---r~ ~ ~ ~ ]~ ~ I I ! ! I I ! I I - - - - - -r- - - - -1- -~ ~ ~ -- --i- ----r- ----,- ----i- ----r- ----r- - - - - - - -1- - - - - -1- . - - - ·• . - - ... .... ' -f .... -1~1 ,- -1-···· ..... - - -..... \ , - .............. ~. - - .. - -t-........... - -l , I -----+ ---f --- '11111 I i::, ' t J_ i I i I : •• I ' I ' • : 11 ' , 11 -- - - . .. .. .. ... . .. . .. .. - - - - .• ·• • I t ) ' I ! L:T : I .i •• : -! J '

I I I I
-----------------
1'1
1'1 I I
"" <••• I , ... •••• ... , '" ,., I ... , .... , ........ ••• , .. 1' "' , .. , ... ............ : ...
...... ···1··· '••··

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 14 (S54-16, 15-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
.........................................
.. 1
'i Ir • , I I ,.-.......,.-rl ..... f1'lgr. -,-, rl--r--1117ffr'r7T1• ; ! ! ! r-
............. . = ......................................................................................... - ................. . ! ! II I
I I
. I . .. ,.1... ..
,' I I I
' 1 I

I I I I
I I ' • 11 ... . .. .. , .. 1
.. . ... , ... ................... ....... 1. 1!1 ."' 1' ...... +. I ...................... • .. 1 ..I_ .' ... ·· ... ··· i'" .. . ... I I ..... .. .... ....... ' I 1
1 I I
.......... .... ... ... 1 ........... ...................... ...... . .......................

I
J. ..... . .. ..
..
,j . . 1;

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 15 (S65-50, 18-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
If 11
1----;;--------;--tt 1---t----··· ..... · .. · .. .... · .... · .... · · · · · ····tt------;------;---1 _____ _,____ ....................... ---••···--·-- ····--·----····· ... . .... ....... ............... . ...... ·--·--•-----.....---- -------·· .... ...... ······ I··· ........ ..................... ........................... .... ................... ............... .... .......... .

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 16 (S67-13, 27-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
r-,.-v-..,.~1111111n--,r-y-----i-----,.-..---"1-.r···················································- I 'r .. fll'' 'i r If 11 1'
- .. . ..... .... ... .......... ................... ........... ... .. ... . .... .. . .. ... . . . . 1 . I . . . .... . ................. ... .......... . ...... ..... ................. ........ . .. .......... . . iij1llll ,,__ 1
1~1 I 1
1 . 1 ll~l!I . , f m : , . ' . . . . . ... . .. .. . .. . . .. . ... .. .. ... .. ......... ........ .. . . 1 ... 1 ...... , ............. 1l···:1··. . .. , .. I . .. ··< ....... ....... ..................................... . .. ·······1 ••• i° I" ............... , ... . : I I jl I I 'I I
···· · ···· - - ... .... ... - - - - - - ... _ J - -- L. - . - - .......... - . 11 '" ( 'i-. 11, ••• :_I_ ...• ; •• -I _- I ' i'j I I I
. . . .
l I l I -

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 17 (S58-9, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
. ................. 'f .........
' ! "*"'* ......
--r-
--r --- 1 •

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 18 (S58-8, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
. 1 r '~ 1 r I
- - - - - -1- - - - -1- ---
- - - --r- - - --t- ---
- - - - - -r-- -···· -1- --- -
l i I
I,['" \ff 11
.. -. - ... -r - -- -: .. -"
~ l' .............................. r-···············-
ft
I •• ' I • f "
1 , Mrn11 1
, mr11 1'l
..... ...... i··· ' I
II • •
I
I
l I

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 19 (S21-18, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
I ,. 111 l. . 1 I • r.., fl '1 '" , 1'
. + .................. ....... r ... . ... . ....
. ...... .... . .. .......... . ...... ...... .. ... ...... .... .................... ........................... .. .. . ....... . .. . .. ... .. .. .. ~ ....... .. . ..

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 20 (S21-47, 18-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
1'
...
-- ,-- - --r-- -- -.. -..... -- - ---:
------- •···•"*'"' ......................................................... . ....................... .. ...
1--------<----11---H ·· ... ... . .. . .... .. .. ....... . . .... . .. . .. .. .. ... .. .. .. ... ... . .... ... .. . .. ............... ... . ... . ... . .. ... ....... ........ ... ... . ... ... ....... ...... ... . ...

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 21 (S23-6, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
I•· 1 117r " 1'
-------- ·--·· ...................... ,- ~-----------------<---.. .. ...... .... ... ..... .. ... r ·······
... . .. . . . . . .. - - T--- · r-- . r- - -t - •• • • • •••••• ---- --i----i ~ : : l . ~. ~ : ••• •• • • ~ . • • r __ . • . . • . . _ _ _ _ .• : : •· .... ·•· . : :
- : .. .. ... ·r-- .. ·--_Ji}l __ 111: .1. ■ Mil •• ·-

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 22 (S45-80, 18-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
I
I
I
... ....

I J I I J I - I
I I
' ' I ' 1 I ' ' • ' '
l

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 23 (S48-31, 18-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
I
:
:
' I
L- ................ __ _ ................ :, .. , 1---~--:--~ - ;1 I 11 .. .I.. ........ .
.............. ·- -··1 .......................... .......... ......... . ...... .. .. ... l .. I
I'
L I 11
I
. . ... . ............ ' ... . ,I
-~ .... ... 11 • .. '
II
IMnl I 111 11
II U U
.... -1 -}
r
11111 I I
\ 1:1
................... ........ 1 .......... , ... ............... .... .. .

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Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 24 (S63-1, 33-in)
Flow 2022-23 (mgd) Rain (in/hr)
,- ,~.,. I -■ .. -----------------------------.................................................. . !fl 11' II I ,r I" I I - - - - - -r- - - - -1-
1 I
.................................... l' I I ...................... · ........ ...... . .... ... ... .... . .. .... ... ..... .. .. .... .......... .... .... .. .. .... . .. . .... .. . ........ ... ... ... .... .... ... ... ... .......... .... ... ... ... .... ........... .... ... ... ... · ··••· ..... .............. ............. ....... . ......... ................. , .. ..... ...... . ..... . .... ..... .. ..... ........ .... ... .... .... . .. .... ... .... ... ..... ... ... ... .......... .... ..... ........................ ... .... ............................... ... .... ... .... ... .... .. ............... , ...... ...................... . . ... : ............ .
'"

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0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.0 5.0

1.0 2.0

3.0 4.0

5.0 6.0

7.0 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 25 (S57-56, 30-in)
Flow 2022-23 (mgd) Rain (in/hr)
I r. '1 l I I ' r-- r11 'I
11 r If 11 1'
..... ..
.. ~ .. ...
~
.... .... ...... ~ ......... .................
~
....................... .. ............... l ......... ~ t. ~
I ' l
~ t~ -- -- l .f il .. -l ~-l ·· . \ .. . f · .. , ........... ·r··· ... .... ... -~ ··-~.
. .... .. I ·r •• ~ •••• ~-
··r I ~ l , ~ ~ ~ ' I l
.... ... ... .... ... .... ... ... .. ... ... .. ......

Page 26 of 31 ends

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.0 5.0

0.2 0.4

0.6 0.8

1.0 1.2

1.4 1.6

1.8 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 26 (S52-87, 21-in)
Flow 2022-23 (mgd) Rain (in/hr)
,. Tl' I ' 'I ' , ,., ,, 111' I l ,r r i---: ______ ................ , 1.-------------1--- _ ______ ,. __ ~ ................... It---+------- _..,.._-- · •••••• ••••••••••• ····- ~-----,---;--~--- : 1-
- ~ - .. . . 1- . - . _I _ ! . -. -- ~-- - ~ ----- -~ -~-~ - - ~ - ]i--_ ------_-,~~~· .......... ............. ......... . ... . . ...... .................................... .... _ ____ _____ ····- - - - ... - - - - ...... - - - - .... ------ - - ... _L __ • ~ I-

Page 27 of 31 ends

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.0 5.0

0.1 0.1

0.2 0.2

0.3 0.3

0.4 0.4

0.5 0.5
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 27 (S43-2, 10-in)
Flow 2022-23 (mgd) Rain (in/hr)

Page 28 of 31 ends

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.0 5.0

0.2 0.4

0.6 0.8

1.0 1.2

1.4 1.6
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 28 (S53-46, 8-in)
Flow 2022-23 (mgd) Rain (in/hr)
1--- ••·----------------------------•>---------.,

Page 29 of 31 ends

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.0 5.0

0.2 0.4

0.6 0.8

1.0 1.2

1.4 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 29 (S21-55, 15-in)
Flow 2022-23 (mgd) Rain (in/hr)
l • ,.., ~ 11 ,. ' 1' !----
1 ~
~
...
~
...
~
........ ..... ................. .... --~-- .... .... . .... ... . .. --! ....... .... .. ...
~

Page 30 of 31 ends

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.00 5.0

0.02 0.04

0.06 0.08

0.10 0.12

0.14 0.16
12/12 12/19 12/26 1/2 1/9 1/16 1/23 1/30 2/6 2/13 2/20
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 30 (S72-33, 15-in)
Flow 2022-23 (mgd) Rain (in/hr)
........................ · · .. ····t----t--+-+ --·t·· ... ·········-· ..... .... ·t-----1

Page 31 of 31 ends

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.0 5.0

0.2 0.4

0.6 0.8

1.0 1.2

1.4 12/12 12/19 12/26 1/2 1/9 1/16 1/23 1/30 2/6 2/13 2/20 Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 31 (S65-50, 10-in)
Flow 2022-23 (mgd) Rain (in/hr)
···t··················
--·1
--r --r- ·r . .... ..... ···11-------!i--------i-------+------+-------+--------ii--------+-------I 'Santa Clara 2022/2023 Flow Monitoring:

Site 1 (S104-28, 36-in) - Level(in)
- Vel"(fps)
26 r 3_9
24 f 3,6
22_ 3.3
20 3.0
18 2,7
16 2,4
.. .,
-£ 14 "' 2,1 _g-
! ~ .i;
~ 12 .,
0 ·c 1.8 .2
..
>
10 1.5
8 1,2
6 0,9
4 0.6
2 0,3
0 0,0
12/16 12/23 12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 1 (S104-28, 36-in)

4.5 4.0

3.5 3.0
-., 2_5 .g-
~
'V
0 oi 2.0
>
1-5

1.0 o_s

0.0 0 3 6 9 12 15 18 21
Depth (in.)
.. ..
45 42
39 36
33 30
27 "ti 24
:§.
f 21 ..
0 18
15 12
9 6
Santa Clara 2022/2023 Flow Monitoring:

Site 2 (S104-26, 33-in} ;-
- Level(in)
- Vel(fp<)
4,5

4.2 3.9

3.6 3,0
2,7

1.8 1.5

1.2 0.9

0.6 0.3
0 '---------'----------------------------'--------- 0,0 12/16 12/23 12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 2 (S104-26, 33-in}

3.5 3.0

2.5 -;;;- 2.0
g
z,;.
·.;
C,
.; 1.5 > I

1.0 0.5

0.0 0 3 6 9 12 15 18 21 24 27
Depth (in.)
.. ..
39 36
33 30
27 24
i; 21
:§.
.c ii. 18 ..
0 15
12 9
6 0
12/16

4.0 3.5

3.0 2.5 •

1.5 1.0 •

0.5 12/23
Santa Clara 2022/2023 Flow Monitoring:

Site 3 (S104-30, 42-in) 3,9

3.6 3.3

3.0 2,7
2A
.. 2.1 CL
:!:.
lo
·o 1.8 .!!
..
>

1.5 1.2

0.9 0.6
0,3
0,0
12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 3 (S104-30, 42-in)
:.:
\ ..... ;.\~ .•.
1 0.0 +------------~-------.-------~-----+-------<
0 3 6 9
Depth (in.)
12 15 18
26 24
22 20
rn
16 .. ..
i; 14
!.
.r.
~ 12 ..

Q
'-1
~
z,;,
·.;
0 'ii
>
10 8
6 4
0 12/16

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 0
+
11/23
Santa Clara 2022/2023 Flow Monitoring:

Site 4 (S94-35, 24-in)
12/30 1/6 1/13
Santa Clara 2022/2023 Flow Monitoring:

Site 4 (S94-35, 24-in)
3 Depth (in.)
3,9
- Level (in)
- Vel(fp<) 3.6

3.3 3.0

2.7 2.4

1.5 1,2

0.9 0.6
0,3
0,0
1/20
6 .. .,
..c:
u
48 42
36 30
~ 24 .c

0. .,
Q
18 12
6 Santa Clara 2022/2023 Flow Monitoring:

Site 5 (583-21, 33-in)
4,8
- Level (in)
+ - Vel(fps)
~ 4.2

3.6 3,0

1.8 1.2

0.6 0 '---------'----------'----------'---------------'----____._ 0,0 12/16 12/23 12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 5 (583-21, 33-in)

5.0 4.5

4.0 3.5

3.0 ...
~
i!':' 2.5 'V
0 ai
> 2.0

1.5 1.0 I

0.5 0.0
0 3 6 9 12 15 18 21
Depth (in.)
.. ..
39 36
33 30
27 24
-5 21
:§.
'[ 18 ..
0 15
12 9
6 Santa Clara 2022/2023 Flow Monitoring:

Site 6 (S83-22, 30-in)
- Level (in)
- Vel(fps)
3,9

3.6 3.3

3.0 2,7

2.4 .. 2.1 l
z:,
·o 1.8 .!!

1.5 1.2

0.9 0.6
0,3
~
0 '----------'---------------'---------------'----~ I 0,0 12/16 12/23

4.0 3.5

3.0 2.5
...
g
z:, 2.0 'O
0 'ii
>

1.5 1.0

0.5 0.0
0 3
12/30 1/6 1/13
Date
Santa Clara 2022/2023 Flow Monitoring:
6 Site 6 (S83-22, 30-in)
9 Depth (in.)
. ,;:,• . . . . . :
12 ......
~"::-
..
, .
. ,:
1/20
J
15 18
Santa Clara 2022/2023 Flow Monitoring:

Site 7 (S105-34, 24-in)
30 6,0
- Level (in)
27 - Vel(fps) 5,4
24 4.8
21 4.2
l 11
I
18 I I 3.6 .. .. ..

I
.J: "- u :::. :§. 15
I

3.0 -~ .J:

Q. " I 0
.. oi 0 I >
12 2,4
I I
9 1.8
6 1.2
3 0,6
0 0,0
12/16 12/23 12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 7 (S105-34, 24-in)

5.0 4.5

4.0 3.5

3.0 -;;;-
g
z-;, 2.5 •·o
0 oi
>

2.0 1.5

1.0 0.5

0.0 0 6 9 12 15
Depth (in.)
.. ..
26 24

22. 2.0
rn
16 ~ 14
!
'[ 12 ..

Q
10 8
6 4
0 12/16
2,0

1.5 0.5 •
_L
12/23
Santa Clara 2022/2023 Flow Monitoring:

Site 8 (S86-12, 30-in)
- Level(in)
- Vel(fp<) 2.4
21 1.8

1.5 -;;-
"-
~
l;,
·o 1.2 ~ ..
>

0.9 0.6

0.3 0,0
12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 8 (S86-12, 30-in)
. .
/.·):_( .. ~ :' ,: . . .... ~' :,· :.: ·:. -: . . .. .

0.0 +-----...----~------.------.------,-----~----~---~
0 6 9 12
Depth (in.)
15 18 21 24
"' ..
39 36
33 30
27 24
ii 21
!
.r.
'6_ 18 ..
0 15
12 9
6 Santa Clara 2022/2023 Flow Monitoring:

Site 9 (S72-17, 30-in) -,--
- Level(in)
- Vel(fpsJ
+
+
3,9

3.6 3.3
3,0

2.7 2,4
.. 2.1 £;
l;>
·c 1.8 2

1.5 0.9

0.6 0,3
..
>
0 '---------"---------------'--------------'----~ 0,0
12/16
-;;;-
£:
l;>
·c
C,
.;
>
12/23

3.0 2.5 •

2.0 1.5

1.0 0.5
12/30 1/6 1/13
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 9 (S72-17, 30-in)
. .
;~ .:,rft
.
... •".::~.f'£]1 .. -;, .. " ....... ,,... • . ,.. ~
1/20

0.0 +--------------------.-------~-----+-------<
0 3 6 9
Depth (in.)
12 15 18
28 24
20 f 16 .r.
u
!
J::
~
~ 12
8 4
Santa Clara 2022/2023 Flow Monitoring:

Site 10 (S52-79, 24-in) - Level (in) 42

3.6 3.0

1.2 0.6
0 '---------'------------------------------'----~ 0.0
12/16 12/23 12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 10 (S52-79, 24-in)

4.5 4.0

3.5 3.0
-;;;- 2.5 ~
z,;.
·.;
C,
.; 2.0
>

1.5 1.0

0.5 0.0
0 3 6 9 12 15
Depth (in.)
.. ..
26 24

22. 20
18 16
-5 14
:§.
°[ 12 ..

Q
10 8
6 4
0 12/16

4.0 3.5

3.0 2.5 •

1.5 1.0 •

0.5 12/23
Santa Clara 2022/2023 Flow Monitoring:

Site 11 (S53-40, 24-in)
3,9
- Level (in)
3,6

3.3 30
2,7

2.4 .. 2.1 "- :!:.
l'
·o 1.8 .!!
..
>

1.5 1.2

0.9 0.6
0,3
0,0
12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 11 (S53-40, 24-in)

0.0 +-------------,...-------.-------~-----+-------<
0 3 6 9
Depth (in.)
12 15 18
.. ..
26 24
22 20
18 16
-£ 14
!
.r. a. 12 ..

Q
10 8
6 4
2 0
Santa Clara 2022/2023 Flow Monitoring:

Site 12 (S53-23, 24-in) -,--
Note: 2022-23 data represent dry weather data collected in July 202.3, u Site 12 wu initially iil5talled on the incorrect pipeline. 12/16 12/23 12/30 1/6 1/13

3.5 3.0

2.5 -;;;- 2.0
g
l:
·~
0 "i 1.5 >

1.0 0.5
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 12 (SS3-23, 24-in)
Note : 2022-23 data represent dry weather data collected in July 2023, as Site 12 was initially installed on the incorrect pipeline . 3,9
- Level (in)
- Vel(fp<J 3,6
.j.. 3.3
3,0

2.7 2.4

1.5 1.2

0.9 0.6

0.3 1/20

0.0 +---------------~------------------------------~
0 3 6 9
Depth (In.)
Santa Clara 2022/2023 Flow Monitoring:

Site 13 (S53-54, 30-in)
30 8.0
- Level(in)
27 - Vel(fp<) 7.2
24 6.4
21 5.6
18 4.8 ..
.. .. .J: CL u ~
~ ,s 4.0 -~ .J: .. Q. 0
.. 'ii
0 > 12 3.2
9 2.4
6 1.6
3 0.8
0 0,0
12/16 12/23 12(30 1/G 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 13 (S53-54, 30-in)

6.5 6.0

5.5 5.0

4.5 4.0
...
~ 3,5
z,;,
'V
0 3.0 'ii
>

2.5 2.0

1.5 1.0 -

0.5 0.0
0 6 9 12 15
Depth (in.)
.. ..
.J:!
u
24 21
18 15
~ , 2 .J:!
'6.
..
0 9
6 Santa Clara 2022/2023 Flow Monitoring:

Site 14 (554-16, 15-in)
5,6
J_ - Level (in)
- Vel(fps)

4.9 4.2
3,5

2.1 1,4

0.7 0 '----------'---------'---------'--------'--------'----~ 0,0 12/16 12/23

5.5 5.0

4.5 4.0

3.5 ..,
t 3.0
z,;.
'V
0 2.5 'ii
>

2.0 1.5

1.0 0.5

0.0 0
12/30 1/6 1/13
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 14 (554-16, 15-in)
3 Depth (in.)
1/20
6 ..

CL
l!:.
-;;;-
g
z,;.
·.;
C,
.;
>
26 24

22. 2.0
rn
16 10
8 6
4 Santa Clara 2022/2023 Flow Monitoring:

Site 15 (S65-50, 18-in) -,--
+
- Level(in)
- Vel(fpsJ
3,9

3.6 3.3
3,0

2.7 2,4

1.5 1.2

0.9 0.6
0,3
0 '---------'--------------------------------'----_____,. 0,0 12/16 12/23 12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 15 (S65-50, 18-in)

2.5 2.0

1.5 1.0

0.5 0.0 +---------------.--------------~-------------~
0 3 6 9
Depth (in.)
26 24

22. 2.0
rn
16 .. ..
-£ 14
!
.r. Q. 12. ..
0 10
8 6
4 2
0 12/16 12/23

2.5 2.0

1.5 -;;;-
g
l;>
•·o
0 -;
> 1.0

0.5 Santa Clara 2022/2023 Flow Monitoring:

Site 16 (S67-13, 27-in)
12/30 1/6 1/13
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 16 (S67-13, 27-in)
.,~· . : . 11 .• ••
:.. . . "" ..... "·.·:./i ,:h
• •. t.
~
':;.~•.t·. ff ... -~( ' • •
. . ~
1 .-io •• ; J
... -t:,·~=: .. ~
3,9
- Level (in)
- Vel(fp<) 3,6
l 3.3
3,0

2.7 2.4

2.1 gl;>
·c 1.8 ..2
..
>

1.5 1.2

0.9 0.6
0,3
0,0
1/20

0.0 +------------~-------.------~-----------------~
0 3 6 9 12 15 18 21
Depth (in.)
Santa Clara 2022/2023 Flow Monitoring:

Site 17 (SSS-9, 24-in)
26 3,9
- Level(in)
24 - Vel(fpsJ 3.6

22. ~-- 3.3

2.0 3,0
rn 2,7
16 + 2,4
.. .. .. ii 14 2.1 _g
! l;>
t 12. ·o 1.8 2 .. .. 0 >
10 1.5
8 1.2
6 0.9
4 0.6
2 0,3
0 0,0
12/16 12/23 12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 17 (S58-9, 24-in)

2.5 2.0

1.5 -;;;-
g
l;>
·o
C,
.;
>

1.0 0.5

0.0 +---------~-----------.-------------------~
0 3 6
Depth (in.)
9 12
.. ..
26 24

22. 20
18 16
"ti 14
:§.
°[ 12. ..
0 10
8 6
4 tSanta Clara 2022/2023 Flow Monitoring:

Site 18 (SS8-8, 24-in)
3,9
- Level (in)
- Vel(fps) 3,6

3.3 0.6

0.3 0 '---------'----------------------------'------'- 0,0 12/16 12/23 12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 18 (S58-8, 24-in)

3.5 3.0

2.5 -;;;- 2.0
~
z,;.
·.;
C,
.; 1.5 >

1.0 0.5

0.0 0 3 6 9 12 15
Depth (in.)
.. "'
..c
u
30 27
24 21
18 :§ 15 ..c

0. ..
0 12
9 6
Santa Clara 2022/2023 Flow Monitoring:

Site 19 (S21-18, 24-in)
6,0
5,4

4.8 4,2

3.6 "' CL
!!:.

3.0 .f
0 ~ 2.4

1.8 1.2
0,6
-~
0 '---------'----------'----------'--------'-------'----~ 0,0 12/16 12/23 12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 19 (S21-18, 24-in)

6.0 5.5

5.0 •

4.5 4.0
-;;, 3.5
~
;::, 3.0 ·.;
0 'ii
> 2.5

2.0 1.5

1.0 0.5

0.0 0 3 6 9 12 15
Depth (in.)
Santa Clara 2022/2023 Flow Monitoring:

Site 20 (S21-47, 18-in)

4.8 33 .---- - Level /in)
- Vel(fps)
30 -,... 4.2
27 3.6
24 21 3.0
.. .. .. .r. "-
:§_ 18 ~

2.4 .t .r. ... l ,s 0
'ii 0 >

1.8 12
I
9 l

1.2 6
3 0 0.0
12/16 12/23 12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 20 (S21-47, 18-in)

5.0 4.5

4.0 3.5

3.0 ...
~
i!':' 2.5 'V
0 'ii
> 2.0

1.5 1.0

0.5 0.0
0 3 6 9
Depth (in.)
.. ..
26 24

22. 20
18 16
-£ 14
:§.
.r; C. 12. ..

Q
10 8
6 4
Santa Clara 2022/2023 Flow Monitoring:

Site 21 (S23-6, 24-in) -,--
- Level (in)
- Vel(fps)
-,---
3,9

3.6 3.3
3,0

2.7 2,4
.. 2.1 gl;>
·c 1.8 E.

1.5 1.2

0.9 0.6

0.3 ..
>
0 ..__-------'---------------------------------'----~ 0,0 12/16 12/23

3.5 3.0

2.5 -;;;- 2.0
g
l;>
'C
C,
.; 1.5 >

1.0 0.5

0.0 0
12/30 1/6 1/13
Date
Santa Clara 2022/2023 Flow Monitoring:
3 Site 21 (S23-6, 24-in)
6 Depth (in.)
1/20
9 12
..
..
26 24
22 20
18 16
-£ 14
:§.
.:: a. 12 ..

Q
10 8
6 4
-,--
Santa Clara 2022/2023 Flow Monitoring:

Site 22 (S45-80, 18-in)
- Level(in)
- Vel(fp<)
3,9

3.6 3.3

3.0 2,4

1.5 1.2

0.9 0.6
0,3
0 ,..__ _____ ---'----------------'---------------'----~ 0,0 12/16 12/23

3.5 3.0

2.5 -;;, 2.0
~
~ ·.;
0 oi 1.5 >

1.0 0.5

0.0 0
12/30 1/6 1/13
Date
Santa Clara 2022/2023 Flow Monitoring:
3 Site 22 (S45-80, 18-in)
6 Depth (in.)
1/20
9 12
Santa Clara 2022/2023 Flow Monitoring:

Site 23 (S48-31 , 18-in)
26 3,9
- Level (in)
24 - Vel(fps) 3,6

22. 3.3
20 3.0
18 2,7
16 2.4
.. .. .. -5 14 2.1 g- :§. ?-
{ 12 ·o 1.8 .£ .. .. 0 >
10 1.5
8 1.2
6 0.9
4 0.6
2 0.3
0 0,0
12/16 12/23 12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 23 (S48-31, 18-in)

4.5 4.0

3.5 3.0
-;;;- 2.5 ~
z,;.
'O
C,
.; 2.0
>

1.5 1.0

0.5 0.0
0 3 6 9
Depth (in.)
Santa Clara 2022/2023 Flow Monitoring:

Site 24 (63-1, 33-in)
28 4,2
24 +-- 3.6
20 3.0
]' 16 2,4 -;;- ..c: "- u l!:.
:§. ?- ..c: ·o 0. 0
2j 12 1.8 ~
8 1.2
4 0.6
0 0,0
12/16 12/23 12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 24 (63-1, 33-in)

4.5 4.0

3.5 3.0
... 2.5 g
z,;.
'V
0 oi 2.0 • >

1.5 1.0

0.5 0.0
0 3 6 9 12 15 18 21
Depth (in.)
.. ..
26 24
22 20
18 16
i; 14
:§.
1 12 ..
0 10
8 6
4 0
12/16

4.0 3.5

3.0 2.5 •

1.5 1.0 •

0.5 Santa Clara 2022/2023 Flow Monitoring:

Site 25 (57-56, 30-in)
12/23 12/30 1/6 1/13
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 25 (57-56, 30-in)
3,9
- Level (in)
- Vel(fps) 3.6

3.3 3.0

2.7 2.4
.. 2.1 "- :!:.
z:,
·o 1.8 .!!
..
>

1.5 1.2

0.9 0.6
0,3
0,0
1/20
• ... : :'::. f.."":;t,i . .... " .... -. . .

0.0 +-----~----~-----.....-----~----~-----..------~
0 3 6 9 12 15 18 21
Depth (in.)
-;;;
~
z,;.
·.;
C,
oi
>
Santa Clara 2022/2023 Flow Monitoring:

Site 26 (52-87, 21-in}
21 -,-- 4,2
- Level (in)
- Vel(fp$)
18 3.6
1S 3.0
6 1.2

0.6 0 '----------'-----------------------------'----~ 0,0 12/16 12/23

4.5 4.0

3.5 3.0

2.S

2.0 •

1.5 1.0

0.5 0.0
0 12/30 1/6 1/13
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 26 (52-87, 21-in)
-
·,
- . . z •::•:•.
3 '¥~·~·: ...... ·: V• • . ·-
Depth (in.)
6 1/20
9 Santa Clara 2022/2023 Flow Monitoring:

Site 27 (43-2, 10-in)
26 3,9
- Level(in)
24 - Vel(fpsJ 3.6

22. ~-- 3.3

2.0 3,0
rn V
16 + 2.4
.. .. .. -£ 14 2.1 £:
! ~ J:: ·c ~ 12. 1.8 .!:? .. .. Q >
10 1.5
8 1.2
6 0.9
4 0.6

0.3 0 0,0
12/16 12/23 12/30 1/6 1/13 1/20
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 27 (43-2, 10-in)

3.0 2.5 •

2.0 -;;;-
£:
z,;. 1.5 'C
C,
.;
>

1.0 0.5

0.0 +--------------------.-------------------~
0 3
Depth (in.)
6 .. .. .J:
u
30 27
24 21
18 :§_ 15 .J: Q.
..
0 12
9 6
T
Santa Clara 2022/2023 Flow Monitoring:

Site 28 (53-46, 8-in)
- Level(in)
- Vel(fps)

6.0 5.4

4.8 4.2

3.6 3.0 -f
oi
> 2.4

1.8 1.2

0.6 0 '----------'-----------------'-----------------'-----"" 0.0 12/16

6.5 6.0

5.5 5.0

4.5 4.0

2.5 2.0

1.5 12/23 12/30 1/6
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 28 (53-46, 8-in)
.,
. . ~·: . ........
.. :. . ..
:.:~·.'· • ! ........
1/13 1/20
26 24
22 20
18 16
= g-12
0 10
8 6

3.5 3.0
2,5
1,5
1,0 •
Santa Clara 2022/2023 Flow Monitoring:

Site 29 (21-55, 15-in)

3.3 - Level (in)
- Vel (fps) 3.0

2.7 2.4

2.1 1.2

0.9 Santa Clara 2022/2023 Flow Monitoring:

Site 29 (21-55, 15-in)
21 18
15 i 12 ..c
u
:§.
..c
~
~ 9
6 .,..
+
Santa Clara 2022/2023 Flow Monitoring:

Site 30 (72-33, 15-in)
1,4
- Level(in)
- vel(fp<J

1.2 1.0

0.4 0.2
0 '--------'----------------------------'----~ 0,0
12/16

1.0 12/23 12/30 1/6
Date
Santa Clara 2022/2023 Flow Monitoring:

Site 30 (72-33, 15-in)
·--.. ···. -···--.. ---·· .. . . - ... ""·----··· . ·....-. .,..__ ·-- ..... ---····
----__
·-• ... .... .. , . . .. ~··-----·. - .. -~---· - -.:.-.~m-::~:·:-~: ·:. •· -:- _·:-:· .. •• : . ..,. IM :::-:-:: • .•
-· ... ___
--·--·-· .,... ___ ,.., ... ----- -·--·---· ..... ·-· ------· -----·-·· ·· -• ---·---·-··· --- ..... __ .... .. ..... ---··-·---· __ ... ·-. . .. - -·- . -·-·· .. 1/13 1/20
26 24
22 20
18 16
-;;,
1 14 u
C
;::.

J;
f 12 0
10 8
6 I ., ~ l J

4.0 3.5

3.0 2.5
-;;,
~
z,;. 2.0 ·.;
0 .;
>

1.5 1.0

0.5 0.0
0 Santa Clara 2022/2023 Flow Monitoring:
3 Site 31 (65-50, 10-in)
- Level (in)
- Vel(fps)
Santa Clara 2022/2023 Flow Monitoring:
6 Site 31 (65-50, 10-in)
9 Depth (in.)
12 3.9

3.6 3.3

3.0 2.7

2.4 1.5

1.2 0.9
J
15 18
City of Santa Clara (0012307.00) Woodard & Curran, Inc.

Master Plan Report - Final August 2025
APPENDIX C: FUTURE DEVELOPMENT ASSUMPTIONS
Woodard
~
&Curran
104
82 90
116
105
113
73 114
77 67
65 72
48 77
89 103
86 69 88 80
106
63 93
57 48b
115
66 5
53 77
102
101
99 2
12 22
94 81
100
71 85
54 70
59 15
60 Legend
±
Figure B-1: Map of
Future Development
& Entitlement Parcels
Sewer Master Plan Update
Figure Exported: 12/27/2024 By: SEstabrook Using: \\woodardcurran.net\shared\Projects\0012307.00 Santa Clara CA Sewer Master Plan Update\wip\C. GIS\3. ArcGIS Pro\SantaClaraSewerMasterPlan2024_Report.aprx 0 0.25 0.5 1
Miles
City Limit
Parcel with Future Flow Assumption
Near-Term Specific Development (2025-2030)
Long-Term Specific Development (2030-2035)
Long-Term General Plan Phase 3 (2030-2035)
Entitlements
Twin Creeks
Sport
Comple,c
Baylands Park
Ta~nDr
laktbird Dr

1..Rehaven Or LAKEWOOD
0 ..
~
;:
...
.. E Arqu~ AYt> E Arqu1!$ :::--::;:=:-;::::,i~..;:;:::;::---;:::....::;:___ :
""--=-- 1
Reed Ave ■
.i 1:
,i
,:
■
!! lity Ave 1:
r•• ■-■ J 1
" 0
~i --=-=-,=-=----,.

Sunken
Gardens
Goll
I:
.. ..,
C
..
:t: ■
■
i • 1···
Course
u E El Camino" □ • c5
~A ~ " M Peterson ~an ~: -
Middle Patrtc J
School Henry :
ch~~!.. ... i
!
i
RO lA N =- ■■■-■■■-■■■,
E Horne11ead Rd
t Cupertino :,
High i
School ~
"'
I-.. • ~ AN(HO V bllil,::, coNADA
II
u
~ ;i:
[j
.2 . , 0 H ad Rd
-
-
D
-
IV 111 -Ir
• '"'•i
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=. ... 0 ' ~ \
, \:]up- I ' ) •, •• ,.
:,, ♦ 5>
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V ~ ..:, o,. ...---_,
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School ~ 0 ~ 'f , ~ ..,...... __ ---; • t~e" ~
WB I lb__■ ~a;g ~ - Wn~ctara ~ ~ .,\
... % •
~ I ~ f.• ~~ '
~ EL CAMINO • EL CAMIN LOS PADRES 1 AS PAL
~
Pruneridge
Golf
"' Club
~ ~ ... ,E
w'
"'

RIVER OAKS
Abraham
Lincoln
High
School
'i"
Burbank
Woodard
&Curran
City of Santa Clara Specific Development Projects List
Name of Development PLN # BLD # Address # Street Name APN Block Book Page W&C Notes Ref_ID January 2023
Status (per City
Planning)
Residential
Units
Residential
Type
NonResidential SFNon-Residential
Type
Non-Residential
Type 2 SF/Units
NonResidential
Type 2
Future Model
Scenario
Residential
Flow (mgd)
NonResidential
Flow (mgd)
1890 El Camino Real PLN2015-
11361
BLD2017-
47840
1890 El Camino Real 269-01-081, 269-63-000 35, 36 Still under construction, May 2023 2 Under
construction
56 Condos Near-Term 0.0098 0
Bowers Ave
PLN2012-
09162
BLD2016
41725 &
BLD2016-
41470
3000 Bowers Ave. 216-48-033 63
Empty lots as of 9/2021. No billing point
associated with this parcel. No longer a
development
Update (5/19/23): two 165,000 square foot fivestory office buildings totaling 330,000 square feet; a five-level parking garage and surface lots
providing a total of 980 parking spaces; and site
and public right-of-way improvements.
5 Approved 330,000 Office Near-Term 0 0.033
VTA BART station and
yard 480 Brokaw Road 230-06-054
Billing database does not account for
development. 12 351,512
Community (yard,
BART station, and
parking garage)
Near-Term 0 0.032339104
Related (land use
changed in parcels 4 &
5)
PLN2014-
10554
2351, 5155
2351, 5155 Stars and
Stripes Dr
104-03-036
94, 103, 104, 105,
114
Some parcels within development constructed
and accounted for in billing database. Others
not.
15 Approved 1,680 Apts
4,080,000
2,889,640
Office
Mixed Use 4,128 Hotel Near-Term 0.32872 0.98910174
Coleman Highline (old
FMC site) - Gateway
Crossing project added
PLN2016-
12318
1205 Coleman Ave 230-46-069, 230-59-001 48
No billing point here. Development proposal in
review (see folder T001). 22
Phase 1 Under
Construction
230
760
610
Studio
1-b Units (SF)
2-d Units (SF)
15,000 Retail 700 (rooms) Hotel Near-Term 0.28171 0.114 Freedom Circle Focus
Area
104-40-019, 104-40-020, 104-40-030, 104-40-
031, 104-40-034, 104-40-035, 104-40-038,
104-41-031, 104-41-032, 104-41-043, 104-41-
044, 104-42-020, 104-42-021
Focus Area approved - Specific Plan still
required. Development timing for residential
should be considered near-term. (6/1/2023)
48 Approved 2,500 Apts 4,229,000 Retail/Office Future 0.385 0.5085 Greystar
PLN2017-
12516
3905 Freedom Circle 104-40-021, 104-40-036
Development permit approved. Could be
moving forward in the next couple of years. 48 Approved 1,100 Apts 2,000 Retail Near-Term 0.1694 0.0002 South Bay Development
PLN2007-
06433 &
PLN2013-
09743
BLD2015-
40394
2350 Mission College Bl.

Site under construction until summer 2018
therefore not confident billing database
accounts for full building being occupied.

The proposed project consists of the
construction of two 6-story office buildings
each supporting 150,000 square fet of space
(300,000 square feet total), a 6,000 square foot
retail building and a 6-level parking garage. The
site currently contains the 13-story Regency
Plaza Interational building (251,000 square feet).
49 Constructed 306,000
Office/Retail (6,000
SF)
0 0.0306
Summer Hill
Apartments
PLN2017-
12723
2230 (?), 2232
& 2240 El
Camino Real
El Camino Real 290-10-090, 290-10-091 35
Development not constructed yet (not even
under construction). Billing database only
accounts for the existing non-residential use.
53 Approved 151 Apts
5,000
5,000
Retail
Restaurant
Near-Term 0.04158 0
Santa Clara CRC, ISC &
ISHOF (International
Swim Center)
PLN2015-
10939
BLD1974-
42418
Central Park Kiely Boulevard 290-26-029 23, 33
Development not even under construction.

Recreation/swim center (275,369 SF) and a
theater (400 seats)
54 Approved 275,369
Swim center (UFF =

0.3 GPD/SF)
400
Seats (UFF = 5
gpd/seat)
Near-Term 0 0.0826107
(Now called Kylli)
Yahoo! at Tasman (In
addition to the
previously modeled
Yahoo! development)
PLN2002-
07218,
PLN2017-
12724
5010 Old
Ironsides
Surrounded by
Patrick Henry, Hetch
Hetchy ROW, Old
Ironsides Dr., and
Tasman Dr.
104-04-064, 104-04-065, 104-04-111, 104-04-
112, 104-04-113, 104-04-142, 104-04-143,
104-04-150, 104-04-151
General Plan amendment for a nine-parcel
property to amend the designation from HighIntensity Office/Research to a newly-established mixed-use designation allowing a high-intensity
mix of office, commercial, and residential uses.

The Project proposes a PD rezone for the
development of 3,000,000 +/- square feet of
commercial office/lab space, 100,000 +/-
square feet of neighborhood retail, 1,800 +/-
new multi-family residential, a childcare facility,
and indoor and outdoor community spaces.
57 Under Review 1,800
3,000,000
100,000
5,000
800
10,000
Office
Retail
Community
Police
Daycare
Future 0.2772 0.303048

Page 1 of 37 ends

City of Santa Clara Specific Development Projects List
Name of Development PLN # BLD # Address # Street Name APN Block Book Page W&C Notes Ref_ID January 2023
Status (per City
Planning)
Residential
Units
Residential
Type
NonResidential SFNon-Residential
Type
Non-Residential
Type 2 SF/Units
NonResidential
Type 2
Future Model
Scenario
Residential
Flow (mgd)
NonResidential
Flow (mgd)
Near-Term 1.3495 0.02
Future 0.5117 0.02796
2901 Tasman Dr
PLN2020-
14361
2901 Tasman Dr 104-49-025, 104-49-026 S93 60 Under Review 1,070,344 R&D Future 0 0.1605516 651 Walsh Ave PLN2018-
13303 (Debby) 651 Walsh Ave 224-04-059 57, 67
Approved. To be accounted for as future data
center.
63 Under
construction
435,050 Data Center Near-Term 0 0.059173
2805 Bowers Avenue
PLN2021-
15069
2805 Bowers Avenue 216-28-063 Accounted for in model as future data center. 65 Under Review 244,068 Data Center Future 0 0.012816 2500 El Camino Real
(Mariani)
PLN2016-
11686
BLD1968-
33480
2500 El Camino Real 290-46-001, 290-46-002, 290-46-003, 290-46- 015, 290-46-016, 290-46-017
34 Last submittal - 2018 66 Under Review 392 Condos 8,000 Restaurant 311 (rooms) Hotel Future 0.0641 0.03942 2590 Walsh Ave
Vantage Data Center
CA3
2590 Walsh Ave 216-28-112 63 Will be modeled as future data center. 67 450,800 Data Center Future 0 0.01692 3035 El Camino Real PLN2018-
13265
3035 El Camino Real 220-32-059 42 69
Under
construction
42 Condos Near-Term 0.00735 0
3131 Homestead Rd
PLN2019-
13869
PLN2018-
13339 (Debby)
3131 Homestead Rd 290-24-071 22 70
Under
construction
225 Apts Near-Term 0.070991976 0
3402/3410 El Camino
Real
PLN2017-
12578
BLD2019-
57108
(3406 ECR,
same APN)
3402/3410 El Camino Real 290-01-136 71
Under
construction
69 Apts
10,000
3,458
Restaurant
Commercial
Near-Term 0.010626 0.0110578
3625 Peterson Way
PLN2018-
13144
3625 Peterson Way 216-30-049 72, 73
Two 8-story office buildings totaling 632,216 SF;
a 13,370 SF 1-story ammenity building, 4 level
parking structure.
72 Approved 658630 Office 13,370 Ammenity Near-Term 0 0.1008 ECR (Gateway Village) -
See line 116
PLN2012-
09540
BLD2016-
41881 (for
apartment
BLD)
3610, 3700
3610, 3640, 3650, &
3700 ECR
313-06-002, 313-06-008 30, 40
Development under construction 2017 through
2018. Billing database would not have
accounted for development.
73 Residencies
constructed 476 Condos
23,010
15,340
14,750
9,357
15,257
9,386
Restaurant (small
food Service)
Restaurant (full
Service)
Retail
Fitness
Beauty Parlor
Medical Office
Near-Term 0.0833 0.05402519
200,000
110,000
Retail
Public (Commercial
facilities)
59 Approved 1,200 Condos
104-04-078, 104-04-093, 104-04-094, 104-04-
123, 104-04-131, 104-04-136, 104-04-138,
104-04-139, 104-04-140, 104-04-141, 104-53-
000
Patrick Henry Specific
Plans Phase 1

Page 2 of 37 ends

Model has a total residential load of 0.0082
mgd. Model corrected.
80 Under Review 47
Condos &
townhomes
Future 0.008225 0
Prometheus PLN2015-
11478
3501 El Camino Real 220-03-010
Part of ECR Specific Plan. three-, four- and fivestory development would sit on 10.6 acres and comprise 701 apartments above 84,000 square
feet of retail space. Model loads match
proposed development description.
81 Not a File 700 Apts 86,000 Retail Near-Term 0.1078 0.0086 2905 Stender Way Data
Center
PLN2019-
14118
2905 Stender Way 216-29-108
Parcel accounted for in model as future data
center.
82 Under
construction
Near-Term 0 0
275 Saratoga Ave
PLN2021-
15005
275 Saratoga Avenue 303-46-051
4 Story Assisted Living Facility – 61,287 SF
including 146 bed spaces 85 Under Review 146 Beds Near-Term 0.011242 0 1601 Civic Center Dr PLN202-14401 1601 Civic Center Dr 224-49-006 S46 106 DU affordable apartments 86 Approved 106 Apts Near-Term 0.016324 0 3155 El Camino Real PLN2020-
14674
3155 El Camino Real 220-32-057, 220-32-058 60-unit, three-story townhome development 88 Approved 60 Townhomes Near-Term 0.0105 0

Page 3 of 37 ends

Development replaces Large User 9 (trade flow
= 0.0994 MGD). Actual usage (based on billing
database) is 0.01713 MGD. For the development
load, assumed data center (Scenario 1) usage.

Note data center survey received. Parcel will be
counted as a future data center.
89 Under Review 388,482 Data Center Future 0 0.1136448
3517 Ryder St 3517 Ryder St 216-34-052
Part of Lawrence Station development. 5-story
328-unit residential complex. Building Permit
Under Review
90 Approved 328 Apts Near-Term 0.050512 0
Santa Clara University
Master Plan (5-years
plan)
PLN2014-
10779
BLD2016-
42681
(Charney
Hall of
Law_UC),
BLD2017-
48533
(South
Residence
Hall)_UC),
BLD2018-
49473
(Benson
Hall_UC)
500 El Camino Real 230-13-023 38, 39
Finn Residence Hall - construction begun
February 2018. Constructed by October 2019.

Billing database likely does not account for
discharge. Approximately 30 residents live on
each of the twelve wings, with one Community
Facilitator on each wing. Total number of
residents = 360.

Phase 2 involves the construction of a fourstory, 250 bed residence hall with a gross floor area of 55,800 sf on the site of the existing
19,000 square foot Fine Arts Building to be
demolished. Construction has not begun.

Benson Hall - This project involves one and twostory additions to the north and west building elevations totaling 21 ,363 sf and includes
partial renovations of the building interior to
accommodate the new additions and create
meeting and common space.

Residence hall loads accounted for in new
subcatchment 23013023.
93 Under
construction
Near-Term 0.0427 0

Page 4 of 37 ends

Construction initiated September 2021.

Development not accounted for in billing
database. Parcel does not have a billing point.
residential mixed-use development consisting of
up to 160 mixed-income apartments,165
affordable senior apartments, 36 townhomes
and approximately 1.5 acres of agricultural open
space.

Development accounted for in model in
subcatchment 30317053 which replaced original
development subcatchment DVPT_NWinchester.
94 Under
construction
36 325
SF
Apt
65,340
Agricultural Open
Space
Near-Term 0.05635 0
3375 Scott Blvd. PLN2016-
12232
3375 Scott Blvd. 216-31-059, 216-31-060 72
Project would demolish the existing office
buildings and construct a six-story, 237,107 SF
office building, and a four-level parking
structure with an attached two-story amenity
building.

Remove existing billing point loads. Model
reflects development flow in new sub ID
21631059 and 21631060.
99 Approved 237,107 Office Near-Term 0 0.0237107
Tasman East Specific
Plan (+1,500 units)
PLN2016-
12400
Surrounded by
TasmanDr, Lafayette
St, Calle Del Mundo,
and Guadalupe River
097-05-062, 097-05-063, 097-05-110, 097-05-
060, 097-05-061, 097-05-059, 097-05-058,
097-05-056, 097-05-057, 097-46-019, 097-46-
029, 097-46-016, 097-46-017, 097-46-018,
097-46-033, 097-46-011, 097-46-024, 097-46-
002, 097-46-020, 097-46-027
104, 105
Project website (link below) lists 5 approved
projects (2343 Calle del Mundo, 5123 Calle del
Sol, 2200 Calle de Luna, 2300 Calle de Luna, and
2302/2310 Calle del Mundo) and 6 proposed
projects. These projects have not been subject
to individual development reviews and are
therefore not specifically reflected in the model.

Instead, the model reflects the original (June
2018) review of the overall Tasman East Specific
Plan. Modeling the specific approved or
proposed projects within this Specific Plan is not
in the scope of work for the near-term network
development.
100
Under
construction
5,998
Transit
Neighborhood
93,600
10,000
35,147
Retail
Daycare
School
Near-Term 0.725758 0.046664575
2330 Monroe St
PLN2019-
13723
2330 Monroe Steet 224-37-068 54
Architectural Review for an approved 2-3 story
building containing 65 affordable residential
units in a mix of studios and one-, two-, and
threebedroom units, including 25 percent of the
units set aside for people with developmental
disabilities.

Currently vacant lot with no billing point. Model
accounts for development flow in new sub ID
22437068.
101
Under
construction
65 Apt Near-Term 0.01001 0
2201 Laurelwood PLN2019-
13742
BLD2021-
61850
2201 Laurelwood 104-39-023 75
Proposed future data center (data center Ref ID
= 13). Will be included in the model as a future
data center. Development replaces large user
LU02 (Siliconix) with modeled trade flow =

1.2327 mgd. Actual flow (based on billing data)
= 0.00711 mgd. Construction begun June 2019.

Model updated with development parcel. Future
data center flows to be modeled as inflow file.

LU02 subcatchment deleted from model.
102
Under
construction
536,730 Data Center Near-Term 0 0.091020833
1200 Memorex Drive
data center
PLN2019-
14055
1200 Memorex Drive 224-66-006
Development will be modeled as a future data
center (data center Ref ID = 80). New sub ID
22466006 added to model to represent data
center parcel. Remove existing billing point.
103
Under
construction
Near-Term 0 0

Page 5 of 37 ends

Old sub ID 23005045, Parcel_23005049,
Parcel_23005050, Parcel_23005049!, and
Parcel_23005050! replaced.
104 Approved 7,480 Restaurant 630.3447 Hotel Near-Term 0.0351 0.0077792 906, 930, 940, 950
Monroe St
PLN2020-
14457
906, 930, 940,
950
Monroe St 269-20-086, 269-20-087, 269-20-095
Residential mix-use redevelopment. Construct a
five story building with 61 condo rental units,
3,844 sf general retail, a 6,224 sf restaurant on
the ground floor, 116 residential parking spaces,
and 71 retail parking spaces. The project also
includes relocation of two existing historic
houses located at 906 and 930 Monroe.

Development accounted for in model with new
sub IDs 26920086, 26920095, and 26920087.
105 Under Review 64 condos 3,844 Retail 6,224 Restaurant Future 0.0113 0.00685736 Kaiser Entitlement 316-09-046 Entitlement flow. 106 Future 0 0 Downtown Precise Plan Various Various
269-22-088, 269-22-089, 269-22-072, 269-22-
096, 269-22-084, 269-22-079, 269-22-094,
269-22-093, 269-22-095, 269-22-108, 269-22-
109, 269-22-110, 269-22-111, 269-22-112,
269-22-097, 269-22-098, 269-22-099, 269-22-
100, 269-22-101, 269-22-102, 269-22-103,
269-22-104, 269-22-105, 269-22-106, 269-22-
107, 269-22-113, 269-22-114, 269-22-115,
269-20-082, 269-20-083, 269-20-084, 269-20-
085, 269-20-089, 269-20-090, 269-20-091,
269-20-078, 269-20-075, 269-20-081, 269-20-
080, 269-62-000, 269-20-079, 269-20-074,
269-20-077
Development review dated 3/20/2023. Note
that 5 parcels are on top of other recent
developments (Ref_ID 23 and 105).
113
386
578
Condos
Apts
637,440
197,900
Commercial
Retail 74,160 SF Hotel Future 0.1566 0.1191308
611 El Camino Real 611 El Camino Real 230-06-053
70 affordable apartment units to replace
existing women's facility. The zone is ML-Light
Industrial but the general plan use has it as
Public/Quasi Public as the parcel is owned by
the City of Santa Clara.
114 70 Apt Future 0.01078 0
2655 The Alameda PLN2022-
00448
2655 The Alameda 230-12-012
4-story mixed use development with 1,500 SF
ground floor commercial & 39 residential units 115 39 Apt 1,500 Commercial Future 0.006006 0.00015 3301 Olcott Street PLN22-00560 3301 Olcott Street 224-47-019 189,153 SF (Building 1 discharging to MH S74-
28) 151,384 SF (Building 2 discharging to MH
S74-43) commercial R&D office.
116 340,537 Office R&D Future 0 0.025540275
Santa Clara Station Area
Plan
Plan is in the early stages of development--no
project description yet--for now, use GP
estimates from Table 5.2.1, footnote 1.
4701 Great America
Parkway 4701
Great America
Parkway 104-42-014, 104-42-014-019 83
Amusement park lease may be up in the next
couple of years, but no details are available.

Assume will operate as is into the future.

Page 6 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
230-03-090 HYIN 211,963.46 4.87 Heavy Industrial 0.15 1.25 0 0.0000 0.0397 Future 294-18-037 NHMX 18,696.46 0.43 Neighborhood Commercial 0.1 0.3 25 0.0017 0.0006 Future 290-23-059 NHMX 23,162.02 0.53 Neighborhood Commercial 0.1 0.3 25 0.0020 0.0007 Future 104-51-015 LDRD 27,934.37 0.64 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 104-51-016 LDRD 28,860.54 0.66 Office: 100% 0.1 0.85 0 0.0000 0.0025 Future 104-51-017 LDRD 28,221.53 0.65 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 104-51-008 LDRD 21,568.32 0.50 Office: 100% 0.1 0.85 0 0.0000 0.0018 Future 104-51-007 LDRD 23,675.58 0.54 Office: 100% 0.1 0.85 0 0.0000 0.0020 Future 104-15-025 LDRD 8,849.96 0.20 Office: 100% 0.1 0.85 0 0.0000 0.0008 Future 104-51-006 LDRD 27,949.92 0.64 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 104-51-009 LDRD 19,521.75 0.45 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 104-51-014 LDRD 23,350.55 0.54 Office: 100% 0.1 0.85 0 0.0000 0.0020 Future 104-51-005 LDRD 31,103.49 0.71 Office: 100% 0.1 0.85 0 0.0000 0.0026 Future 104-15-092 LDRD 54,693.70 1.26 Office: 100% 0.1 0.85 0 0.0000 0.0046 Future 104-15-141 LDRD 46,524.15 1.07 Office: 100% 0.1 0.85 0 0.0000 0.0040 Future 104-15-140 LDRD 32,608.15 0.75 Office: 100% 0.1 0.85 0 0.0000 0.0028 Future 104-51-010 LDRD 33,028.98 0.76 Office: 100% 0.1 0.85 0 0.0000 0.0028 Future 104-15-029 LDRD 16,356.77 0.38 Office: 100% 0.1 0.85 0 0.0000 0.0014 Future 104-51-013 LDRD 24,912.63 0.57 Office: 100% 0.1 0.85 0 0.0000 0.0021 Future 290-29-009 PKOS 1,357,204.52 31.16 Parks/Recreation 0 0.2 0 0.0000 0.0000 Future 101-11-042 LHIN 34,719.96 0.80 Light Industrial 0.15 0.85 0 0.0000 0.0044 Future 220-02-047 CMXU 14,277.06 0.33 Community Commercial 0.1 0.4 25 0.0013 0.0006 Future 220-01-059 CMXU 26,194.76 0.60 Community Commercial 0.1 0.4 25 0.0023 0.0010 Future 220-01-055 CMXU 29,422.83 0.68 Community Commercial 0.1 0.4 25 0.0026 0.0012 Future 220-01-053 CMXU 13,950.79 0.32 Community Commercial 0.1 0.4 25 0.0012 0.0006 Future 220-31-077 CMXU 14,566.71 0.33 Community Commercial 0.1 0.4 25 0.0013 0.0006 Future 220-31-078 CMXU 15,046.30 0.35 Community Commercial 0.1 0.4 25 0.0013 0.0006 Future 220-01-054 CMXU 30,351.56 0.70 Community Commercial 0.1 0.4 25 0.0027 0.0012 Future

Page 7 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
220-02-015 VLDR 9,665.35 0.22 Low Density Residential 245 0 25 0.0014 0.0000 Future 220-02-014 VLDR 9,376.27 0.22 Low Density Residential 245 0 25 0.0013 0.0000 Future 220-02-013 VLDR 9,375.20 0.22 Low Density Residential 245 0 25 0.0013 0.0000 Future 220-02-012 VLDR 9,376.26 0.22 Low Density Residential 245 0 25 0.0013 0.0000 Future 220-02-011 VLDR 9,376.20 0.22 Low Density Residential 245 0 25 0.0013 0.0000 Future 220-02-010 VLDR 9,375.63 0.22 Low Density Residential 245 0 25 0.0013 0.0000 Future 220-02-009 VLDR 9,291.32 0.21 Low Density Residential 245 0 25 0.0013 0.0000 Future 230-05-005 RGCO 6,564.42 0.15 Regional Commercial 0.1 0.5 0 0.0000 0.0003 Future 230-05-020 RGCO 27,964.10 0.64 Regional Commercial 0.1 0.5 0 0.0000 0.0014 Future 230-05-037 RGCO 53,420.53 1.23 Regional Commercial 0.1 0.5 0 0.0000 0.0027 Future 230-05-017 RGCO 25,013.75 0.57 Regional Commercial 0.1 0.5 0 0.0000 0.0013 Future 230-05-016 RGCO 25,005.08 0.57 Regional Commercial 0.1 0.5 0 0.0000 0.0013 Future 230-05-015 RGCO 23,825.51 0.55 Regional Commercial 0.1 0.5 0 0.0000 0.0012 Future 230-05-084 RGCO 20,980.12 0.48 Regional Commercial 0.1 0.5 0 0.0000 0.0010 Future 230-05-021 RGCO 166,493.71 3.82 Regional Commercial 0.1 0.5 0 0.0000 0.0083 Future 230-05-083 RGCO 22,351.24 0.51 Regional Commercial 0.1 0.5 0 0.0000 0.0011 Future 230-05-054 RGCO 83,262.85 1.91 Regional Commercial 0.1 0.5 0 0.0000 0.0042 Future 104-14-052 LDRD 41,745.26 0.96 Office: 100% 0.1 0.85 0 0.0000 0.0035 Future 104-14-090 LDRD 33,524.38 0.77 Office: 100% 0.1 0.85 0 0.0000 0.0028 Future 104-14-141 LDRD 23,021.12 0.53 Office: 100% 0.1 0.85 0 0.0000 0.0020 Future 104-14-071 LDRD 30,847.01 0.71 Office: 100% 0.1 0.85 0 0.0000 0.0026 Future 104-14-053 LDRD 23,417.60 0.54 Office: 100% 0.1 0.85 0 0.0000 0.0020 Future 104-14-047 LDRD 30,846.99 0.71 Office: 100% 0.1 0.85 0 0.0000 0.0026 Future 104-14-124 LDRD 131,211.66 3.01 Office: 100% 0.1 0.85 0 0.0000 0.0112 Future 104-14-036 LDRD 19,855.46 0.46 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 104-14-048 LDRD 30,847.01 0.71 Office: 100% 0.1 0.85 0 0.0000 0.0026 Future 104-15-131 LDRD 444,843.84 10.21 Office: 100% 0.1 0.85 0 0.0000 0.0378 Future 104-14-023 LDRD 19,842.58 0.46 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future

Page 8 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
104-14-038 LDRD 30,846.99 0.71 Office: 100% 0.1 0.85 0 0.0000 0.0026 Future 101-09-023 LDRD 170,155.51 3.91 Office: 100% 0.1 0.85 0 0.0000 0.0145 Future 290-05-060 CMXU 18,140.31 0.42 Community Commercial 0.1 0.4 25 0.0016 0.0007 Future 220-01-018 CMXU 12,754.24 0.29 Community Commercial 0.1 0.4 25 0.0011 0.0005 Future 220-01-044 CMXU 18,789.19 0.43 Community Commercial 0.1 0.4 25 0.0017 0.0008 Future 220-31-114 CMXU 44,562.59 1.02 Community Commercial 0.1 0.4 25 0.0039 0.0018 Future 230-05-116 LHIN 449,148.01 10.31 Light Industrial 0.15 0.85 0 0.0000 0.0573 Future 230-47-068 LHIN 23,098.35 0.53 Light Industrial 0.15 0.85 0 0.0000 0.0029 Future 230-03-108 HYIN 821,203.99 18.85 Heavy Industrial 0.15 1.25 0 0.0000 0.1540 Future 230-03-047 HYIN 14,575.93 0.33 Heavy Industrial 0.15 1.25 0 0.0000 0.0027 Future 290-55-012 NHMX 1,549.42 0.04 Neighborhood Commercial 0.1 0.3 25 0.0001 0.0000 Future 290-02-092 CMXU 13,792.24 0.32 Community Commercial 0.1 0.4 25 0.0012 0.0006 Future 290-05-076 CMXU 29,128.38 0.67 Community Commercial 0.1 0.4 25 0.0026 0.0012 Future 290-05-074 CMXU 22,490.01 0.52 Community Commercial 0.1 0.4 25 0.0020 0.0009 Future 290-05-055 CMXU 45,529.94 1.05 Community Commercial 0.1 0.4 25 0.0040 0.0018 Future 290-05-054 CMXU 22,055.98 0.51 Community Commercial 0.1 0.4 25 0.0019 0.0009 Future 290-04-007 CMXU 98,212.43 2.25 Community Commercial 0.1 0.4 25 0.0087 0.0039 Future 290-04-006 CMXU 48,009.37 1.10 Community Commercial 0.1 0.4 25 0.0042 0.0019 Future 290-04-005 CMXU 23,809.87 0.55 Community Commercial 0.1 0.4 25 0.0021 0.0010 Future 290-04-004 CMXU 32,223.14 0.74 Community Commercial 0.1 0.4 25 0.0028 0.0013 Future 290-04-003 CMXU 28,816.85 0.66 Community Commercial 0.1 0.4 25 0.0025 0.0012 Future 290-04-002 CMXU 24,001.59 0.55 Community Commercial 0.1 0.4 25 0.0021 0.0010 Future 290-04-045 CMXU 25,858.00 0.59 Community Commercial 0.1 0.4 25 0.0023 0.0010 Future 290-02-099 CMXU 6,669.50 0.15 Community Commercial 0.1 0.4 25 0.0006 0.0003 Future 290-02-098 CMXU 6,540.84 0.15 Community Commercial 0.1 0.4 25 0.0006 0.0003 Future 290-02-087 CMXU 3,637.06 0.08 Community Commercial 0.1 0.4 25 0.0003 0.0001 Future 290-02-105 CMXU 12,089.50 0.28 Community Commercial 0.1 0.4 25 0.0011 0.0005 Future 290-02-104 CMXU 13,782.03 0.32 Community Commercial 0.1 0.4 25 0.0012 0.0006 Future

Page 9 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
290-02-101 CMXU 6,483.39 0.15 Community Commercial 0.1 0.4 25 0.0006 0.0003 Future 290-02-100 CMXU 9,650.45 0.22 Community Commercial 0.1 0.4 25 0.0009 0.0004 Future 290-02-103 CMXU 41,169.09 0.95 Community Commercial 0.1 0.4 25 0.0036 0.0016 Future 101-13-003 LHIN 311,364.82 7.15 Light Industrial 0.15 0.85 0 0.0000 0.0397 Future 101-09-024 RGCO 92,430.01 2.12 Regional Commercial 0.1 0.5 0 0.0000 0.0046 Future 303-02-013 PUQP 74,316.43 1.71 Public/Institutional 0.21 0.2 0 0.0000 0.0031 Future 290-23-088 PUQP 1,173,909.65 26.95 Public/Institutional 0.21 0.2 0 0.0000 0.0493 Future 303-21-071 RGCO 48,269.26 1.11 Regional Commercial 0.1 0.5 0 0.0000 0.0024 Future 303-21-072 RGCO 21,356.10 0.49 Regional Commercial 0.1 0.5 0 0.0000 0.0011 Future 303-19-072 RGCO 18,582.19 0.43 Regional Commercial 0.1 0.5 0 0.0000 0.0009 Future 303-22-014 RGCO 10,447.18 0.24 Regional Commercial 0.1 0.5 0 0.0000 0.0005 Future 303-23-036 RGCO 159,016.92 3.65 Regional Commercial 0.1 0.5 0 0.0000 0.0080 Future 303-23-002 RGCO 21,753.41 0.50 Regional Commercial 0.1 0.5 0 0.0000 0.0011 Future 303-23-032 CMXU 59,698.08 1.37 Community Commercial 0.1 0.4 25 0.0053 0.0024 Future 303-22-015 RGCO 11,663.35 0.27 Regional Commercial 0.1 0.5 0 0.0000 0.0006 Future 303-22-039 RGCO 22,016.42 0.51 Regional Commercial 0.1 0.5 0 0.0000 0.0011 Future 303-21-068 RGCO 24,215.83 0.56 Regional Commercial 0.1 0.5 0 0.0000 0.0012 Future 303-22-037 RGCO 22,012.72 0.51 Regional Commercial 0.1 0.5 0 0.0000 0.0011 Future 303-18-046 RGCO 48,506.89 1.11 Regional Commercial 0.1 0.5 0 0.0000 0.0024 Future 303-18-023 RGCO 19,000.00 0.44 Regional Commercial 0.1 0.5 0 0.0000 0.0009 Future 303-18-022 RGCO 28,265.76 0.65 Regional Commercial 0.1 0.5 0 0.0000 0.0014 Future 303-18-037 RGCO 9,191.61 0.21 Regional Commercial 0.1 0.5 0 0.0000 0.0005 Future 303-23-044 CMXU 35,632.59 0.82 Community Commercial 0.1 0.4 25 0.0031 0.0014 Future 303-19-078 RGCO 31,754.11 0.73 Regional Commercial 0.1 0.5 0 0.0000 0.0016 Future 303-18-050 RGCO 48,396.21 1.11 Regional Commercial 0.1 0.5 0 0.0000 0.0024 Future 303-18-049 RGCO 120,162.09 2.76 Regional Commercial 0.1 0.5 0 0.0000 0.0060 Future 303-23-043 CMXU 40,282.23 0.92 Community Commercial 0.1 0.4 25 0.0036 0.0016 Future 303-23-029 CMXU 45,256.12 1.04 Community Commercial 0.1 0.4 25 0.0040 0.0018 Future

Page 10 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
303-23-026 CMXU 14,329.30 0.33 Community Commercial 0.1 0.4 25 0.0013 0.0006 Future 303-23-030 RGCO 79,488.65 1.82 Regional Commercial 0.1 0.5 0 0.0000 0.0040 Future 303-18-048 RGCO 63,348.69 1.45 Regional Commercial 0.1 0.5 0 0.0000 0.0032 Future 303-23-037 RGCO 66,753.62 1.53 Regional Commercial 0.1 0.5 0 0.0000 0.0033 Future 303-23-034 RGCO 99,561.24 2.29 Regional Commercial 0.1 0.5 0 0.0000 0.0050 Future 303-23-035 CMXU 45,156.65 1.04 Community Commercial 0.1 0.4 25 0.0040 0.0018 Future 303-23-022 CMXU 13,600.82 0.31 Community Commercial 0.1 0.4 25 0.0012 0.0005 Future 290-01-125 CMXU 98,936.97 2.27 Community Commercial 0.1 0.4 25 0.0087 0.0040 Future 303-20-073 RGCO 720.06 0.02 Regional Commercial 0.1 0.5 0 0.0000 0.0000 Future 303-18-042 RGCO 8,656.02 0.20 Regional Commercial 0.1 0.5 0 0.0000 0.0004 Future 303-18-036 RGCO 9,198.41 0.21 Regional Commercial 0.1 0.5 0 0.0000 0.0005 Future 303-19-077 RGCO 18,664.05 0.43 Regional Commercial 0.1 0.5 0 0.0000 0.0009 Future 303-19-075 RGCO 9,375.00 0.22 Regional Commercial 0.1 0.5 0 0.0000 0.0005 Future 303-20-068 RGCO 8,879.83 0.20 Regional Commercial 0.1 0.5 0 0.0000 0.0004 Future 303-20-069 RGCO 2,310.91 0.05 Regional Commercial 0.1 0.5 0 0.0000 0.0001 Future 303-20-070 RGCO 3,080.93 0.07 Regional Commercial 0.1 0.5 0 0.0000 0.0002 Future 303-20-071 RGCO 10,741.45 0.25 Regional Commercial 0.1 0.5 0 0.0000 0.0005 Future 303-20-072 RGCO 4,061.67 0.09 Regional Commercial 0.1 0.5 0 0.0000 0.0002 Future 303-20-074 RGCO 11,981.14 0.28 Regional Commercial 0.1 0.5 0 0.0000 0.0006 Future 303-18-035 RGCO 11,513.82 0.26 Regional Commercial 0.1 0.5 0 0.0000 0.0006 Future 296-20-006 RGCO 21,323.88 0.49 Regional Commercial 0.1 0.5 0 0.0000 0.0011 Future 290-02-096 CMXU 9,078.63 0.21 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 290-05-053 CMXU 28,774.74 0.66 Community Commercial 0.1 0.4 25 0.0025 0.0012 Future 290-01-123 CMXU 138,195.80 3.17 Community Commercial 0.1 0.4 25 0.0122 0.0055 Future 290-23-048 MDRE 49,544.21 1.14 Medium Density Residential 154 0 25 0.0044 0.0000 Future 290-39-037 NHMX 48,028.13 1.10 Neighborhood Commercial 0.1 0.3 25 0.0042 0.0014 Future 290-39-083 NHMX 16,996.75 0.39 Neighborhood Commercial 0.1 0.3 25 0.0015 0.0005 Future 290-23-092 NHMX 61,504.56 1.41 Neighborhood Commercial 0.1 0.3 25 0.0054 0.0018 Future

Page 11 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
290-39-053 NHMX 40,305.12 0.93 Neighborhood Commercial 0.1 0.3 25 0.0036 0.0012 Future 290-39-081 NHMX 16,798.50 0.39 Neighborhood Commercial 0.1 0.3 25 0.0015 0.0005 Future 290-39-012 NHMX 15,174.41 0.35 Neighborhood Commercial 0.1 0.3 25 0.0013 0.0005 Future 290-39-035 NHMX 19,585.89 0.45 Neighborhood Commercial 0.1 0.3 25 0.0017 0.0006 Future 293-02-028 NHMX 208,966.89 4.80 Neighborhood Commercial 0.1 0.3 25 0.0185 0.0063 Future 290-39-065 NHMX 23,534.53 0.54 Neighborhood Commercial 0.1 0.3 25 0.0021 0.0007 Future 290-23-053 NHMX 159,663.43 3.67 Neighborhood Commercial 0.1 0.3 25 0.0141 0.0048 Future 290-23-049 NHMX 84,194.27 1.93 Neighborhood Commercial 0.1 0.3 25 0.0074 0.0025 Future 290-23-071 NHMX 46,444.96 1.07 Neighborhood Commercial 0.1 0.3 25 0.0041 0.0014 Future 293-02-036 NHMX 61,913.63 1.42 Neighborhood Commercial 0.1 0.3 25 0.0055 0.0019 Future 269-20-020 CMXU 5,784.49 0.13 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-28-061 CMXU 25,783.00 0.59 Community Commercial 0.1 0.4 25 0.0023 0.0010 Future 269-20-099 CMXU 3,996.19 0.09 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-28-075 CMXU 3,608.44 0.08 Community Commercial 0.1 0.4 25 0.0003 0.0001 Future 269-28-024 CMXU 9,180.95 0.21 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 269-20-101 CMXU 3,758.41 0.09 Community Commercial 0.1 0.4 25 0.0003 0.0002 Future 224-26-050 CMXU 10,726.43 0.25 Community Commercial 0.1 0.4 25 0.0009 0.0004 Future 293-02-025 NHMX 17,597.17 0.40 Neighborhood Commercial 0.1 0.3 25 0.0016 0.0005 Future 293-02-029 NHMX 15,975.24 0.37 Neighborhood Commercial 0.1 0.3 25 0.0014 0.0005 Future 293-02-021 NHMX 29,723.03 0.68 Neighborhood Commercial 0.1 0.3 25 0.0026 0.0009 Future 293-25-037 NHMX 22,463.73 0.52 Neighborhood Commercial 0.1 0.3 25 0.0020 0.0007 Future 104-14-095 LDRD 46,270.51 1.06 Office: 100% 0.1 0.85 0 0.0000 0.0039 Future 104-14-024 LDRD 31,233.37 0.72 Office: 100% 0.1 0.85 0 0.0000 0.0027 Future 104-14-096 LDRD 21,592.89 0.50 Office: 100% 0.1 0.85 0 0.0000 0.0018 Future 104-16-112 RGCO 910,541.85 20.90 Regional Commercial 0.1 0.5 0 0.0000 0.0455 Future 104-16-111 RGCO 131,271.33 3.01 Regional Commercial 0.1 0.5 0 0.0000 0.0066 Future 104-50-025 LDRD 359,669.04 8.26 Office: 100% 0.1 0.85 0 0.0000 0.0306 Future 296-20-003 RGCO 28,882.37 0.66 Regional Commercial 0.1 0.5 0 0.0000 0.0014 Future

Page 12 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
296-20-011 RGCO 111,910.33 2.57 Regional Commercial 0.1 0.5 0 0.0000 0.0056 Future 104-52-024 LDRD 523,726.09 12.02 Office: 100% 0.1 0.85 0 0.0000 0.0445 Future 104-52-023 HDRD 942,817.65 21.64 Office 0.15 1.25 0 0.0000 0.1768 Future 290-39-050 PUQP 16,357.67 0.38 Public/Institutional 0.21 0.2 0 0.0000 0.0007 Future 296-21-010 RGCO 100,277.78 2.30 Regional Commercial 0.1 0.5 0 0.0000 0.0050 Future 296-21-009 RGCO 28,038.05 0.64 Regional Commercial 0.1 0.5 0 0.0000 0.0014 Future 296-21-008 RGCO 28,053.03 0.64 Regional Commercial 0.1 0.5 0 0.0000 0.0014 Future 296-21-007 RGCO 25,832.30 0.59 Regional Commercial 0.1 0.5 0 0.0000 0.0013 Future 296-21-005 RGCO 19,411.04 0.45 Regional Commercial 0.1 0.5 0 0.0000 0.0010 Future 296-21-006 RGCO 19,507.52 0.45 Regional Commercial 0.1 0.5 0 0.0000 0.0010 Future 296-20-004 RGCO 45,412.92 1.04 Regional Commercial 0.1 0.5 0 0.0000 0.0023 Future 296-34-017 RGCO 82,216.67 1.89 Regional Commercial 0.1 0.5 0 0.0000 0.0041 Future 296-34-018 RGCO 39,059.89 0.90 Regional Commercial 0.1 0.5 0 0.0000 0.0020 Future 224-29-017 CMXU 7,496.67 0.17 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 216-28-113 LHIN 143,382.91 3.29 Light Industrial 0.15 0.85 0 0.0000 0.0183 Future 216-28-126 LHIN 191,506.23 4.40 Light Industrial 0.15 0.85 0 0.0000 0.0244 Future 294-18-034 NHMX 22,695.80 0.52 Neighborhood Commercial 0.1 0.3 25 0.0020 0.0007 Future 296-17-036 RGCO 11,138.36 0.26 Regional Commercial 0.1 0.5 0 0.0000 0.0006 Future 296-17-001 RGCO 16,631.96 0.38 Regional Commercial 0.1 0.5 0 0.0000 0.0008 Future 296-17-037 RGCO 9,679.83 0.22 Regional Commercial 0.1 0.5 0 0.0000 0.0005 Future 296-20-005 RGCO 17,441.64 0.40 Regional Commercial 0.1 0.5 0 0.0000 0.0009 Future 296-21-030 RGCO 33,437.98 0.77 Regional Commercial 0.1 0.5 0 0.0000 0.0017 Future 296-21-011 RGCO 17,214.11 0.40 Regional Commercial 0.1 0.5 0 0.0000 0.0009 Future 296-21-012 RGCO 49,573.01 1.14 Regional Commercial 0.1 0.5 0 0.0000 0.0025 Future 296-37-030 RGCO 71,651.08 1.64 Regional Commercial 0.1 0.5 0 0.0000 0.0036 Future 296-37-031 RGCO 47,537.77 1.09 Regional Commercial 0.1 0.5 0 0.0000 0.0024 Future 296-34-015 RGCO 135,803.85 3.12 Regional Commercial 0.1 0.5 0 0.0000 0.0068 Future 296-34-016 RGCO 300,944.07 6.91 Regional Commercial 0.1 0.5 0 0.0000 0.0150 Future

Page 13 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
104-50-001 LDRD 161,596.64 3.71 Office: 100% 0.1 0.85 0 0.0000 0.0137 Future 230-05-057 RGCO 37,460.68 0.86 Regional Commercial 0.1 0.5 0 0.0000 0.0019 Future 104-01-100 HDRD 896,389.01 20.58 Office 0.15 1.25 0 0.0000 0.1681 Future 104-04-117 LDRD 187,293.35 4.30 Office: 100% 0.1 0.85 0 0.0000 0.0159 Future 104-04-147 LDRD 38,029.74 0.87 Office: 100% 0.1 0.85 0 0.0000 0.0032 Future 104-15-101 LDRD 1,585.42 0.04 Office: 100% 0.1 0.85 0 0.0000 0.0001 Future 104-50-011 LDRD 245,423.15 5.63 Office: 100% 0.1 0.85 0 0.0000 0.0209 Future 104-50-018 LDRD 299,221.75 6.87 Office: 100% 0.1 0.85 0 0.0000 0.0254 Future 104-50-007 LDRD 163,238.01 3.75 Office: 100% 0.1 0.85 0 0.0000 0.0139 Future 104-50-016 LDRD 472,755.41 10.85 Office: 100% 0.1 0.85 0 0.0000 0.0402 Future 104-01-107 HDRD 3,590.42 0.08 Office 0.15 1.25 0 0.0000 0.0007 Future 104-52-026 HDRD 374,809.37 8.60 Office 0.15 1.25 0 0.0000 0.0703 Future 104-04-119 LDRD 159,816.73 3.67 Office: 100% 0.1 0.85 0 0.0000 0.0136 Future 104-04-118 LDRD 175,792.09 4.04 Office: 100% 0.1 0.85 0 0.0000 0.0149 Future 104-43-054 RGCO 170,051.74 3.90 Regional Commercial 0.1 0.5 0 0.0000 0.0085 Future 104-42-017 HDRD 280,398.58 6.44 Office 0.15 1.25 0 0.0000 0.0526 Future 104-04-120 LDRD 166,248.03 3.82 Office: 100% 0.1 0.85 0 0.0000 0.0141 Future 104-16-091 RGCO 162,086.73 3.72 Regional Commercial 0.1 0.5 0 0.0000 0.0081 Future 104-14-120 LDRD 24,376.36 0.56 Office: 100% 0.1 0.85 0 0.0000 0.0021 Future 104-14-121 LDRD 19,520.29 0.45 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 104-14-131 LDRD 19,544.67 0.45 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 104-14-154 LDRD 42,839.05 0.98 Office: 100% 0.1 0.85 0 0.0000 0.0036 Future 104-14-159 LDRD 124,601.55 2.86 Office: 100% 0.1 0.85 0 0.0000 0.0106 Future 104-14-160 LDRD 238,912.02 5.48 Office: 100% 0.1 0.85 0 0.0000 0.0203 Future 104-48-010 HDRD 1,695,829.23 38.93 Office 0.15 1.25 0 0.0000 0.3180 Future 104-38-011 LDRD 157,141.89 3.61 Office: 100% 0.1 0.85 0 0.0000 0.0134 Future 104-16-113 HDRD 609,770.70 14.00 Office 0.15 1.25 0 0.0000 0.1143 Future 104-13-090 LDRD 208,242.04 4.78 Office: 100% 0.1 0.85 0 0.0000 0.0177 Future

Page 14 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
104-13-091 LDRD 56,780.67 1.30 Office: 100% 0.1 0.85 0 0.0000 0.0048 Future 104-13-094 LDRD 215,698.87 4.95 Office: 100% 0.1 0.85 0 0.0000 0.0183 Future 104-13-095 LDRD 215,831.58 4.95 Office: 100% 0.1 0.85 0 0.0000 0.0183 Future 216-29-116 LHIN 277,119.40 6.36 Light Industrial 0.15 0.85 0 0.0000 0.0353 Future 104-12-180 NHMX 10,379.13 0.24 Neighborhood Commercial 0.1 0.3 25 0.0009 0.0003 Future 104-15-087 LDRD 81,123.41 1.86 Office: 100% 0.1 0.85 0 0.0000 0.0069 Future 104-15-061 LDRD 56,001.87 1.29 Office: 100% 0.1 0.85 0 0.0000 0.0048 Future 104-15-047 LDRD 40,392.68 0.93 Office: 100% 0.1 0.85 0 0.0000 0.0034 Future 104-51-004 LDRD 35,579.63 0.82 Office: 100% 0.1 0.85 0 0.0000 0.0030 Future 104-15-127 LDRD 30,658.22 0.70 Office: 100% 0.1 0.85 0 0.0000 0.0026 Future 104-15-089 LDRD 58,355.47 1.34 Office: 100% 0.1 0.85 0 0.0000 0.0050 Future 104-51-011 LDRD 27,074.40 0.62 Office: 100% 0.1 0.85 0 0.0000 0.0023 Future 104-15-096 LDRD 54,801.05 1.26 Office: 100% 0.1 0.85 0 0.0000 0.0047 Future 104-51-012 LDRD 27,699.23 0.64 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 104-15-114 LDRD 10,746.71 0.25 Office: 100% 0.1 0.85 0 0.0000 0.0009 Future 104-51-003 LDRD 32,105.77 0.74 Office: 100% 0.1 0.85 0 0.0000 0.0027 Future 104-51-002 LDRD 28,444.71 0.65 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 104-51-001 LDRD 23,285.21 0.53 Office: 100% 0.1 0.85 0 0.0000 0.0020 Future 104-15-105 LDRD 5,951.68 0.14 Office: 100% 0.1 0.85 0 0.0000 0.0005 Future 104-15-109 LDRD 235,123.60 5.40 Office: 100% 0.1 0.85 0 0.0000 0.0200 Future 104-15-113 LDRD 125,741.82 2.89 Office: 100% 0.1 0.85 0 0.0000 0.0107 Future 104-15-135 LDRD 48,996.33 1.12 Office: 100% 0.1 0.85 0 0.0000 0.0042 Future 104-15-128 LDRD 102,258.97 2.35 Office: 100% 0.1 0.85 0 0.0000 0.0087 Future 104-15-123 LDRD 177,907.28 4.08 Office: 100% 0.1 0.85 0 0.0000 0.0151 Future 104-15-097 LDRD 239,795.76 5.50 Office: 100% 0.1 0.85 0 0.0000 0.0204 Future 104-15-122 LDRD 185,710.26 4.26 Office: 100% 0.1 0.85 0 0.0000 0.0158 Future 104-15-124 LDRD 52,383.65 1.20 Office: 100% 0.1 0.85 0 0.0000 0.0045 Future 104-15-130 LDRD 268,248.12 6.16 Office: 100% 0.1 0.85 0 0.0000 0.0228 Future

Page 15 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
104-15-134 LDRD 124,677.01 2.86 Office: 100% 0.1 0.85 0 0.0000 0.0106 Future 104-14-091 LDRD 95,797.97 2.20 Office: 100% 0.1 0.85 0 0.0000 0.0081 Future 104-15-133 LDRD 136,626.87 3.14 Office: 100% 0.1 0.85 0 0.0000 0.0116 Future 104-39-012 LDRD 46,027.35 1.06 Office: 100% 0.1 0.85 0 0.0000 0.0039 Future 104-15-132 LDRD 35,477.40 0.81 Office: 100% 0.1 0.85 0 0.0000 0.0030 Future 104-15-125 LDRD 110,690.62 2.54 Office: 100% 0.1 0.85 0 0.0000 0.0094 Future 104-14-125 LDRD 248,197.72 5.70 Office: 100% 0.1 0.85 0 0.0000 0.0211 Future 104-14-158 LDRD 66,441.61 1.53 Office: 100% 0.1 0.85 0 0.0000 0.0056 Future 104-14-068 LDRD 18,508.21 0.42 Office: 100% 0.1 0.85 0 0.0000 0.0016 Future 104-14-089 LDRD 201,639.86 4.63 Office: 100% 0.1 0.85 0 0.0000 0.0171 Future 104-14-142 LDRD 37,016.40 0.85 Office: 100% 0.1 0.85 0 0.0000 0.0031 Future 104-14-111 LDRD 27,695.18 0.64 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 104-14-110 LDRD 40,106.86 0.92 Office: 100% 0.1 0.85 0 0.0000 0.0034 Future 104-14-143 LDRD 16,149.72 0.37 Office: 100% 0.1 0.85 0 0.0000 0.0014 Future 104-14-144 LDRD 17,509.25 0.40 Office: 100% 0.1 0.85 0 0.0000 0.0015 Future 104-14-171 LDRD 289,159.69 6.64 Office: 100% 0.1 0.85 0 0.0000 0.0246 Future 104-14-140 LDRD 36,975.96 0.85 Office: 100% 0.1 0.85 0 0.0000 0.0031 Future 104-14-139 LDRD 52,502.92 1.21 Office: 100% 0.1 0.85 0 0.0000 0.0045 Future 104-14-168 LDRD 284,381.69 6.53 Office: 100% 0.1 0.85 0 0.0000 0.0242 Future 104-14-166 LDRD 43,576.87 1.00 Office: 100% 0.1 0.85 0 0.0000 0.0037 Future 104-14-170 LDRD 29,087.38 0.67 Office: 100% 0.1 0.85 0 0.0000 0.0025 Future 104-14-133 LDRD 15,395.68 0.35 Office: 100% 0.1 0.85 0 0.0000 0.0013 Future 104-14-114 LDRD 49,019.67 1.13 Office: 100% 0.1 0.85 0 0.0000 0.0042 Future 104-14-161 LDRD 43,451.86 1.00 Office: 100% 0.1 0.85 0 0.0000 0.0037 Future 104-14-132 LDRD 32,756.94 0.75 Office: 100% 0.1 0.85 0 0.0000 0.0028 Future 104-14-146 LDRD 43,629.84 1.00 Office: 100% 0.1 0.85 0 0.0000 0.0037 Future 104-14-169 LDRD 169,127.91 3.88 Office: 100% 0.1 0.85 0 0.0000 0.0144 Future 104-14-106 LDRD 66,746.62 1.53 Office: 100% 0.1 0.85 0 0.0000 0.0057 Future

Page 16 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
104-14-118 LDRD 39,669.06 0.91 Office: 100% 0.1 0.85 0 0.0000 0.0034 Future 104-14-156 LDRD 76,619.12 1.76 Office: 100% 0.1 0.85 0 0.0000 0.0065 Future 104-14-107 LDRD 50,125.41 1.15 Office: 100% 0.1 0.85 0 0.0000 0.0043 Future 104-14-164 LDRD 46,277.09 1.06 Office: 100% 0.1 0.85 0 0.0000 0.0039 Future 104-14-108 LDRD 19,513.18 0.45 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 104-13-097 HDRD 42,636.40 0.98 Office 0.15 1.25 0 0.0000 0.0080 Future 104-14-113 LDRD 24,349.67 0.56 Office: 100% 0.1 0.85 0 0.0000 0.0021 Future 216-48-030 LDRD 78,112.76 1.79 Office: 100% 0.1 0.85 0 0.0000 0.0066 Future 216-32-030 LDRD 90,656.42 2.08 Office: 100% 0.1 0.85 0 0.0000 0.0077 Future 216-48-026 LDRD 53,536.77 1.23 Office: 100% 0.1 0.85 0 0.0000 0.0046 Future 216-46-019 LHIN 73,951.07 1.70 Light Industrial 0.15 0.85 0 0.0000 0.0094 Future 216-48-005 LDRD 97,626.99 2.24 Office: 100% 0.1 0.85 0 0.0000 0.0083 Future 216-48-004 LDRD 94,115.77 2.16 Office: 100% 0.1 0.85 0 0.0000 0.0080 Future 216-48-035 LDRD 111,197.42 2.55 Office: 100% 0.1 0.85 0 0.0000 0.0095 Future 216-32-040 LDRD 361,825.88 8.31 Office: 100% 0.1 0.85 0 0.0000 0.0308 Future 216-32-041 LDRD 74,070.56 1.70 Office: 100% 0.1 0.85 0 0.0000 0.0063 Future 216-48-003 LDRD 131,522.42 3.02 Office: 100% 0.1 0.85 0 0.0000 0.0112 Future 216-29-107 LHIN 147,528.17 3.39 Light Industrial 0.15 0.85 0 0.0000 0.0188 Future 216-29-083 LHIN 43,868.28 1.01 Light Industrial 0.15 0.85 0 0.0000 0.0056 Future 216-49-023 LDRD 151,178.71 3.47 Office: 100% 0.1 0.85 0 0.0000 0.0129 Future 216-01-041 CMXU 27,647.14 0.63 Community Commercial 0.1 0.4 25 0.0024 0.0011 Future 216-01-060 CMXU 63,809.87 1.46 Community Commercial 0.1 0.4 25 0.0056 0.0026 Future 216-01-059 RGMX 38,518.76 0.88 Regional Commercial 0.1 0.5 40 0.0054 0.0019 Future 216-01-051 CMXU 28,186.25 0.65 Community Commercial 0.1 0.4 25 0.0025 0.0011 Future 290-39-034 NHMX 19,585.27 0.45 Neighborhood Commercial 0.1 0.3 25 0.0017 0.0006 Future 290-39-033 NHMX 19,583.68 0.45 Neighborhood Commercial 0.1 0.3 25 0.0017 0.0006 Future 290-08-010 CMXU 15,857.59 0.36 Community Commercial 0.1 0.4 25 0.0014 0.0006 Future 290-08-141 CMXU 17,637.41 0.40 Community Commercial 0.1 0.4 25 0.0016 0.0007 Future

Page 17 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
290-08-135 CMXU 21,723.07 0.50 Community Commercial 0.1 0.4 25 0.0019 0.0009 Future 216-26-027 MDRE 12,224.97 0.28 Medium Density Residential 154 0 25 0.0011 0.0000 Future 216-26-028 MDRE 13,090.94 0.30 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-029 MDRE 14,020.44 0.32 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-030 MDRE 13,942.08 0.32 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-031 MDRE 13,941.47 0.32 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-032 MDRE 13,927.52 0.32 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-033 MDRE 13,913.87 0.32 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-034 MDRE 13,899.89 0.32 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-035 MDRE 13,896.39 0.32 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-036 MDRE 27,978.65 0.64 Medium Density Residential 154 0 25 0.0025 0.0000 Future 216-48-025 LDRD 71,026.36 1.63 Office: 100% 0.1 0.85 0 0.0000 0.0060 Future 216-29-106 LHIN 93,596.65 2.15 Light Industrial 0.15 0.85 0 0.0000 0.0119 Future 213-37-015 RGMX 43,810.63 1.01 Regional Commercial 0.1 0.5 40 0.0062 0.0022 Future 313-05-012 RGMX 51,476.79 1.18 Regional Commercial 0.1 0.5 40 0.0073 0.0026 Future 224-09-173 LHIN 20,081.82 0.46 Light Industrial 0.15 0.85 0 0.0000 0.0026 Future 224-09-178 HDRD 320,161.58 7.35 Office 0.15 1.25 0 0.0000 0.0600 Future 224-47-011 HDRD 147,038.83 3.38 Office 0.15 1.25 0 0.0000 0.0276 Future 269-28-029 CMXU 12,611.17 0.29 Community Commercial 0.1 0.4 25 0.0011 0.0005 Future 269-20-000 CMXU 13,257.80 0.30 Community Commercial 0.1 0.4 25 0.0012 0.0005 Future 269-16-081 LDRE 40,665.93 0.93 Low Density Residential 245 25 25 0.0057 0.0000 Future 269-05-058 CMXU 5,066.77 0.12 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 224-08-146 LDRD 242,279.02 5.56 Office: 100% 0.1 0.85 0 0.0000 0.0206 Future 224-42-001 LDRD 56,303.38 1.29 Office: 100% 0.1 0.85 0 0.0000 0.0048 Future 224-42-011 LDRD 27,425.81 0.63 Office: 100% 0.1 0.85 0 0.0000 0.0023 Future 224-42-010 LDRD 29,601.66 0.68 Office: 100% 0.1 0.85 0 0.0000 0.0025 Future 224-47-010 HDRD 90,447.13 2.08 Office 0.15 1.25 0 0.0000 0.0170 Future 224-09-168 LDRD 141,873.70 3.26 Office: 100% 0.1 0.85 0 0.0000 0.0121 Future

Page 18 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
224-09-176 LDRD 37,256.71 0.86 Office: 100% 0.1 0.85 0 0.0000 0.0032 Future 224-09-175 LDRD 51,330.24 1.18 Office: 100% 0.1 0.85 0 0.0000 0.0044 Future 224-47-009 HDRD 88,616.97 2.03 Office 0.15 1.25 0 0.0000 0.0166 Future 224-47-018 HDRD 187,994.16 4.32 Office 0.15 1.25 0 0.0000 0.0352 Future 269-26-092 CMXU 5,045.57 0.12 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-28-065 CMXU 26,816.67 0.62 Community Commercial 0.1 0.4 25 0.0024 0.0011 Future 269-28-028 CMXU 6,806.80 0.16 Community Commercial 0.1 0.4 25 0.0006 0.0003 Future 269-26-079 CMXU 5,538.36 0.13 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-26-120 CMXU 5,411.85 0.12 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-26-084 CMXU 9,310.59 0.21 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 269-26-081 CMXU 7,925.53 0.18 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 269-20-065 CMXU 11,043.91 0.25 Community Commercial 0.1 0.4 25 0.0010 0.0004 Future 269-26-082 CMXU 5,078.92 0.12 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-28-011 CMXU 3,873.44 0.09 Community Commercial 0.1 0.4 25 0.0003 0.0002 Future 269-20-053 CMXU 10,883.87 0.25 Community Commercial 0.1 0.4 25 0.0010 0.0004 Future 269-26-121 CMXU 8,170.95 0.19 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 269-20-037 CMXU 10,487.24 0.24 Community Commercial 0.1 0.4 25 0.0009 0.0004 Future 294-01-003 CMXU 19,029.93 0.44 Community Commercial 0.1 0.4 25 0.0017 0.0008 Future 294-01-006 CMXU 18,958.54 0.44 Community Commercial 0.1 0.4 25 0.0017 0.0008 Future 269-28-012 CMXU 4,638.02 0.11 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-20-038 CMXU 6,308.92 0.14 Community Commercial 0.1 0.4 25 0.0006 0.0003 Future 269-20-039 CMXU 6,131.89 0.14 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-28-067 CMXU 4,940.43 0.11 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-28-066 CMXU 4,782.93 0.11 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-20-098 CMXU 3,747.28 0.09 Community Commercial 0.1 0.4 25 0.0003 0.0001 Future 269-20-021 CMXU 5,648.19 0.13 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-20-100 CMXU 3,521.06 0.08 Community Commercial 0.1 0.4 25 0.0003 0.0001 Future 269-28-018 CMXU 6,061.11 0.14 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future

Page 19 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
269-28-025 CMXU 4,653.62 0.11 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-28-074 CMXU 4,009.02 0.09 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-28-015 CMXU 7,590.17 0.17 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 269-28-054 CMXU 3,855.92 0.09 Community Commercial 0.1 0.4 25 0.0003 0.0002 Future 269-28-073 CMXU 8,234.43 0.19 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 269-16-034 CMXU 40,806.52 0.94 Community Commercial 0.1 0.4 25 0.0036 0.0016 Future 294-36-001 RGCO 9,162.97 0.21 Regional Commercial 0.1 0.5 0 0.0000 0.0005 Future 294-35-021 RGCO 8,695.67 0.20 Regional Commercial 0.1 0.5 0 0.0000 0.0004 Future 294-36-002 MDRE 9,312.85 0.21 Medium Density Residential 154 0 25 0.0008 0.0000 Future 294-35-020 MDRE 8,936.77 0.21 Medium Density Residential 154 0 25 0.0008 0.0000 Future 294-39-010 CMXU 25,661.70 0.59 Community Commercial 0.1 0.4 25 0.0023 0.0010 Future 294-39-004 CMXU 6,113.49 0.14 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 294-39-009 CMXU 25,319.39 0.58 Community Commercial 0.1 0.4 25 0.0022 0.0010 Future 294-35-023 RGCO 108,335.81 2.49 Regional Commercial 0.1 0.5 0 0.0000 0.0054 Future 294-39-002 CMXU 44,529.78 1.02 Community Commercial 0.1 0.4 25 0.0039 0.0018 Future 294-39-001 CMXU 127,776.81 2.93 Community Commercial 0.1 0.4 25 0.0113 0.0051 Future 294-35-025 RGCO 78,581.26 1.80 Regional Commercial 0.1 0.5 0 0.0000 0.0039 Future 294-01-015 CMXU 132,726.89 3.05 Community Commercial 0.1 0.4 25 0.0117 0.0053 Future 294-01-004 CMXU 22,443.42 0.52 Community Commercial 0.1 0.4 25 0.0020 0.0009 Future 294-01-011 CMXU 23,291.59 0.53 Community Commercial 0.1 0.4 25 0.0021 0.0009 Future 294-18-035 NHMX 395,927.79 9.09 Neighborhood Commercial 0.1 0.3 25 0.0350 0.0119 Future 216-29-059 LHIN 80,632.00 1.85 Light Industrial 0.15 0.85 0 0.0000 0.0103 Future 216-46-002 HDRD 183,201.72 4.21 Office 0.15 1.25 0 0.0000 0.0344 Future 216-49-017 LDRD 155,505.49 3.57 Office: 100% 0.1 0.85 0 0.0000 0.0132 Future 216-49-019 LDRD 166,629.95 3.83 Office: 100% 0.1 0.85 0 0.0000 0.0142 Future 216-49-018 LDRD 149,900.69 3.44 Office: 100% 0.1 0.85 0 0.0000 0.0127 Future 216-31-063 LDRD 89,829.40 2.06 Office: 100% 0.1 0.85 0 0.0000 0.0076 Future 224-28-064 CMXU 25,154.69 0.58 Community Commercial 0.1 0.4 25 0.0022 0.0010 Future

Page 20 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
294-01-010 CMXU 114,948.89 2.64 Community Commercial 0.1 0.4 25 0.0102 0.0046 Future 294-18-031 NHMX 13,733.57 0.32 Neighborhood Commercial 0.1 0.3 25 0.0012 0.0004 Future 269-16-083 LDRE 21,969.79 0.50 Low Density Residential 245 25 25 0.0031 0.0000 Future 269-16-082 LDRE 6,750.64 0.15 Low Density Residential 245 25 25 0.0009 0.0000 Future 316-19-032 RGCO 39,604.73 0.91 Regional Commercial 0.1 0.5 0 0.0000 0.0020 Future 313-06-003 RGMX 29,253.05 0.67 Regional Commercial 0.1 0.5 40 0.0041 0.0015 Future 313-05-010 RGMX 29,601.59 0.68 Regional Commercial 0.1 0.5 40 0.0042 0.0015 Future 313-05-011 RGMX 56,183.00 1.29 Regional Commercial 0.1 0.5 40 0.0079 0.0028 Future 205-38-023 DHRE 87,447.39 2.01 High Density Residential 154 40 40 0.0124 0.0000 Future 205-38-021 DHRE 194,466.58 4.46 High Density Residential 154 40 40 0.0275 0.0000 Future 205-38-024 DHRE 82,952.93 1.90 High Density Residential 154 40 40 0.0117 0.0000 Future 205-38-001 DHRE 35,017.13 0.80 High Density Residential 154 40 40 0.0050 0.0000 Future 205-38-007 DHRE 39,416.06 0.90 High Density Residential 154 40 40 0.0056 0.0000 Future 205-38-008 DHRE 39,857.56 0.92 High Density Residential 154 40 40 0.0056 0.0000 Future 205-38-022 DHRE 76,671.09 1.76 High Density Residential 154 40 40 0.0108 0.0000 Future 205-38-020 DHRE 24,243.28 0.56 High Density Residential 154 40 40 0.0034 0.0000 Future 230-08-021 LDRE 10,700.73 0.25 Low Density Residential 245 25 25 0.0015 0.0000 Future 216-28-094 LDRD 152,700.83 3.51 Office: 100% 0.1 0.85 0 0.0000 0.0130 Future 230-06-049 RGMX 131,470.74 3.02 Regional Commercial 0.1 0.5 40 0.0186 0.0066 Future 230-06-048 RGMX 33,651.84 0.77 Regional Commercial 0.1 0.5 40 0.0048 0.0017 Future 205-39-002 DHRE 109,402.55 2.51 High Density Residential 154 40 40 0.0155 0.0000 Future 205-39-024 MDRE 29,086.65 0.67 Medium Density Residential 154 0 25 0.0026 0.0000 Future 269-01-085 CMXU 53,012.27 1.22 Community Commercial 0.1 0.4 25 0.0047 0.0021 Future 269-02-077 CMXU 30,191.78 0.69 Community Commercial 0.1 0.4 25 0.0027 0.0012 Future 269-02-078 CMXU 13,026.73 0.30 Community Commercial 0.1 0.4 25 0.0012 0.0005 Future 269-02-080 CMXU 10,578.66 0.24 Community Commercial 0.1 0.4 25 0.0009 0.0004 Future 230-06-033 RGMX 548,274.30 12.59 Regional Commercial 0.1 0.5 40 0.0775 0.0274 Future 213-35-032 RGMX 50,554.93 1.16 Regional Commercial 0.1 0.5 40 0.0071 0.0025 Future

Page 21 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
213-35-035 RGMX 95,178.19 2.18 Regional Commercial 0.1 0.5 40 0.0135 0.0048 Future 274-43-059 RGCO 19,161.77 0.44 Regional Commercial 0.1 0.5 0 0.0000 0.0010 Future 224-49-010 CMXU 60,265.32 1.38 Community Commercial 0.1 0.4 25 0.0053 0.0024 Future 230-08-018 LDRE 21,973.57 0.50 Low Density Residential 245 25 25 0.0031 0.0000 Future 230-08-019 LDRE 9,003.59 0.21 Low Density Residential 245 25 25 0.0013 0.0000 Future 230-08-020 LDRE 6,561.48 0.15 Low Density Residential 245 25 25 0.0009 0.0000 Future 216-28-083 LDRD 214,833.40 4.93 Office: 100% 0.1 0.85 0 0.0000 0.0183 Future 216-48-032 LDRD 55,403.94 1.27 Office: 100% 0.1 0.85 0 0.0000 0.0047 Future 216-48-029 LDRD 85,689.32 1.97 Office: 100% 0.1 0.85 0 0.0000 0.0073 Future 224-04-071 HYIN 322,762.73 7.41 Heavy Industrial 0.15 1.25 0 0.0000 0.0605 Future 224-10-119 LDRD 180,002.68 4.13 Office: 100% 0.1 0.85 0 0.0000 0.0153 Future 224-10-069 LDRD 94,509.08 2.17 Office: 100% 0.1 0.85 0 0.0000 0.0080 Future 224-10-130 LDRD 58,158.84 1.34 Office: 100% 0.1 0.85 0 0.0000 0.0049 Future 224-10-107 LDRD 30,686.39 0.70 Office: 100% 0.1 0.85 0 0.0000 0.0026 Future 224-10-106 LDRD 19,213.62 0.44 Office: 100% 0.1 0.85 0 0.0000 0.0016 Future 224-10-105 LDRD 148,684.73 3.41 Office: 100% 0.1 0.85 0 0.0000 0.0126 Future 224-10-080 LDRD 61,246.48 1.41 Office: 100% 0.1 0.85 0 0.0000 0.0052 Future 224-10-118 LDRD 77,019.71 1.77 Office: 100% 0.1 0.85 0 0.0000 0.0065 Future 224-10-066 LDRD 32,927.93 0.76 Office: 100% 0.1 0.85 0 0.0000 0.0028 Future 224-10-068 LDRD 37,041.51 0.85 Office: 100% 0.1 0.85 0 0.0000 0.0031 Future 224-10-067 LDRD 36,958.61 0.85 Office: 100% 0.1 0.85 0 0.0000 0.0031 Future 224-11-064 LDRD 411,756.58 9.45 Office: 100% 0.1 0.85 0 0.0000 0.0350 Future 224-11-063 LDRD 280,884.22 6.45 Office: 100% 0.1 0.85 0 0.0000 0.0239 Future 224-58-001 PUQP 414,248.77 9.51 Public/Institutional 0.21 0.2 0 0.0000 0.0174 Future 224-57-008 LDRD 35,388.10 0.81 Office: 100% 0.1 0.85 0 0.0000 0.0030 Future 224-45-009 LDRD 35,765.74 0.82 Office: 100% 0.1 0.85 0 0.0000 0.0030 Future 230-07-014 LDRE 5,533.35 0.13 Low Density Residential 245 25 25 0.0008 0.0000 Future 230-07-047 LDRE 22,778.52 0.52 Low Density Residential 245 25 25 0.0032 0.0000 Future

Page 22 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
230-07-048 LDRE 7,214.30 0.17 Low Density Residential 245 25 25 0.0010 0.0000 Future 230-07-045 LDRE 8,284.00 0.19 Low Density Residential 245 25 25 0.0012 0.0000 Future 230-07-046 LDRE 4,658.13 0.11 Low Density Residential 245 25 25 0.0007 0.0000 Future 230-06-042 PUQP 520,830.24 11.96 Public/Institutional 0.21 0.2 0 0.0000 0.0219 Future 269-05-011 CMXU 5,249.97 0.12 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-05-056 CMXU 5,223.89 0.12 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-05-003 CMXU 5,049.62 0.12 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-05-091 MDRE 8,193.12 0.19 Medium Density Residential 154 0 25 0.0007 0.0000 Future 269-05-093 CMXU 16,596.41 0.38 Community Commercial 0.1 0.4 25 0.0015 0.0007 Future 230-09-017 RGMX 52,635.73 1.21 Regional Commercial 0.1 0.5 40 0.0074 0.0026 Future 230-09-020 RGMX 481,376.41 11.05 Regional Commercial 0.1 0.5 40 0.0681 0.0241 Future 230-08-061 RGMX 31,261.22 0.72 Regional Commercial 0.1 0.5 40 0.0044 0.0016 Future 230-08-078 RGMX 89,580.36 2.06 Regional Commercial 0.1 0.5 40 0.0127 0.0045 Future 269-02-039 CMXU 5,529.70 0.13 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-02-006 CMXU 5,458.81 0.13 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-02-008 CMXU 5,100.25 0.12 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-02-082 CMXU 6,828.27 0.16 Community Commercial 0.1 0.4 25 0.0006 0.0003 Future 269-03-003 CMXU 7,875.27 0.18 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 269-02-005 CMXU 7,968.31 0.18 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 269-02-004 CMXU 7,979.70 0.18 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 269-03-004 CMXU 11,000.36 0.25 Community Commercial 0.1 0.4 25 0.0010 0.0004 Future 269-03-006 CMXU 4,000.14 0.09 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-02-079 CMXU 8,975.61 0.21 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 269-03-132 CMXU 1,564.90 0.04 Community Commercial 0.1 0.4 25 0.0001 0.0001 Future 269-03-051 CMXU 23,569.95 0.54 Community Commercial 0.1 0.4 25 0.0021 0.0009 Future 269-02-083 CMXU 34,085.10 0.78 Community Commercial 0.1 0.4 25 0.0030 0.0014 Future 216-28-062 LHIN 85,429.32 1.96 Light Industrial 0.15 0.85 0 0.0000 0.0109 Future 216-28-091 LDRD 84,980.10 1.95 Office: 100% 0.1 0.85 0 0.0000 0.0072 Future

Page 23 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
216-28-092 LDRD 11,676.99 0.27 Office: 100% 0.1 0.85 0 0.0000 0.0010 Future 216-28-093 LDRD 5,193.89 0.12 Office: 100% 0.1 0.85 0 0.0000 0.0004 Future 216-28-103 LDRD 125,080.84 2.87 Office: 100% 0.1 0.85 0 0.0000 0.0106 Future 216-28-102 LDRD 265,103.47 6.09 Office: 100% 0.1 0.85 0 0.0000 0.0225 Future 216-28-127 LHIN 223,792.30 5.14 Light Industrial 0.15 0.85 0 0.0000 0.0285 Future 216-28-044 LHIN 108,141.49 2.48 Light Industrial 0.15 0.85 0 0.0000 0.0138 Future 216-28-089 LDRD 256,220.27 5.88 Office: 100% 0.1 0.85 0 0.0000 0.0218 Future 216-28-090 LDRD 7,325.70 0.17 Office: 100% 0.1 0.85 0 0.0000 0.0006 Future 216-28-084 LDRD 7,511.17 0.17 Office: 100% 0.1 0.85 0 0.0000 0.0006 Future 216-28-055 LHIN 82,516.42 1.89 Light Industrial 0.15 0.85 0 0.0000 0.0105 Future 216-28-047 LHIN 53,122.75 1.22 Light Industrial 0.15 0.85 0 0.0000 0.0068 Future 224-06-169 LDRD 20,348.77 0.47 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 224-06-149 LDRD 56,242.08 1.29 Office: 100% 0.1 0.85 0 0.0000 0.0048 Future 224-06-142 LDRD 35,499.06 0.81 Office: 100% 0.1 0.85 0 0.0000 0.0030 Future 216-26-070 MDRE 36,540.64 0.84 Medium Density Residential 154 0 25 0.0032 0.0000 Future 216-28-115 LHIN 137,562.20 3.16 Light Industrial 0.15 0.85 0 0.0000 0.0175 Future 216-31-069 LDRD 125,038.39 2.87 Office: 100% 0.1 0.85 0 0.0000 0.0106 Future 216-30-053 HDRD 128,918.91 2.96 Office 0.15 1.25 0 0.0000 0.0242 Future 216-30-042 HDRD 23,650.32 0.54 Office 0.15 1.25 0 0.0000 0.0044 Future 216-31-068 LDRD 236,103.75 5.42 Office: 100% 0.1 0.85 0 0.0000 0.0201 Future 216-30-044 HDRD 61,150.67 1.40 Office 0.15 1.25 0 0.0000 0.0115 Future 216-30-043 HDRD 19,180.76 0.44 Office 0.15 1.25 0 0.0000 0.0036 Future 224-65-010 LDRD 546,769.64 12.55 Office: 100% 0.1 0.85 0 0.0000 0.0465 Future 216-26-042 MDRE 12,284.17 0.28 Medium Density Residential 154 0 25 0.0011 0.0000 Future 216-26-041 MDRE 14,342.90 0.33 Medium Density Residential 154 0 25 0.0013 0.0000 Future 216-26-040 MDRE 14,354.33 0.33 Medium Density Residential 154 0 25 0.0013 0.0000 Future 216-26-043 MDRE 14,269.73 0.33 Medium Density Residential 154 0 25 0.0013 0.0000 Future 216-26-039 MDRE 28,745.58 0.66 Medium Density Residential 154 0 25 0.0025 0.0000 Future

Page 24 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
216-26-038 MDRE 14,391.60 0.33 Medium Density Residential 154 0 25 0.0013 0.0000 Future 216-26-037 MDRE 16,815.24 0.39 Medium Density Residential 154 0 25 0.0015 0.0000 Future 224-71-006 LDRD 3,156.19 0.07 Office: 100% 0.1 0.85 0 0.0000 0.0003 Future 269-20-062 CMXU 1,790.65 0.04 Community Commercial 0.1 0.4 25 0.0002 0.0001 Future 269-20-061 CMXU 1,732.17 0.04 Community Commercial 0.1 0.4 25 0.0002 0.0001 Future 269-20-060 CMXU 1,722.60 0.04 Community Commercial 0.1 0.4 25 0.0002 0.0001 Future 269-20-059 CMXU 1,722.33 0.04 Community Commercial 0.1 0.4 25 0.0002 0.0001 Future 269-20-058 CMXU 1,732.82 0.04 Community Commercial 0.1 0.4 25 0.0002 0.0001 Future 269-20-057 CMXU 1,790.54 0.04 Community Commercial 0.1 0.4 25 0.0002 0.0001 Future 216-50-005 LDRD 7,974.91 0.18 Office: 100% 0.1 0.85 0 0.0000 0.0007 Future 269-05-104 CMXU 659.00 0.02 Community Commercial 0.1 0.4 25 0.0001 0.0000 Future 216-28-114 LHIN 138,163.27 3.17 Light Industrial 0.15 0.85 0 0.0000 0.0176 Future 216-48-031 LDRD 795,820.37 18.27 Office: 100% 0.1 0.85 0 0.0000 0.0676 Future 216-48-006 LDRD 75,580.15 1.74 Office: 100% 0.1 0.85 0 0.0000 0.0064 Future 216-31-032 RGCO 44,669.28 1.03 Regional Commercial 0.1 0.5 0 0.0000 0.0022 Future 216-31-072 HDRD 21,880.32 0.50 Office 0.15 1.25 0 0.0000 0.0041 Future 216-31-071 HDRD 57,595.21 1.32 Office 0.15 1.25 0 0.0000 0.0108 Future 216-26-073 MDRE 30,638.70 0.70 Medium Density Residential 154 0 25 0.0027 0.0000 Future 224-06-146 LDRD 6,350.31 0.15 Office: 100% 0.1 0.85 0 0.0000 0.0005 Future 224-06-175 LDRD 5,020.27 0.12 Office: 100% 0.1 0.85 0 0.0000 0.0004 Future 224-06-085 LDRD 36,326.27 0.83 Office: 100% 0.1 0.85 0 0.0000 0.0031 Future 224-06-119 LDRD 18,751.84 0.43 Office: 100% 0.1 0.85 0 0.0000 0.0016 Future 224-06-120 LDRD 2,271.83 0.05 Office: 100% 0.1 0.85 0 0.0000 0.0002 Future 224-28-039 CMXU 9,300.57 0.21 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 224-29-008 CMXU 7,826.61 0.18 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 224-29-023 CMXU 6,795.49 0.16 Community Commercial 0.1 0.4 25 0.0006 0.0003 Future 224-29-009 CMXU 8,474.60 0.19 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 224-29-010 CMXU 11,433.43 0.26 Community Commercial 0.1 0.4 25 0.0010 0.0005 Future

Page 25 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
224-29-016 CMXU 7,496.72 0.17 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 216-31-062 LDRD 113,507.12 2.61 Office: 100% 0.1 0.85 0 0.0000 0.0096 Future 216-30-050 HDRD 43,557.94 1.00 Office 0.15 1.25 0 0.0000 0.0082 Future 216-30-057 HDRD 38,594.54 0.89 Office 0.15 1.25 0 0.0000 0.0072 Future 216-31-070 LDRD 105,255.55 2.42 Office: 100% 0.1 0.85 0 0.0000 0.0089 Future 216-30-045 HDRD 5,236.77 0.12 Office 0.15 1.25 0 0.0000 0.0010 Future 216-30-040 LDRD 653,406.10 15.00 Office: 100% 0.1 0.85 0 0.0000 0.0555 Future 216-28-081 LHIN 186,276.94 4.28 Light Industrial 0.15 0.85 0 0.0000 0.0238 Future 216-28-109 LHIN 88,943.87 2.04 Light Industrial 0.15 0.85 0 0.0000 0.0113 Future 224-47-020 HDRD 23,418.70 0.54 Office 0.15 1.25 0 0.0000 0.0044 Future 224-28-068 CMXU 5,239.94 0.12 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 224-26-055 CMXU 9,006.06 0.21 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 224-28-037 CMXU 4,034.10 0.09 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 224-28-036 CMXU 4,034.77 0.09 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 216-01-056 RGMX 15,712.15 0.36 Regional Commercial 0.1 0.5 40 0.0022 0.0008 Future 216-01-044 CMXU 21,689.08 0.50 Community Commercial 0.1 0.4 25 0.0019 0.0009 Future 216-01-042 RGMX 14,775.77 0.34 Regional Commercial 0.1 0.5 40 0.0021 0.0007 Future 216-01-058 RGMX 54,219.09 1.24 Regional Commercial 0.1 0.5 40 0.0077 0.0027 Future 104-42-018 HDRD 325,210.13 7.47 Office 0.15 1.25 0 0.0000 0.0610 Future 104-13-083 LDRD 249,231.13 5.72 Office: 100% 0.1 0.85 0 0.0000 0.0212 Future 104-13-085 LDRD 130,494.37 3.00 Office: 100% 0.1 0.85 0 0.0000 0.0111 Future 290-10-068 CMXU 17,341.17 0.40 Community Commercial 0.1 0.4 25 0.0015 0.0007 Future 224-08-049 HDRD 98,542.70 2.26 Office 0.15 1.25 0 0.0000 0.0185 Future 224-08-119 LDRD 68,705.01 1.58 Office: 100% 0.1 0.85 0 0.0000 0.0058 Future 224-08-120 LDRD 64,431.51 1.48 Office: 100% 0.1 0.85 0 0.0000 0.0055 Future 224-08-151 HDRD 89,600.68 2.06 Office 0.15 1.25 0 0.0000 0.0168 Future 290-10-031 CMXU 15,120.32 0.35 Community Commercial 0.1 0.4 25 0.0013 0.0006 Future 290-10-096 RGMX 920,253.35 21.13 Regional Commercial 0.1 0.5 40 0.1301 0.0460 Future

Page 26 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
290-10-028 RGMX 42,075.24 0.97 Regional Commercial 0.1 0.5 40 0.0060 0.0021 Future 290-10-078 RGMX 41,167.15 0.95 Regional Commercial 0.1 0.5 40 0.0058 0.0021 Future 290-08-136 CMXU 21,499.91 0.49 Community Commercial 0.1 0.4 25 0.0019 0.0009 Future 290-08-109 CMXU 21,499.92 0.49 Community Commercial 0.1 0.4 25 0.0019 0.0009 Future 290-08-116 CMXU 21,499.74 0.49 Community Commercial 0.1 0.4 25 0.0019 0.0009 Future 290-08-137 CMXU 21,154.45 0.49 Community Commercial 0.1 0.4 25 0.0019 0.0008 Future 290-08-153 CMXU 28,068.52 0.64 Community Commercial 0.1 0.4 25 0.0025 0.0011 Future 290-08-152 CMXU 33,051.55 0.76 Community Commercial 0.1 0.4 25 0.0029 0.0013 Future 290-07-138 CMXU 52,654.99 1.21 Community Commercial 0.1 0.4 25 0.0047 0.0021 Future 224-06-130 LDRD 40,600.66 0.93 Office: 100% 0.1 0.85 0 0.0000 0.0035 Future 224-06-166 LDRD 86,532.24 1.99 Office: 100% 0.1 0.85 0 0.0000 0.0074 Future 224-06-165 LDRD 66,796.10 1.53 Office: 100% 0.1 0.85 0 0.0000 0.0057 Future 224-06-127 LDRD 39,269.31 0.90 Office: 100% 0.1 0.85 0 0.0000 0.0033 Future 224-06-150 LDRD 19,193.90 0.44 Office: 100% 0.1 0.85 0 0.0000 0.0016 Future 224-06-176 LDRD 36,651.21 0.84 Office: 100% 0.1 0.85 0 0.0000 0.0031 Future 224-10-117 LDRD 288,521.71 6.62 Office: 100% 0.1 0.85 0 0.0000 0.0245 Future 224-10-098 LDRD 83,754.38 1.92 Office: 100% 0.1 0.85 0 0.0000 0.0071 Future 224-35-017 HYIN 207,087.34 4.75 Heavy Industrial 0.15 1.25 0 0.0000 0.0388 Future 224-10-097 LDRD 87,984.01 2.02 Office: 100% 0.1 0.85 0 0.0000 0.0075 Future 224-61-002 LDRD 44,428.12 1.02 Office: 100% 0.1 0.85 0 0.0000 0.0038 Future 224-61-007 LDRD 26,414.71 0.61 Office: 100% 0.1 0.85 0 0.0000 0.0022 Future 224-61-008 LDRD 25,675.79 0.59 Office: 100% 0.1 0.85 0 0.0000 0.0022 Future 224-10-115 LDRD 73,391.17 1.68 Office: 100% 0.1 0.85 0 0.0000 0.0062 Future 224-61-001 LDRD 16,149.31 0.37 Office: 100% 0.1 0.85 0 0.0000 0.0014 Future 224-61-003 LDRD 8,601.44 0.20 Office: 100% 0.1 0.85 0 0.0000 0.0007 Future 224-61-004 LDRD 64,004.31 1.47 Office: 100% 0.1 0.85 0 0.0000 0.0054 Future 224-10-121 LDRD 204,760.26 4.70 Office: 100% 0.1 0.85 0 0.0000 0.0174 Future 224-60-013 HYIN 118,217.10 2.71 Heavy Industrial 0.15 1.25 0 0.0000 0.0222 Future

Page 27 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
224-10-126 LDRD 188,685.04 4.33 Office: 100% 0.1 0.85 0 0.0000 0.0160 Future 224-10-057 LDRD 72,205.64 1.66 Office: 100% 0.1 0.85 0 0.0000 0.0061 Future 224-61-009 LDRD 62,780.64 1.44 Office: 100% 0.1 0.85 0 0.0000 0.0053 Future 224-10-122 LDRD 137,809.08 3.16 Office: 100% 0.1 0.85 0 0.0000 0.0117 Future 224-10-123 LDRD 27,813.12 0.64 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 224-10-125 LDRD 96,709.30 2.22 Office: 100% 0.1 0.85 0 0.0000 0.0082 Future 224-60-014 HYIN 189,025.30 4.34 Heavy Industrial 0.15 1.25 0 0.0000 0.0354 Future 224-61-005 PUQP 147,332.98 3.38 Public/Institutional 0.21 0.2 0 0.0000 0.0062 Future 224-61-006 PUQP 438,706.55 10.07 Public/Institutional 0.21 0.2 0 0.0000 0.0184 Future 224-61-010 LDRD 62,783.57 1.44 Office: 100% 0.1 0.85 0 0.0000 0.0053 Future 224-10-131 LDRD 68,534.53 1.57 Office: 100% 0.1 0.85 0 0.0000 0.0058 Future 224-45-008 LDRD 17,716.99 0.41 Office: 100% 0.1 0.85 0 0.0000 0.0015 Future 224-45-027 LDRD 199,140.76 4.57 Office: 100% 0.1 0.85 0 0.0000 0.0169 Future 224-57-003 LDRD 106,948.39 2.46 Office: 100% 0.1 0.85 0 0.0000 0.0091 Future 224-57-013 LDRD 56,556.82 1.30 Office: 100% 0.1 0.85 0 0.0000 0.0048 Future 224-57-006 LDRD 43,541.19 1.00 Office: 100% 0.1 0.85 0 0.0000 0.0037 Future 224-57-007 LDRD 45,835.48 1.05 Office: 100% 0.1 0.85 0 0.0000 0.0039 Future 224-45-006 LDRD 13,852.82 0.32 Office: 100% 0.1 0.85 0 0.0000 0.0012 Future 224-45-028 LDRD 94,706.79 2.17 Office: 100% 0.1 0.85 0 0.0000 0.0081 Future 224-57-011 LDRD 155,439.63 3.57 Office: 100% 0.1 0.85 0 0.0000 0.0132 Future 224-45-029 LDRD 189,474.75 4.35 Office: 100% 0.1 0.85 0 0.0000 0.0161 Future 224-45-030 LDRD 630,206.01 14.47 Office: 100% 0.1 0.85 0 0.0000 0.0536 Future 224-45-031 LDRD 133,774.51 3.07 Office: 100% 0.1 0.85 0 0.0000 0.0114 Future 224-07-123 LDRD 223,031.31 5.12 Office: 100% 0.1 0.85 0 0.0000 0.0190 Future 224-07-121 LDRD 592,999.10 13.61 Office: 100% 0.1 0.85 0 0.0000 0.0504 Future 224-08-109 LDRD 45,669.11 1.05 Office: 100% 0.1 0.85 0 0.0000 0.0039 Future 224-08-101 LDRD 28,681.23 0.66 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 224-08-102 LDRD 29,091.31 0.67 Office: 100% 0.1 0.85 0 0.0000 0.0025 Future

Page 28 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
224-08-058 LDRD 29,720.80 0.68 Office: 100% 0.1 0.85 0 0.0000 0.0025 Future 224-08-092 LDRD 66,219.60 1.52 Office: 100% 0.1 0.85 0 0.0000 0.0056 Future 224-43-003 LDRD 85,296.50 1.96 Office: 100% 0.1 0.85 0 0.0000 0.0073 Future 224-08-147 LDRD 133,093.62 3.06 Office: 100% 0.1 0.85 0 0.0000 0.0113 Future 224-43-002 LDRD 197,082.09 4.52 Office: 100% 0.1 0.85 0 0.0000 0.0168 Future 224-08-085 LDRD 118,687.70 2.72 Office: 100% 0.1 0.85 0 0.0000 0.0101 Future 224-08-132 LDRD 19,701.48 0.45 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 224-08-133 LDRD 20,721.64 0.48 Office: 100% 0.1 0.85 0 0.0000 0.0018 Future 224-08-153 LHIN 336,272.79 7.72 Light Industrial 0.15 0.85 0 0.0000 0.0429 Future 224-08-134 LDRD 59,221.47 1.36 Office: 100% 0.1 0.85 0 0.0000 0.0050 Future 224-42-007 LDRD 36,961.31 0.85 Office: 100% 0.1 0.85 0 0.0000 0.0031 Future 224-08-144 LDRD 79,841.88 1.83 Office: 100% 0.1 0.85 0 0.0000 0.0068 Future 224-08-099 LDRD 57,516.22 1.32 Office: 100% 0.1 0.85 0 0.0000 0.0049 Future 224-08-135 LDRD 25,991.68 0.60 Office: 100% 0.1 0.85 0 0.0000 0.0022 Future 224-08-143 LDRD 16,209.74 0.37 Office: 100% 0.1 0.85 0 0.0000 0.0014 Future 224-08-082 LHIN 264,753.16 6.08 Light Industrial 0.15 0.85 0 0.0000 0.0338 Future 224-08-136 LDRD 20,109.40 0.46 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 224-08-006 LDRD 43,564.96 1.00 Office: 100% 0.1 0.85 0 0.0000 0.0037 Future 224-42-008 LDRD 42,463.43 0.97 Office: 100% 0.1 0.85 0 0.0000 0.0036 Future 224-08-145 LDRD 58,919.34 1.35 Office: 100% 0.1 0.85 0 0.0000 0.0050 Future 224-09-113 LDRD 320,572.47 7.36 Office: 100% 0.1 0.85 0 0.0000 0.0272 Future 224-08-142 LDRD 33,502.96 0.77 Office: 100% 0.1 0.85 0 0.0000 0.0028 Future 224-08-137 LDRD 20,714.89 0.48 Office: 100% 0.1 0.85 0 0.0000 0.0018 Future 224-08-138 LDRD 25,545.20 0.59 Office: 100% 0.1 0.85 0 0.0000 0.0022 Future 224-08-141 LDRD 31,949.48 0.73 Office: 100% 0.1 0.85 0 0.0000 0.0027 Future 224-08-123 LDRD 22,059.18 0.51 Office: 100% 0.1 0.85 0 0.0000 0.0019 Future 224-42-003 LDRD 84,435.13 1.94 Office: 100% 0.1 0.85 0 0.0000 0.0072 Future 224-08-122 LDRD 24,633.00 0.57 Office: 100% 0.1 0.85 0 0.0000 0.0021 Future

Page 29 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
224-08-127 LDRD 28,216.48 0.65 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 224-08-089 LDRD 53,116.36 1.22 Office: 100% 0.1 0.85 0 0.0000 0.0045 Future 224-09-140 LDRD 89,912.39 2.06 Office: 100% 0.1 0.85 0 0.0000 0.0076 Future 224-42-002 LDRD 41,805.84 0.96 Office: 100% 0.1 0.85 0 0.0000 0.0036 Future 224-65-009 LDRD 228,010.35 5.23 Office: 100% 0.1 0.85 0 0.0000 0.0194 Future 224-15-030 CMXU 5,401.82 0.12 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 224-20-094 CMXU 18,193.10 0.42 Community Commercial 0.1 0.4 25 0.0016 0.0007 Future 224-20-095 CMXU 22,728.81 0.52 Community Commercial 0.1 0.4 25 0.0020 0.0009 Future 224-20-096 CMXU 29,526.30 0.68 Community Commercial 0.1 0.4 25 0.0026 0.0012 Future 224-20-081 CMXU 32,679.25 0.75 Community Commercial 0.1 0.4 25 0.0029 0.0013 Future 224-14-114 CMXU 17,491.07 0.40 Community Commercial 0.1 0.4 25 0.0015 0.0007 Future 224-14-094 CMXU 21,945.47 0.50 Community Commercial 0.1 0.4 25 0.0019 0.0009 Future 224-14-109 CMXU 12,329.51 0.28 Community Commercial 0.1 0.4 25 0.0011 0.0005 Future 224-14-110 CMXU 9,560.58 0.22 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 224-14-106 CMXU 15,079.50 0.35 Community Commercial 0.1 0.4 25 0.0013 0.0006 Future 224-15-031 CMXU 9,926.16 0.23 Community Commercial 0.1 0.4 25 0.0009 0.0004 Future 224-14-086 CMXU 14,645.77 0.34 Community Commercial 0.1 0.4 25 0.0013 0.0006 Future 224-15-022 CMXU 15,656.29 0.36 Community Commercial 0.1 0.4 25 0.0014 0.0006 Future 224-15-029 RGMX 53,635.66 1.23 Regional Commercial 0.1 0.5 40 0.0076 0.0027 Future 224-48-009 CMXU 9,239.30 0.21 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 224-48-011 CMXU 22,092.35 0.51 Community Commercial 0.1 0.4 25 0.0020 0.0009 Future 224-26-073 CMXU 20,776.62 0.48 Community Commercial 0.1 0.4 25 0.0018 0.0008 Future 224-26-060 CMXU 11,107.62 0.25 Community Commercial 0.1 0.4 25 0.0010 0.0004 Future 224-26-065 CMXU 7,439.28 0.17 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 224-26-012 CMXU 7,575.30 0.17 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 224-26-066 CMXU 8,788.94 0.20 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 224-26-058 CMXU 13,547.21 0.31 Community Commercial 0.1 0.4 25 0.0012 0.0005 Future 224-20-080 MDRE 58,008.42 1.33 Medium Density Residential 154 0 25 0.0051 0.0000 Future

Page 30 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
224-29-038 CMXU 13,664.26 0.31 Community Commercial 0.1 0.4 25 0.0012 0.0005 Future 224-28-058 CMXU 11,846.08 0.27 Community Commercial 0.1 0.4 25 0.0010 0.0005 Future 224-29-030 CMXU 8,121.91 0.19 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 224-25-074 PUQP 451,036.23 10.35 Public/Institutional 0.21 0.2 0 0.0000 0.0189 Future 224-29-007 CMXU 16,145.09 0.37 Community Commercial 0.1 0.4 25 0.0014 0.0006 Future 224-29-041 CMXU 31,918.48 0.73 Community Commercial 0.1 0.4 25 0.0028 0.0013 Future 224-29-018 CMXU 7,426.58 0.17 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 224-29-033 CMXU 146,637.38 3.37 Community Commercial 0.1 0.4 25 0.0130 0.0059 Future 293-02-034 NHMX 7,757.23 0.18 Neighborhood Commercial 0.1 0.3 25 0.0007 0.0002 Future 293-02-033 NHMX 21,414.98 0.49 Neighborhood Commercial 0.1 0.3 25 0.0019 0.0006 Future 293-02-032 NHMX 33,739.12 0.77 Neighborhood Commercial 0.1 0.3 25 0.0030 0.0010 Future 293-02-030 NHMX 1,803.92 0.04 Neighborhood Commercial 0.1 0.3 25 0.0002 0.0001 Future 293-02-031 NHMX 1,748.95 0.04 Neighborhood Commercial 0.1 0.3 25 0.0002 0.0001 Future 104-55-013 RGCO 69,034.46 1.58 Regional Commercial 0.1 0.5 0 0.0000 0.0035 Future 104-39-024 LDRD 360.55 0.01 Office: 100% 0.1 0.85 0 0.0000 0.0000 Future 224-75-023 LHIN 1,538.63 0.04 Light Industrial 0.15 0.85 0 0.0000 0.0002 Future 097-37-112 NHMX 1,413.10 0.03 Neighborhood Commercial 0.1 0.3 25 0.0001 0.0000 Future 269-05-089 CMXU 18,382.06 0.42 Community Commercial 0.1 0.4 25 0.0016 0.0007 Future 316-09-044 PUQP 603,655.61 13.86 Public/Institutional 0.21 0.2 0 0.0000 0.0254 Future 097-11-000 DHRE 197,344.59 4.53 High Density Residential 154 40 40 0.0279 0.0000 Future 290-21-059 MDRE 1,181.34 0.03 Medium Density Residential 154 0 25 0.0001 0.0000 Future 290-53-025 MDRE 2,499.33 0.06 Medium Density Residential 154 0 25 0.0002 0.0000 Future 316-51-008 MDRE 1,142.09 0.03 Medium Density Residential 154 0 25 0.0001 0.0000 Future 104-59-039 MDRE 2,415.77 0.06 Medium Density Residential 154 0 25 0.0002 0.0000 Future 224-76-061 MDRE 843.21 0.02 Medium Density Residential 154 0 25 0.0001 0.0000 Future 290-71-058 CMXU 2,141.60 0.05 Community Commercial 0.1 0.4 25 0.0002 0.0001 Future 104-15-142 LDRD 55,510.68 1.27 Office: 100% 0.1 0.85 0 0.0000 0.0047 Future 104-15-143 LDRD 80,861.26 1.86 Office: 100% 0.1 0.85 0 0.0000 0.0069 Future

Page 31 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
269-05-094 CMXU 13,850.43 0.32 Community Commercial 0.1 0.4 25 0.0012 0.0006 Future 104-12-215 MDRE 4,110.43 0.09 Medium Density Residential 154 0 25 0.0004 0.0000 Future 269-05-106 CMXU 561.94 0.01 Community Commercial 0.1 0.4 25 0.0000 0.0000 Future 216-28-129 LHIN 59,722.21 1.37 Light Industrial 0.15 0.85 0 0.0000 0.0076 Future 290-44-143 MDRE 5,236.45 0.12 Medium Density Residential 154 0 25 0.0005 0.0000 Future 269-33-051 MDRE 3,016.20 0.07 Medium Density Residential 154 0 25 0.0003 0.0000 Future 269-05-090 CMXU 293.06 0.01 Community Commercial 0.1 0.4 25 0.0000 0.0000 Future 294-01-014 CMXU 20,318.83 0.47 Community Commercial 0.1 0.4 25 0.0018 0.0008 Future 303-17-051 MDRE 41,241.29 0.95 Medium Density Residential 154 0 25 0.0036 0.0000 Future 316-09-052 PUQP 495.30 0.01 Public/Institutional 0.21 0.2 0 0.0000 0.0000 Future 097-22-00G NHMX 5,537.12 0.13 Neighborhood Commercial 0.1 0.3 25 0.0005 0.0002 Future 216-31-067 LDRD 179,532.35 4.12 Office: 100% 0.1 0.85 0 0.0000 0.0153 Future 216-01-054 CMXU 19,102.84 0.44 Community Commercial 0.1 0.4 25 0.0017 0.0008 Future 224-49-011 CMXU 5,195.08 0.12 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 104-48-009 HDRD 495.30 0.01 Office 0.15 1.25 0 0.0000 0.0001 Future 104-52-027 HDRD 174,604.01 4.01 Office 0.15 1.25 0 0.0000 0.0327 Future 224-06-177 LDRD 1,351.59 0.03 Office: 100% 0.1 0.85 0 0.0000 0.0001 Future 216-31-093 LDRD 247,968.38 5.69 Office: 100% 0.1 0.85 0 0.0000 0.0211 Future 293-02-035 NHMX 26,099.53 0.60 Neighborhood Commercial 0.1 0.3 25 0.0023 0.0008 Future 104-38-016 LDRD 109,021.33 2.50 Office: 100% 0.1 0.85 0 0.0000 0.0093 Future 104-38-014 LDRD 301,191.72 6.91 Office: 100% 0.1 0.85 0 0.0000 0.0256 Future 220-35-001 MDRE 2,769.02 0.06 Medium Density Residential 154 0 25 0.0002 0.0000 Future 220-35-002 MDRE 2,227.07 0.05 Medium Density Residential 154 0 25 0.0002 0.0000 Future 220-35-003 MDRE 3,074.10 0.07 Medium Density Residential 154 0 25 0.0003 0.0000 Future 220-35-004 MDRE 2,326.29 0.05 Medium Density Residential 154 0 25 0.0002 0.0000 Future 220-35-005 MDRE 2,086.74 0.05 Medium Density Residential 154 0 25 0.0002 0.0000 Future 220-35-006 MDRE 2,140.26 0.05 Medium Density Residential 154 0 25 0.0002 0.0000 Future 220-35-009 MDRE 2,738.91 0.06 Medium Density Residential 154 0 25 0.0002 0.0000 Future

Page 32 of 37 ends

City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
220-35-007 MDRE 3,277.50 0.08 Medium Density Residential 154 0 25 0.0003 0.0000 Future 220-35-008 MDRE 3,148.35 0.07 Medium Density Residential 154 0 25 0.0003 0.0000 Future 205-39-026 MDRE 122,629.84 2.82 Medium Density Residential 154 0 25 0.0108 0.0000 Future 224-42-013 LDRD 84,412.03 1.94 Office: 100% 0.1 0.85 0 0.0000 0.0072 Future 224-42-014 LDRD 98,739.54 2.27 Office: 100% 0.1 0.85 0 0.0000 0.0084 Future 230-06-055 PUQP 68,335.37 1.57 Public/Institutional 0.21 0.2 0 0.0000 0.0029 Future 274-43-099 RGCO 264,044.93 6.06 Regional Commercial 0.1 0.5 0 0.0000 0.0132 Future 097-08-109 DHRE 233,446.43 5.36 High Density Residential 154 40 40 0.0330 0.0000 Future 303-18-051 RGCO 70,063.84 1.61 Regional Commercial 0.1 0.5 0 0.0000 0.0035 Future 296-37-035 RGCO 89,133.81 2.05 Regional Commercial 0.1 0.5 0 0.0000 0.0045 Future 224-57-016 LDRD 57,961.86 1.33 Office: 100% 0.1 0.85 0 0.0000 0.0049 Future 224-59-031 HYIN 224,958.92 5.16 Heavy Industrial 0.15 1.25 0 0.0000 0.0422 Future 104-14-172 LDRD 73,656.43 1.69 Office: 100% 0.1 0.85 0 0.0000 0.0063 Future 205-39-029 MDRE 1,204,315.75 27.65 Medium Density Residential 154 0 25 0.1064 0.0000 Future 205-39-028 MDRE 559,453.44 12.84 Medium Density Residential 154 0 25 0.0494 0.0000 Future

Page 33 of 37 ends

Flow Assumptions for Parcels with Entitlements
(Provided by the City)

LABELID APN OWNERNAM
Entitled Flow (gpd)
2016
Entitled Flow (gpd)
2024
Flow Difference (gpd)
2023-2016
Entitled Flow (mgd)
2024
1 230-03-090 Newark Group Industries Inc. 267,189 267,189 0 0.2671890 2 101-11-042 Dorothy Nutto Trustee 11,656 11,657 1 0.0116570 4 104-15-131 M West Prop Co. LLC 49,672 28,686 -20,986 0.0286860 5 104-39-023 Siliconix Inc 1,232,651 1,232,651 0 1.2326510 6 101-09-023 Dick Lee Corp 30,700 30,700 0 0.0307000
8 230-03-079 Xeres Ventures LLC 5,890 5,538 -352 0.0055380 9 230-47-068 Robert Jung Et. Al. 14,655 14,655 0 0.0146550 10 290-03-087 G6 Hospitality Property LLC 14,408 14,345 -63 0.0143450 11 101-13-003 AMB Property Corporation LP 8,132 8,106 -26 0.0081060 12 303-02-013 Annine Untiedt Trustee & Et. Al. 29,000 29,000 0 0.0290000 13 303-23-029 Machado Children's Trust 49,300 49,300 0 0.0493000 14 290-01-113 Shri Jai Ranchhodrai Inc 39,078 19,045 -20,033 0.0190450 15 104-50-025 Coherent 220,414 220,414 0 0.2204140
17 296-20-004 LJS LLC 9,780 9,777 -3 0.0097770
18 104-49-026 Marriott Plaza Associates L.P. 14,694 14,630 -64 0.0146300 19 104-50-018 Abbott Laboratories 9,998 9,998 0 0.0099980 20 104-43-054 City of Santa Clara 58,719 58,719 0 0.0587190 21 104-14-154 Cemex 6,911 5,689 -1,222 0.0056890
23 104-16-113 West Valley-Mission Community College Dist 54,000 54,000 0 0.0540000 24 104-51-001 Ixys Corporation 15,837 18,006 2,169 0.0180060 25 104-14-089 Kang Family Partners LP 58,282 58,282 0 0.0582820 26 104-40-020 Intel Corporation 17,608 17,608 0 0.0176080 27 104-40-031 Santa Clara Towers LP 29,540 29,540 0 0.0295400 28 216-48-035 James Lindsey Trustee & Et. Al. 32,303 32,303 0 0.0323030 29 216-34-076 Si 34 LLC 22,499 22,751 252 0.0227510
30 216-34-079 Si 34 LLC 12,591 12,464 -127 0.0124640
31 216-32-040 Ksl Capital Partners 40,384 40,384 0 0.0403840 32 216-01-060 Sunita Kumar Et. Al. 13,572 13,572 0 0.0135720 34 216-34-005 Erik Naslund Trustee 40,069 40,069 0 0.0400690 35 224-46-007 Act Ponderosa LLC Et. Al. 7,351 6,006 -1,345 0.0060060 36 224-08-146 Digital 1350 Duane LLC 79,530 79,530 0 0.0795300 37 224-09-165 Akt America Inc 62,052 61,209 -843 0.0612090 38 294-39-010 Donna Bonasera Trustee & Et. Al. 8,091 8,118 27 0.0081180 39 216-46-003 Chawla Ventures LLC 38,218 38,218 0 0.0382180 40 316-19-032 Yangs Brother Intl Corp 14,326 14,326 0 0.0143260 41 316-17-018 Agilent Technologies Inc 949,151 949,151 0 0.9491510 42 274-43-071 Federated Western Properties, Inc. 19,348 19,348 0 0.0193480 43 213-35-035 K D W Santa Clara 21,798 21,798 0 0.0217980 44 224-04-071 Gahrahmat Fam LP II 20,189 20,189 0 0.0201890 45 224-59-029 Hertz Investors Inc 41,582 20,791 -20,791 0.0207910 46 224-06-170 Leon and Colette Mardirossian Trustee 68,135 73,268 5,133 0.0732680 48 216-30-053 Ashford Santa Claraparts LP 86,122 86,122 0 0.0861220 49 216-28-101 Vantage Data Centers 121,199 95,370 -25,829 0.0652462 49 216-28-118 Vantage Data Centers 95,370 95,370 0.0301238 50 216-46-020 Latham & Watkins, LLP 32,114 31,841 -273 0.0318410 51 216-31-060 Cooperage-Rose Investments 26,309 26,309 0 0.0263090 52 216-30-054 Sierra-Santa Clara Inc 65,520 65,520 0 0.0655200 53 104-04-077 Digital-Pr Old Ironsides 1 LLC 24,091 29,240 5,149 0.0292400 54 104-13-083 SCP 2001 PE LLC 88,636 89,422 786 0.0894220 56 290-46-016 Dennis Mariani Trustee & Et. Al. 19,000 19,000 0 0.0190000 57 290-06-020 Moonlite Associates LLC 40,188 40,188 0 0.0401880 58 224-35-017 Sunset Properties Inc 8,767 8,767 0 0.0087670 59 224-60-013 1065 Martin Ave LLC 18,125 22,667 4,542 0.0226670 60 224-10-126 San Tomas Income Partners LLC 58,788 58,788 0 0.0587880 61 224-60-014 Martin Investment Properties LLC 11,239 11,218 -21 0.0112180 62 224-08-101 Renault & Handley Employee's Investment Co 11,139 11,139 0 0.0111390 63 224-08-147 1100 Space Park LLC 41,036 41,015 -21 0.0410150 64 224-08-085 Pacific Bell Lease 17,921 20,083 2,162 0.0200830 65 224-08-134 Harbor Electronics Inc 44,586 44,586 0 0.0445860 66 224-20-080 Masonic Hall Corp of Santa Clara 35,934 35,934 0 0.0359340 67 104-55-005 City of Santa Clara 117,735 117,735 0 0.1177350 68 104-55-013 City of Santa Clara 148,087 148,087 0 0.1480870 69 224-03-085 2045-2055 Lafayette Street 42,000 42,000 0 0.0420000 70 316-09-035 Kaiser Foundation Hospital 374,350 374,350 0 0.3743500 71 230-46-061 BFV LLC 13,111 13,111 0 0.0131110

Page 34 of 37 ends

Hydraulic Model Input Data for Parcels with Entitlements (Based on Information Provided by the City)
Owner APN Subcatchment ID WC Address
Additional foul
flow (MGD)
Trade flow
(MGD)
Customer
Type NAICS Description
DC Num/
RefID DC/NTD/LTD Name
CALIFORNIA PAPERBOARD 230-03-090 311 525 Mathew Street 0 0.2672 MJ Paperboard Mills GP_Ph3 BAB FACILITIES GROUP 101-11-042 1574 3295 Woodward Avenue 0 0.0117 CI General Warehousing and Storage GP_Ph3 SILICONIX INC 104-39-023 2593 2201 Laurelwood Road 0 1.2327 CI Semiconductor & Related Device Manufacturing 102 2201 Laurelwood Data Center SST INVESTMENTS LLC 101-09-023 2978 805 Aldo Avenue 0 0.0307 CI Lessors of Nonresid. Build. excpt Miniwarehou GP_Ph3 ALTAFLEX 230-47-068 4586 336 Martin Avenue 0 0.0147 CI Bare Printed Circuit Board Manufacturing GP_Ph3 MOTEL SIX # 263 290-03-087 5628 3208 El Camino Real 0.0099 0.0045 CI Hotels (except Casino Hotels) and Motels 77 ECR_CMU MISSION HOSPITAL INC 303-02-013 6122 410 North Winchester Boulevard 0 0.029 CI Homes for the Elderly GP_Ph3 SCCW LLC 303-23-029 6850 3655 Stevens Creek Boulevard 0.0339 0.0154 CI Car Washes GP_Ph3 SHRI JAI RANCHHODRAI INC 290-01-113 7089 3550 El Camino Real 0.0141 0.005 CI Hotels (except Casino Hotels) and Motels 77 ECR_CMU COHERENT INC 104-50-025 9416 5100 Patrick Henry Drive 0 0.2204 CI Semiconductor & Related Device Manufacturing GP_Ph3 BRIGHT HORIZONS CHILDREN CTR 296-20-004 10028 4945 Stevens Creek Boulevard 0 0.0098 CI Child Day Care Services GP_Ph3 ONTARIO AIRPORT HOTEL CORP 104-43-054 11327 4949 Great America Parkway 0.0404 0.0183 CI Hotels (except Casino Hotels) and Motels GP_Ph3 CEMEX INC 104-14-154 11740 1555 Russell Avenue 0 0.0057 CI Ready-Mix Concrete Manufacturing GP_Ph3 VIVID INC 104-51-001 11892 3400 Bassett Street 0 0.018 CI Household Appliance Stores GP_Ph3 BILTMORE HOTEL & SUITES 104-14-089 11910 2151 Laurelwood Road 0 0.0583 CI Hotels (except Casino Hotels) and Motels GP_Ph3 GOLDEN STATE RESTAURANTS 104-40-020 11915 3935 Freedom Circle 0 0.0176 CI Full-Service Restaurants 48 Freedom Circle SCT OWNER LLC 104-40-031 11917 3945 Freedom Circle 0 0.0295 CI Lessors of Nonresid. Build. excpt Miniwarehou 48 Freedom Circle PROMEX INC 216-48-035 12068 3075 Oakmead Village Drive 0 0.0323 CI Radio&TV Broadcast&Wireless Comm Equip Manuf GP_Ph3 AFFYMETRIX INC 216-34-079 12070 3450 Central Expressway 0 0.0125 CI R&D in Physical, Engineering & Life Sciences WESTERN ATHLETIC CLUBS 216-32-040 12071 3250 Central Expressway 0 0.0404 CI Fitness and Recreational Sports Centers GP_Ph3 HAWTHORN SUITES LTD 216-01-060 12109 2455 El Camino Real 0.0093 0.0042 CI Hotels (except Casino Hotels) and Motels GP_Ph3 PONDEROSA OFFICE CENTER 224-46-007 14397 3080 Olcott Street 0 0.006 CI Lessors of Nonresid. Build. excpt Miniwarehou EQUINIX INC 224-08-146 14398 1350 Duane Avenue 0 0.0795 CI Data Processing, Hosting, & Related Services GP_Ph3 AKT AMERICA INC 224-09-165 14400 3101 Scott Boulevard 0 0.0612 CI Semiconductor & Related Device Manufacturing M.B. EXCLUSIVELY PROPERTIES LL 294-39-010 15281 3941 Stevens Creek Boulevard 0.0056 0.0025 CI Lessors of Nonresid. Build. excpt Miniwarehou GP_Ph3 DUARTE COMMUNICATIONS INC 216-46-003 15637 3200 Coronado Drive 0 0.0382 CI Lessors of Nonresid. Build. excpt Miniwarehou WOODCREST HOTEL 316-19-032 16763 5415 Stevens Creek Boulevard 0 0.0143 CI Hotels (except Casino Hotels) and Motels GP_Ph3 AGILENT TECHNOLOGY #9000089889 316-17-018 16766 5301 Stevens Creek Boulevard 0 0.9492 CI Semiconductor & Related Device Manufacturing KDW CORP 213-35-035 17444 1550 Halford Avenue 0.0161 0.0057 CI Lessors of Nonresid. Build. excpt Miniwarehou GP_Ph3 STREAMLINE CIRCUITS CORP 224-06-170 18371 1415 Richard Avenue 0 0.0733 CI Bare Printed Circuit Board Manufacturing SANTA CLARA TENANT CORP 216-30-053 18456 2885 Lakeside Drive 0 0.0861 CI Hotels (except Casino Hotels) and Motels GP_Ph3 CORESITE CORONADO STENDER LLC 216-46-021 18967 3020 Coronado Drive 0 0.0209 CI Data Processing, Hosting, & Related Services DC_47 Coresite / Telecom SV7 PENINSULAR INVESTMENTS INC 216-30-054 19335 3100 Lakeside Drive 0 0.0655 CI Hotels (except Casino Hotels) and Motels CYXTERA DATA CENTERS INC 104-04-077 20154 4650 Old Ironsides Drive 0 0.0292 CI Data Processing, Hosting, & Related Services 59 Patrick Henry Drive VAREX IMAGING WEST HLDNGS INC 104-13-083 20170 2175 Mission College Boulevard 0 0.0894 CI Semiconductor & Related Device Manufacturing GP_Ph3 LOMBARDI AUTO 290-46-016 20411 2540 El Camino Real 0.0131 0.0059 CI Gasoline Stations with Convenience Stores 66 2570 ECR D&T FOODS CO 224-60-013 20508 1061 Martin Avenue 0 0.0227 CI Ice Cream and Frozen Dessert Manufacturing GP_Ph3 FUJIFILM DIAMATIX INC 224-10-126 20509 2210 Martin Avenue 0 0.0588 CI R&D in Physical, Engineering & Life Sciences GP_Ph3 ONSPEC TECHNOLOGY PARTNERS INC 224-08-101 20554 975 Comstock Street 0 0.0111 CI Semiconductor & Related Device Manufacturing GP_Ph3 DIGITAL REALTY TRUST LP 224-08-147 20568 1100 Space Park Drive 0 0.041 CI Semiconductor & Related Device Manufacturing GP_Ph3 ELEC DEPT 224-08-085 20575 3025 Raymond Street 0 0.0201 MU Other General Government Support GP_Ph3 HARBOR ELECTRONICS INC 224-08-134 20582 3021 Kenneth Street 0 0.0446 CI Othr Electronic Parts and Equip Wholesalers GP_Ph3 NIC 13 THE WESTMONT OWNER LLC 224-20-080 21015 1675 Scott Boulevard 0.0359 0 CI Residential Mental Retardation Facilities GP_Ph3 HUDSON TECHMART COMM CTR LLC 104-55-013 21654 5201 Great America Parkway 0 0.1481 CI Lessors of Residential Buildings and Dwelling GP_Ph3 MICROSOFT CORPORATION 224-03-085 21746 2045 Lafayette Street 0 0.042 CI Data Processing, Hosting, & Related Services ELEC DEPT SUBSTATION 216-46-022 22799 2920 Coronado Drive 0 0.0109 MU Other General Government Support MACYS WEST INC # 17012B 274-43-071 23069 3051 Stevens Creek Boulevard 0 0.003 CI Department Stores (except Discount Stores) 104-55-012 25819 0 0
316-09-035 26155 0 0.372
230-46-069 26350 0 0.0017

Page 35 of 37 ends

Hydraulic Model Input Data for Parcels with Entitlements (Based on Information Provided by the City)
Owner APN Subcatchment ID WC Address
Additional foul
flow (MGD)
Trade flow
(MGD)
Customer
Type NAICS Description
DC Num/
RefID DC/NTD/LTD Name
216-31-060 26372 0 0.0263 99 3375 Scott Blvd
316-09-054 26708 0 0.0024
AFFYMETRIX INC 216-34-076 26820 3380 Central Expressway 0 0.0221 CI R&D in Physical, Engineering & Life Sciences AFFYMETRIX INC 216-34-076 26821 3380 Central Expressway 0 0.0007 CI R&D in Physical, Engineering & Life Sciences VANTAGE DATA CENTERS LLC 216-28-118 26847 2820 Northwestern Parkway 0 0.0301 CI Semiconductor & Related Device Manufacturing 456200 HERTZ MAIL STOP 2 224-59-029 26853 1000 Walsh Avenue 0 0.0005 CI Passenger Car Rental VANTAGE DATA CENTERS LLC 216-28-131 26913 2565 Walsh Avenue 0 0.0038 CI Data Processing, Hosting, & Related Services VANTAGE DATA CENTERS LLC 216-28-131 26914 2565 Walsh Avenue 0 0.0614 CI Data Processing, Hosting, & Related Services DC_28 Vantage SC I (1/6) CA11 / V1 104-55-005 26993 0 0.1177
230-46-069 27003 0 0.0017
230-46-069 27005 0 0.0009
230-46-069 27006 0 0.0003
230-46-069 27007 0 0.0024
230-46-069 27008 0 0.0012
230-46-069 27010 0 0.0023
216-59-038 27288 0 0.0023
216-59-038 27289 0 0.0023
216-59-038 27290 0 0.002
216-59-038 27291 0 0.0017
216-59-037 27293 0 0.0023
216-59-037 27294 0 0.002
216-59-037 27295 0 0.0019
216-59-037 27296 0 0.0017
216-59-037 27297 0 0.0023
216-59-037 27298 0 0.0023
216-59-037 27299 0 0.0019
216-59-037 27300 0 0.0176
MACYS WEST INC # 17012B 274-43-092 27337 3051 Stevens Creek Boulevard 0 0.0161 CI Department Stores (except Discount Stores) MACYS WEST INC # 17012B 274-43-071 27355 3051 Stevens Creek Boulevard 0 0.0003 CI Department Stores (except Discount Stores)

Page 36 of 37 ends

Flow Assumptions for Parcels with Entitlements and Planned Future Development (Based on Information Provided by the City)
Entitlement
APN
Entitlement ID
Entitled Flow
(gpd)
Future Flow
(gpd)1 Phase2
Land Use
Parcel Area
(SF)
Non-Res Dev.

Area (SF)
FAR
No. of Res
Units
No. of Hotel
Rooms
Non-Res UFF
(gpd/SF)
Res UFF
(gpd/unit)
Hotel UFF
(gpd/room)
104-15-131 4 28,686 37,812 GP Phase 3 Office: 100% 444,844 - 0.85 - - 0.1 - - 101-13-003 11 8,106 39,699 GP Phase 3 Light Industrial 311,365 - 0.85 - - 0.15 - - 104-50-018 19 9,998 25,434 GP Phase 3 Office: 100% 299,222 - 0.85 - - 0.1 - - 104-16-113 23 54,000 114,332 GP Phase 3 Office 609,771 - 1.25 - - 0.15 - - 224-04-071 44 20,189 60,518 GP Phase 3 Heavy Industrial 322,763 - 1.25 - - 0.15 - - 224-59-029 45 20,791 42,180 GP Phase 3 Heavy Industrial 224,959 - 1.25 - - 0.15 - - 224-35-017 58 8,767 38,829 GP Phase 3 Heavy Industrial 207,087 - 1.25 - - 0.15 - - 224-60-014 61 11,218 35,442 GP Phase 3 Heavy Industrial 189,025 - 1.25 - - 0.15 - - 230-46-061 71 13,111 395,710 NTD Mixed Use - 1,140,0004- 1,600 225 0.1 154 or 175 100 1Where entitlement flows were less than future flows, the more conservative future flows were used in the model for the long-term future scenario. 2 GP = General Plan. NTD = Near-Term Development. The one NTD is the Gateway Crossing project (Reference ID = 22). 3 UFF = Unit Flow Factor. FAR = Floor-Area Ratio. SF = Square Feet. Parcel Area, FAR, and UFF were used to calculate GP Phase 3 future flows. No. of Units/Rooms, UFFs, and dev. area were used to calculate NTD future flows. 4 Includes 15,000 SF of retail/commercial for the Gateway Crossing Project, plus 1,125,000 SF of office/R&D space associated with the adjacent Coleman Highline development that still needs to connect to the sewer system.

Entitlement Information from City Assumptions Used for Future Flow Calculations3

Page 37 of 37 ends

City of Santa Clara (0012307.00) Woodard & Curran, Inc.

Master Plan Report - Final August 2025
APPENDIX D: PUMP STATION CAPACITY CALCULATIONS
Woodard
~
&Curran
Westside Lift Station Capacity Analysis
Cell Legend
(and try to add as much explanatory text as you can)
(do not overwrite the formulas!)
(this is your results - i.e., firm & total capacity)
Table 1: Basic Information
FM length (feet) 49 Total length from bottom of wetwell to discharge elevation (17.4') to the discharge manhole (32') FM diameter (inches) 8 Two 8" discharge lines.

FM area (ft2) 0.35 Calculated
Material C.I. Cast Iron
Approx Year Built 1977 Approx. pump age: 2 years (source: pump station survey) number of pumps 2 Source: Lift Station Level Summary, received from City on 2/23/2015 wet well floor elevation -17.4 Source: Dwg 77054-16, Sheet C-13. 1977 approx discharge elevation 0.0 Source: Dwg 77054-16, Sheet C-13. 1977 f 0.020 Default value for Darcy-Weisbach
C 120 Default value for Hazen-Williams
K - force main 1.48 Calculated
K - allowance for minor losses 5
Table 2: Pump Settings
Source: data provided by City on PS Info Sheet/Questionnaire On Set Pt On Elev. Lift Off Off Level Lift
Pump #1 (IW ID: S103-8.1) 7.5 -9.9 9.9 5.33 -12.07 12.07 Pump #2 (IW ID: S103-8.2) 8 -9.4 9.4 5.33 -12.07 12.07
Table 3: Pump Curves Table 4: Operation Scenarios
Sources: Pump curves provided by City. Two pumps are identical.

Pump Model: Flygt NP 3127 MT 3~ Adaptive 438 Pump Serial Number: 3127.090-1780054 HEAD (ft) Flow (gpm) Flow (mgd) HEAD (ft) Flow (gpm) Flow (mgd) Flow (gpm) Flow (mgd) 15 1215 1.75 15 1215 1.75 2430 3.50
20 1100 1.58 20 1100 1.58 2200 3.17
25 980 1.41 25 980 1.41 1960 2.82
30 865 1.25 30 865 1.25 1730 2.49
35 745 1.07 35 745 1.07 1490 2.15
40 620 0.89 40 620 0.89 1240 1.79
45 505 0.73 45 505 0.73 1010 1.45
50 390 0.56 50 390 0.56 780 1.12
55 265 0.38 55 265 0.38 530 0.76
60 190 0.27 60 190 0.27 380 0.55
65 80 0.12 65 80 0.12 160 0.23
70 0 0.00 70 0 0.00 0 0.00
Table 5: Total Dynamic Head (TDH) Calculations
Scenario:

Lift:
mgd gpm cfs

0.00 0 0.0 0.0 0.0 0.0 0.0 9.9 9.9 9.4 9.4 0.0 0.0

0.23 162 0.4 1.0 0.1 0.0 0.0 10.0 10.0 9.5 9.5 0.1 0.1

0.47 324 0.7 2.1 0.3 0.1 0.1 10.3 10.4 9.8 9.9 0.4 0.5

0.70 486 1.1 3.1 0.7 0.2 0.3 10.9 10.9 10.4 10.4 1.0 1.0

0.93 648 1.4 4.1 1.3 0.4 0.5 11.6 11.7 11.1 11.2 1.7 1.8

1.17 810 1.8 5.2 2.1 0.6 0.7 12.6 12.7 12.1 12.2 2.7 2.8

1.40 972 2.2 6.2 3.0 0.9 1.0 13.8 13.9 13.3 13.4 3.9 4.0

1.63 1134 2.5 7.2 4.1 1.2 1.3 15.2 15.3 14.7 14.8 5.3 5.4

1.87 1296 2.9 8.3 5.3 1.6 1.7 16.8 16.9 16.3 16.4 6.9 7.0

2.10 1458 3.2 9.3 6.7 2.0 2.1 18.6 18.8 18.1 18.3 8.7 8.9

2.33 1620 3.6 10.3 8.3 2.5 2.6 20.7 20.8 20.2 20.3 10.8 10.9

2.57 1782 4.0 11.4 10.1 3.0 3.1 22.9 23.1 22.4 22.6 13.0 13.2

2.80 1944 4.3 12.4 12.0 3.5 3.7 25.4 25.5 24.9 25.0 15.5 15.6

3.03 2106 4.7 13.5 14.0 4.2 4.2 28.1 28.2 27.6 27.7 18.2 18.3

3.27 2269 5.1 14.5 16.3 4.8 4.9 31.0 31.1 30.5 30.6 21.1 21.2

3.50 2431 5.4 15.5 18.7 5.5 5.5 34.1 34.1 33.6 33.6 24.2 24.2 Table 6: Estimated Capacity
Firm Capacity: 1.72 mgd
Total Capacity: 2.81 mgd
Tear & Wear factor: 10%
Firm Capacity: 1.55 mgd
Total Capacity: 2.53 mgd
HazenWilliamsDarcyWeisbach HazenWilliams
Friction Headloss (ft) Total Dynamic Head (ft)
DarcyWeisbach HazenWilliamsDarcyWeisbach
Flow Velocity (ft/s) Minor
Headloss (ft)
DarcyWeisbach HazenWilliams
Firm TDH Total TDH Other (use as-needed)

9.9 9.4
Firm Pump Curve Total Pump Curve
Input Cell
Calculation Cell
Output Cell
Pump #1 & #2
10 15
20 25
30 35
40 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3.0 Head - ft
Flow - mgd
Westside Lift Station Capacity Analysis
Firm TDH
Firm Pump Curve
Total TDH
Total Pump Curve
0 4
8 12
16 20
24 28
32 36
40 44
48 52
56 60
64 68
72 76
0 200 400 600 800 1000 1200 1400
Head (ft)
Flow (gpm)
Pump Model: Flygt…
II
I I I - 1l - - : ..._ : ......... : -,
: -...... : ..,..._ : ....._ : ........ ~
:
: --- .... ..___ : ,._ .......__ -""""- Ill'
1 1 1
- I -"' "'"' ~~ "'"' -"' ...... - -... 1111 -"'- - ---- I'""'
"'"' ~~ "'"' ~ 1111 "'"' "'"' - "'"' !'Iii,,, "'"'"'
--, "'"' -"' --"- """' "'"' -~= "-~ ...... _ .. 1111
--~ "-~ "'"' "'"'
--~ ... _"' 111111,
"~
--~ --"-
Tasman Lift Station Capacity Analysis
Cell Legend
(and try to add as much explanatory text as you can)
(do not overwrite the formulas!)
(this is your results - i.e., firm & total capacity)
Table 1: Basic Information
FM length (feet) 47 Total length from bottom of wetwell to discharge elevation (-12.5' to 4.3') to the discharge manhole (~30') FM diameter (inches) 8 Two discharge lines.

FM area (ft2) 0.35 Calculated
Material D.I. Ductile Iron
Approx Year Built
number of pumps 2 Source: Lift Station Level Summary, received from City on 2/23/2015 wet well floor elevation -12.50 Source: Dwg 9542-D, Sheet 29. 1986 approx discharge elevation 4.30 Source: Dwg 9542-D, Sheet 29. 1986 f 0.0 Default value for Darcy-Weisbach
C 120 Default value for Hazen-Williams
K - force main 1.40 Calculated
K - allowance for minor losses 10
Table 2: Pump Settings
Source: data provided by City on PS Info Sheet/Questionnaire On Set Pt On Elev. Lift Off Off Level Lift
Pump #1 (IW ID: S103-8.1) 7.3 -5.20 9.50 2.7 -9.8 14.1
Pump #2 (IW ID: S103-8.2) 9.8 -2.70 7.00 2.7 -9.8 14.1
Table 3: Pump Curves Table 4: Operation Scenarios
Sources: Pump curves provided by City. Two pumps are identical.

Pump Model: Flygt NP 3127 LT3~ Adaptive 425 Pump Serial Number: 3127.070-1780057 HEAD (ft) Flow (gpm) Flow (mgd) HEAD (ft) Flow (gpm) Flow (mgd) Flow (gpm) Flow (mgd) 7 1730 2.49 7 1730 2.49 3460 4.98
10 1630 2.35 10 1630 2.35 3260 4.69
15 1470 2.12 15 1470 2.12 2940 4.23
20 1280 1.84 20 1280 1.84 2560 3.69
25 1090 1.57 25 1090 1.57 2180 3.14
30 930 1.34 30 930 1.34 1860 2.68
33 830 1.20 33 830 1.20 1660 2.39
35 740 1.07 35 740 1.07 1480 2.13
38 570 0.82 38 570 0.82 1140 1.64
40 420 0.60 40 420 0.60 840 1.21
45 240 0.35 45 240 0.35 480 0.69
50 80 0.12 50 80 0.12 160 0.23
52 0 0.00 52 0 0.00 0 0.00
Table 5: Total Dynamic Head (TDH) Calculations
Scenario:

Lift:
mgd gpm cfs

0.00 0 0.0 0.0 0.0 0.0 0.0 9.5 9.5 7.0 7.0 0.0 0.0

0.25 171 0.4 1.1 0.2 0.0 0.0 9.7 9.7 7.2 7.2 0.2 0.2

0.49 343 0.8 2.2 0.7 0.1 0.1 10.3 10.4 7.8 7.9 0.8 0.9

0.74 514 1.1 3.3 1.7 0.2 0.3 11.4 11.5 8.9 9.0 1.9 2.0

0.99 685 1.5 4.4 3.0 0.4 0.5 12.9 13.0 10.4 10.5 3.4 3.5

1.23 856 1.9 5.5 4.6 0.7 0.8 14.8 14.9 12.3 12.4 5.3 5.4

1.48 1028 2.3 6.6 6.7 0.9 1.1 17.1 17.3 14.6 14.8 7.6 7.8

1.73 1199 2.7 7.7 9.1 1.3 1.4 19.9 20.0 17.4 17.5 10.4 10.5

1.97 1370 3.1 8.8 11.9 1.7 1.8 23.1 23.2 20.6 20.7 13.6 13.7

2.22 1542 3.4 9.8 15.1 2.1 2.3 26.7 26.8 24.2 24.3 17.2 17.3

2.47 1713 3.8 10.9 18.6 2.6 2.7 30.7 30.8 28.2 28.3 21.2 21.3

2.71 1884 4.2 12.0 22.5 3.2 3.3 35.1 35.2 32.6 32.7 25.6 25.7

2.96 2056 4.6 13.1 26.8 3.8 3.8 40.0 40.1 37.5 37.6 30.5 30.6

3.21 2227 5.0 14.2 31.4 4.4 4.4 45.3 45.4 42.8 42.9 35.8 35.9

3.45 2398 5.3 15.3 36.4 5.1 5.1 51.0 51.0 48.5 48.5 41.5 41.5

3.70 2569 5.7 16.4 41.8 5.9 5.8 57.2 57.1 54.7 54.6 47.7 47.6 Table 6: Estimated Capacity
Firm Capacity: 1.79 mgd
Total Capacity: 2.60 mgd
Tear & Wear factor: 10%
Firm Capacity: 1.61 mgd
Total Capacity: 2.34 mgd
Total Pump Curve
Input Cell
Calculation Cell
Output Cell
Pump #1 & #2 Firm Pump Curve
Firm TDH Total TDH Other (use as-needed)

9.5 7
Friction Headloss (ft) Total Dynamic Head (ft)
Flow Velocity (ft/s) Minor
Headloss (ft)
DarcyWeisbach HazenWilliamsDarcyWeisbach HazenWilliamsDarcyWeisbach HazenWilliamsDarcyWeisbach HazenWilliams 0 10
20 30
40 50
60 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3.0 Head - ft
Flow - mgd
Tasman Lift Station Capacity Analysis
Firm TDH
Firm Pump Curve
Total TDH
Total Pump Curve
0 10
20 30
40 50
60 0 500 1000 1500 2000
Head (ft)
Flow (gpd)
Pump Model: Flygt NP 3127 LT3~…
I I
De La Cruz Lift Station Capacity Analysis
Cell Legend
(and try to add as much explanatory text as you can)
(do not overwrite the formulas!)
(this is your results - i.e., firm & total capacity)
Table 1: Basic Information
FM length (feet) 23 Total length from bottom of wetwell to discharge elevation (-6.74' to 12.05') to the discharge manhole (~4') FM diameter (inches) 8 Two discharge lines.

FM area (ft2) 0.35 Calculated
Material DIP Source: Dwg 10016-D, Sheet 2. 1992
Approx Year Built 1992 FYI: approx. pump age: 5 years (source: pump station survey) number of pumps 2 Source: Lift Station Level Summary, received from City on 2/23/2015 wet well floor elevation -6.74 Source: Dwg 10016-D, Sheet 2. 1992 approx discharge elevation 12.05 Source: Dwg 10016-D, Sheet 2. 1992 f 0.0 Default value for Darcy-Weisbach
C 120 Default value for Hazen-Williams
K - force main 0.68 Calculated
K - allowance for minor losses 5
Table 2: Pump Settings
Source: data provided by City on PS Info Sheet/Questionnaire On Set Pt On Elev. Lift Off Off Level Lift
Pump #1 (IW ID: S103-8.1) 3.5 -3.24 15.29 1 -5.74 17.79 Pump #2 (IW ID: S103-8.2) 4 -2.74 14.79 1 -5.74 17.79
Table 3: Pump Curves Table 4: Operation Scenarios
Sources: Pump curves provided by City. Two pumps are identical.

Pump Model: Flygt NP 3127 LT3~ Adaptive 425 Pump Serial Number: 3127.090-1780054 HEAD (ft) Flow (gpm) Flow (mgd) HEAD (ft) Flow (gpm) Flow (mgd) Flow (gpm) Flow (mgd) 15 1470 2.12 15 1470 2.12 2940 4.23
20 1280 1.84 20 1280 1.84 2560 3.69
25 1080 1.56 25 1080 1.56 2160 3.11
30 930 1.34 30 930 1.34 1860 2.68
33 830 1.20 33 830 1.20 1660 2.39
35 740 1.07 35 740 1.07 1480 2.13
37 570 0.82 37 570 0.82 1140 1.64
40 420 0.60 40 420 0.60 840 1.21
45 240 0.35 45 240 0.35 480 0.69
50 80 0.12 50 80 0.12 160 0.23
51 0 0.00 51 0 0.00 0 0.00

0.00 0.00

0.00 Table 5: Total Dynamic Head (TDH) Calculations
Scenario:

Lift:
mgd gpm cfs

0.00 0 0.0 0.0 0.0 0.0 0.0 15.3 15.3 14.8 14.8 0.0 0.0

0.29 199 0.4 1.3 0.1 0.0 0.0 15.4 15.4 14.9 14.9 0.1 0.2

0.57 398 0.9 2.5 0.5 0.1 0.1 15.9 15.9 15.4 15.4 0.6 0.6

0.86 597 1.3 3.8 1.1 0.2 0.2 16.6 16.6 16.1 16.1 1.3 1.3

1.15 796 1.8 5.1 2.0 0.3 0.3 17.6 17.6 17.1 17.1 2.3 2.3

1.43 995 2.2 6.4 3.1 0.4 0.5 18.9 18.9 18.4 18.4 3.6 3.6

1.72 1194 2.7 7.6 4.5 0.6 0.7 20.4 20.5 19.9 20.0 5.1 5.2

2.01 1394 3.1 8.9 6.1 0.8 0.9 22.3 22.3 21.8 21.8 7.0 7.1

2.29 1593 3.5 10.2 8.0 1.1 1.2 24.4 24.5 23.9 24.0 9.1 9.2

2.58 1792 4.0 11.4 10.2 1.4 1.4 26.8 26.9 26.3 26.4 11.6 11.6

2.87 1991 4.4 12.7 12.5 1.7 1.8 29.6 29.6 29.1 29.1 14.3 14.3

3.15 2190 4.9 14.0 15.2 2.1 2.1 32.5 32.6 32.0 32.1 17.3 17.3

3.44 2389 5.3 15.3 18.1 2.5 2.5 35.8 35.8 35.3 35.3 20.5 20.5

3.73 2588 5.8 16.5 21.2 2.9 2.9 39.4 39.4 38.9 38.9 24.1 24.1

4.01 2787 6.2 17.8 24.6 3.4 3.3 43.2 43.2 42.7 42.7 28.0 27.9

4.30 2986 6.7 19.1 28.2 3.9 3.7 47.4 47.3 46.9 46.8 32.1 32.0 Table 6: Estimated Capacity
Firm Capacity: 1.79 mgd
Total Capacity: 2.8 mgd
Tear & Wear factor: 10%
Firm Capacity: 1.61 mgd
Total Capacity: 2.52 mgd
Friction Headloss (ft) Total Dynamic Head (ft)
Flow Velocity (ft/s) Minor
Headloss (ft)
DarcyWeisbach HazenWilliamsDarcyWeisbach HazenWilliamsDarcyWeisbach HazenWilliamsDarcyWeisbach HazenWilliams Firm TDH Total TDH Other (use as-needed)

15.29 14.79
Total Pump Curve
Input Cell
Calculation Cell
Output Cell
Pump #1 & #2 Firm Pump Curve
10 15
20 25
30 35
40 45
50 55
60 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3.0 Head - ft
Flow - mgd
De La Cruz Lift Station Capacity Analysis
Firm TDH
Firm Pump Curve
Total TDH
Total Pump Curve
0 5
10 15
20 25
30 35
40 45
50 55
60 65
70 75
80 85
90 95
100
105
0 200 400 600 800 1000 1200 1400 1600
Head (ft)
Flow (gpd)
Pump Model: Flygt NP
3127 LT3~ Adaptive…
I I I
- -
-
-
..____
--...... .__
-............I-.
-
-~ l9o,,,,.__
-"""'---__......_
--__......_ --
1 1 1
-
-
-
~
.. "' .... .. "' .... "' .. .... "'"' -"'- .... ......
"'"' --.. "' .. "' "'"' .. "' .... "'"'
Primavera Pump Station Capacity Analysis
Cell Legend
(and try to add as much explanatory text as you can)
(do not overwrite the formulas!)
(this is your results - i.e., firm & total capacity)
Table 1: Basic Information
FM length (feet) 68 Source; Sanitary Sewer Pump Station Evaluation, Schaaf & Wheeler, 2010.

FM diameter (inches) 16 1 discharge line
FM area (ft2) 1.40 Calculated
Material C.I. Cast Iron
Approx Year Built unknown
number of pumps 6 Source: Lift Station Level Summary, received from City on 2/23/2015 wet well floor elevation -22.00 Source: Dwg 9518, Sheet 57, 1988 approx discharge elevation -0.35 Source: Dwg 9518, Sheet 57, 1988 f 0.02 Default value for Darcy-Weisbach
C 120 Default value for Hazen-Williams
K - force main 1.02 Calculated
K - allowance for minor losses 20
Table 2: Pump Settings
Source: data provided by City on PS Info Sheet/Questionnaire On On Level Lift Off Off Level Lift
9 -13.00 12.65 4.8 -17.20 16.85

9.3 -12.70 12.35 4.8 -17.20 16.85

9.7 -12.30 11.95 5.2 -16.80 16.45

9.8 -12.20 11.85 5.2 -16.80 16.45

9.9 -12.10 11.75 5.3 -16.70 16.35

10.2 -11.80 11.45 7.5 -14.50 14.15
Table 3: Pump Curves
Sources: Pump curves provided by City
Pump Model: Flygt NP 3127 MT 3~ Adaptive 438 Pump Serial Number: 3127.090-1260005 Table 4: Operation Scenarios HEAD (ft) Flow (gpm) Flow (mgd) HEAD (ft) Flow (gpm) Flow (mgd) Flow (gpm) Flow (mgd) 15 1210 1.74 15 6050 8.71 7260 10.45
20 1090 1.57 20 5450 7.85 6540 9.42
25 980 1.41 25 4900 7.06 5880 8.47
30 860 1.24 30 4300 6.19 5160 7.43
35 735 1.06 35 3675 5.29 4410 6.35
40 615 0.89 40 3075 4.43 3690 5.31
45 500 0.72 45 2500 3.60 3000 4.32
50 380 0.55 50 1900 2.74 2280 3.28
55 260 0.37 55 1300 1.87 1560 2.25
58 190 0.27 58 950 1.37 1140 1.64
60 145 0.21 60 725 1.04 870 1.25
65 60 0.09 65 300 0.43 360 0.52
69 0 0.00 69 0 0.00 0 0.00
Table 5: Total Dynamic Head (TDH) Calculations
Scenario:

Lift:
mgd gpm cfs

0.00 0 0.0 0.0 0.0 0.0 0.0 12.7 12.7 11.5 11.5 0.0 0.0

0.70 486 1.1 0.8 0.2 0.0 0.0 12.8 12.9 11.6 11.7 0.2 0.2

1.40 972 2.2 1.6 0.7 0.0 0.0 13.4 13.4 12.2 12.2 0.8 0.8

2.10 1458 3.2 2.3 1.7 0.1 0.1 14.4 14.4 13.2 13.2 1.8 1.8

2.80 1944 4.3 3.1 3.0 0.2 0.2 15.8 15.8 14.6 14.6 3.1 3.2

3.50 2431 5.4 3.9 4.7 0.2 0.3 17.6 17.6 16.4 16.4 4.9 4.9

4.20 2917 6.5 4.7 6.7 0.3 0.4 19.7 19.7 18.5 18.5 7.1 7.1

4.90 3403 7.6 5.4 9.2 0.5 0.5 22.3 22.3 21.1 21.1 9.6 9.7

5.60 3889 8.7 6.2 12.0 0.6 0.6 25.2 25.2 24.0 24.0 12.6 12.6

6.30 4375 9.7 7.0 15.2 0.8 0.8 28.6 28.6 27.4 27.4 15.9 15.9

7.00 4861 10.8 7.8 18.7 1.0 0.9 32.3 32.3 31.1 31.1 19.7 19.6

7.70 5347 11.9 8.5 22.6 1.2 1.1 36.4 36.4 35.2 35.2 23.8 23.8

8.40 5833 13.0 9.3 26.9 1.4 1.3 41.0 40.9 39.8 39.7 28.3 28.3

9.10 6319 14.1 10.1 31.6 1.6 1.5 45.9 45.8 44.7 44.6 33.2 33.1

9.80 6806 15.2 10.9 36.7 1.9 1.8 51.2 51.1 50.0 49.9 38.5 38.4

10.50 7292 16.2 11.6 42.1 2.1 2.0 56.9 56.7 55.7 55.5 44.2 44.1 Table 6: Estimated Capacity
Firm Capacity: 6.35 mgd
Total Capacity: 7.1 mgd
Tear & Wear factor: 10%
Firm Capacity: 5.72 mgd
Total Capacity: 6.39 mgd
Total Pump Curve
Input Cell
Calculation Cell
Output Cell
Pump #1
Pump #2
Pump #3
Pump #4
Pump #5
Pump #6
Pump #1-#6 Firm Pump Curve
Pump #1 only (Firm) All On (High Level) Other (use as-needed)

12.65 11.45
Flow Velocity (ft/s) Minor
Headloss (ft)
DarcyWeisbach HazenWilliamsHazenWilliamsDarcyWeisbach HazenWilliams Friction Headloss (ft) Total Dynamic Head (ft)
DarcyWeisbach HazenWilliamsDarcyWeisbach
0 10
20 30
40 50
60 70
80 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0
Head - ft
Flow - mgd
Primavera Pump Station Capacity Analysis
Total Pump Curve
Firm Pump Curve
Pump #1 only (Firm)
All On (High Level)
0 10
20 30
40 50
60 70
80 0.0 0.5 1.0 1.5 2.0
Head (ft)
Flow (mgd)
Pump Model: Flygt NP 3127 MT 3~…
-.ll, -.ll, -.ll,
-
-
~
- --.... i;;:: .... .... - - I 111!!!11~ ...-
--~ .... -~ .... .... .. II"""
.... ~ i--~ .... -fj iii"'
~ r-,.. .... .... -- - - .., ..,,. _.
-..... ~
,._ .... .... -- _. .... .... .... .... ~ .... ..... -- ---- -..... ~ ,.._ ~ .... ~ ..... .... ~ .... .... - .... ...._ -..... .... -..... .... ~ .... ... ......

Levis Stadium Pump Station Capacity Analysis
Cell Legend
(and try to add as much explanatory text as you can)
(do not overwrite the formulas!)
(this is your results - i.e., firm & total capacity)
Table 1: Basic Information
FM length (feet) 220 Source: As-Built Drawings
FM diameter (inches) 10 Note: Two 6-inch and four 8-inch turn into 10 inch FM.

FM area (ft2) 0.55 Calculated
Material N/A
Approx Year Built 2014 Approx. pump age: 1 year (source: pump station survey) number of pumps 6 Source: Lift Station Level Summary, received from City on 2/23/2015 wet well floor elevation -16.63 Source: Dwg M101, Sheet 11, 2013 approx discharge elevation -2 Source: Dwg C-102, Sheet 5, 2012 f 0.02 Default value for Darcy-Weisbach
C 120 Default value for Hazen-Williams
K - force main 5.28 Calculated
K - allowance for minor losses 20
Table 2: Pump Settings
Source: data provided by City on PS Info Sheet/Questionnaire On On Level Lift Off Off Level Lift

11.75 -12.9 10.9 11.25 -15.4 13.4

12.75 -11.9 9.9 12.25 -12.4 10.4

8.55 -8.1 6.1 8.05 -10.6 8.6

9.55 -7.1 5.1 9.05 -9.3 7.3

10.55 -6.1 4.1 10.05 -8.3 6.3

11.55 -5.6 3.6 11.1 -7.6 5.6
Table 3: Pump Curves
Sources: Pump curves provided by City
Lower Flow Higher Flow
HEAD (ft) Flow (gpm) Flow (mgd) Flow (gpm) Flow (mgd)
0 5
10 1470 2.12
15 760 1.09 1300 1.87
20 670 0.96 1105 1.59
25 575 0.83 910 1.31
30 480 0.69 740 1.07
35 390 0.56 590 0.85
40 300 0.43 345 0.50
45 210 0.30 130 0.19
50 130 0.19 20 0.03
55 45 0.06
60 65
70 75
80 85
90 95
100
Table 4: Operation Scenarios
HEAD (ft) Flow (gpm) Flow (mgd) Flow (gpm) Flow (mgd)
0 5
10 15 6,720 9.68
20 4,655 6.70 5,760 8.29
25 3,880 5.59 4,790 6.90
30 3,180 4.58 3,920 5.64
35 2,550 3.67 3,140 4.52
40 1,635 2.35 1,980 2.85
45 810 1.17 940 1.35
50 320 0.46 340 0.49
55 90 0.13 90 0.13
60 65
70 75
80 Table 5: Total Dynamic Head (TDH) Calculations
Scenario:

Lift:
mgd gpm cfs
0 0 0.0 0.0 0.0 0.0 0.0 4.1 4.1 3.6 3.6 0.0 0.0
5 3472 7.7 14.2 62.5 16.5 16.1 83.1 82.7 82.7 82.2 79.1 78.6 10 6944 15.5 28.4 250.2 66.0 58.0 320.3 312.3 319.8 311.8 316.2 308.2 15 10417 23.2 42.6 562.9 148.6 123.0 715.6 689.9 715.1 689.5 711.5 685.9 20 13889 30.9 56.8 1000.7 264.2 209.5 1269.0 1214.3 1268.5 1213.8 1264.9 1210.2 25 17361 38.7 71.0 1563.6 412.8 316.7 1980.4 1884.4 1980.0 1883.9 1976.4 1880.3 30 20833 46.4 85.1 2251.6 594.4 443.9 2850.0 2699.6 2849.6 2699.1 2846.0 2695.5 35 24306 54.2 99.3 3064.6 809.1 590.6 3877.7 3659.3 3877.3 3658.8 3873.7 3655.2 40 27778 61.9 113.5 4002.8 1056.7 756.3 5063.6 4763.1 5063.1 4762.7 5059.5 4759.1 45 31250 69.6 127.7 5066.0 1337.4 940.7 6407.5 6010.7 6407.0 6010.3 6403.4 6006.6 50 34722 77.4 141.9 6254.3 1651.1 1143.3 7909.5 7401.7 7909.1 7401.3 7905.4 7397.6 55 38194 85.1 156.1 7567.7 1997.9 1364.1 9569.7 8935.8 9569.2 8935.4 9565.6 8931.8 60 41667 92.8 170.3 9006.2 2377.6 1602.6 11387.9 10612.9 11387.5 10612.4 11383.8 10608.8 65 45139 100.6 184.5 10569.8 2790.4 1858.6 13364.3 12432.5 13363.8 12432.1 13360.2 12428.4 75 48611 108.3 198.7 12258.4 3236.2 2132.1 15498.7 14394.6 15498.3 14394.1 15494.7 14390.5 70 52083 116.0 212.9 14072.2 3715.1 2422.7 17791.3 16498.9 17790.9 16498.5 17787.2 16494.9 Table 6: Estimated Capacity
Firm Capacity: 2.84 mgd
(manual input base on info from the graph. This
is the total pump capacity with the largest pump
out of service)
Total Capacity: 2.98 mgd (manual input base on info from the graph) Tear & Wear factor: 10% (per recommendations from Dennis G) Firm Capacity: 2.56 mgd
Total Capacity: 2.68 mgd
Pump #3-#6
HazenWilliamsDarcyWeisbach HazenWilliams
Friction Headloss (ft) Total Dynamic Head (ft)
DarcyWeisbach HazenWilliamsDarcyWeisbach

4.1 3.6
Flow Velocity (ft/s) Minor
Headloss (ft)
DarcyWeisbach HazenWilliams
Pump #1-#5 On All Pumps On
Pump #1-5 (Firm) All On (High Level)
Pump #4
Pump #5
Pump #6
Pump #1-#2
Input Cell
Calculation Cell
Output Cell
Pump #1
Pump #2
Pump #3
35 36
37 38
39 40
41 42

2.70 2.75 2.80 2.85 2.90 2.95 3.00 3.05 3.10 3.15 3.20
Head - ft
Flow - mgd
Levis Stadium Pump Station Capacity Analysis
All Pumps On
Pump #1-#5 On
Pump #1-5 (Firm)
All On (High Level)
0 10
20 30
40 50
60 70
80 90

0.0 2.0 4.0 6.0 8.0 10.0 12.0
Head (ft)
Flow (gpm)
Pump #1-#5 On
All Pumps On
0 5
10 15
20 25
30 35
40 45
50 55
60 0.0 0.5 1.0 1.5 2.0 2.5
Head (ft)
Flow (mgd)
~
.\.
"-.\.
'-1 ~
\_ ' ._
\. '-
\_ ' ,..,._ . -"-. \. T
~ '-
-
+----------
+----------
-JI, -JI, -JI,
V ~ ,,,,.
.... ,,,,.

V ,,,,.
v i.-' ,,,,. .... ~ .... .... ,,,,. ,,,.. v .... ,,,,. I, ,,,,.
- -,_-
,,,,. ,,,,. v ., ~ ~ - .... ~
,,,,. ,,,.. .... - ~
,,,,. .... -- ,,,.. .... ,,,,. i.-""'"
~ .... ,,,,. ,,,.. i.-' - ,,,.. ,,,,. i,..,, - .... ,,,,. . ,,,,. i.-' ,,,.. .... .... - .... ,,,,. i.-' - -

I I I I I I I I I I I -
City of Santa Clara (0012307.00) Woodard & Curran, Inc.

Master Plan Report - Final August 2025
APPENDIX E: FIELD-COLLECTED SURVEY INFORMATION DATA SHEETS Woodard
~
&Curran
Date:

Name of Field Observer(s):

MHNurnbcr:

Stree1/lnterseclion:

Manho le sketch:

Field Verification
3 / 7... 0 / 2. ~ Time: 10 3 (i r•
.CL & k.T
5 17 'iU
Draw all inlel and outlet pipes.

Weather: ,Dry/Rain
Note hll pipe sizes and materials. Tf pipe i~ lined, note on drawing.

Measure depth to each invert for all pipes.
l'rovide rim and invert elevations, if possible (note datum) 1f tl1ere is channelization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Al ways take pictures.
' 1 I):: 0 -
r D-' ,-- N
1/, (J
=:
'-l 7-
i''
,o ''
D= gL
v,) fiL
Where is most of the flow going out to? Or is the flow evenly split? Other Observations:

A(( VCf
K:lfinginoering\Draft\AutoCAD\Surveys\Fie!d Photos\Field Data Verification Form.due Field Verification
Date: Weather:@m.am
Name of Field Observer(s): CL & k.T
MHNwnber: 5 10 • 29
Streellfnterscction:

Manhole sketch:

I ,
Draw all inlet and outlet pipes.

Note ~II pipe sizes and materials. If pipe is lined, note 011 drawing.

Measure deptl1 lo each invert for all pipes.

Provide rini and inve11 elevations, if possible (note datum) If there is channeli zation, note on drawing.

Drow aJ1 weirs nud gates and measure depth to top of weir.

Always lake pictures.
10 11 11 ,_ _ __.,.... 0 - IL -
<; I 1,
Where is most of the flow going out lo'/ Or is the .flow evenly split? r> IO\ f(o. jC;'I ,,.,,1 1, • t.., ,•,.,,/ ' Lf,,rl,:oo'/ 1) • 1•• Other Ob~ervations:
t'HI VcP
K:\Engineering\Draft\Au10CAD\Surveys\Field Pholns\FieJd Data Veri.ficatioo Femi.doc Date:

Name of Field Observer(s):

MH.Number:

Street/Intersection:

Manhole sketch:
flr
ro"
Field Vel"ification
3 / - / z 3, Time: _._IC-J _ _ '.i~- ~C~i ~""~

CL & KT
S /3- H
Fo,l,,
Draw all inlet and outlet pipes.

Weather:@Rai11
Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim and invert elevations, if possible (note datum) 1f there is channelization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always talce pictures.
.:; D::- ,r, -
w: /0 ]_
Where is most of the flow going out to? Or is the now evenly split? ((oi.- ~ I I'::, (
t11er Observations:

A,(( VCP
K:IEngineering\Drafi\AutoCAD\Surveys\Field Photos\Fiotd Data Vtrification Fom1.doc Date:

Name of Field Observer(s):

MHNumber:

StreeUlnlersection:

Manhole sketch:

Field Ve1·i.fication
3 /zo I 2- 3, Tune: /0: l1 - "

CL & KT
5 13 -2 7
W catherG R.ain
Draw all inlet aod outlet pipes.

Note all pipe sizes and wateriais. Tfpipe is lined, note on drawing.

Measure depth to each invert foe all pipes.
• J'rovide rim and invert elevation:;, if possible (note datum) lftherc is channelization, note on drawing.

Draw aU weirs and gates and measure depth lo top of weir.

Always take pictures.
0: ~1 1
i '' fl I ,t
,J' I
I /) /lo.,J N
t--l o .Cf ov.J
p )~ ~ !,-
r,,(,., r_"¼
•J
, W!)fl':, 6
&''
'(} =-
T ~-
Where is most of the flow going out to? Or is the flow evenly split? {( (I J(r.. V\, ~ tJ L1·I+ r~ / .,,~, _(,
0 her Obse ations:

At,,L V C..p
K;\Eugineering\Drnfi\AotoCADIS11rveys\Ficld Photos\Pield Data Verification 1'01111.doc Date:

Name of Field Observer(s):

MB Number:

S IJ•eet/Intersecti 011:

Manhole sketch:

Field Verification
JJ_ 2- !z 3 Time: 2, 30 ()WI
• Wcather:~ain
_ _ G._L_J;,;_l_'-_1 _ _ ( C/.lfrM-1 1.-IS frJ-I DI --r~.c.-,.,·) $20-IC \.N• ~l.,f
~\-~lo~i,,.,~•~d~Q-~~1c/~_(l.~~{i>v_f~\<_.:,_1 ,r1· I 11 \,...,. ,, t " Draw all inlet and outle, pipes.

No11:1 aU pipe sizes and materials. lf pipe is lined, note on drawi11g.

Measure depth lo each invert .for nil pipes.

Provide rim and invert elevations, ifpossibk (note datum) lftherc is channelization note 011 drawing,
Draw all weirs and gates and mensure depl11 to lop of weir.

Always talre pictures.
(:t(11f\ J•U t:-'J I •.
1';, A....-,G-0 DN /\//1\Jf)'c6,
1)--:: IN\) 11; \'1 I Vl /' 1
ld ,-,I(- \ )~ p i: rrH llfl} ,fl - , r-w 1 r I)( (
Vfhere is most of tbe flow going ont to? Or is the now evenly split? io 1. r'· .
1 w 1o i
2o % f O /I.ff.

OUicr Observations:
wd :c to l..
rur.1 f/r,.J
vc
K:\Bngin..,ri11g\Drofi\Au10CAOI urveys\11iold Photns\Field Datu Veriflcolion Pnml,doc Date:

Namo of Field Observer(s):

MHNumber:

Street/lnterseotion:

Manholtt sketch:

Field Verification
Weatl1er: Ory in
CL lo KT
Draw all inlet ru\d outlet pipes.

Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim and inve.rt elcvatious, if possible (note datum) ff there is channelization, 1mte on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.

I
w f...:.

Where is most oflhe flow going out to? Or is the flow evenly split'/ Other Observations:

K:\Hnglneering\Dnill\AutoCAD\Survay&\Fiold Photos\Fio[d Data Verilication Fonn.doo N11me of Pield Observer(s):

MHNumbcr:

Street/Intersection:

Mnnl1olc sketch:

Field Verification
Time: Weather: r Rain

52..0-2,
Draw ni l i11\et and outlet pipos.

Note all pipe sizes and mutcrials. lf pipe is lined, note on drawing.

Measure depth to each i11vc1t for all pipes.

Provide rim and iaverl elevations, if possible (note datum) lflhere is channelization, note 0 11 drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.
'7 l /,
(;
() 11
D= J .f <I
Where is most of the now going out to? Or is the flow~
Other Observations:

K:\Engincering\Orafl\AutoCAD\Surveys\Field Photos\Field Data Vcrific31ion Fann.doc Field Verification
Date; 3 2 2.3 Time: Weather:

Na.me of Field Observer(s): CL b- <.

MHNumber: S20 - !]
Street/Intersection:

Manhole skelch;
D= IO_y_
Draw nil inlet and outlet pipes.

Note nil pipe sizes and materials. lf pipe is I iued, note on drowiag.

Measure depth to each rnve1t for all pipes,
Provide rim and invert elevations, if possible (noto datum) Jftbere is channc)jzation, note on drawing.
01, wall weir and gates and meruiure depU1 to top ofwelr.

Always lake pictures,
---~
IJo - 'I !.

Where is most of the flow going ottt to? Or is the flow evenly split? OU1er Observations:

VCP
K:\Engineoring\Dro0\AutoCAD\Surveys\Fiold Pltotos\Field Data Ve.rilication Form.doo Rain
Date:

Name of Field Obs1m1er(s):

MHNumber:

Street/Intersection:

Manhole sketch:
[I ,
Field Ve1·ification
"3/ ?1.J / 2 3,
CL & 1-( T
S22 - ·~•
Time:

Draw all in.let and outlet pipes.
11: l 1 ., ,..

Note all pipe sizes and materials. If pipe is lined, note on drawing.

Mefi!lurc depth to each i nverl fo r all pipes,
Provide rim and invert elevations, if possible (note dJ1tu111) lfthere is channelization, note au drawing.

Draw all weirs and gates and measure depth to lop o.f weir.

Always take pictures.

J . I
tJ
W -:. '
Where is most of tbe flow going out to? Or is '!he flow evenly split? Other Obseivations;
K:\EJlgin•ering\Draft\AutoCAD\Surveys\Field PhotoslField Dal• VorificaLion Ponncdoo Date:

Nrune of Field Observer(s):

Ml!Nwnber'.

Street/Intersection:

Manhole sketch:

Field Verification
Time: Weather:~Rain
CL l,, kf
Draw all uilet and outlet pipes.

Note all pipe sizes and materials, Jfpipe is ilncd, note on drawing.

Measure depth to eaob invert for al l pipes.

Provide rim and invert elevations, if possible(note datum) fr there is channelization, note on drnwing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.

Where is most of the Jlow going out to? Or is the flow evenly split? Olher Observatiorts:

K:IEngineering\Draft\A utoCAD\Survoys\Fleld l'botos\Field Data Yenlication Fann.doc Field Verification
Date: Time: Weather: ry ain
Name of Field Observer(s): CL & KT
MflNumber: S :2 $ - ) 1
Street/Intersection: l:'.i • l,1 (aJ ---v~-------
Manhole sbtch:

Draw all inlet and outlet pipes.

Note b.ll pipe sizes and materials, lf pipe is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide .rim and invert elevations, if possible (note datum) ffthere is channelization, note on drawing.

Draw all weirs and gates and .measure depth to top of weir.

Always take pictures.
f I I
rlJ
Where is mo~l oflhe tlow going out tp? Or is the.flow eve.nly Rplil? f/,;, w u 'l" ' \;,~ f
Other Observations:

A v<f
K:\llngim:ering\Dmfl\AutoCAO\Surveys\Piold Photos\Field Dain Verification 11orm.do~ Field Verification
Date: Time: I 6 OllY\ WeatJ\er @'Rain
Name of Field Observer(s): .CL & KT
MHNillllber: 5 2 3- 2 7
Street/Intersection: 1-lc.l'l\cd ""'d @ Kc r(,~
Manhole sketch:

Draw aU inlet and outlet pipes.

Note aU pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth to each invert for all pipes.
'Provide rim and iJiverl elevations, if possible (note datum) If there is channelization, note on drawing.

Draw all weirs and gates and measure depth to lop of weir.

Always take pictures.

Where is most oftheilow going out to? Or is tile ilow evealy split? c. "->'l •f ta..Qfl /l oL.J 1( 101.0 , r. ~ 17 r,·+ .

Other Observations:

K:\Enginc,,ring\Drafi\AmoCADISutveys\ficld Photos\Field Data Verificatloll Po11n.doc Date:

Name of Field Obscrver(s):

MHNumber:

Street/loterseclion:

Manhole sketch:

D
Field Verification
3 /£0 / 2 3, Time: I : q f flv\ Weather: @aio

C L & KT
~.2C - ]O
Draw nil inlet and outlet pipes.

Note llll pipe sizes and materials, ff pipe ls lined, note on drawing.

Measure depth to each invenfor all pipes.

Provide rim and invert elevations, if possible (note datum) If there is channelization, note on drawing.

Draw all weirs and gates and measure depth to top of weir, Always take pictures.

Where is most of tl1e flow going out to? Or is the flow evenly splil'l Olher Observations:

W 7 ..!_
/If( Ve -
K:\Sngineeriug\Drnfi\AuloCIID\Surveys\Field Photos\Field Data Verification Form.doc Dale:

Name of Field Observcr(s):

MHNlm1ber:

Street/f nterscction:

M11nl1o le sketcb:

Field Verification
!i J / 6 / 2 3, Time: 1: l ) con
CL&. KT
S 2) - l?S
Draw aU inlet and outlet pipes,
Weatber@,m
Nole all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth lo each inver.t for all pipes.

Provide rim and invert elevations, if possible (note datum) lfthere is channelization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.
(.,
Where is most of ilie flow going out to'? Or is the flow evenly split? Other Obsg.,ntiollil:
\ftr 61
11( 1-'
l,(:\Bugineeciug\DraftlA11toCAD\Surveys\F1eld Photos\Field Data Verification L'omuloc Name of Field Observer(s):

MII Numhe-r:

S treet/1 ntersection:

Manhole sketch:

Fi.old Verification
3/.1 0 I 2 ~
CL t KT
,aq u
01 Time:

Draw all inlet and outlet pipes.

Weathe.r: ' ry • in
Note llll pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth lo each invert for ul I t>ipes.

Provide rim and invert elevations, if possible (note datum) If there is channelization, note on drawing.

Draw all weirs and gates and measure depth to lop of weir.

Always take pictures.

2..-
Where is mo~t oflhe llow going ont to? Or is the .l:low evenly split? I I ~
Other Observations:

P,,/1 V{f'
K:\Engineering\Dra(I\AutoCADISw·veys\Field-Pholosll'iald Daill Verificalion Fom1,doo Date:

Name of Fie.Id Observer(:S):

Ml-I Number:

Street/Intersection:

Manhole sketch:

Field Verification
Time:

CL I;,, KT
S 3Z - f, 8
Draw all inlet and outlet pipes.

Note all pipe sizes and materials. If pipe is lined, note on drawing.

Menswt: depth to each inve,1 for all pipes.

Provide rim and invert elevations, if possible (note datum) If there is channelization, note on drawing.

Draw all weirs and gates and measure depth ta tap of weir.

Always take pictures.
(, () ::: 1 -
Where is rrtost oftbe flow going out to? Or is the flow evenly split? Other Observations:

K:IEogu1ccrlllglDraft\AuloCAD\S11rveys\Field l'holos\Fiold Data Verifica1iM Fann .doe Date:

Name of Field Observer(s):

MHNumber:

Street/lnterseolion:

Manhole sketch:

Field Verification
3/17 / 23 Weather: ~JR3in
(L
[ [
Draw nil inlet and outlet pipes.
ole o.11 pipe sizes and malerials. lf pipe is lined, note on drnwing.

Measure depth lo each invmt for all pipes.

Provide rim and invert elevations, if possible (note datum) lflhcre is cbannelizalioo, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always lake pictures.
p-: I 3 _ti 65.89'
·21''1.:_q.J
Surveyed elta
Invert= 6. '
' 3 => 65.99 0 :: 13-

11._" D"'-'/
D-:- 7"!::--
Model Del Invert =

6.25'
l;J:- II z;
/!,alt ""' r11' '
I O'' iH' I"

72.09'
77''fr.P
'3 D c:: I :s - 65.99'
W::: IZ_.£.

Where is most of the flow going out ro? Or is th" flow evenly split? Other Observations:

K:IJ;ngineeriug\Dran\AutoCAD\Surveys\Field Photos\Ficla Dota Verification Fom,.rloc Date:

Name of field Observer(s):

MHNumber:

Street/Intersection:

Mill1hole sketch:

Field Ve.-ification
3/ W / 2 ~
CL IP. k T
S 3 _
Time:

Draw all in.let and outlet pipes.
/I Weather: J;\JY Rain
Note all pipe sizes and materials. If pipe is lined, note ou drawing.

Measure depth lo each invert for all pipes.

Provide riro and invert elevations, if possible (note datum) ff there is channelization, note on drawing.

Draw all weii:s and gates and measure depth to top of weir.

AJways take pictures.

Where is most of the flow going out to? Or is the flow evenly split? Otllet Observations:

A 11 /00 1/. t/01•1 (;,. I ,. I '
K:\Eogiucering\Draft\AutoCAD\Survcy•\Fiold Pbotos\Field Dain VeriJicntioa Faan.doc Dale:

Name of .Field Observer(s):

MHNumber:

Street/fntersedion:

Manhole sketch:

Field Verification
3 / 1° I 2. 3, Time: q; Lrr "-M
GL & kT
fc ot (' (
b
Draw all inlet and outlet pipes.

Weather: &/Rain
Note all pipe sizes and materials. If pipe is lined, 11ote on drawing.

Measure depth to each invert for al l pipes,
• Provide rim and invert elevations, if possible (note datum) lf there is channelization, note on drawing.

Draw all weirs and gates and me,asure depth to lop of weir.

Always take pictures.
0~ G 2. 1 tyl)'I,
( /J II tJ
( 0 " f, (I P:
3 <;; - ( ~~ -,
I. 1·1,., V
r,-
10 (I
;,
Where is most of the fl°' going out to? Or is the flow evealy split? n,, t? 'it f I rn, .. , · I r. n ,j r I/, (ii'!) o/"D ) Other Observations:
{I ll vr P
K.:\Engine<:riug\Orafl\AutoCADISnrvtysll'lelcll'hotos\Field Data Verification f omi.dC> c Dale:

Name of Field Observer(s):

MHNumber:

Street/Intersection:

Manhole sketch:
f)
Field Verification
3 L 17 / z3 Time: Weather: ix)Rain
( t ~- ~l
:; 3 5 I ]
&CP. fl Sroi ·I
Draw all inlet and outlet pipes.

Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim and invert elevations, if possible (note datum) lf there is channelization, note on drawing.

Draw all weirs and gales and measure dcptll to top ofwcir.

Always take pictures.
(J
Where is most of the flow going oul to? Or is the 0ow evenly split? Other Observations:

K:\[;nginccring\Dmn1Au10CAO\Surveys\Pield Photos\Field Dain Vcrilicalion Form.doc Date:

Name of Field Observer(s):

MHNumber:

Street/lntersectioo:

Manhole sketch:

Field Ve:rification
'-I ; / 6 / 2 ~ Time:

CL~ kT
S" 37- L('!
Draw all inlet and outlet pipes.

Weather~/Rain
Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide run and invert elevations, if possible (not~ da lum) If there is channelization, note on drawing.

Draw all weirs and gates and measure depth lo top of weir.

Always take pictures.
i-----7 I) ~ -
ll 1'
. vt ( I ,
c; ., vC V
Where is most of the flow going out to? Or is the flow evenly split? Other Observations:

All VCP
1<:ll!nginccring\Drnft\Au10CAD\Surveys\Ficld Pho1os\Field Da111 Verification Form.do<> Date:

NameofField Ob~erver(s):

MHNarnber:

Street/Intersection:

Manhole sketch:

Field Verification
3 / ZO / 2. 3, Time: q: ;o. 0. rl\ Weatl1er:~11
C L & kT
S 3\ - 42
Draw all iule! and outlet pipes.

Note ell pipe sizes and materials. Tfpipe is lined, note ou drawing, Measure depth to each invert for all pipe.-!.

Provide rim and invert elevations, if possible (oote datum) Jftbere is channelization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.
('J i
N
0: {i
I'
Where is most of lh flow going out to?
l'l•o~I fl,, ... ' 'Jc.·,; ,,o,fi, r is the Jlow evenly split? n ;'t ,,
Other Observations:

K:\Enginoering\Draft\AuioCAD\Survoys\Field Photos\Field Data Verification Form.doc Dute:

Name of E'icld Observer(s):

Srreet/1 nlcrsection:

Manhole sketoh:

I : 11 1..
,in c(i', ~
\v a1 • 1"
Field Verification
Time: IU: ti5 , ., Weather: D Rain
J/.,.

Draw all inlet and ouUet pipes.

Note all pipe sizes and materials. lf pipe is lined, note on dniwing, Measure depth to each inve1t for all pipes.

Provide 1i 111 and inve1t elevations, if possible (note datum) Jfthere is charU1elization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.

D: I I ,I ~·f,-,,,,f,, I

1./c,,i .. , /J
Where is most of the flow going out to? Or is the flow evenly split? Mo c,/ 1/ol,JO l(o r , , 1i11c~ ifl 1~'11/t
T 'J I', 0 r I ' ' . I\ I \ - f' , .,,, ,. ) ' ~ I 'J > Other Observations:
/\(1 \!CP
w C /{) 'l.J
K;\Engineering\Drafi\J\utoCAU\SurvoyslField Photo,;\FicJd Dnla Vcrificadon Pom1.doc Date:

Name of Field Observer(s):
lvlH Number:

S trcet/lntersection:

Manhole sketch:
/J t- b"
Field Verification
3 /20 /2 "!,,

CL & KT
537 qo
Time: q, I) ,.,.._
Draw all inlet and outlet pipes ..

Weather:~
Note all pipe sizes and materials. lf pipe is lined, note on drdwing.

Measure depth to each invert for all pipes.

Provide rim and invert elevations, if possible (note datrnn) 1 f there is chaunelizat.ion, note on drawing.

Dra.w all weirs and gates and measure depth lo top of weir.

Always take pictures.

I I
I I
1r VJ
I' ' ii
is
o~ 7
,- - )
I, -
Where is most of the flow going out to? Or is the ilow eveul y split? Other Observations:

A-U vc
K:\Engineoring1Drnfi\Au10CAD\Surveys\Field Photos\Field Data Vt11ificntJon Fonn .. doc Field Verification
Date: J/1]/ 2 3 I Time: /I l'.'\M Wea the~. Dt ,,}Rain
Name of Field Observer(s): r. L lx I<'. I
MHNumber: $ 11 7 - 17 SStreet/Intersection:

Manhole sketch:

I
o:-qDraw all inlet and outlet pipe.s.

Note all pipe sizes and materials. lf pipe is lined, note on drawing.

Measure depth to each invert for aU pipes.

Provid rim and invert eJeva1io11s, if po sible (note datum) If there i channdization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always titke pictures.

Where is most of the now going out to? Or is the now evenly split? Other Observations:

Al l \t(P
K:\Enginecring\Dn,fi\AutoCAD\Surveys\Field PhotM\l'leld Data Verifica1ion I' nn.doo Field Verification
Date: Time: 3 - 2[J pt)'\ Weathcr:@Rain
Name of Field Obst!rvcr(s): CL Ix k T
MH Number: 5 l/ 2 - 30
Street/Intersection:

Mn.nhole sketch;
r "'" .

Draw all inlet and outl et pipe .

Note all pipe sizes and materials. JI pipe is Lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim and invert elevations, if possible (note datum) Lf there is channelization, note on drawing.

Draw al I weirs and gates and rnea urc depth to top of weir.

Always take pictures.

D:
!..
nfl,, 1~ v ·· \)(
.,
(,'J'11C
ILl - 1 .'Q_
Where is most of U,e flow going out to? Or is tbe flow evenly split? Otlu:r Observations:

K:\E:ngineering\Drnfl\Au10CAD~ urveys\foield Pholos\Ficld Daia Verification foonn. doc Date:

Name of Field Observer(s):

MHNu111ber:

Streel/lntersectioa:

Manhole sketch:

Field Verification.

Time: JU
~ f,-,,,r I
Draw all inlet and 01.1tlet pipes.

Note al l pipe sizes and materials. Tfpipe is lined, note on drawing, Measure depth to each invert for all pipes.

Provide rim and invert elevations. if possible (note datum) If there is cbannd izalion 11ote on drawing,
Draw all weirs and gates and measure depth to top ofwcir.

Always 'lake pictures.
2- IJ, r; - kJ,.,,, -~ (/,.,.

Where is most of the Dow going out to7 Or is !he flow evenly split? 0th.er Observations:

AU vre
K:IEnginetring\Dnill\AutoCA D\Surveys\Field Pbotos\Field Dnta Vorificntion Fomuloc Date:
ame of Field Observer(s):

MHN11mber:

Streel/tntersectlon:

Manhole sketch:

Field Verification
3 LI 2 LB . Time: 10 •. 20 Q , ~ Weather:

Cl & r ·i
Sil -/ ·· r;; o
I: C@. (o) l'.111,:'.tiQ • ... .-1
Dmw al l inlet and outlet pipes,
Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim and invert elevntious, if possible (uolc clat1.1m) lf there is channelization., uote on. dcawing,
Draw all weirs and gates and measure depth lo top of weir.

Always tnke pictures.

Where is most of the Jlow going out to'/ Or is the flow evenly split? Other Observations:
-Al( Ve P
K:\Enginetring\Drafl\AutoCAD\Surveys\FieJd Photo,\Field Dota Verification Fonn.doc ~ain
Field Verification
Date: 3/ 7!> / Z 3, Time: 2 f'h Weather: @ /Rain
Namt: of Field Observer(s): CL & k. T
M1-1 Number: ; ; 2 - 6 >
Streetlrnterseclion:

Manhole sketch:
'6"
r) -::. ~2- VCI'
~. ,,-=-
I\ _ 1, @ { .. ,, · '}l>< 1 (. ,
Draw all inlet and ouUet pipes.

Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth lo each invert for all pipes.

Provide rim and inve1t elevations, if possible (note datum) If there is chanoeli7..ation, note on drawing.

Draw al I weirs and gates and measure depU1 to top of weit.

Always take pictures.

Sl
() C 1c,J...

D ~ q1. :: q i.

Where is most of the flow going out to? DI is the flow evenly split? Mosl /(0 w ~r,es oui to t l.1- VCf> f•P~
Olhe1· Observations:

K:\EnglneerlaglDraft\A uioCA D\Survoys\Field Pholo,\Ficld Dnla V trificatiou Fonn.<loc Field Verification
3 /I I / 23 Time: q •. 11 • ,.,
Nrun.e of Field Observec(s): (. / l I
MB Number:

Street/lolcrscction:

Manhole sketch:

Draw aU iulet and outlet pipes.

Note. all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth 'LO each inve,1 for all pipes.

Provide rim and inve1t elevations. if possible (note daium) lfthere is channelization, note on drawing.

Draw aU weirs and gales and measure depth to top of weir.

A !ways lake pictures.

W: /7 ~
lr \7 •;
~{' '
/,✓ D: II •
1 I); 'J
Where is most of the now going out to? Or is the flow evenly split? AO ( (r,1,._1 S(r-- ../-n Ai/11'
Other Observations:

K:\Enginccring\Drnfi\AutoCAD\Surveys\f'ield Pho1os\J'ield Data Verilic"rion Form.doc Date:

Name of Field Observer(s):

MHNumber:

Stree1f[ntersection:

Manhole sketch:
t-lf- 1/
Field Verificatioo
3bo /2}, Time: '}_ 3 5 I" '' Weather: (6;itRain
CL & kT
.s~3 ~ 1w
{' L, , o,\•ll r ( £ s! o/ (c• tr1.-
Draw all inlet and outlet pipes.

Note bll pipe sizes and materials. lf_pipe is lined, note On dm",liog.

Measure depth to each invert for oil pipes.

Provide rim and invert elevations if possible (note datum) ff thece is channelization, note on drawing,
Draw all weirs and g11tes and measure depth lo lop of weir.

Always take pictuces_
I
tJ
Where is most of the 0ow going out to? Or is the flow evenly split? Other Observations;
K:\Engineering\Drall\llutoCAO\Surveys\Field Photos\Ficld Data Verification Fonn.doc Dale:

Name of Field Observer(s):

MHNumber:

Street/Jntersection:

Manhole sketch:
1( ,
O· , -
Field Verification
3 / 2 /2 3 Time: > 15 ~ Weather: ~nin
L b kT
Draw all inlet and outlet pipes.

Note all pipe sizes and materials. If pipe is Lined, note on drawing_ Measuce depth Lo each invert for all pipes_
Provide rim and invert elevations, if possible (note datum) If there is channelization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.

Where is most of the flow goi ng out to? Or is the flow evenly Split? tf ow ~ors f.,-o...., SW l o ( I
Nu {(01•, •fr.·•, ,de. \/CP
Other Observations: "
K,\Engincertng\DrnJI\A utoCAD\SurvoyslJ'leld Photos\Ficld Dow Verification l'onn.doc Field Verification
Date: Lf J / (, / 2 3, Time: 10 : I :> et M Weather: ~ain NameofPi<!ldObserver(s): CL &. kT
MHNumber: S" 5' '; - '> I
Slreet/T ntersection:

Manhole sketch:

Draw all inlet and outlet pipes.

Note all pipe sizes and materials. If pipe is lioed, oote oo dcawiog, Measure depth to each invert for all pipes.

Provide rim and invert elevations, if possible (note datum) If there is channelization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always talce pictures.

Where is most of the flow going out to? Or is the flow evenly split? Other Observations:

K:\Engi11ecring\Oraf\\AutoCAD\Survcys\l'ield Photos\field Dara Verifica1ion Fann.doc ? o ''
Date:

Name of Field Observer(s):

MHNumber:

Street/1.ntersection:

Manhole sketch:

Field Ve1·ification
Weather: @!Rain
Dl'ilw all inlet and outlet pipes.

Note al l pipe sizes and materials. If pipe is lined note on drawing.

Measure depth to cacb invert for all pipes.

Provide rim and invert elevations, if possible (note datum) Jflbere is channelization, llOk on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pict,ires.
11 ,,
0 ::: 1-
Where is 010 L of the flow going out to? Or is lhc flow evealy split? Other Observations:

K:\6ngineering\Dn11l\AutoCAD\Surv•ys\l'icld Phmos\Flcld Data VeriCicario11 f-onu.doc Dale;
Name of Pield Observer{sJ:

Mll Nurnher:

S treet/l ntersection:

Manhole sketch:

Field Verification
Time: Weatl1er:~ain
Draw all inlet aod outlet pipes.

Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim aod invert elevations, if possible (note datum) lf there is channelization, oote on drawing.

Draw all weirs and gates and l.lleasure depth to top of weir.

Alway~ take pictures.

IM <-f-2.,~'. i _ D- 131. ,, tJ .,, '·r P- H!!..
fu D-=- 11!!
Where is mast of the flow going out to? Or is the flow ewnly split? Other Observations:
,Alt p if? r-'. S
K:lllngineoring1Draft\Au10CAD\Surveys\ricld Pho1os\Field Data Vtriticnlion Fonn.dO<> Date:

Name of Field Obscrver(s):

MHNumber:

Slrecl/Cntersection:

Manhole sketoh:

Field Verification
Time: Weather: §tRain

CL & KT
5 56 -oz.

Draw all inlet and outlet pipes.

Note all pipe sizes and materials. lf pipe is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim and invert elevations, if possible (note datum) If there is channelization, note on drawillg.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.
0 I
o~ 7 - \ '}.,
/ 1
tJ q
De- S'-
0 ·1 -
Where is most of the flow going out to? Or ir. the fl ow evenly s-plit? Other Observations:
'vJ ~ 1, ~
K;\1luginceri11g\Draf\\AntoCADIS11rveys\Ficld Pholos\Pield Dnla Verification Fonn.doc Field Verification
Date; 3 /1 7 / 2!, Time: (? , 5(1 11 ,,, Wealher: (DrylRain Name of Field Observer(s): __ ( _l_ -=-----'---'--
MH Nun1ber: ,S-jZ, - Z /
Street/h1tersectio11:

Manhole sketch:

Draw all ill.let and oullel pipes.

Note ;ill pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth to each invert for all pipes,
Provide rim and invert elevations, if possible (note datum) ff there is channelization, note on drawing.

Draw all weirs and gales and measure depth to top of weir.

Always take pictures.
() rl ,
i N
? 'I 'I
.., [) ,. z 7
'/ (( ,.

Where is mostoftbe flow going out tu? Or ls the flow evenly split? Mos·I( ~ 1'' "~7 fltd fc, 111· , t', f' 'f".

Other Observations;
Wo = 3-1
K:\Engineerlug\Dmn\Au10CAJ)\Surveys\field Phmos\Pleld D11ta Vtrification Form.due Field Verification
..... Dale: ~/17/ 2 !.i
CL A. I('/
Time: ,, fl '" Weather: DryJRain
Nallle of Field Observer(s):

MHNumbe1·:

Streevlntcrseclitm:

Manhole skclch:
)i,,
Draw all inlet and outlet. pipes.

Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth lo each invert for oil pipes.

Provide rim and invert elevations, if possible (note datum) If there is channelization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.
f
"
Where is most of the flow going out to? Or is the t1ow evenly spli t? Other Observations:

K:\llogb1eering\Dwfl\Au10CAD\Surveys\F{eld Photos\Ficld Dola Verification Fonu.doo Date:

N'rune of Field Obscrvcr(s):

MH Number:

StreeVIntersection:

Manhole sketch.:

Field Verification
Time: ) f'" WMthCJ·: rr)Rain
Draw all inlet and outl et pipes.
1 ote all pipe sizes and 111ate1ials. If pipe is Lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim and invert elevations, if possible (note datum) If there is chauuelization, note on drawing.

Draw all weu:s and gates and measure depth to top of weir.

AJways take pictures.

28. 73' 0 ~ 11 _,_,; '_' -).,,., ~-~ o ~ 10-' 28. •
7 W:.. 1-
Gr, ~,
,r
n ~,r. %
'{) ::. q .8._ 28.83'
i;;
W: '1 -
W:: 102-
Where is 1nosl oflhtl flow going out to? Otis the !:l ow evenly spLlt? Other Observations:

I\H vcr
K,\E11giue•ru1g1Drnft\A utoCAD\Su!'veys\Pio(d Photo,-\Ficld Da ta Vorl(ioatio11 Fom1,duo Field Verification
Date: 3/17 / 2 ~ Weather:<n;,Raiu
Name of f ield Observet·(s): C L Y>e k l
MHNmnber. 'j G / - IG
trcet/loterscctioa:

Munllole sketch:
1 0:- 1:;,-
w· I;, £L_
Draw all inlet and outl et pipes.

Note al I pipe sizes and materials. If pipe is Li.ned, note on drawing.

Measure depth to each invert for all pipes.

Provide rim and invert elevations if possible (note dat11111) lfthe re is channelization, note on drawing.

Dn1w all weirs and gate~ and measure depth to top of weir.

Always take pictures.
7 \,II'; /1,-
I"
CJ 0:: 1) -
,, I,
I

D- I//-
\,v'. 1.3.l
I
1'•
0 -=- 14~
W:
7 /3-
Wh~t-e is 111 ost of lb~ now going out to? Or is the flow evenly split'? , I ,I), , J lw \ (1,J ,, , ' ', I
! ' ' "' I .J I, ' ' V I IOther Observations:

AU vcr
K:\Engineoring\Dn,I\\AutoCAO\Survcys\Field Photo•lfie ld "C)ota Verificalion Fonn.dao Field Vei·ification
Dale: 3/ G / 23 Time: ) : OU pM Weather: 6j;,}Rain
Name of Field Observet"(s): CI .t ll l
MH Number: S (; 2 - /
treet/Interscction:

Manhole sketch:
s
p: 12-
Draw all inlet and outlel pipes.

Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth to each invert for all pipes.

Pwvide rim and inve11 elevations, if possible (note dalum) If there is channelization, note on drawing.

Draw all weirs and gates and measure deplh to top of weir.

Always lake pictures.
----:aai
2 ',,
Where is most of the flow going out ro? Or is the flow evenly split? Other Observations:
j\(( 1/cP(,
wo C I/ ,,..

K:\Euginucring\Dra/l\A uloCA D1Survoys\Field Photuslricl<l Dern Verification Form.doc Field Verification
Dale: Time: 2 : l/ 'i ,, , -- . Weather: ry)'Rain
Name of Field Observer(s): CL & k 1
Mil Number: S G 2. - 6
Street/I ntersection:

Mnnholesketcll:

G
j;:; 11 -

27.92'
'/ I /I
Cfl'.lb "'-( Expwi, (@ (i;d"'l,.,;r,s Cu• ~
Draw all inlet and Otlllct pipes.

Note all pipe sizes and materials. Tfpipe is lined, note on drawlug.

Measure depth to each invert for all pipes.

Provide rim and invert elevations, if possible (note datum) lf there is chruu1ellzation, note on drawing.

Draw all weirs and gates and measure deptl1 to top of weir_ Always rake pictures.
i ~~· Q,:_ 12 - 27.92'
%¥ flw
28-.02'
Where is most of the flow going out to? Or is the flow evenly split? Mos'I { low ~cu1 eas1
Other Observations:

W D e: I 2 _g_ 28.12'
l\u VCP
K:IEnginccringlDrnft\ArnoCA!>\Surveys\l'icld Pho1os\Pield Oala Verifica1io11 Form.doc Dato:

Name of Field Obse1ver(s):
tvU-i Number:
treel/lntersection:

Manhole sketch:

Other Observations:

Ali VC /'
w 6' ~ ~
Field Verification
5 / I 7 /7 ~ Weather: (6ryi oin
Draw all inlet and outlet pipes.

Note aU pipe sizes and materials. If pipe Is lined, note on drawing, Measure depth to each invc11 for all pipes.

Provide rim and invert elevations, if possible note datum) lftherc is abaauclization, note on drawing.

Draw JI weirs and gates and measure depth to top of weir, Always take pictures.
'I
9 J') s
K:\llugineoring\Drnfi1Au10CAD\Surv0ys\.Ficld Phmos\Pield Daia Vol'ifica1io11 J7onn.doc Dote:

Name of Field Observer(s):

MHNumbcr:
trect/lnterscction:

Manhole sketch:

D " ltr 4
w~ 1,1L 15n
~l, '(. •fl~1J
Field Verification
3 / C / 23 Time: Weati,er: Dcy/Raiu
CL b. kT
S G2 8
Draw all inlet and outlet pipes.

Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim arid invert elevations, if possible (note datum) l.flhere i cbannelizatlon, note on drawing.

Draw all weirs and gates and measure depth to top of weir, Always take pi ctures.

Where is mosl of the flow going out to? Or is the flow evenly split? Other Observations:

Al( V(I'
K:\Engineering\Drnfi\AntoCA.D utveys\Field Pho1os\Ficld Dnrn Vcrificalion Forni.Joe Date:

Name of Field Observer(s):

MHNumber:

Street/Intersection:

Manhole sketch:

Field Verification
Time: 3 -L/ f pM Weathc1~ &aln
Draw all inlet and outlet pipes.

Noto all pipe sizes and material~. If pipe is li ned, note on drawi11g.

Measure depth to each invert for nil pipes.

Provide rim and invert elevations, if possible (noie datum) If there is channeliZlltion, note on drawing.

Dr.iw all weirs and gates and me11st1r depth to top of weir.

Always take pictures.

D:: r1 Ji.. 32.69'
c-•' le,
Delta = 0.3'
Model Delta = 0.05'
2 D ~ ,o - s2.

W -= 9 s 32. 9'
D =: 9 z 32.69'
Where is most of the flow going out to'/ Or is the flow evenly split? 76 1, Nur-lf
'!10 /4 £'."a.st
Other Observations:

K:lllllgineering\O.raf\\Au10CAO\S11rveys\l'ie ld Photos\Fidd Data Verification Pom1.doo Date:

Name of Field Observer(s):

Ml-I Number:
'treet/lntersection:

Manhole sketch:

Field Verification
Time: __'.j__f-~l"'-~--
Draw all inlet and outlet pipes.

Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim ruid invert elevations, ifpo ible (note datum) 11' there is channelization, note 011 drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictUl'es.

D 9 ~ _ i_s_'·--"<I
Where is most of the flow going out to? Or is the _flow evenly i;plit? Other Observation.~:

Wo ...L
-A/{ VCP
K:\l!ngineeru,g\Drnf\\AutoCAOISurvoys\Field Pholos\l'ield Doto Vcrificntion Fon'n,doe Date:

Name of Field Observerts):

MH umber:

Street/Intersection:

Manhole sketch:

Field Verification
Tirue: Weather: Dry/Rain
Draw all inlet and outlet pipes.

Note all pipe sizes and materials. lf pipe is lined, note on drawing.

Measure depth to each inve1t for al I pipes.

Provide rim and invert elevations, if possible (note datum) If there is channelization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.
( UC f. ( {)
0 Where is most of lhe flow going out to? Or is the flow evenly split? Other Observations:

K:\Engineeri11g\Dra(t\Aut0CAD\Surveys\Field Photos\Field Data Verification Fo1m.doc Date:

Name of Field Observer(s):

Mil Number.

Street/Intersection:

Manhole sketch:

Field Verification
3/3 / l3
CL b- kI
Time: /1 ff 0"1
Draw all inlut and outlet pipes,
Weather: @ry/Rain
Note all pipe sizes and materials. !fpipe is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim and invert elevations, if possible (note datwn) lfthere is channeli zation, note on drawing.

Draw all weirs and gates and measure depth to to11 of weir.

Al ways take pict:UJ•esV
Where is most of the now going out to? Or is U1e l10,v evenly split? Other Ob:ervations:
1 1·,1,1 ,dr t.. ,,,, w ,., r ipe 'J (I /f,,,. I '1·
K:\Engineering\Dran1Au1uCAD\Survcys\Field l'ho10s\Field Data VerJr,cution Fann.doi, N~1T1e of field Observer(s):

MHNumbcr:

Street/Intersection:

Manhole sketch:
2 U: 1·
Field Verificatioo
3/\7/ ?3
L 2.. k ·,
Draw all inlet and oullel pipC!S.

Weather:(Dry)Rain
Note all pipe sizes and materials. JI pipe is lined, oole on drawing.

Measure depth to each invert for all pipes.

Provide rini and invert elevations, if possible (noto datum) If there is channelization, note on drawii1g.

Draw aJI weirs and gates nnd measure deptli to top of weir, Always lllke pictmes.

Where is most of the flow going ,mt to? Or is the flow evenly split? Other Observfllions:

K: ngineering\Drnft\AutoCADISurveys\Fiold Photos\Ficld Data Verification Forni.doc Date:

Name of Field Observer(sJ:

MHNumber:

Streel/lntersection:

Manhole sketch:

Field Ve1·i.fication
Time: Weather: Dry/Rain
Draw all inlt:l and oullet pipes.

Note all pipe sizes and materials. lf pipe is lined, note on drawing.

Measure depth to each invc1t for alJ pipes.

Provide rim and inverL elevations, if possible (note dat11m) If there is channelization, note on drawing.

Draw all weirs and gate.~ and measure depth to top of weir.

Always take pictures.
(fr,•lr • f' P., \JG (, f '''1 I' 1 '.>
11t flrrt ~ • ,,
-:,-1 1': 1(' 1 II,· ,-
/ ( ,r .')
0 When~is most oflhe flow going out to? Or is the flow evenly split? Other Observationa:

K:\Enginecring\Dralt\AutoCAD\S,trveys\Ficld Photos\Field Data Verification Fonu.doc Da te:

Name of Field Observer(s):

MB Number:

Street/Intersection:

Manhole .ketch:

D: 9 i
Field, Verification
Weather: ip.j/Rain
Draw ell inlet au,d outlel pipes.

Note all pipe sizes and materials. Tfpipe is lined, note 011 drawing.

Measure depth to each invert for all pipes.

Provide rir'll and invert elevations, if possible (note datum) If 1J1cre is channelization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take. pictures.

Where is most of lhe flow going oul to? Or IS the flow evenly split? OU1er Observations:

K:\Engineering\Draft\AUloCAD\Surveys\l'ield )'ho!o<\Fi•ld Dara V•rilication ForJn.doc Field Verification
Time: "•. ?{ ) flk Weatller:@Ra,in
Name ofI'ie.ld Observer(s): C I A. I~ 1
MHNwttbcr:

Stree1/lntersoction:

Manhole sketch:

J 72 l.j
. )
Draw all inlet and outlet pipes.

Note all pipe.sizes and materials. If pipe is lined, note on drawing.

Measure depth to each invert fol' all pipes.

Provide rim and inve11 elevations, if possible (11olc datum) If there is channelization, note on drawing,
Draw all weirs ·and gates and measure depth co top of weir.

Always lake pictures.
( z._ ( I ' ,
vCP
0: r;; .&
~vp /J ~ rr~,.
7 w~ 7 -
Where is most of the flow going out to? Or is lhe ilow evenly split? Other Observations:

K:\Bn.gineering\Drnfl\AmoCAD\Sltrveys\Pleld Photos\Field Dala Verification Fenn.doc Date:

Name of Field Observer(s):

MHNomber:

S lreet/1 n tersection:

Mnnhole sketch:

Field Verification
Weather: ~ain
Cl t. l<-T
Draw all inl.etaud outlet pipes.

Note all pipe sizes and materials. ff pipe is lined, note an draw111g.

Measure depth lo each invert fo r <l.ll pipes.

Provide rim and invert elevations, if possible (note datum) 1 f there is thannelizalion, note on drawing.

Draw itll weirs and gales and measure depth to lop of weir.

Always tak.e pictures.

Where is most of lhe flow going out to? Or is the .flow evenly split? Other Obsc.rvations:

K;\Engineering\Dr11fi\AutoCADISurvoys\Fiold l'hotos\Field Darn VerUlcotlon l'orm.doc Fi.eld Ve1·ification
Date: ?, / 17 /2 3 Weather: ~/Rain
Name of Field Observer(s): CL 2 k 1
MHNumber:

Streetll ntersection:
l\1imbole sketch:

Draw all inlet and outlet pipes.

Note al.I pipe sizes and materials. If pipe is lined, note on drawing, Measure depth to each invert for all pipes.

Provide rim mid invert elevat·ions, if possible (note datum) ff there is channeJi,,,,tion, note on drawing.

Draw all weirs and gales and measure depth to top of weir.

Always take piolures.
• ,.1 I' f('r•
W\J ere is most of the flow going ouL to? Or is the now eve11.ly split? Oth<!X Observations;
K:\EngineerlnglDrnfi\AutoCADISurvoys\Fie ld Photos\l'icld Dala VeriITcnliou l'orro.ooc Field Verification
Date: Wealher: @Rain
Name of Field Observer(~):
3/17/2 3
CL .& k'. T
MHNumbor:

Street/Intersection:

Manhole sketch:
5, 2 - 11
Draw all inlet and outlet pipes.

Note all pipe siies and materials. If pipe is IJ:ncd, note on drawing.

Measure depth to each iuv~1 for all pipes.

Provitle rim and invert elevations, if possible (note datum) Tfthcre is channelization, note on drawing.

Draw all weirs and g11tes and measure depth lo lop of weir.

Always take pictures.
!/
D: q -
Si,'b"j fJow
Where is most oftbe !low going01,1r to? Or is th~ flow evenly split? Other Observations:

K·;-\Engineering\PmnVlutoCAD\Survey,'IFi•ld Photos\Fleld Dato Verification Fon11 .dcc Dale:

Nome of Field Observer(s):

Mf-1Number:

Street/Intersection:

Manhole sketch:

Field Verification
3 /17/ 23
Cl 1:,.. KT
Time:

Dmw all inlet and outlet pipes.

Weather:~Rain
Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth lo each invert for all pipes.

Provide rim and invert elevations, if possible (note datum) If tlu,re is chnnnelization, note on drawing.

Draw all weirs and gates and measure depth ta top af weir.

A I ways take pictures_
(J:
w- 7 r,
I J -
Where is most of the ·now going out to? Or is the llow evenly ~plit? Olher Observations:

K:IGngin eering\DmflV\utoCAD\Survfiys\Ficld l'hotos\F·ield Data Vcrilicallon l'onn.doc Field Verification
Date: 3 /17/ 23 Weathet:(p_.dlRaln
Name ofField Observer(s): CL l,. k r
I\IIH.Number: S "/ 3 • (;
Street/I n!er.;ection:

Manhole sketch.:
(")
[L 12
,. I "
Draw all inlet and outlet pipes.

Note all pipe sizes and materials. rr pipe is lined, note on drawing,.

Measure depth to each invert for aU pipes.

Provide rim and invert elevation$, if possible (note datum) If there is channelization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take-pictures.
0 ._
Where is most or the flow goiug om to? Or is the .flow evenly split? Other Observations:

K:\E;11ginee1i11i.lDrafl\AuloCADISu1'\leys\I'ield Photos\Field Data Vcrificntion Forni.doc Field Verification
Date: Time: 3 (? • I WeatJ1er§rRain
Name of Field Obsecver(s): CL h KI
MI-INumber: 5 7 3 - f
S treet/Jntcrsectiou:

Manhole sketch:
0r'dW all inlet and ouUe! pipes.

Note all pipe sizes aud materials. Jf pipe is 'lined, note on drawing.

Measure depth to each invert lbr all pipes.

Provido rim and invert elevations, if possible (note datum) lf there is channelization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.

Pq
f) :::

W=
Where is mo I of the flow goi g out to? Or is Lhe flow evenly split? Other Observations:

K:\Enginoeru,g\Draft\AulOCA.DISurvcys\Field Photo,\Pield Dala Vc-rifi""tion l'onn.do0- Date:

Name of Field Observer(s):

MHNumber:

SlTeet/lntersection:

Other Observations:

Alt v,
Field Verification
Time: 2. . /0f.lM Weather•
Draw all inlet and outlet pipes.

Note all pipe ~izes and materials. If Jlipe i, lined, note on diawing.

Measure depth to each invert for all pipes.

Provide drn and invert elevations, lfpossible (note datum) If there is channelization, note 011 drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.

JO
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K:\Bngh1eering\Dmfl\AmoCAD\Sllrvcys\Field Photos\fiold Data Verification Fom1,do0 ain
Field Verification
Daro: "2 /17 /23 Weather: §,Rain
Name ofField Observer(s): Cl l.. k 1
Mf.JNumber: 57] - 7
Street/Intersection:

Manhole sketch:

1. D:- 11-
W -:: II ~
Draw all inlet and outlet pipes.

Note all pipe sizes and maleriaJs. lfpipc is lined, nott: on drawing.

Measure depth to each i:nvert for all pipes.

Provide rim and invert elevations, if possible (note datum) Tf there is channeliwtion, note on drawing.

Draw all wejrs and .gates nnd measure depth to top of weir.

Always take pictures.
0:.
l 17
Where is most oftheJlow going 0111 t:o? Or is the flow evenly split? f\w,I f!ntv 'jJ"f• ,{unv• ld 1f 1 -1,, I I
OU1er Observations:
\N-.: II .::L_
K:\Enginearing\Dmfl\AutoCA D\Surveys\Field Pbolos\l'ield Data Verifiention Fonn.do~ Date:

Name of Field Obscrver(s):

MHNumber:

Street/f ntcrsection:

Munlmle sketch:

Field Verification
Time: 3 ~ L(Q p!ll...._ Wcalher: (ficy;Rain
Draw ali inlet nud outlet pipes.

Note all pipe sizes and materials. If pipe is lioed, note on d_rawing.

McasUJ'e <lerth to each invert for all pipes.

Provide rim and invert elevations, if possible (note datum) Lfthere is channelization, note on drawi ng,
Draw all weirs and gates and measure depth to lop of weir.

Always take pictures.
~-'.() 1 ' I r I '
\----7 D = 5;,.
t) : ,) -
Where is most of the flow going om lo? Or is the flow evenly split? Other Observations:

K:\Engincering\Drafl\AutoCAD\ urveys\Field Pbotos\Flcld Dai,, Verifica1ion Fenn.doc Date:

Name of field Obsel'Ver(s):

MHNurnber:

Street/Intersection:

Manhole sketch:

Field Verification
Time: 2.. P'""- Weather: ~ Rain
CL 1- k1
Drow all inlet and outlet pipes.

Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth to each inve,t for all pipes.

Provide rim and invert elevations, if posslble (note dalllni) If there is channeli~ation, note on drawing.

Draw all weirs and gates and measure derth to top of weir.

Always take pictures.
~ 1 o- 9-
11~' '
o .. I .Q.
f l. 1/
D :c
I ~I'
D- q -
Where is most oftl1e flow going out lo? Or is the ·flow evenly split? Other Observations:

All vc
~\Engincerlng\Dn,fl\Au10CAD\Survey•\Flel~ Photos\Field Dom Verilicatlon Fonn.doc Date:

Name of Field Observer(s):

MHNumber:

Street/Cntersection:

Manhole skctob:

Field Vetificatfou
3 bo / z 3, Time: _3~--=----
G L & kT
\ 8 S- - ~
Draw all ialel and outlet pipes.

Wentber: ~ain
Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth lo each invert for all pipes.

Provide Tim ,uid invert eleval.ion , if possible (note datum) If there is channelization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.
(J 0 :: ,oWhere is most of the flow going ont to? Or is the jfow evenly split? Other Obseryatious:

Al( vc
J<:\Engineering\Dra£llAutoCAD\Surveys\field Phmos\Flold Data Ver(ITcatio11 Form.doc Date:

Name of Field Observcr(s):

MHNumber:
treet/Jntersection:

Manhole sketch:

Field Verification
3/ 17 / 23 Time: 3 : }) pm__ Weather: @Rain
S & 2- - 10
Draw all inlet and outlet pipes.

Note all pipe sizes and materials. Jf pipe is lined, note on drawing.

Measu1-c depth to each inve11 for all pipes.

Provide rim and invert elevations, if possible (note datum) If there is channelization, hate on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take picrures.

Where is rnost of the flow going ouito? Or is tbe flow evenly split? Other Observations:

K:\Enginecrin~\Draft\AutoCAD\SurvoY3\Fiold Photo.,\Fteld Onto Verification Form.doc Date:

Name of Field Observer(s):

MHNumber:
treet/lntersection:

Manhole sketch:

Field Verification
Time: II : j/) a IV\ Weather: @Raio
CL 2-< KI
Draw all inlet and oullet pipes,
Note all pipe sizes and materials. If pipe is lined, note on drawing.

Measure depth to each invert for all pipes,
Provide rim and inve1t elevations, if possible (note datum) If there is channelization, note on drawing.

Draw all weiTS and gat.es and measure depth to top of weir.

Always take pictures.

VCP
VCP
31i 0 ::: 7 ·-
Wp= 7 ?~ (n•r~,I )
V-/n : ·; !? ( ,(,,,(,, '?
Where is mo I of the flow f:o ing out to? Or Is the flow evenly plit? Other Observations:

K'.\Engincerin_g\Draft\AutoCA D\Survcys\Ficld Photos\Field Data Verificatiou Form.doc Date:

Name of Field Observcr(s):

MHNumber:

Street/Intersection:

Manhole sketch:
lt n~ qField Verification
3 ho I 2-},
CL & kT
S& s- 7<;
Time: 1: ~0 fr''
Drnw ull inlet ai;td outlet pipes.

Note ~II pipe sizes and materials. If pipe is lined, note on drawing.

Me-dSUt'e depth to each invert for all pipes.

Provide rim 8lld invert elevations if possible (note datum) Tfthere is channelization, note on drawing.

Draw all weirs and gates and measure depth LO top of weir.

Always take pictures.
\Vhere is most of the flow going out to? Or is the now evenly split? Other Observations:
w~ q 2-
K:\El\ginoortn;,.\DnifilAutoCJ\ D\Surveys\Ficld Pholosll'ield Data Verification Form.doc Field erification
Date: 3 { io / 2- 3, Time: 3: 15 pm Weathe.r: ~ain
Name of Field Observer(s): .CL &. k T
MH Number: S ~ r:; - ]Le
Slrect/lntersection: 1,,/,l c«x cw [ of L~r · """"
Manhole sketch:

Draw all inlet and outlet pipes.

Note all pipe sizes and materials. lf pipe is lined, not¢ on drawing.

Measure depth to each Invert for all pipes.

Provide rim and invert elevations, if possible (note datum) lfthere is channelization, note on drawing.

Draw all wei.rs and gates and measure depth to top of weir.

Always take pictures.

Where is most of Che now going out lo? Or is the flow evenly split? Other Observations:

Al( I/cf
K:\Engineering\Drafi\AutoCAO\Surveys\Field Phoms\Ficld DalB Verification Fonn.doo Date:

Name of Field Observer(s):

MHNumbur:

Streel/Jntersectiou:

Manhole sketcll:

Field Verification
-----. 3/_J / 2 3 Time: 11 : 4 r ,., .. , Weather: ry/Raiu CL b,. .,. T
, ~7 )'
D,. t°' Crnl J;_j h ~t,,1:c,
Draw all inlet and outlet pipes.

Note all pipe sizes and materials. If pip11 is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim and invert elevation , if possible (note datum) If there is channelization, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.
o~ 7 !.f_
(C,vlCf-f j, f)h·t HI' lt.6-t:c r re oM
E- 11 c, , .. , 1 c.lJ~ •f orune. Jvt 1Mt)(f,
Where is mo t of the flow going out to? Or is the flow evenly split? i"\o;i f(,.v,, "'" I w~,, O"- 1(1.L c.:,,, .. ,. ,,1,•
Diller Observntio~s:

Wedo hv, ,._(v
1,u
K:\£11gjnccriug\Dran\AutoCADISurveys\Pield Photos\Ficld Data Verilication Fonn.doc Date:

Name of Field Observer(s):

MHNumber:

Street/Intersection:

Manhole sketch:

Field Verification
3 IG /2 ~
CL !J.. kJ
Time: 2 : ('i @M
'
SIQ ;i
Draw all inlet anti outlet pipes.

Weather(~ln
Note all pipe sizes and materials. lf pipe is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim and inve1t elevations, if possible (note datum) If there is channelization. note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.
r, 0 -:. 11 - -2.32'
We 1nl
Where is most of the flow going out to? 01· is the flow evenly split? -flow 1>'1<>s l(,J 'Jn"J ••orlt,
Other Observations:

K:\Englnecring\Draf\\Au10CAD\Surveys\Field Pholos\J'ield Dnw Verification Fonn.doc Date:

Name of .Field Observer(s):

MHNumber:

Street/lntersection:

Manhole sketch:
vc r
Field Verification
3 I , I 2 Time: 2 c .3 Cl f /'' Weather: CP.ain ,~Ill .

CL g. kJ
S-I03- 22
Draw nil inlet and outlet pipes.

Note all pipe sizes and materials. Cf pipe is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim and invert elevations, if possible (note datum) Tf there is cham1ellzation, note on drawing.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.
2 0 C I 2 - -2.95'
Cf";% I( 111>1
;,0/1 1
~ l D : I? - -2 95'
r6"'n" ,
&10 r:t. rJ I
D: II i. -2.35'
Wbece is most of the flow going out to? Or is the flow llVenly split? -f(o,v M~d ~c,er f\G1 H,
Other Observations:

Wo " 10 s
K:\Enginet ring\Draf\\Au1oCAD\Surveys ield Photos\Field Data Vcri!ia uion f onn,doo Date:

Name of Field Observer(s):

MR Number:

Strecl/Jntersection:

Manhole sketch;
Field Verification
Weather:@ ain
CL b-. k.

D1'3W all inlet wid ouUet pipes.

Note all pipe sizes aod materials. If pipds Jioed, note on drawing.

Measure depth to each inverl for all pipes.

Prnvide rim and invert elevations, if possible (note datum) Jfthere is c.bannelizatiou, note on drawi ng.

Draw all weirs and gates and measure depth to top of weir.

Always take pictures.

I)
Where is most of the 0ow going out 10? Or is the llow evenly split? Other Observations:
f\(/ \IC('
K:1J,nginccring\Draft1Au1t>CAD\Surveys\Field Pholus\Ficld Dora Vcrifit111ion Fonn.doc Dale:

Name of Pie Id ObservcJ'(s):

MHNumber:

Strect/Jntcrscction:

Manhole skelch:

Field Verification
3 / r;, / 2~ Time: 2 : (XJ pm. Weathe1x.._ ]2 1/Rnln
CL IY k. T
Draw all inlel and outlet pipes.

Note nlJ pipe sizes wid rnateri.als. If pipe is lined, note on drnwing.

Measure depth to each invert fo r all pipes.

Provide rirn and invert elevations, if possible (note datum) If there is channeli7.ation, note on drawing.

Draw alJ weirs and gales and measure depth to top of weir.

Always take pictures.

Where l~ most of the flow going out lo? Or is the _flow evenly split? Other Observations:

K:IEngincerin,g\Diafl\AutoCAD\Surveysll'I Id l'bolos\Field Ont! Vtrilicalion Fonn.doi:

Field Verification
Date: 4/'i I P Time: I : 30 p "" Weatllcr: 0Raia
t-lrune of J1ield Observer(s): CL );... k.]
MH Number: S 10 > ~ > }
'treet/lntersectioa:

Manhole sketch:

Ca((, 'Dr 5,.1 L (' ,./(,. °" J,, ~
Draw all iolet and O\Jtlel Jlipes.

Note all pipe size.~ and materials. If pipti is lined, note on drawing.

Measure depth to each invert for all pipes.

Provide rim and invert elevations, if po sible (nott datum) If there is channelization, note 011 drawing.

Draw all weirs and gates and measure depth to top of weir.

Always tnlce pictures.
f
Where is most of the flow going our to? Or is the flow evenly split? Other ObservatiODS:

Afl VC P
K:\£11gioeering\Drufi\Au1oCAD\! urveys\Ficld Photo!\Field Data Vcrificolion Fonll.doc City of Santa Clara (0012307.00) Woodard & Curran, Inc.

Master Plan Report - Final August 2025
APPENDIX F: CALIBRATION RESULTS
Woodard
~
&Curran

Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

1.210 4.456 20.361

1.509 4.082 20.343
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 1 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 1, Model Location (Pred.) D/S S104-29.1

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

2.491 6.695 33.003

2.482 5.853 31.993
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 2 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 2, Model Location (Pred.) D/S S103-9.1

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

1.016 4.583 20.466

0.850 3.894 18.244
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 3 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 3, Model Location (Pred.) D/S S104-27.1

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.003 0.237 0.181

0.003 0.037 0.085
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 4 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 4, Model Location (Pred.) D/S S94-36.1

0.00 0.50

1.00 1.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.957 5.296 20.493

1.247 4.301 21.735
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 5 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 5, Model Location (Pred.) D/S S83-23.1

0.0 5.0

10.0 15.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

1.092 4.457 19.238

1.676 5.034 25.837
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 6 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 6, Model Location (Pred.) D/S S83-25.1

0.0 2.0

4.0 6.0

8.0 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.229 1.922 7.675

0.290 1.280 5.781
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 7 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 7, Model Location (Pred.) D/S S105-6.1

0.00 0.50

1.00 1.50

2.00 2.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.873 2.026 10.240

0.864 1.875 10.578
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 8 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 8, Model Location (Pred.) D/S S86-13.1

0.0 1.0

2.0 3.0

4.0 5.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.904 3.377 15.707

1.535 4.856 24.662
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 9 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 9, Model Location (Pred.) D/S S72-20.1

0.0 2.0

4.0 6.0

8.0 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.321 1.108 4.553

0.261 0.973 4.560
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 10 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 10, Model Location (Pred.) D/S S52-80.1

0.0 1.0

2.0 3.0

4.0 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.336 1.363 5.402

0.376 1.279 6.198
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 11 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 11, Model Location (Pred.) D/S S53-9.1

0.0 1.0

2.0 3.0

4.0 5.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.363 1.229 5.803

0.380 1.299 6.286
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 12 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 12, Model Location (Pred.) D/S S53-109.1

0.0 1.0

2.0 3.0

4.0 5.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.122 4.539 14.702

0.496 3.237 14.336
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 13 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 13, Model Location (Pred.) D/S S53-73.1

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.079 1.135 2.874

0.165 0.693 3.216
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 14 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 14, Model Location (Pred.) D/S S54-17.1

0.00 0.50

1.00 1.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.068 0.395 1.615

0.081 0.406 1.709
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 15 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 15, Model Location (Pred.) D/S S65-48.1

0.00 0.50

1.00 1.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.566 2.420 10.213

0.555 1.966 9.440
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 16 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 16, Model Location (Pred.) D/S S67-12.1

0.0 1.0

2.0 3.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.254 1.188 5.406

0.632 1.101 6.417
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 17 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 17, Model Location (Pred.) D/S S58-12.2

0.00 0.50

1.00 1.50

2.00 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.385 2.276 8.249

0.440 1.336 6.799
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 18 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 18, Model Location (Pred.) D/S S58-11.1

0.0 1.0

2.0 3.0

4.0 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.955 3.733 18.569

1.098 3.862 19.445
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 19 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 19, Model Location (Pred.) D/S S21-23.1

0.0 2.0

4.0 6.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.022 1.058 2.906

0.009 1.037 3.464
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 20 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 20, Model Location (Pred.) D/S S21-46.1

0.0 1.0

2.0 3.0

4.0 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.200 1.598 6.243

0.158 1.667 6.646
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 21 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 21, Model Location (Pred.) D/S S23-14.1

0.0 1.0

2.0 3.0

4.0 5.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.300 1.382 5.769

0.294 1.340 6.078
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 22 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 22, Model Location (Pred.) D/S S45-88.1

0.00 0.50

1.00 1.50

2.00 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.046 1.054 3.386

0.265 0.939 4.607
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 23 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 23, Model Location (Pred.) D/S S48-32.1

0.00 0.50

1.00 1.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.725 4.699 16.699

0.928 3.757 18.065
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 24 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 24, Model Location (Pred.) D/S S63-2.1

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.653 1.739 8.697

0.555 1.646 8.531
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 25 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 25, Model Location (Pred.) D/S S57-6.1

0.0 2.0

4.0 6.0

8.0 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.209 1.050 3.846

0.224 0.811 3.832
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 26 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 26, Model Location (Pred.) D/S S52-86.1

0.00 0.50

1.00 1.50

2.00 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.010 0.044 0.151

0.006 0.032 0.141
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 27 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 27, Model Location (Pred.) D/S S43-8.1

0.00 0.10

0.20 0.30

0.40 0.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.014 0.167 0.542

0.019 0.096 0.421
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 28 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 28, Model Location (Pred.) D/S S53-47.1

0.00 0.50

1.00 1.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.012 0.471 1.385

0.030 0.450 1.589
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 29 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 29, Model Location (Pred.) D/S S21-54.1

0.00 0.50

1.00 1.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.018 0.090 0.305

0.036 0.072 0.380
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 30 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 30, Model Location (Pred.) D/S S62-24.1

0.000

0.050

0.100

0.150
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)

0.146 0.524 1.961

0.162 0.285 1.599
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 31 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...

Flow Survey Location (Obs.) 31, Model Location (Pred.) D/S S62-23.1

0.00 0.50

1.00 1.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022

Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.010 0.040 0.000

1.565 6.760 27.798

1.509 4.083 20.338
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 1 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 1, Model Location (Pred.) D/S S104-29.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
I
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.010 0.040 0.000

1.622 6.578 28.333

2.363 6.345 33.008
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 2 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 2, Model Location (Pred.) D/S S103-9.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
I
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.010 0.040 0.000

1.168 4.748 20.854

0.780 4.654 19.551
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 3 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 3, Model Location (Pred.) D/S S104-27.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
I
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.010 0.040 0.000

0.000 0.116 0.125

0.003 0.037 0.085
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 4 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 4, Model Location (Pred.) D/S S94-36.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
I
~ A fv'.vll' •• A. -.~{\ ..A .~ I\, . A.,. - - - - V
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

1.422 6.144 27.553

1.638 6.131 28.906
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 5 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 5, Model Location (Pred.) D/S S83-23.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 5.0

10.0 15.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

1.058 4.493 18.522

1.253 4.485 20.993
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 6 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 6, Model Location (Pred.) D/S S83-25.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.010 0.040 0.000

0.243 1.742 6.178

0.315 1.280 5.774
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 7 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 7, Model Location (Pred.) D/S S105-6.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

2.00 2.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
I
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.010 0.040 0.000

0.811 2.598 12.782

0.864 1.915 10.581
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 8 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 8, Model Location (Pred.) D/S S86-13.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 5.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
I
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

0.389 3.968 13.993

1.048 4.093 18.629
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 9 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 9, Model Location (Pred.) D/S S62-48.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

0.365 1.198 5.546

0.291 0.973 4.553
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 10 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 10, Model Location (Pred.) D/S S52-80.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

0.459 1.547 7.290

0.413 1.280 6.190
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 11 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 11, Model Location (Pred.) D/S S53-9.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 5.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

0.516 1.835 8.168

0.418 1.300 6.278
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 12 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 12, Model Location (Pred.) D/S S53-109.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 5.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

0.904 5.704 24.523

0.954 4.945 21.504
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 13 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 13, Model Location (Pred.) D/S S53-73.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

0.187 0.840 3.691

0.181 0.693 3.212
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 14 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 14, Model Location (Pred.) D/S S54-17.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.020 0.040 0.000

0.176 0.708 3.273

0.089 0.406 1.711
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 15 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 15, Model Location (Pred.) D/S S65-48.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
I I
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.020 0.040 0.000

0.564 2.132 9.871

0.572 1.966 9.424
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 16 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 16, Model Location (Pred.) D/S S67-12.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
I I
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.020 0.040 0.000

0.163 0.757 2.925

0.639 1.126 6.419
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 17 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 17, Model Location (Pred.) D/S S58-12.2, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

2.00 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
I I
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.020 0.040 0.000

0.363 1.793 7.940

0.450 1.336 6.796
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 18 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 18, Model Location (Pred.) D/S S58-11.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
I I
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

0.503 2.559 11.445

0.782 3.218 14.555
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 19 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 19, Model Location (Pred.) D/S S21-23.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

0.333 2.916 12.509

0.342 2.544 10.374
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 20 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 20, Model Location (Pred.) D/S S21-46.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.020 0.040 0.000

0.415 3.422 15.707

0.535 3.196 13.548
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 21 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 21, Model Location (Pred.) D/S S23-14.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 5.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
I I
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.020 0.040 0.000

0.203 1.310 5.264

0.335 1.340 6.068
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 22 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 22, Model Location (Pred.) D/S S45-88.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

2.00 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
I I
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.020 0.040 0.000

0.113 0.998 3.870

0.281 0.939 4.601
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 23 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 23, Model Location (Pred.) D/S S48-32.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
I I
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

1.364 5.533 25.234
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 24 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 24, Model Location (Pred.) D/S S63-2.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.020 0.040 0.000

0.000 0.000 0.000

0.555 1.729 8.523
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 25 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 25, Model Location (Pred.) D/S S57-6.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
I I
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

0.249 0.811 3.826
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 26 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 26, Model Location (Pred.) D/S S52-86.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

2.00 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

0.007 0.032 0.141
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 27 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 27, Model Location (Pred.) D/S S43-8.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.00 0.10

0.20 0.30

0.40 0.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
.... - - - L__.r'--- - ~
- ~
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

0.022 0.096 0.420
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 28 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 28, Model Location (Pred.) D/S S53-47.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
-
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

0.036 0.576 1.915
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 29 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 29, Model Location (Pred.) D/S S21-54.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

0.036 0.073 0.381
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 30 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 30, Model Location (Pred.) D/S S62-24.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.000

0.050

0.100

0.150
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.000 0.000 0.000

0.168 0.285 1.598
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 31 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...

Flow Survey Location (Obs.) 31, Model Location (Pred.) D/S S62-23.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015

City of Santa Clara
Sanitary Sewer Master Plan Update
Site Locations for Additional Dry Weather Flow Monitoring Overflow to
Bowers Trunk
Normal flows to
Calabazas Trunk
Homestead /
Lawrence gates
Not proposed,
2014/15 program
FM 33
FM 34
FM 30
FM 9A
3334 (FM 32) 1.62 mgd 2.80 mgd 1.23 mgd 1.95 mgd 2.08 mgd Dry 0.52 mgd0.02 mgd ADWF (Dec 2023) ADWF (Dec 2022) 2.24 mgd 0.04 mgd 2.65 mgd 0.42 mgd 0.89 mgd 2.10 mgd ADWF (Jan 2015) 2.00 mgd 3.50 mgd 1.64 mgd 1.79 mgd 2.24 mgd ADWF (Model) 2.17 mgd 0.05 mgd 3.40 mgd 0.54 mgd 2.30 mgd 1.84 mgd 1.42 mgd FM Site MHID
FM 9A 72-17
FM 13 53-54
FM 19 21-18
FM 20 21-47
FM 21 23-6
FM 30 72-33
FM 32-47
FM 32-9
• II " ~ \
'"
l
...,~,,.,w J t
! f i ! ~

5...,,. ...
_ ... ~
........ 1 !
, ... ,o.-
..,.,.,w"I¥
Dun'onl Woy
.....
s«laof I I
i f I;====~
1R0:N0 r ~ I
~
• '"CuSD Meter I H I •d ... ,....... ... -..-.ll:::fi~=== ~-CJ==_ =_=_=_=_•J•-·""!'------r_,,,. ;:,,:::=====~ ! I I
_J

Page 1 of 7 ends

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.0 5.0

0.5 1.0

1.5 2.0

2.5 3.0

3.5 4.0

4.5 Rainfall (in/hr)
Flow (mgd)
Santa Clara Flow Monitoring:

Site 9 (S72-17, 30-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Flow Dec 2023 (mgd) Model Flow (mgd) Rain (in/hr) Saturday Sunday Monday Tuesday Wednesday Thursday Friday ................ •-------1
... _______ I_
i--·

Page 2 of 7 ends

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.0 5.0

1.0 2.0

3.0 4.0

5.0 6.0
Rainfall (in/hr)
Flow (mgd)
Santa Clara Flow Monitoring:

Site 13 (S53-54, 30-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Flow Dec 2023 (mgd) Model Flow (mgd) Rain (in/hr) Saturday Sunday Monday Tuesday Wednesday Thursday Friday

Page 3 of 7 ends

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.0 5.0

0.5 1.0

1.5 2.0

2.5 3.0

3.5 4.0
Rainfall (in/hr)
Flow (mgd)
Santa Clara Flow Monitoring:

Site 19 (S21-18, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Flow Dec 2023 (mgd) Model Flow (mgd) Rain (in/hr) Saturday Sunday Monday Tuesday Wednesday Thursday Friday ·r·················

Page 4 of 7 ends

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.0 5.0

0.5 1.0

1.5 2.0

2.5 3.0

3.5 Rainfall (in/hr)
Flow (mgd)
Santa Clara Flow Monitoring:

Site 20 (S21-47, 18-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Flow Dec 2023 (mgd) Model Flow (mgd) Rain (in/hr) Saturday Sunday Monday Tuesday Wednesday Thursday Friday ................... _______ !
H ~-----r"•

Page 5 of 7 ends

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.0 5.0

0.5 1.0

1.5 2.0

2.5 3.0

3.5 4.0
Rainfall (in/hr)
Flow (mgd)
Santa Clara Flow Monitoring:

Site 21 (S23-6, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Flow Dec 2023 (mgd) Model Flow (mgd) Rain (in/hr) Saturday Sunday Monday Tuesday Wednesday Thursday Friday ..................... . _______ ,

Page 6 of 7 ends

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.00 5.0

0.01 0.02

0.03 0.04

0.05 0.06

0.07 0.08

0.09 0.10
Rainfall (in/hr)
Flow (mgd)
Santa Clara Flow Monitoring:

Site 30 (72-33, 15-in)
Flow 2022-23 (mgd) Flow Dec 2023 (mgd) Model Flow (mgd) Rain (in/hr) Saturday Sunday Monday Tuesday Wednesday Thursday Friday 1-----t• ............ ·· .. ,;,.---.-;rn1t ................ ....,.._........_ _ .......................... ..

Page 7 of 7 ends

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.0 5.0

0.1 0.2

0.3 0.4

0.5 0.6

0.7 0.8

0.9 Rainfall (in/hr)
Flow (mgd)
Santa Clara Flow Monitoring:

Site 33 (S32-47, 15-in)
Flow Dec 2023 (mgd) Model Flow (mgd) Rain (in/hr)
Saturday Sunday Monday Tuesday Wednesday Thursday Friday

Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.270 0.680 0.008

1.210 8.665 223.590

1.509 7.594 225.159
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 1 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 1, Model Location (Pred.) D/S S104-29.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 f I T t I 1 1' ,l I , 1~ rr 1r I l'l '11 ~ I I l r fl I' l I
~ ll .~
, ~
~ IN
I I ~ '1
~ ·-u, i II' " ,, I J l ~ ~ ~ ~ l 1! ~l U ~ II Ill
~ ~ ~ ' ' ~ ~ ~ ~ l I r l , ' ' ~ ' ' ' "'I , 7
~ ~
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.270 0.680 0.008

2.099 9.967 301.286

2.407 8.766 295.289
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 2 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 2, Model Location (Pred.) D/S S103-9.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 f I T t I 1 1' ,l I , 1~ rr 1r I l'l '11 ~ I I l r fl I' I I
\ ~ ~ ~ ~ . ij I ~ ' ~ ~ ~ Ii i ' ~
~ ~ l ~ ' ~ ~ V ~ l ' l i I ' ' ~ ~
~ ~ IJ ' ~ ~ ~ ~ I" ~ ~ ~ ~ ~ ~ ~
~ ~ ~ V ~ ~ V v ~ ~ t ~
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.270 0.680 0.008

1.016 7.391 219.358

0.799 7.906 184.787
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 3 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 3, Model Location (Pred.) D/S S104-27.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 f I T t I 1 1' ,l I , 1~ rr 1r I l'l '11 ~ I I l r fl I' I
\ \ . ~ ' ~ fM' ~ ~ '~ \ y ~ ~ I ~ V V 1, \ I, l II ~ ~ ~ ' ~ ' ~ ' ~ ~ l ~ . ~ 1 ' ' ~ V
~ ' ~ ~ 1 ' ' ~ f,
~ ~ ~ ~ ~
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.270 0.680 0.008

0.003 1.254 4.199

0.003 0.440 2.251
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 4 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 4, Model Location (Pred.) D/S S94-36.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 f I T t I 1 1' ,l I , 1~ rr 1r I l'l '11 ~ I I l r fl I' Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.920 0.920 0.009

0.742 8.959 222.725

1.239 7.776 214.979
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 5 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 5, Model Location (Pred.) D/S S83-23.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 5.0

10.0 15.0
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 1 I , If I ,, I ~ I Ir 11111 II" I I I r I'
~,. •. 11 ~ ' " ' A ~ l \I ~ u \J \J
~ ~ ~ ~ ~ ~ ~ ''I'\
~ ~ T ,, " I
V '
\'I \ ~ ~ ' ~ V ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ij ~ ~ ~ v ~ ~ I ~ ~ ~ ~ ~ ~ Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.920 0.920 0.009

1.092 4.844 161.024

1.676 7.903 232.228
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 6 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 6, Model Location (Pred.) D/S S83-25.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 1 I , If I ,, I ~ I Ir 11111 II" I I I r I'
I
\ ~ ~ ~ I i I ~ ,' V ~ ~ ~ I\
\ ' ~ ' \I \ \ I ~ \ ' ~ V ~ ~ ~ ' \ ~ ' ~ ' ~ \ ' ~ V \ ~ ~ ~ ' ~ ~ ~ ~ V ~ II ~ \ \ ~ ~ ~ ~ V ~
J ~ ~ V ~ ~ Vi ~ ~ ~ ~ ~ l'Y \ y
II\ ',J '1h V V ~ ~ ~ 'M
~ ¥ ~ \ y y ) 'VI \ ~ \/ ~ "f ~ ~ \ \I .J l .. ~ r " '
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.270 0.680 0.008

0.229 2.269 66.613

0.290 1.804 53.713
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 7 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 7, Model Location (Pred.) D/S S105-6.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

2.00 2.50
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 f I T t I 1 1' ,l I , 1~ rr 1r I l'l '11 ~ I I l r fl I' j ~ 11 ' 11 ~1 ij
j j u
rvnv f '
I
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.270 0.680 0.008

0.785 3.123 99.151

0.864 2.765 98.422
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 8 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 8, Model Location (Pred.) D/S S86-13.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 5.0
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 f I T t I 1 1' ,l I , 1~ rr 1r I l'l '11 ~ I I l r fl I' .., l ,, l M u ~ ~ ~ ~ ~ ~ M ~ kl, I U., I u ~ I I J J ,, I I • ,, ~ ~ ffl ~ ~ ~ ~: ·1
~ ~ 1·p ~ ~ ~ ' ~ 1 v· ~ ~ 'I ~! ~ lY ' ,
' ~ ~ ~ ~ ril I~ ~ ~
, ~ 1111
~ ~ rt ~ ' ~ ~ ~ \ I I ' '
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.920 0.920 0.009

0.904 3.852 130.258

1.535 7.588 220.094
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 9 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 9, Model Location (Pred.) D/S S72-20.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 1 I , If I ,, I ~ I Ir 11111 II" I I I r I'
I
~ \ ' t ~ ~ ~ l l \ \I ~ ~ ~ ) ~ ' ~ ~ ~ ~ ~ V I I I I l ~ ' \l ~ \j \I\J~~\1 ~ ~ ~ u , \ ~ ~ ~ \j u i ' , I ~ ~ ~ M ~ l.
~ \ I ~! ~ u 11 ~ ' , ,, \ •J IJi
~ ,, l I ~ V I 1\1 I ., ~ r\>I IJ ti ¥ L l~ • 1 l" '\ .. r ., I r ll rw l ' , ' 1 • 'L ~ -~· I ' ,, ,., 'I I "'' "' ~ r Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.920 0.920 0.009

0.293 3.408 66.545

0.261 3.281 69.344
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 10 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 10, Model Location (Pred.) D/S S52-80.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 1 I , If I ,, I ~ I Ir 11111 II" I I I r I'
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.920 0.920 0.009

0.299 4.937 91.451

0.376 4.572 100.543
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 11 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 11, Model Location (Pred.) D/S S53-9.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 5.0
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 1 I , If I ,, I ~ I Ir 11111 II" I I I r I'
~
.. A
~ ~ ~ ~ ~ ~ I V\ WN ' ~ IA lA. ~ l~ ~ ~ ~ • ~ I l 11
' ~ y p ' V
I' ,~ ' ~ ' I,~
~v ~ ~ V r,i ~ M~ ~~Y~V ~. ~ rtA M Ai MM la \a~ \I ~~' u~ ~ N' ~ ij ~ ~ I' ~~N ~~,~ ~ ' ~ ' \ \ 1 Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.920 0.920 0.009

0.000 1.229 10.854

0.380 5.281 106.907
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 12 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 12, Model Location (Pred.) D/S S53-109.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 1 I , If I ,, I ~ I Ir 11111 II" I I I r I'
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

15.790 0.880 0.012

0.039 8.561 156.493

0.496 5.745 130.152
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 13 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 13, Model Location (Pred.) D/S S53-73.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 I ~ I ~ I 1111 I I I 111i1 'I II
I I~ I I 1r 11
1fu
• I ~ ~ ~ ~~ I ~ Y w V ~ i ~ w ~ ~ i V
~ ~ ~ ~ ~ y ' V \j V V ~ ~ ~ ~ V . I V V V ~ f
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

15.790 0.880 0.012

0.072 1.143 24.509

0.165 1.046 28.116
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 14 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 14, Model Location (Pred.) D/S S54-17.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 I ~ I ~ I 1111 I I I 111i1 'I II
I I~ I I 1r 11
' j ~ y M U V t ~ ~ Ii ~ M llffl M ~ M ~ M U ~ M ~ ~ ~ ~ ~ u ~ V U ~ ~ t ~ ~ ~ M ~ V V ~ ~ ~ ,, ., ,. 1 , y 'I I ~ I~ V ~ ~ \ ~ ~ ~ ~ ~ 'V I
,, ~ ~ l
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

13.810 0.760 0.010

0.068 0.842 17.364

0.081 0.947 20.260
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 15 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 15, Model Location (Pred.) D/S S65-48.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 I ~I •1 I ,~,I 111 'I II I I I f I
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

13.810 0.760 0.010

0.459 2.773 98.978

0.555 3.028 99.594
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 16 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 16, Model Location (Pred.) D/S S67-12.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 I ~I •1 I ,~,I 111 'I II I I I f I
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

13.810 0.760 0.010

0.210 1.675 51.663

0.632 1.619 59.316
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 17 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 17, Model Location (Pred.) D/S S58-12.2, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

2.00 Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 I ~I •1 I ,~,I 111 'I II I I I f I
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

13.810 0.760 0.010

0.385 2.531 82.942

0.440 2.704 73.747
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 18 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 18, Model Location (Pred.) D/S S58-11.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 I ~I •1 I ,~,I 111 'I II I I I f I
R U -~ ~
~ ~ ~ ~ T J y I f ~
ij~I ' j ' ~ ~ N ~
~ ; ~ l 11 ~ iv~u~,v 1·11 r-J
l T '
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

15.790 0.880 0.012

0.899 5.983 166.563

1.039 5.938 175.023
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 19 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 19, Model Location (Pred.) D/S S21-23.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 I ~ I ~ I 1111 I I I 111i1 'I II
I I~ I I 1r 11
: ' l, Ajl
~ ~ ~ ~ ' ~ ' \
~ ' ' ~ ~ 1 ~ ~ q ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ \ I \ ~ \ ~ ~ ~ ~ ~ ' ~ ~ ' ~ ~ ~ ~ Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

15.790 0.880 0.012

0.022 1.939 30.414

0.009 2.260 35.967
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 20 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 20, Model Location (Pred.) D/S S21-46.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 I ~ I ~ I 1111 I I I 111i1 'I II
I I~ I I 1r 11
l 1l u ilJ k1 ~ .tl l1
\ ~ ~ ~ ~ ~
' \" ' ~ ~ ~ \ ~ ~ "
r ~ l I~
1r , T f ~ ~ I ' ~ ~ ~ ~ ~ ' ~ ~ ~ ~ ~ ~ ~ l ~ ~ ~ ~ ~ ' ~ \
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

13.810 0.760 0.010

0.199 2.901 57.470

0.158 3.295 62.917
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 21 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 21, Model Location (Pred.) D/S S23-14.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 5.0
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 I ~I •1 I ,~,I 111 'I II I I I f I
' ~ ~ ~ : ~ ~ N ' ~ ~ ~ ' ~ ~ ~ ' ~ ~ ~ ' ~ ~ ~ ~ \ ~ ~ ~ r \ \ ~ ~ I
~ ~ I ' ~ N f
~ I ~ ~ ~ ' ~ w N ~ ~ ~ ~ ~ ~
' T l I V , w I
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

13.810 0.760 0.010

0.249 1.954 48.806

0.294 2.067 51.449
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 22 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 22, Model Location (Pred.) D/S S45-88.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

2.00 2.50
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 I ~I •1 I ,~,I 111 'I II I I I f I
' u u u u u u ~ lJ ~ I U u ~ u ~ l ~ ~ I l l u ~
- \ ~ I
I ' ~ ~ l , . , ' , r , ~
~ ~ l ' I II 11 1,
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

13.810 0.760 0.010

0.043 1.224 31.114

0.265 1.494 42.122
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 23 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 23, Model Location (Pred.) D/S S48-32.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 I ~I •1 I ,~,I 111 'I II
I I I f I
~ ~~u~ V ~
---tt-llH----f-HH-Hll ~ ---tt------H---Hfft----eHHf-'U-lff-tlfttlftl--H-----tl--~' 1 1111--tt- ~ ---t-t----111-Hllt-ll--llt-tll--lt--ll--ll- ~ ----tt------,t-tt-tt-tt-tt--tt----tt--tt----tt----ttt-t-tt----tt-Htt---t-tt-Ht-tt+-tt+H--tt-H '
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.920 0.920 0.009

0.701 8.304 207.686

0.928 7.143 182.287
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 24 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 24, Model Location (Pred.) D/S S63-2.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 1 I , If I ,, I ~ I Ir 11111 II" I I I r I'
~ I
l~ ~ ~
M ~
l ~
I II \ ~ u u l
~ l ~ J
~ ~ ~ ' ~ ~ ~ ~ ~ IV I ·1 ~ ' ~ w ~ ~ V V ~
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

13.810 0.760 0.010

0.540 6.661 130.153

0.555 6.470 144.336
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 25 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 25, Model Location (Pred.) D/S S57-6.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 I ~I •1 I ,~,I 111 'I II I I I f I
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.920 0.920 0.009

0.200 1.698 38.187

0.224 1.702 41.875
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 26 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 26, Model Location (Pred.) D/S S52-86.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

2.00 Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 1 I , If I ,, I ~ I Ir 11111 II" I I I r I'
I I ~ \ \ ~ \ A I ~ ~ V V ~ ~ i ~
~l " ~ ~ ~ ' ' ~ ~ ~ I ~ ~ ~ ~ ¥ ~ ~ ~ ~ ~ ~ ~ ~ ,.1 11 ,., ij ~ ' I ~ I ~ w ,, ~ ~ ~ ~ ~ Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.920 0.920 0.009

0.009 0.465 4.696

0.006 0.464 5.989
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 27 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 27, Model Location (Pred.) D/S S43-8.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.00 0.10

0.20 0.30

0.40 0.50
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 1 I , If I ,, I ~ I Ir 11111 II" I I I r I'
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.920 0.920 0.009

0.009 1.357 21.009

0.019 0.877 18.369
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 28 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 28, Model Location (Pred.) D/S S53-47.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 1 I , If I ,, I ~ I Ir 11111 II" I I I r I'
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

15.790 0.880 0.012

0.010 1.155 16.332

0.030 1.052 16.361
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 29 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 29, Model Location (Pred.) D/S S21-54.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 I ~ I ~ I 1111 I I I 111i1 'I II
I I~ I I 1r 11
I h Jl
' \ ~ l ~ ~ ~ ~ . ~ \ ~ ~ , ' ' ~ '
, ' ~ ~ \ ~ ' ~ ~ V ~ ~ . ~ ~ ~ ~ ~ ~ ~ ~ ~ I I ~ ~
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.920 0.920 0.009

0.016 0.135 3.157

0.036 0.112 3.179
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 30 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 30, Model Location (Pred.) D/S S62-24.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.000

0.050

0.100

0.150
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 1 I , I I t I I ~ ' Ir 111' II'~ I I II r I'
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

11.920 0.920 0.009

0.138 1.227 33.687

0.162 1.283 31.984
Observed / Predicted Report Produced by shubli (11/9/2023 3:26:56 AM) Page 31 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2023 WWF Existing_WithBlockage_10232023>Calibration (Homestead Blockage) ...

Flow Survey Location (Obs.) 31, Model Location (Pred.) D/S S62-23.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
12/17/2022 12/22/2022 12/27/2022 1/1/2023 1/6/2023 1/11/2023 1/16/2023 1/21/2023 1/26/2023 1/31/2023 2/5/2023 2/10/2023 1 I , If I ,, I ~ I Ir 11111 II" I I I r I'

Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.280 1.520 0.007

1.726 7.950 144.336

1.525 8.628 119.999
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 1 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 1, Model Location (Pred.) D/S S104-29.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 T~ .. ff Ill I 'r' "!I' I I
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.280 1.520 0.007

1.605 8.363 135.825

2.362 9.269 164.340
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 2 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 2, Model Location (Pred.) D/S S103-9.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 T~ .. ff Ill I 'r' "!I' I I
•
~ \I 11'1 J L/1 I \I\ ~ \ ~ ~
V; ij ¥ \ \ ~ \ \ 1\11 ~ IV \ V IV V \, V
~ ~ ~ v ✓ ill V ~ ' V ~ \ \'I ~
~ \i ~ I~ \ ~ \ ~ ~ V V ~ ~ I
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.280 1.520 0.007

1.179 9.236 108.117

0.782 8.445 103.228
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 3 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 3, Model Location (Pred.) D/S S104-27.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 T~ .. ff Ill I 'r' "!I' I I
w
~ ~ \ y \ u \~ \A \. \ l ~ ~ ~ ~ ~ ' l ~ L i i \ t. \ I I I l Ii \ ~ I ' 1··1 f'j " 1 ~ ~ I~ IVJ , ¼ l'-1 ~ ~ I~ 'll ~ " V V V V \J ~ VI ~ I
\ ~ I'
~ ' t ~ ~ ~ \ ~ ' \ ~ ~ ~ ~ ~ ' \ ' ~ ~ ' ~
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.280 1.520 0.007

0.007 0.856 2.021

0.003 0.819 1.125
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 4 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 4, Model Location (Pred.) D/S S94-36.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 T~ .. ff Ill I 'r' "!I' I I
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.020 1.280 0.007

1.319 10.323 135.549

1.658 9.423 148.110
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 5 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 5, Model Location (Pred.) D/S S83-23.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 5.0

10.0 15.0
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.020 1.280 0.007

1.026 6.367 88.800

1.234 6.879 102.203
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 6 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 6, Model Location (Pred.) D/S S83-25.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 It \ . ' I ~ ' i ~ ~
~ ~ r ~ ~ :'J
~ ~ ., ~ ~Ill
~ ~ ~ ~
~ ~ ~
~ 'v I~ r~ ~ v '; ~ ~ ~ V I~
\ V ~ 'Ill ~ I/ ~ If V V
l
' ' ' ~ ' ~ ' ' \ ' ' ' ' ' '
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.280 1.520 0.007

0.266 1.740 29.016

0.315 2.354 29.534
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 7 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 7, Model Location (Pred.) D/S S105-6.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

2.00 2.50
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 T~ .. ff Ill I 'r' "!I' I I
n
~ V
~ ~ ~ ~ I fi t~ f n L j r. n I~ 10 1 .. l j ~ \i l£
,- ~ ~ fl ~ f ~ V f 1 ' v1 " ~ ~ V j V
' ~ ~
• ' \ ' \ ~
~ ' \ ' ' '
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.280 1.520 0.007

0.840 4.800 76.804

0.877 3.064 53.414
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 8 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 8, Model Location (Pred.) D/S S86-13.1, Rainfall Profile: 1

0.00 0.50

1.00 1.50

2.00 Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 5.0
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 T~ .. ff Ill I 'r' "!I' I I
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.020 1.280 0.007

0.388 6.343 70.300

1.034 6.151 90.221
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 9 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 9, Model Location (Pred.) D/S S62-48.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 ~ ~
~ Vi
~ ~ V V, ~ "' M ~ t V
~ t : ~ ~ ~
~ ~
~ 1"i l\l N V ~ ~ 'Ii. ~ ~ ~~ i' V/ ~ V \I \t "' i/ IA \ ' I(', tP V ;I, If' "1 \P '.f', \ \ \ ~ ' ~ \
\ V \ ' \ \ \ \J I. V V ' '
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.020 1.280 0.007

0.423 2.798 33.900

0.292 3.444 33.611
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 10 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 10, Model Location (Pred.) D/S S52-80.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.020 1.280 0.007

0.558 4.760 49.282

0.415 4.679 48.633
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 11 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 11, Model Location (Pred.) D/S S53-9.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 5.0
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.020 1.280 0.007

0.660 4.744 55.973

0.420 5.417 51.478
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 12 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 12, Model Location (Pred.) D/S S53-109.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

4.950 0.640 0.006

0.709 7.220 110.750

0.932 7.651 103.773
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 13 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 13, Model Location (Pred.) D/S S53-73.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 J
~
\1 l \~ J \ J d \ " l l. ~ ~ ~ ~ ~ t \ ~ ~ l ~ ! ~ ~ id u t d tl ~ ~ .. " ~ . V ~ V If VI '1 V1 V7 ~ , .\ll I~ '1 ~ 'f \I V I .,, ~, .. . \l " I] '¥ IJ vi . ~ \ ~ ' \ ' ' ' ' ' l ~ ' ~ ' \ '
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

4.950 0.640 0.006

0.176 1.116 16.638

0.181 1.082 15.366
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 14 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 14, Model Location (Pred.) D/S S54-17.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.550 0.720 0.007

0.045 1.444 22.418

0.089 0.836 10.376
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 15 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 15, Model Location (Pred.) D/S S65-48.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.00 0.50

5.550 0.720 0.007

0.283 2.337 37.855

0.586 2.963 52.355
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 16 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 16, Model Location (Pred.) D/S S67-12.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.550 0.720 0.007

0.203 1.480 15.720

0.639 1.581 32.173
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 17 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 17, Model Location (Pred.) D/S S58-12.2, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

2.00 Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.550 0.720 0.007

0.236 3.126 30.382

0.450 2.489 38.534
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 18 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 18, Model Location (Pred.) D/S S58-11.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.950 0.640 0.006

0.564 4.003 56.266

0.772 4.835 70.665
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 19 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 19, Model Location (Pred.) D/S S21-23.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.0 2.0

4.950 0.640 0.006

0.335 3.327 52.396

0.334 4.053 51.122
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 20 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 20, Model Location (Pred.) D/S S21-46.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 5.0
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 'I
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Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.550 0.720 0.007

0.511 4.598 72.002

0.535 5.069 65.968
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 21 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 21, Model Location (Pred.) D/S S23-14.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.0 2.0

5.550 0.720 0.007

0.239 1.805 26.012

0.335 2.125 28.494
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 22 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 22, Model Location (Pred.) D/S S45-88.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

2.00 2.50
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 ' ~ ~ ~ ~ f I ~ i\f ~ ~ .f ,f ~ \I 1f ~ ~ I I. ~
I/ IJ ' ~ ~ I\ \ , , \ 'I)
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Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.550 0.720 0.007

0.107 1.328 13.863

0.281 1.463 22.889
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 23 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 23, Model Location (Pred.) D/S S48-32.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.00 0.50

5.020 1.280 0.007

0.000 0.000 0.000

1.379 8.556 130.203
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 24 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 24, Model Location (Pred.) D/S S63-2.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 10.0
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 I
w
\/1 ~ I~ V \ V v Vi \ \ v \Ji ~ ~ ~ \ \ ~ \J r,.J (\J\ r'v1 \ ~ V \/ I/ \I \1 \ ~ \ \ \ \ \ \ ' , ' \ ' ' ' , ' \ \ \ \ \ ' '
Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.550 0.720 0.007

0.000 0.000 0.000

0.620 6.569 69.782
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 25 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 25, Model Location (Pred.) D/S S57-6.1, Rainfall Profile: 4

0.00 0.20

0.40 0.60

0.80 Rainfall intensity (in/hr)

0.0 2.0

4.0 6.0

8.0 Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.020 1.280 0.007

0.000 0.000 0.000

0.249 1.729 21.528
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 26 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 26, Model Location (Pred.) D/S S52-86.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

5.020 1.280 0.007

0.000 0.000 0.000

0.007 0.563 2.735
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 27 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 27, Model Location (Pred.) D/S S43-8.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.00 0.20

0.40 0.60
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.020 1.280 0.007

0.000 0.000 0.000

0.022 0.878 8.229
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 28 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 28, Model Location (Pred.) D/S S53-47.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.00 0.50

4.950 0.640 0.006

0.000 0.000 0.000

0.036 1.175 9.810
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 29 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 29, Model Location (Pred.) D/S S21-54.1, Rainfall Profile: 3

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.00 0.50

5.020 1.280 0.007

0.000 0.000 0.000

0.036 0.179 1.780
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 30 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 30, Model Location (Pred.) D/S S62-24.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.000

0.050

0.100

0.150

0.200
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 Rainfall
Depth (in)
Rain
Observed
... Data 2023 and 2015
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

5.020 1.280 0.007

0.000 0.000 0.000

0.168 1.001 15.500
Observed / Predicted Report Produced by shubli (11/14/2023 6:02:23 PM) Page 31 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Wet Weather>2015 WWF Existing_WithBlockage_10192023>Rainfall Data 2023 and 2015 (10/19/...

Flow Survey Location (Obs.) 31, Model Location (Pred.) D/S S62-23.1, Rainfall Profile: 2

0.00 0.50

1.00 1.50
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
12/11/2014 12/16/2014 12/21/2014 12/26/2014 12/31/2014 1/5/2015 1/10/2015 City of Santa Clara (0012307.00) Woodard & Curran, Inc.

Master Plan Report - Final August 2025
APPENDIX G: SEWER PERFORMANCE AND DESIGN CRITERIA

TECHNICAL MEMORANDUM
Woodard
~
&Curran
City of Santa Clara (Project 0012307.00) 1 Woodard & Curran, Inc.

Sewer Performance and Design Criteria Technical Memorandum September 2024

TECHNICAL MEMORANDUM
PROJECT: City of Santa Clara Sanitary Sewer Master Plan TO: Craig Temple, City of Santa Clara
PREPARED BY: Stephanie Estabrook, PE; Woodard & Curran
REVIEWED BY: Nuria Bertran-Ortiz, PE; Cathy Greenman, PE, Woodard & Curran DATE: September 23, 2024
SUBJECT: Technical Memorandum – Santa Clara Sewer Performance and Design Criteria Table of Contents

1. Introduction ............................................................................................................................. 1

2. Design Storm Criteria ............................................................................................................... 2

2.1 Previous Master Plan ..........................................................................................................................................2

2.2 Key Considerations for Design Storms ...........................................................................................................3

2.3 Design Storms Used by Other Agencies ........................................................................................................7

2.4 Design Storm Selection......................................................................................................................................8

3. Hydraulic Criteria.................................................................................................................... 10

3.1 Capacity Deficiency Criteria............................................................................................................................ 10

3.2 Design Criteria for New or Relief Sewer Facilities...................................................................................... 15 Attachment 1 – Capacity & Design Storm Criteria by CA Agency ................................................... 17

1. INTRODUCTION
This Technical Memorandum (TM) summarizes a range of options for the performance and design criteria associated with the City of Santa Clara’s Sanitary Sewer Master Plan update (Master Plan Update). This TM discusses the following criteria:
• Selection of a design storm event;
• Performance or trigger criteria to evaluate the capacity of the existing sewer system and assign relative risk (priority for improvements); and
• Design criteria to size new or relief facilities.

The selected performance and design criteria will be used in subsequent tasks to analyze the capacity of the system, identify areas of capacity deficiencies, and develop recommendations for capacity improvements which will be incorporated into the City’s Capital Improvement Program (CIP).

Woodard
~
&Curran
City of Santa Clara (Project 0012307.00) 2 Woodard & Curran, Inc.

Sewer Performance and Design Criteria Technical Memorandum September 2024

2. DESIGN STORM CRITERIA
Peak design flows for sewer systems consist of dry weather base wastewater flow (BWF), groundwater infiltration (GWI), and rainfall-dependent infiltration/inflow (RDI/I). Criteria for computing existing BWF, GWI, and RDI/I were developed as part of model calibration. However, the peak design flow criteria must not only consider the magnitude of flow but also specify the set of conditions (e.g., design storm rainfall and timing with respect to seasonal GWI and diurnal BWF) that will generate the highest peak flows that the sewer system must be considered capable of hydraulically conveying without risk of overflows.

The following subsections describe the design storm used in the City’s previous (2016) Master Plan Update and discuss key considerations for selecting a design storm for this Master Plan Update.

2.1 Previous Master Plan
The design storm used for the 2016 Master Plan Update is a 10-year, 24-hour storm that varies across the service area. The storm pattern and hourly rainfall intensities are based on the Santa Clara County’s Drainage Manual (October 2007)1. The manual includes mean annual precipitation (MAP) isohyetal lines from Santa Clara Valley Water District (SCVWD) and distinct IDF curves for each MAP area in Appendix B. In addition to the IDF curves, Appendix D of the manual includes a 24-hour design storm pattern. According to the manual, this storm pattern is based on an actual three-day rainfall event that occurred in December 1955, but with some adjustments to better reflect IDF statistics for various storm durations. Figure 2-1 shows the design storm hourly rainfall as it occurs in the vicinity of central Santa Clara, including the San Jose International Airport area. At this location, the total rainfall for the 1, 6-, and 24-hour durations is 0.65, 1.49, and 2.92 inches, respectively. For this graph, the storm timing has been adjusted so that the peak intensity coincides with the morning peak of the diurnal wastewater pattern.

Figure 2-1: Design Storm Event for Central Santa Clara (MAP ~14.5 inches) The design event criteria that were adopted for Santa Clara’s 2016 Master Plan are summarized in Table 2-1. These criteria are described in more detail in Section 2.2. 1 Santa Clara County’s Drainage Manual is available online at:
https://stgenpln.blob.core.windows.net/document/DrainageManual_Final.pdf. 0 0.1

0.2 0.3

0.4 0.5

0.6 0.7
0:00 2:00 4:00 6:00 8:00 10:00 12:00 14:00 16:00 18:00 20:00 22:00 0:00 Rainfall Intensity (in/hr)
Hour
Woodard
~
&Curran
•• 11111■■11■1■■■----··-
City of Santa Clara (Project 0012307.00) 3 Woodard & Curran, Inc.

Sewer Performance and Design Criteria Technical Memorandum September 2024 Table 2-1: Design Event Criteria Used in Santa Clara 2016 Master Plan Design Event Criterion TM Reference Santa Clara 2016 Selection Return Period Section 2.2.1 10 years
Rainfall Depth Section 2.2.2 Based on County Drainage
Manual IDF curves
Storm Duration Section 2.2.3 24 hours
Rainfall Temporal Distribution Section 2.2.4
Based on County Drainage
Manual (developed from
historical rainfall event in
December 1955)
Storm Timing Section 2.2.5 Peak-on-Peak
Spatial Rainfall Distribution Section 2.2.6 Lowest intensity: North Highest intensity: Southwest
Antecedent Conditions Section 2.2.7 Wet, saturated soils

2.2 Key Considerations for Design Storms
The use of wet weather design events as the basis for capacity evaluation of sanitary sewer systems is an accepted industry practice for sewer modeling and master planning purposes. A model is first calibrated to reasonably simulate the wet weather flows from observed storms, and then a separate design storm event is applied and used to identify deficiencies and size improvement projects. The design event may be synthesized from rainfall statistics or may be an actual historical rainfall event of appropriate duration and intensity.

Key factors needed to define a design storm event for the purpose of sewer modeling and master planning include return period, rainfall depth, storm duration, temporal and spatial distribution of rainfall, storm timing, and antecedent conditions. These factors are discussed below.

2.2.1 Return Period
The return period defines the probability that the design rainfall will be exceeded in any given year. For example, a storm with a 5-year return period means that there is a 1 in 5 chance, or 20 percent probability, that the design rainfall will be exceeded in any given year. For sewer modeling and master planning applications, the chosen return period reflects the degree of risk that an agency is willing to accept regarding the potential of experiencing sanitary sewer overflows (SSOs) due to future storm events.

However, selecting a design storm with a very high return period (reflecting a very low risk tolerance) could lead to identification of a significant number of system capacity deficiencies that would make the cost of improvements prohibitive. Additionally, sizing a system for a very infrequent event could mean that the system does not function well under typical conditions during much lower flows (due to slow velocities in oversized pipes, or oversized pump stations).

Although there is no regulatory standard for design storm return periods for wastewater collection systems, most Bay Area agencies that have adopted a specific return period have selected return periods of 5 or 10 years. Some of the storms chosen by these agencies are historical rainfall events; others are synthetic storms.

Woodard
~
&Curran
City of Santa Clara (Project 0012307.00) 4 Woodard & Curran, Inc.

Sewer Performance and Design Criteria Technical Memorandum September 2024 As discussed further in the subsequent sections, depending on the type of rainfall distribution chosen, although the overall return period for the full storm is as stated, shorter durations within each storm may or may not be an equivalent return period. It should also be noted that the return period from a rainfall event can differ from the return period of a resulting peak flow occurrence in the collection system due to other factors such as timing of the storm with respect to the normal diurnal wastewater pattern and the antecedent conditions (e.g., groundwater levels, soil saturation, prior rainfall) under which the storm occurs.

The choice of a target return period is a subjective decision that is made by each agency based on the desired level of service, potential impacts of SSO events, and cost to achieve.

2.2.2 Rainfall Depth
Synthetic design storms are typically based on rainfall depth, duration, frequency (DDF) or intensity, depth, frequency (IDF) statistics that have been compiled for a local area. These statistics give the rainfall depths or intensities for various return periods (e.g., 2-year, 5-year, etc.) and durations of rainfall (e.g., 1-hour, 2- hour, etc.). Rainfall IDF statistics are available through the National Oceanic and Atmospheric Administration (NOAA)
1 , which provides the IDF statistics for any location in the U.S. based on latitude/longitude coordinates.

IDF curves specific to Santa Clara County (one for each MAP area) for various return periods and durations are provided in Appendix B of the 2007 County Drainage Manual. These IDF curves were used to define the design storm event used for the 2016 Master Plan (as discussed in Section 2.1). MAP varies spatially throughout Santa Clara, with the highest average annual rainfall typically occurring in the southern portion of the City (discussed further in Section 2.2.6). In central Santa Clara, according to the County Drainage Manual, the MAP is approximately 14.5 inches and the 10-year, 24-hour rainfall depth is approximately 2.92 inches (versus 2.63 inches according to NOAA Atlas 14).

2.2.3 Storm Duration
A storm duration must be specified for the design storm along with the return period. Most Bay Area agencies use a 24-hour storm, although shorter or longer durations may sometimes be appropriate (e.g., a shorter duration in a very small system with fast response to rainfall or in an area where storm events are typically very brief; a longer duration in a very large system or one with a very slow response to rainfall).

Typically, the 24-hour duration storms are constructed such that the more intense rainfall occurs during a shorter (e.g., 4- to 6-hour) period.

2.2.4 Rainfall Temporal Distribution
The temporal rainfall distribution of a design storm may be based on a synthetic storm or an actual historical event. Commonly used synthetic storm distributions include nested storms (which incorporate design rainfall intensities for a given return period for several durations within the total storm duration), or a “SCS” storm distribution, a dimensionless 24-hour rainfall distribution developed by the SCS (Soil Conservation Service), now known as the NRCS (Natural Resources Conservation Service). The SCS developed four 24- hour distributions, with each distribution representative of a specific region of the U.S., as presented in the 1 NOAA Atlas 14, Volume 6, Version 2 Point Precipitation Frequency Estimates are available online at:
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html?bkmrk=ca.

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Sewer Performance and Design Criteria Technical Memorandum September 2024 USDA guidance document Urban Hydrology for Small Watersheds TR-55 (June 1986). The City’s service area generally falls within the area covered by the “Type I” distribution, but it is close to the boundary between the “Type I” and “Type IA” distributions.

It is sometimes preferable to use historical rainfall patterns to depict the design storm temporal rainfall distribution of the design event. As described above in Section 2.1 and shown in Figure 2-1, Santa Clara County’s Drainage Manual defines a temporal rainfall distribution based on a historical event that occurred during December of 1955. The rainfall for a historical storm could be scaled to match the desired rainfall depth and return period of the design storm.

Table 2-2 compares the peak hour intensity of the County Drainage Manual design storm distribution to the peak hour intensities of the synthetic distributions (SCS-I and SCS-IA, and nested) based on the County Drainage Manual IDF statistics for a 10-year, 24-hour rainfall event. As shown in the table, in central Santa Clara, peak hour rainfall intensity of the County Drainage Manual distribution is very similar to that of the synthetic SCS Type I distribution, moderately lower than that of the synthetic nested distribution, and significantly higher than that of the SCS Type IA distribution.

Table 2-2: Potential Design Storm Characteristics1
Frequency Duration IDF Statistics
Source Temporal Distribution Volume (in)
Peak Hour
Intensity
(in/hr)
10-yr 24-hr Historical, County
Drainage Manual
Historical, County
Drainage Manual 2.92 0.65
10-yr 24-hr NOAA Synthetic, Nested 2.92 0.64
10-yr 24-hr NOAA Synthetic, SCS-I 2.92 0.76
10-yr 24-hr NOAA Synthetic, SCS-IA 2.92 0.46
1Based on County Drainage Manual and assumed MAP of 14.5 inches for central Santa Clara.

2.2.5 Storm Timing
The timing of the rainfall distribution should also be considered in relation to the sewer dry weather flow diurnal profile. For example, rainfall can be timed to generate RDI/I that occurs at approximately the same time as the peak BWF in most areas (“peak-on-peak”). This consideration is most important in systems where flow from RDI/I is relatively small compared to BWF and in systems where the response to rainfall occurs relatively quickly (over a few hours instead of days). Alternately, a less conservative approach would be to time the rainfall such that the peak RDI/I coincides with average BWF conditions, based on the assumption that the design storm could occur at any time of day. This approach can be applied when using a synthetic design storm distribution (nested or SCS); however, if an actual historical rainfall pattern is used, the timing could be based on the actual time of the rainfall, or it could be adjusted to align the highest intensity period of rainfall with the peak BWF.

2.2.6 Spatial Rainfall Distribution
The magnitude of rainfall may vary spatially, generally based on topography and the typical movement of storms over the service area. Based on the County Drainage Manual, and as illustrated in Figure 2-2, mean annual precipitation (MAP) in the City’s service area varies from about 13 to 16 inches in a north to Woodard
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Sewer Performance and Design Criteria Technical Memorandum September 2024 southwest direction. While this pattern may not hold true for every storm event, it is common practice to apply the spatial variation of average annual rainfall to the design storm. As such, the IDF curves (one for each MAP) provided in Appendix B of the County Drainage Manual were referenced to obtain IDF statistics (rainfall depth, duration, and peak intensity) for subareas within the City. Figure 2-2 also presents the spatial variation of rainfall depth and peak intensity throughout the City for a 10-year, 24-hour event based on the IDF data from the County Drainage Manual. Similarly, the highest and most intense rainfall typically occurs within the southwest portion of the City.

Figure 2-2: Spatial Variation of MAP & 10-Year, 24-Hour Rainfall Event (County Drainage Manual)

2.2.7 Antecedent Conditions
Based on flow monitoring data from the 2022-2023 winter season, flow response to rainfall in portions of the City’s service area (e.g., Chromite-Machado-Cabrillo (CMC) tributary area) is characterized by prolonged

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Sewer Performance and Design Criteria Technical Memorandum September 2024 elevated flows extending for several days and in some cases weeks after storm events. Thus, a storm happening later in the season after several storm events have occurred may produce higher peak flows because the ground is saturated (meaning less rainfall can be “absorbed” by the soil) and flows are already elevated due to the preceding events. This “wet” antecedent condition can be modeled as a prolonged RDI/I response (when the model simulation includes multiple events) or as an elevated, antecedent GWI condition (when modeling a single event such as a design storm). Because it is not unusual for large storm events to occur after periods of preceding rainfall, it is common to define a design storm as occurring under “saturated soil” or “wet” antecedent conditions. Assuming dry or moderately dry soil conditions would be a less conservative approach.

2.3 Design Storms Used by Other Agencies
An agency selects a design storm event based on the key considerations discussed in Section 2.2 with respect to its desired level of service. As such, design storm criteria vary by agency and are reflective of the level of risk that is acceptable to each agency. Attachment 1 describes design storm criteria used for several agencies throughout California and Table 2-3 presents a summary of this information for agencies in close proximity to Santa Clara.

Table 2-3: Common Design Storm Criteria for California Agencies Agency
(year of report)
Return
Period
(years)
Duration (hours) Temporal Distributions Baseflow
Conditions
City of Santa Clara
(2016) 10 24 2007 Santa Clara County Drainage Manual Peak-on-peak City of San Jose
(2013)
10 24 2007 Santa Clara County
Drainage Manual Peak-on-peak
City of Sunnyvale
(2023) 10 24 2007 Santa Clara County Drainage Manual Peak-on-peak City of Mountain
View (2022)
10 24 NOAA Atlas 14 Peak-on-peak
City of Milpitas
(2021) 10 24 Unknown Peak-on-peak
Cupertino Sanitary
District (2019) 10 24 2007 Santa Clara County Drainage Manual Peak-on-peak West Valley
Sanitation District
(2018)
10 24 2007 Santa Clara County
Drainage Manual Peak-on-peak
1 Represents the number of agencies that use the specified criteria (typical). 2 MP = Master Plan.

Several other cities located in the San Francisco Bay Area but in adjacent counties, such as San Carlos, San Leandro, and San Bruno, also selected a 10-year, 24-hour design storms with peak-on-peak BWF conditions for their master plans. Agencies must balance their desired level of service with the anticipated costs to achieve. A larger target return period could result in an extensive list of model-predicted capacity deficiencies that could be financially infeasible for an agency to address. Considering that many sewer Woodard
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Sewer Performance and Design Criteria Technical Memorandum September 2024 systems in the Bay Area have historically been subjected to high rates of RDI/I and elevated peaking factors, the costs associated with implementing capacity improvement projects that are identified based on design storms with larger return periods could be substantial.

Although the California agencies referenced above utilize the 10-year return period for their design storms, there are examples of agencies outside of California that selected design storms with larger return periods for their master planning efforts. For example, the cities of Boulder, Colorado and Richmond, Michigan elected to utilize 25-year, 24-hour design storms to evaluate system capacity. Moreover, some agencies have conservatively intensified their design storms to consider the potential impacts of climate change given that severe rainfall events have occurred more frequently in recent years and more intense events are anticipated to occur more frequently in the future. Research conducted by City staff identified several agencies that have evaluated the potential for larger storms in the future as part of their sewer system capacity planning. The City of Windsor in Ontario, Canada evaluated system capacity by applying a 5-year, 25-year, and 100-year design storm (all with 4-hour duration) as well as a hypothetical “Climate Change Stress Test” design storm which consisted of increasing the total rainfall volume and peak intensity of the 100-year design storm by 40 percent. The City of Lloydminster in Saskatoon, Canada also utilized a design storm with a 25-year return period as its target level of service for its sanitary sewer master plan capacity analysis. The 50-year and 100-year design storms were also analyzed.

2.4 Design Storm Selection
In consideration of all the factors discussed above, it was determined not to adopt a more conservative (severe) design storm but to continue to use the same 10-year, 24-hour design storm event that was used for the 2016 Master Plan for this Master Plan update. For future modeling efforts, the City may consider applying a more conservative design storm event with a higher return period and/or perform a sensitivity analysis to evaluate potential impacts of climate change. The analysis could either be performed prior to, or concurrent with, the next Master Plan update.

Also, no modifications to the depth or distribution of the design storm event used for the City’s 2016 Master Plan (summarized in Table 2-1) were made for this Master Plan update. This event is based on the Santa Clara County Drainage Manual design storm with peak-on-peak BWF timing. Generally, peak-on-peak timing is achieved by adjusting the timing of the peak intensity of the rainfall event so that it occurs one to two hours prior to the peak BWF to account for the typical delay between the rainfall occurring and observation of the RDI/I response. For the 2016 Master Plan, the design storm rainfall was timed such that the peak rainfall occurred around 8 a.m., resulting in a peak RDI/I flow at approximately the same time as the typical weekend day peak BWF in most areas of the system (graphically depicted in Figure 2-3). Given that the peak BWF typically occurs earlier on a weekday compared to a weekend day, it is also recommended that the design storm be evaluated assuming an earlier peak rainfall intensity (around 6 a.m.) so as to align the peak intensity with the typical weekday peak BWF (graphically depicted in Figure 2-4).

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Sewer Performance and Design Criteria Technical Memorandum September 2024 Figure 2-3: Recommended Design Storm (Weekend)
Figure 2-4: Recommended Design Storm (Weekday)
0 0.2

0.4 0.6

0.8 1

1.2 1.4

1.6 1.8

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 0:001:002:003:004:005:006:007:008:009:00
10:0011:0012:0013:0014:0015:0016:0017:0018:0019:0020:0021:0022:0023:00 0:001:00
Base Wastewater Flow
(Multiplier x Average)
Rainfall Intensity (in/hr)
Hour
Preliminary Residential
Diurnal Pattern
Preliminary Non-Residential
Diurnal Pattern
Design Storm (10-
year, 24-hour)
(varies spatially)
0 0.2

0.4 0.6

0.8 1

1.2 1.4

1.6 0.0

0.1 0.2

0.3 0.4

0.5 0.6

0.7 0.8

0.9 1.0
0:001:002:003:004:005:006:007:008:009:00
10:0011:0012:0013:0014:0015:0016:0017:0018:0019:0020:0021:0022:0023:00 Base Wastewater Flow
(Multiplier x Average)
Rainfall Intensity (in/hr)
Hour
Design Storm (10-
year, 24-hour)
(varies spatially)
Preliminary Residential
Diurnal Pattern
Preliminary Non-Residential
Diurnal Pattern
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Sewer Performance and Design Criteria Technical Memorandum September 2024

3. HYDRAULIC CRITERIA
Hydraulic criteria include both capacity deficiency criteria, which are used to identify the sewer pipes or pump stations needing relief due to inadequate capacity, and design criteria, which determine how large new sewers or facilities should be. The criteria used by the City should ideally be stringent enough to ensure that sewer overflows caused by capacity limitations (as distinguished from other causes such as obstructions or structural failures) are rare occurrences, but not so conservative that they result in oversized pipes where cleaning velocities cannot be achieved under normal flow (non-rainfall) conditions, or that cause the City to spend capital improvement funds unnecessarily.

Sections 3.1 and 3.2, respectively, discuss the capacity deficiency and design criteria in more detail.

3.1 Capacity Deficiency Criteria
Capacity deficiency criteria are used to determine if the capacity of an existing sewer facility is exceeded to the extent that a capacity improvement project is needed. These criteria are sometimes called “trigger” criteria, in that they trigger the need for a capacity improvement project. These criteria differ from the design criteria that are applied to determine the size of a new facility; the latter typically being more conservative.

The difference between capacity deficiency criteria and design criteria reflect the concept that some existing facilities can continue to provide adequate, if not optimal, conveyance capacity without undue risk, but new facilities should be designed to a higher standard as discussed in Section 3.2.

It is important to coordinate capacity deficiency criteria with peak design flow criteria. For example, if peak design flow were to be based solely on peak dry weather flow (PDWF), the deficiency criteria would need to be more conservative (e.g., require pipes to flow less than full to allow capacity for I/I). Whereas if the peak design flow includes I/I from an infrequent storm event and is based on peak wet weather flow (PWWF), it may be appropriate to allow the sewers to flow surcharged to some extent because the peak flows will be infrequent and brief in duration.

Additionally, the City should consider what level of surcharge under design storm PWWF is acceptable. This could take the form of an allowable freeboard (depth of water below ground level or the manhole rim elevation), such as 1 foot, 3 feet, or 5 feet. It could also be an allowable depth of surcharge above the pipe crown, such as between 0 feet and 2 feet, which could also depend on the depth of the pipe. The surcharge criteria could vary for different locations in the system; for example, areas where the consequence of overflows could be more significant (e.g., adjacent to sensitive water bodies or hospitals) could be assigned more conservative criteria. This variation would allow the City to focus capital spending on the most critical issues.

For master planning capacity assessments, pump stations are typically considered capacity deficient if the peak design flow exceeds the station’s estimated firm capacity (capacity with largest pump out of service).

Force mains are considered deficient if velocity under peak design flow exceeds some maximum value (typically 8 to 10 feet per second (fps)) generally because head losses would be very high, reducing the available pumping capacity. Therefore, it is important to evaluate pump stations and force mains as integrated systems.

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Sewer Performance and Design Criteria Technical Memorandum September 2024

3.1.1 Capacity Deficiency Criteria Used in Previous Master Plan Given that the peak wet weather design flow used for the 2016 Master Plan included RDI/I from a 10-year return period event and was assumed to be concurrent with peak BWF, it was considered acceptable, at the time, to allow gravity sewers to flow surcharged to some extent before a capacity relief project was triggered. The selected criteria allowed for more significant surcharging in larger, deeper sewers provided that the hydraulic gradeline remained a reasonable distance below the ground surface and that no surcharging occurred during dry weather flow conditions. For shallow sewers (typically smaller diameter), where potential risk of an SSO is higher, a more conservative criteria was considered to account for the chance that capacity could also be compromised by factors such as offset joints, roots, grease, and debris (which cannot be accounted for in the hydraulic model), or that surcharge could result in flow backing up into connecting laterals.

The following criteria were developed for the 2016 Master Plan based on consideration of the risk factors discussed above and were used to identify capacity deficient sewers within the system:
• PDWF: No surcharge allowed (d/D ≤ 1.0)
• PWWF:

Scenario A
Gravity sewer with less than 6 feet of cover:

No surcharge allowed (i.e., d/D ≤ 1.0).

Scenario B
Gravity sewer with 6 feet or more of cover:

Surcharge of up to 1 foot under PWWF.
• Case-by-case exceptions were made for isolated short pipe reaches. Conversely, the option to use more stringent criteria for sewers located in areas where the consequences of an overflow would be greater (e.g., adjacent to creeks, schools, or hospitals) was also provided; however, it was not applied in the 2016 Master Plan.
• Note that for evaluating the performance of existing sewers, a Manning’s “n” value of 0.013 was assumed for all pipes, regardless of material or age. Although new pipes, particularly plastic materials, would provide a lower initial roughness factor, it was assumed that over time, a “slime layer” formation on the walls of the pipes and/or other obstructions in the sewer, such as roots, Cover ( <6')
D
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Freeboard (~5')
• Surcharge (S1 ')
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Sewer Performance and Design Criteria Technical Memorandum September 2024 debris, or structural defects, may increase pipe roughness. Therefore, an assumption of 0.013 for all pipes was considered appropriately conservative for master planning purposes.

3.1.2 Capacity Deficiency Criteria Used by Other Agencies An agency defines its capacity deficiency criteria based on its desired level of service. As such, the criteria vary by agency and are reflective of the level of risk that is acceptable to each agency. Attachment 1 describes common capacity criteria used for several agencies throughout California, and Table 3-1 presents a summary of this information for several South Bay Area agencies.

Table 3-1: Common Capacity Deficiency Criteria for California Agencies in the South Bay Area Agency
(year of report) PDWF PWWF
City of Santa Clara
(2016)
No surcharge allowed
(d/D ≤ 1.0)
- Pipe cover < 6 feet: No surcharge allowed (d/D ≤ 1.0) - Pipe cover ≥ 6 feet: Surcharge up to 1 foot above crown allowed
City of San Jose
(2013)
No surcharge allowed
(d/D ≤ 0.9)
- Diameter < 18-inch: Minimal surcharge allowed (d/D ≤

1.1)
- Diameter ≥ 18-inch: Surcharge allowed up to 20
percent of the cover over the pipe, with at least 4 feet of freeboard (interceptor system uses different criteria, not applicable to typical system)
City of Sunnyvale
(2023)
No surcharge allowed
(d/D ≤ 1.0)
Minimum freeboard = 5 feet (no stormwater scenarios).

No overflows allowed (with stormwater scenarios)
City of Mountain
View (2010) Unknown - Diameter ≤ 12-inch: Allowed to flow ½ full (d/D ≤ 0.5)- Diameter > 12-inch: Allowed to flow ¾ full (d/D ≤ 0.75) City of Milpitas
(2021) Unknown Minimum freeboard = 5 feet
Cupertino Sanitary
District (2019) Unknown. Undefined in Master Plan Report; possibly based on surcharge.

West Valley
Sanitation District
(2018)
- Diameter ≤ 15-inch:

Allowed to flow ¾
full (d/D ≤ 0.75)
- Diameter > 15-inch:

No surcharge allowed
(d/D ≤ 1.0)
- Diameter ≤ 15-inch: No surcharge allowed (d/D ≤ 1.0), except on a case-by-case basis for deep pipes.
- Diameter > 15-inch: Surcharge allowed up to 1 foot
above crown, where freeboard ≥ 5 feet.

As shown in Table 3-1, the PDWF capacity criterion used for Santa Clara’s 2016 Master Plan Update is comparable to other agencies; however, the PWWF criterion is one of the most conservative, particularly the criterion for pipes with cover equal to or greater than 6 feet. For example, if surcharge over a pipe exceeds 1 foot, then this criterion could trigger a project even in cases where the pipe has significant cover and there is plenty of freeboard at the manhole (e.g., greater than 10 feet).

Although Santa Clara’s PWWF capacity deficiency criteria are conservative, research provided in Attachment 1 indicates there are examples of stricter criteria being applied for agencies both inside of California (e.g., City Woodard
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Sewer Performance and Design Criteria Technical Memorandum September 2024 of Escondido and City of Chula Vista as shown in Attachment 1) and in other states (e.g., City of Boulder, Colorado and MidValley Improvement District, or MID, in Utah). Capacity deficiency criteria are typically selected based on an agency’s desired level of service criteria and risk tolerance; however, the state of its hydraulic model being used for the analysis is also considered. In cases where hydraulic models are less reliable or accurate, more conservative criteria could be applied. For example, the MID in Utah used a stricter PWWF capacity deficiency criteria because it did not model inflow directly due to the wide variability in storm events and inflow response possible in the District. Therefore, the MID included a capacity allowance in its criteria to account for inflow into its collection system.

For the Cities of Escondido and Chula Vista, the PWWF capacity deficiency criterion does not allow any surcharge; allowable d/D in 12-inch diameter and smaller sewers is 0.75 and 0.70, respectively, 0.85 in sewers larger than 12-inch diameter. Outside of California, the City of Boulder, Colorado and the MID in Utah both have more conservative PWWF capacity deficiency criteria than Santa Clara. The City of Boulder, Colorado does not allow surcharge under PWWF; for sewers up to 24-inch diameter, maximum allowable d/D is 0.60 and for sewers larger than 24-inch, maximum allowable d/D is 0.80. MidValley Improvement District similarly allows no surcharge under PWWF; for 12-inch diameter and smaller sewers, peak flow must be less than 50 percent of the pipe’s full flow capacity and for 15-inch and larger diameter sewers, peak flow in the pipe must be less than 75 percent of the pipe’s full flow capacity or depth at peak flow must be less than 65 percent of the pipe diameter.

3.1.3 Revised Capacity Deficiency Criteria Used for this Master Plan One component of the capacity deficiency criteria (i.e., PWWF surcharge for pipelines with pipe cover ≥ 6 feet) is being updated with this Master Plan Update while the other components remain unchanged. The components that are unchanged are the PDWF (i.e., no surcharge allowed) and PWWF for pipelines with less than 6 feet of cover (i.e., no surcharge allowed). A summary of the criteria used in the prior 2016 Master Plan and the criteria to be used for this Master Plan Update are included below in Table 3-2.

Table 3-2: Revised Capacity Deficiency Criteria for Santa Clara Condition 2016 Master Plan Criteria Revised Criteria1
PDWF No surcharge allowed (d/D ≤ 1.0) No surcharge allowed (d/D ≤ 1.0) PWWF
- Pipe cover < 6 feet: No surcharge allowed
(d/D ≤ 1.0)
- Pipe cover ≥ 6 feet: Surcharge up to 1
foot above crown allowed
No surcharge allowed (d/D ≤ 1.0)
1Revised criteria are to be used for identifying model-predicted deficiencies for this Master Plan Update.

The factors that contributed to the criteria change include the following:
• Potential for climate-related increase to severity of storms; • Sewer system condition degradation over time;
• Increase in development and intensification of land use not currently identified; • Interest in identifying all potential future projects; and • Better alignment of modeling results with level of service goals and existing sewer design criteria (which does not allow for surcharge in new/rehabilitated sewers).

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Sewer Performance and Design Criteria Technical Memorandum September 2024 The first three items above represent risk factors associated with the ability of the hydraulic model to predict future problem areas. They are addressed in more detail below.

Climate-related Increase to Storm Severity
To date, the design storm used for the Master Plan updates has not been modified to include anticipated climate change impacts as have some other agencies. The design storm selected for system capacity analysis (i.e., 10-year return period, 24-hour duration) has not been modified from previous analyses. Therefore, modification of the capacity deficiency criteria to be more conservative serves to provide some additional insurance against the anticipated increasing severity of storm events. See Sections 2.3 and 2.4 for additional discussion on climate-related increase to severity of storms and other agencies’ approaches to the issue.

Sewer System Condition Degradation
As the City’s sewer infrastructure continues to age, the condition of pipe-to-pipe and pipe-to-manhole joints can degrade. This degradation can create pathways for groundwater to infiltrate into the sewer system or for sewerage to exfiltrate (or leave) the sewer system. Thus, applying a conservative capacity deficiency criteria that minimizes allowable surcharge in the sewer system can reduce the chance of exfiltration and the associated potential risk of soil/groundwater contamination.

Land Use Intensification
This current Master Plan Update incorporates planned future development in accordance with the City’s 2035 General Plan. However, a General Plan update is planned to be completed prior to the next Master Plan update (anticipated to be approximately 7-8 years hence), which would likely result in additional land use intensification. Because the exact location(s) and levels of intensification are unknown, future loads assumed for the current Master Plan update do not reflect all anticipated intensification from future development. The City will require hydraulic modeling of its sanitary sewer system prior to adopting any amendments to its General Plan.

The risk factors discussed above cannot be predicted with respect to the possible extent of impacts on the sewer system and specific locations of potential deficiencies. Modification of the capacity deficiency criteria (to be more conservative) provides an “advance warning” of more vulnerable areas of the system that could require deficiencies to be corrected as these future risks materialize.

System capacity evaluation will be based on the capacity deficiency criteria per Table 3-2. However, note that engineering judgment will be used in conjunction with applying the revised capacity deficiency criteria to identify model-predicted capacity deficiencies. Gravity sewers that show only minor criteria violations would not be considered deficient if the following conditions apply:
• Surcharged on one end only (i.e., downstream end caused by backwater); • Isolated flat pipe segments;
• Invert differences (i.e., offsets) between adjacent pipes; • Smaller diameter sewers connected to larger diameter pipes at inverts; or • Sewers protected from overflows by a high-level flow diversion or parallel pipe.

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Sewer Performance and Design Criteria Technical Memorandum September 2024 The potential impact of capacity deficiencies, based on location (i.e., proximity to land uses with higher risk of public exposure or to sensitive water bodies), will be considered in prioritizing improvements rather than in determining the need for them. This approach will result in a straightforward and objective method to identify needed improvements, and allow for other considerations such as location, extent of surcharge or magnitude of overflow volume, timing of need (e.g., based on projected development), and level of model confidence (based on flow monitoring and model calibration results) to be used as factors for prioritizing and scheduling improvements for the City’s capital improvement program. These factors will be developed and discussed as part of Task 5, Capital Improvement Program.

3.2 Design Criteria for New or Relief Sewer Facilities
The City’s “Design Criteria” (April 2015)1specify criteria for hydraulic design of sanitary sewer facilities (e.g., pipe material and diameter and roughness for gravity sewers) and were referenced to develop the design criteria used for the 2016 Master Plan. These criteria would be based on the modeled design storm peak wet weather flows in the system.

3.2.1 Gravity Sewers
The design criteria applied for sizing new gravity sewers as part of the 2016 Master Plan were generally consistent with the City’s sanitary sewer design criteria. Note that the City may use somewhat different criteria for new developments or actual design (e.g., varying Manning’s “n” for different pipe materials, or a more conservative d/D for smaller diameter sewer mains).

Design criteria applied to gravity sewers for the 2016 Master Plan included:
• Maximum Allowable Depth-to-Diameter (d/D) Ratio at Peak Design Flow: Less than 0.75. • Manning’s “n” Friction Coefficient: 0.013 (Note: The City’s design standards specify a “n” value of

0.011 for PVC pipes; however, all pipes were modeled using a conservative “n” of 0.013). • Minimum Pipe Diameter:

Land Use Served Diameter (inches)
Residential 8
Commercial 10
Industrial 12
• General Pipe Sizing: Downstream pipes at least as large as upstream pipes. • Minimum Cover: 6 feet from finished grade to crown of sanitary sewer. • Minimum Velocity: 2 fps at half-full or full pipe.
• Maximum Velocity: 10 fps at peak design flow.
1 City of Santa Clara’s Sanitary Sewer Design Criteria (Section 5) are available online at:
https://www.santaclaraca.gov/home/showpublisheddocument/61878/636766631787130000.

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Sewer Performance and Design Criteria Technical Memorandum September 2024 • Minimum and Maximum Slopes: Determined based on the above velocity criteria to the extent feasible (it is recognized that elevation constraints in the existing system may prevent achieving desired minimum slopes for some projects, and terrain may dictate higher maximum slopes in some cases).

Other gravity sewer design criteria that are either included in the City’s “Design Criteria” or generally best practices for sewer design will also be considered for the capacity analysis. These criteria include:
• Matching crowns at junctions of side sewers and trunk sewers. • Pipe Material (Note: Material is tracked in the model, but roughness values are what impact the hydraulic analysis):

Diameter (inches) Material
24 and larger Fully lined reinforced concrete pipe (RCP) Between 12 and 24
Vitrified clay pipe (VCP). Polyvinyl chloride (PVC) pipe larger than 12 inches in diameter may be used upon
approval by the Director of Public Works/City Engineer. 12 and smaller VCP or PVC SDR 26
• Pipe Alignment: Generally, 5-foot offset from street centerline on side opposite the storm drain and 8-foot clear distance separation from all other parallel facilities. • Manhole Placement: Manholes shall be located at sewer main or street intersections, at upstream terminal ends of sewer lines, at any change in pipe direction, slope, diameter, or material, and where laterals have the same diameter as the sewer main or are 8 inches or larger. Nominal and maximum spacing of manholes shall be 450 and 500 feet, respectively.

3.2.2 Pump Stations and Force Mains
Pump stations should be designed to have firm capacity to handle the design PWWF; this design criterion was also used for the 2016 Master Plan. The firm capacity criterion is considered appropriate so long as the pump station design accounts for pumping efficiency under both existing and future dry weather flow conditions, “normal” wet weather conditions, and phasing in determining the number and size of pumps.

Criteria recommended for force main design based on the City’s standards as well as general industry best practices include:
• Minimum and maximum velocities of 3 and 8 fps, respectively (3 fps would be considered a reasonable minimum velocity to keep solids from settling out if it can be reasonably achieved, and 8 fps would prevent excessive head losses in the force main) • Hazen-Williams C-value of 100, but must have proper operation at C-value of 120 • Minimum pipe cover of 6 feet
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&Curran
City of Santa Clara (Project 0012307.00) Woodard & Curran, Inc.

Sewer Performance and Design Criteria Technical Memorandum September 2024 ATTACHMENT 1 – CAPACITY & DESIGN STORM CRITERIA BY CA
AGENCY
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&Curran
City/Agency Year of Report Performance/Deficiency Criteria Duration (hours) Return Period
Temporal
Distribution
Base Flow Conditions Source of
Information/(Consultant)
Santa Clara 2016
• PDWF: No surcharge
• PWWF:
- No surcharge allowed for sewers with less than 6 feet of cover. - Surcharge up to 1 foot above crown allowed for sewers with 6 feet or more of cover. 24 10
Santa Clara County
Drainage Manual
(2007) Peak-on-Peak
Final Report (RMC)
San Jose 2013
• PDWF: More than 90 percent full (q/Q>0.9)
• PWWF:
- Sewers < 18-inches: More than 110 percent full (q/Q>1.1) - Sewers >= 18-inches: Surcharge allowed up to 20 percent of the cover over the pipe, with at least 4 feet of freeboard
(Interceptor system uses different criteria, not applicable to typical system) 24 10
Santa Clara County
Drainage Manual
(2007)
Peak-on-Peak Final Report (RMC)
West Valley Sanitation
District 2018
• PDWF:
- Sewers <= 15-inches: Maximum d/D of 0.75
- Sewers > 15-inches: No surcharge
• PWWF:
- Sewers <= 15-inches: No surchage, except on a case-by-case basis for deep pipes. - Sewers > 15-inches: Surcharge allowed up to 1 foot above crown, with at least 5 feet of freeboard 24 10
Santa Clara County
Drainage Manual
(2007)
Peak-on-Peak Model Update and Capacity Analysis TM
(Woodard & Curran)
Palo Alto 2004 • PWWF: Surcharge allowed up to 1 foot above crown of pipe, with at least 5 feet of freeboard 6 5 Palo Alto IDF data Peak-on-Peak Final Report (MWH; by Gisa Ju)
150 2018
• PDWF: No surcharge
• PWWF: Surcharge allowed, with at least 5 feet of freeboard. Minimal surcharge of less than 3 inches (over the crown of the pipe) was also not considered deficient, even if the pipe is shallow. 24 10 Santa Clara County
Drainage Manual
(2007) Peak-on-Peak
Final Report (Woodard
& Curran)
Milpitas 2021
• PWWF: Less than 5 feet of freeboard.
24 10
Santa Clara County
Drainage Manual
(2007) Peak-on-Peak Draft Report posted online
(Hydroscience)
City of Los Altos 2013 • PWWF: No surcharge n/a
Between 5
and 10 n/a
Capacity analysis used a diurnal profile with a peaking factor of 5, rather than applying a specific design storm. This was
estimated as a 5-10 year event.

Master Plan Report posted online
(Brown & Caldwell)
Mountain View 2010
• PWWF:
- Sewers 12-inches and smaller: Half-full
- Sewers larger than 12-inches: 3/4 full
*[Note, Mountain View issued an RFP for a new Master Plan in late 2019 or early 2020; criteria could change] Unknown 10 Unknown Unknown Capacity assurance section of City's SSMP posted online
Sunnyvale 2023 • PDWF: No surcharge
• PWWF: Minimum freeboard = 5 feet (no stormwater scenarios). No overflows allowed (with stormwater scenarios). 24 10 Santa Clara County
Drainage Manual
(2007) Peak-on-Peak
Final Report (Woodard & Curran)
Cupertino Sanitary District 2018 Master Plan
2019 Modeling TM Undefined in Master Plan Report; possibly surcharge 24 10 Santa Clara County
Drainage Manual
(2007)
Peak-on-Peak
10-Year District-Wide Capital Improvement
Project Master Plan (2018); Flow Modeling
Analysis Homestead Flume Outfall to City
of Santa Clara (2019)
(In-house/Mark Thomas)
San Carlos 2013 • PWWF: Surcharge allowed, with at least 4 feet of freeboard 24 10 SCS Type 1A Peak-on-Peak Final Report (RMC) San Bruno 2014
• PDWF: No surcharge
• PWWF: Surcharge allowed, with at least 4 feet of freeboard 24 10 SCS Type 1A Peak-on-Peak Final Report (RMC) City/Agency Year of Report Performance/Deficiency Criteria Duration (hours) Return Period
Temporal
Distribution
Base Flow Conditions Source of
Information/(Consultant)
Pacifica 2011
• PDWF: No surcharge
• PWWF: Surcharge allowed, with at least 4 feet of freeboard 24 10 SCS Type 1A Peak-on-Peak Final Report (RMC) Daly City
2009
2015 Update • PWWF: Surcharge allowed, with at least 5 feet of freeboard 4 5 Nested, basis
unknown
Peak-on-Peak to identify deficiencies Peakon-Average to help prioritize Capacity Analysis TMs (RMC) San Mateo 2014 Description in TM unclear. Possibly 3 feet of freeboard. 6 5 Nested based on City or County IDF
Collection System Capacity Analysis TM,
contained within City's SSMP posted online
(Arcadis)
Union Sanitary District 2019 • PDWF and PWWF: Minor surcharge (up to about 0.5 foot above crown of pipe) generally considered acceptable
48 10 Historical Storm Peak-on-Peak Final Report, Newark Basin (Woodard & Curran)
Hayward 2015
• PDWF: Surcharge allowed, with at least 5 feet of freeboard • PWWF: Surcharge allowed, with at least 3 feet of freeboard 8 days unspecified Historical Storm Actual storm timing. The historical storm chosen had generated the highest flows to treatment plant in recent history and had also been used for the treatment plant
master plan.

Final Report (RMC)
San Leandro 2015 • PDWF: No surcharge
• PWWF: Surcharge allowed, with at least 4 feet of freeboard 24 10 SCS Type 1A Peak-on-Peak Final Report
(RMC)
CCCSD 2017 • PDWF: No surcharge
• PWWF: Surcharge allowed, with at least 5 feet of freeboard 24 10 Scaled Historical
Pattern
Peak-on-Peak Final Report
(Woodard & Curran; Carollo)
Design Storm Criteria
Santa Clara County
San Mateo County
Design Storm Criteria
Alameda County
Contra Costa County
City of Sacramento 2018 • PWWF: Surcharge allowed up to 2 feet above crown of pipe, with at least 2 feet of freeboard 6 10 Nested based on
Sacramento County
Drainage
Manual
Peak-on-Peak
Final Report (Woodard
& Curran)
Sonoma County Water
Agency
2016 • PDWF: No surcharge
• PWWF: Surcharge allowed, with at least 5 feet of freeboard 24 10 SCS Type 1A Peak-on-Peak Final Report (RMC)
Orange County
Sanitation District 2019
• PDWF:
- Maximum d/D of 0.75 for existing pipes
- Maximum d/D of 1.0 for lined pipes
• PWWF:
- Sewers <= 12-inches: No surcharge
- Sewers > 12-inches: Surcharge allowed up to 2 feet above pipe crown, with at least 5 feet of freeboard 24 10 Scaled Historical
Pattern Actual storm timing (Peak-on-Above Average) Final Report (Woodard & Curran) City of San Diego --
• Sewers classified as “critical” if d/D is greater than 100% and the freeboard is less than 2 feet. • Sewers classified as “semi-critical” if d/D is greater than 100% and the freeboard is greater than 2 feet. • Sewers classified as “non-critical” if d/D is less than or equal to 100%. -- 10 -- -- OCSD Strategic Model Development TM City of Santa Ana 2016
• PDWF:
- Sewers < 12-inches: Maximum d/D of 0.50
- Sewers >= 12-inches: Maximum d/D of 0.75
• PWWF:
- Sewers < 12-inches: No surcharge
- Sewers >= 12-inches: Surcharge allowed up to 2 feet above crown, with at least 5 feet of freeboard 24 10 Scaled Historical
Pattern Actual storm timing (Peak-on-Above Average) Final Report (RMC) City/Agency Year of Report Performance/Deficiency Criteria Duration (hours) Return Period
Temporal
Distribution
Base Flow Conditions Source of
Information/(Consultant)
City of Fullerton 2009 • PDWF and PWWF: Surcharge allowed up to 2 feet above crown, with at least 5 feet of freeboard 24 10 Scaled Historical Pattern
Actual storm timing (Peak-on-Above Average) Final Report (RMC)
City of Escondido --
• PDWF:
- Sewers <= 12-inches: Maximum d/D of 0.50
- Sewers > 12-inches: Maximum d/D of 0.75
• PWWF:
- Sewers <= 12-inches: Maximum d/D of 0.75
- Sewers > 12-inches: Maximum d/D of 0.75
-- 5, 10 -- -- OCSD Strategic Model Development TM
City of Chula Vista --
• PWWF:
- Sewers <= 12-inches: Maximum d/D of 0.70
- Sewers > 12-inches: Maximum d/D of 0.85
-- -- -- --
OCSD Strategic Model Development TM
Sacramento County
Sonoma County
Southern California
Design Storm Criteria
City of Santa Clara (0012307.00) Woodard & Curran, Inc.

Master Plan Report - Final August 2025
APPENDIX H: SIPHON LINING ASSUMPTIONS
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&Curran
Appendix A: City of Santa Clara Sanitary Sewer Siphons and Lining Assumptions USNODE USNODE_FLAG SUFFIX DSNODE DSNODE_FLAG ASSETID ASSETID_FLAG MATERIAL MATERIAL_FLAG FUTURE LINING? WIDTH_EXISTING WIDTH_FLAG_EXISTING WIDTH_LINED WIDTH_FLAG_LINED 2024 CCTV_Structural Quick Rating S103-19 SPH2 1 S103-16 103-00008 SPH2 VCP GIS Yes 24 RD 22.808 RN S103-19 SPH2 2 S103-16 103-00049 SPH2 VCP GIS Yes 12 RD 11.406 RN S103-20 SPH3 1 S103-18 103-00007 SPH3 VCP GIS No 17.3 RE24 17.3 RE24 S103-20 SPH3 2 S103-18 103-00047 SPH3 VCP GIS No 23.2 RE24 23.2 RE24 S103-20 SPH3 3 S103-18 103-00048 SPH3 VCP GIS No 22.4 RE24 22.4 RE24 S14-61 SPH1 1 S14-62 14-00027 GIS VCP GIS Yes 8 RD 7.406 RN 4132 S14-65 SPH1 1 S15-62 15-00061 GIS CIP RN Yes 8 RN 7.406 RN 4331 S20-16(2) SPH1 2 S20-17(2) 20-00032 GIS PE GIS No 13.49 RN 13.49 RN S20-26D1 SPH2 1 S20-26D3 20-00059 GIS PE GIS No 20.23 RN 20.23 RN S20-26D2 SPH2 2 S20-26D4 20-00058 GIS PE GIS No 20.23 RN 20.23 RN S22-64 SPH1 2 S22-102 22-00114 GIS CIP RN Yes 8 RN 7.406 RN S23-15 SPH2 1 S23-14 23-00023 GIS VCP GIS Yes 8 RN 7.406 RN S23-15 SPH2 2 S23-14 23-00094 GIS VCP GIS Yes 12 MU 11.406 RN S31-24 SPH1 1 S31-25 31-00029 SPH1 DIP RN Yes 24 MU 22.808 RN S32-2 SPH2 1 S32-102 32-00118 GIS PVC RN No 10 RD 10 RD 0000 S32-2 SPH2 2 S32-102 32-00120 GIS PVC RN No 8 RN 8 RN 0000 S33-9 SPH1 1 S33-10 33-00059 SPH1 CIP RN Yes 8 MU 7.406 RN S42-30 SPH1 2 S42-31 42-00051 GIS CIP RN Yes 6 M2 5.406 RN S46-114 SPH2 1 S46-115 SPH2 46-00132 GIS HDPE RD No 5.35 RN 5.35 RN 0000 S46-114W SPH2 1 S46-115 SPH2 HDPE RD No 5.35 RN 5.35 RN 0000 S52-116 SPH2 1 S52-119 52-00146 GIS HDPE RN No 10.29 RN 10.29 RN S52-116 SPH2 2 S52-119 52-00147 GIS HDPE RN No 10.29 RN 10.29 RN S52-123 SPH2 1 S52-124 52-00136 GIS HDPE RN No 6.96 RN 6.96 RN 2700 S52-123 SPH2 2 S52-124 52-00137 GIS HDPE RN No 6.96 RN 6.96 RN 2700 S52-3 SPH1 1 S52-5 (SiphonOutlet) 52-00028 GIS VCP GIS Yes 8 GIS 7.406 RN S54-79 SPH2 1 S54-78 54-00044 SPH2 VCP GIS Yes 10 MU 9.406 RN 4231 S54-79 SPH2 2 S54-78 54-00094 SPH2 VCP GIS Yes 10 MU 9.406 RN 4231 S54-94 SPH2 1 S54-95 54-00092 GIS HDPE RN No 15.17 RN 15.17 RN S54-94 SPH2 2 S54-95 54-00093 GIS HDPE RN No 15.17 RN 15.17 RN S55-51 SPH2 2 S55-52 55-00056 GIS HDPE RN No 17.5 RN 17.5 RN 2B00 S55-51 SPH2 1 S55-52 55-00055 GIS HDPE RN No 17.5 RN 17.5 RN 2B00 S56-58 SPH2 2 S56-59 56-00062 GIS HDPE RN No 17.51 RN 17.51 RN 2500 S56-58 SPH2 1 S56-59 56-00061 GIS HDPE RN No 17.51 RN 17.51 RN 2500 S62-7D SPH2 2 S62-12 62-00063 GIS VCP GIS Yes 8 GIS 7.406 RN S62-7D! SPH2 1 S62-12 62-00027 GIS VCP GIS Yes 10 GIS 9.406 RN S62-9 SPH1 1 S62-11 RD 62-00025 GIS DIP RN Yes 16 RD 15.108 RN S64-34 SPH2 2 S64-36 64-00045 GIS VCP GIS Yes 15 RD 14.108 RN 2900 S64-34 SPH2 1 S64-36 64-00015 SPH1 VCP GIS Yes 8 RD 7.406 RN 2900 S67-21 SPH2 1 S67-29 SPH2 67-00015 SPH2 DIP RD No 23.17 RN 23.17 RN 3600 S67-21 SPH2 2 S67-29 SPH2 67-00035 SPH2 DIP RD No 23.17 RN 23.17 RN 3600 S68-10 SPH2 1 D_S68-7 68-00002 GIS VCP GIS No 23.3 GIS 23.3 GIS S68-10 SPH2 2 S68-7 68-00025 GIS VCP GIS No 14.4 GIS 14.4 GIS S68-15 SPH1 1 S68-12 68-00012 SPH1 VCP GIS No 23.6 RD 23.6 RD 3C00 S68-15 SPH1 2 S68-16 68-00013 SPH1 VCP GIS No 23.5 RD 23.5 RD 3C00 S68-9 SPH2 1 D_S68-6 68-00018 GIS VCP GIS No 23.3 GIS 23.3 GIS S68-9 SPH2 2 S68-6 68-00026 GIS VCP GIS No 14.5 GIS 14.5 GIS S72-12 SPH2 1 S72-11 72-00018 SPH2 CIP GIS Yes 20 RD 19.008 RN S72-12 SPH2 2 S72-11 72-00051 SPH2 CIP GIS Yes 20 SV 19.008 RN S85-86 SPH1 1 S85-85 85-00068 GIS HDPE RN No 15.17 RN 15.17 RN 0000 S93-50 SPH2 1 S93-48 93-00014 GIS VCP GIS Yes 12 RD 11.406 RN 3124 S93-50 SPH2 2 S93-48 93-00070 GIS VCP GIS Yes 24 RD 22.808 RN 3124 Appendix A: City of Santa Clara Sanitary Sewer Siphons and Lining Assumptions USNODE USNODE_FLAG SUFFIX DSNODE DSNODE_FLAG ASSETID ASSETID_FLAG MATERIAL MATERIAL_FLAG FUTURE LINING? WIDTH_EXISTING WIDTH_FLAG_EXISTING WIDTH_LINED WIDTH_FLAG_LINED 2024 CCTV_Structural Quick Rating S93-51 SPH3 1 S93-49 SPH3 93-00061 GIS RCP RE24 No 22.8 RE24 22.8 RE24 S93-51 SPH3 2 S93-49 SPH3 93-00069 GIS VCP GIS No 16.8 RE24 16.8 RE24 S93-51 SPH3 3 S93-49 SPH3 93-00071 GIS RCP RE24 No 22.8 RE24 22.8 RE24 S95-45 SPH3 1 S95-44 95-00067 GIS VCP GIS No 17 RE24 17 RE24 3C22 S95-45 SPH3 2 S95-44 95-00150 GIS VCP GIS No 14.3 RE24 14.3 RE24 3C22 S95-45 SPH3 3 S95-44 95-00151 GIS VCP GIS No 17 RE24 17 RE24 3C22 S96-14 SPH2 1 S96-13 96-00014 SPH2 HDPE RN No 12.3 RN 12.3 RN 2300 S96-14 SPH2 2 S96-13 96-00090 SPH2 HDPE RN No 8.68 RN 8.68 RN 2300 FLAG Description Legend for "2024 CCTV_Structural Quick Rating" SPH1 Single barrel siphon.

SPH2 Twin barrel siphon.

SPH3 Triple barrel siphon.

GIS Data originated from City's GIS (2023).

RN Refer to note.

RD Data originated from record drawing.

RE24 Data originated from Condition Assessment Repairs [CIPP Liners] (data sent by Craig).

MU Data originated from original Mike Urban model.

SV Data was surveyed.

M2 Data originated from 2007 Mike Urban model.

Severity grade goes from 1 to 5 with 5 being most severe. 5 - Most significant defect grade. Needs immediate attention. Possible failure within 5 years. 4 - Significant defect grade. Possible failure within 5 to 10 years. Will likely progress to 5 if not addressed.
3 - Moderate defect
2 - Minor to moderate defect
1 - Minor defect grade
PACP Quick Rating
4 2 3 2
/I\ -- --- --
NC'Xt Total number of
hl,:hc .. t I or.currcnrosor
s~\·crlt)" second highest
gr.1de se,-ertty grade
City of Santa Clara (0012307.00) Woodard & Curran, Inc.

Master Plan Report - Final August 2025
APPENDIX I: SEWER CAPACITY CIP PROJECT COST ESTIMATES, MAPS,

AND PROFILES
Woodard
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&Curran
Appendix G: Sewer Capacity CIP Cost Estimates, Maps, and Profiles Capital Improvement Project Summary Table Total Cost by Priority Category Project
No.1 Project ID Project Location
Pre-Project Pipe
Diameter(s)2 Project Description Priority3
Flow
Confidence
Level4
Loads Trigger5
Design Flow
Trigger5
Physical
Network
Trigger5
Project Cost6
Priority
# of
Projects
Estimated
Capital Cost
%
1 Tracy/Pomeroy/Homestead/
Kiely Tracy Dr, Pomeroy Ave, Homestead Rd (S Trunk), Kiely Blvd 10 to 22.8-inch 12313 LF of 15 to 27-inch diameter pipe 7 N/A LTFL (entitlement) DWF UMN $26,942,000 1 2 $ 7,417,000 7% 2 Homestead Road N Homestead Trunk from Swallow Wy to Saratoga Creek 18 to 30-inch 6407 LF of 24 to 33-inch diameter pipe 3 3 LTFL WWF UMN $17,156,000 2 1 $ 8,731,000 9% 3 Kiely Boulevard Orthello Wy to S of El Sobrante St 8-inch 266 LF of 10-inch diameter pipe 6 4 LTFL WWF UMN $513,000 3 3 $ 42,452,000 42% 4 Victoria Avenue Fowler Ave & Pomeroy Ave to Nobili Ave & Victoria Ave 8-inch 764 LF of 10-inch diameter pipe 6 3 LTFL WWF UMN $1,337,000 4 2 $ 9,049,000 9% 5 Cabrillo Avenue Halford Ave & Buckley St; St. Lawrence Dr, W of Lawrence Expwy 8-inch Flow Diversion Weirs only. No pipe 1 3 EL WWF UMN $154,000 5 1 $ 3,830,000 4% 6 CMC Basin Santa Maria Ave & Francis Ave; Amethyst Dr 8 to 12-inch 3655 LF of 12 to 15-inch diameter pipe 1 1 & 2 EL WWF UMN $7,263,000 6 2 $ 1,850,000 2% 7 Bowers Avenue Bowers Ave from Chromite Dr to Walsh Ave 25.7-inch 2605 LF of 30-inch diameter pipe 4 5 LTFL WWF LMN $8,047,000 7 2 $ 27,243,000 27% 8 Calabazas Trunk Calabazas Creek from S of Agate Dr to Central Expwy 22.8 to 27-inch 2791 LF of 18 to 27-inch diameter pipe 2 5 EL WWF LMN $8,731,000 Total 13 $ 100,572,000 9 Mission College Boulevard Mission College Blvd from Freedom Cir to west of Great America Pkwy 12 to 15-inch 1886 LF of 15-inch diameter pipe 5 N/A LTFL (specific development) DWF UMN $3,830,000 12 GAP West Trunk S of West Tasman Dr to Lafayette St 28.5 to 35.7-inch 4810 LF of 36 to 42-inch diameter pipe 3 2 LTFL WWF UMN $17,781,000
13 GAP East Trunk Old Glory Ln to S of Bunker Hill Ln; Stars and Stripes Dr 31.4-inch 231 LF of 39-inch diameter pipe 4 2 LTFL WWF LMN $1,002,000
14 Bunker Hill Lane East E of Great America Pkwy 6-inch 107 LF of 8-inch diameter pipe
7 N/A LTFL (entitlement) WWF UMN $301,000
15 Lafayette Street N of Calle del Mundo to S of Great America Wy 34.2 to 40.3-inch 2290 LF of 42 to 48-inch diameter pipe 3 2 LTFL WWF UMN $7,515,000
CIP Total: $100,572,000 1
Projects are numbered from upstream to downstream. Table does not include Project Nos. 10 (Patrick Henry Drive) and 11 (Mission Point) because project costs will be paid for by the developers. 2 Pre-project pipe diameters include future lining assumptions. 3 Projects are prioritized based on wastewater flow, design flow, and physical network triggers as well as assumed structural condition. 4 Rating assigned to validate the need for the project through review of flow monitoring data and reported surcharging and operational issues, and compatibility between flow meter data and the model. Descriptions of the flow confidence levels are as follows:

N/A = Not assigned because project would be triggered by entitlement flow or specific development; 1 = Flow meter on or very near to the project reach surcharged during metered storm; 2 = Flow meter on or very near to the project reach confirms flow, but did not surcharge during metered storm; 3 = Flow meter near the project reach (upstream or downstream) confirms flow; 4 = No flow meter near the project reach to confirm flow; 5 = Conflicting flow between meter and model. 5 EL = Existing Loads; LTFL = Long-Term Future Loads; DWF = Dry Weather Flow; WWF = Wet Weather Flow; UMN = Unlined Model Network; LMN = Lined Model Network. 6 Costs are based on August 2024 ENR CCI of 15367.24 for the San Francisco Area and are Class 5 estimates (planning level).

Project 1: Tracy/Pomeroy/Homestead/Kiely
Project No. ……………………………………………………………………………………………………………………………………………… 1 Project ID ……………………………………………………………………………………………………………………………………………… Tracy/Pomeroy/Homestead/Kiely Project Location ……………………………………………………………………………………………………………………………………………… Tracy Dr, Pomeroy Ave, Homestead Rd (S Trunk), Kiely Blvd Description ……………………………………………………………………………………………………………………………………………… 12313 LF of 15 to 27-inch diameter pipe Priority ……………………………………………………………………………………………………………………………………………… 7 Flow Confidence Level……………………………………………………………………………………………………………………………………………… N/A Loads Trigger ……………………………………………………………………………………………………………………………………………… Long-Term Future Loads (LTFL) Design Flow Trigger ……………………………………………………………………………………………………………………………………………… Dry Weather Flow (DWF) Physical Network Trigger ……………………………………………………………………………………………………………………………………………… Unlined Model Network (UMN) Estimated Capital Improvement Cost ……………………………………………………………………………………………………………………………………………… $26,942,000 Comments ……………………………………………………………………………………………………………………………………………… Assumptions ……………………………………………………………………………………………………………………………………………… (i) New diameter based on pipe replacement. (ii) Cost estimates are based on CCI of 15367.24 from the August 2024 ENR.

Alternatives ……………………………………………………………………………………………………………………………………………… N.A.

U/S
MH ID
D/S
MH ID
Existing Diameter
(inches)
New
Diameter
(inches)
Length
(feet)
Slope
(%)
Pipe Depth
(feet BGL)
Existing
Pipe
Capacity
(mgd)
Future
Pipe
Capacity
(mgd)
Long-Term
Future
PDWF
(mgd)
Long-Term
Future
PWWF
(mgd)
Long-Term
Future DWF
Velocity
(ft/sec)
Open Cut
Cost
Trenchless
Installation
Trenchless
Casing Size
Unit Cost
($/LF)
Total Cost
($)
S10-79 S10-80 10 15 305 0.16 11 0.56 1.66 1.46 1.49 3.06 $804 $804 $ 244,898 S10-80 S11-83 10 15 264 0.31 9 0.78 2.31 1.46 1.49 3.55 $804 $804 $ 212,497 S11-83 S11-76 10 15 337 0.47 9 0.97 2.85 1.46 1.49 3.45 $804 $804 $ 270,787 S11-76 S11-77 10 15 93 0.51 10 1.01 2.97 1.46 1.49 3.52 $804 $804 $ 74,450 S11-77 S11-78 10 15 164 0.44 9 0.94 2.77 1.46 1.49 3.85 $804 PTGAB 30.00 $1,922 $ 314,514 S11-78 S11-80 10 15 319 0.48 7 0.98 2.88 1.47 1.49 3.80 $804 PTGAB 30.00 $1,922 $ 612,687 S11-80 S11-81 10 15 316 0.55 7 1.05 3.08 1.47 1.49 3.85 $804 $804 $ 253,903 S11-81 S11-70 10 15 283 0.87 8 1.32 3.89 1.47 1.49 4.51 $804 $804 $ 227,532 S11-70 S11-67 10 15 311 1.21 8 1.56 4.59 1.47 1.50 4.15 $804 $804 $ 249,883 S11-67 S11-60 10 15 325 0.70 8 1.18 3.49 1.48 1.51 3.08 $804 $804 $ 261,139 S11-60 S11-50 10 15 319 0.31 8 0.79 2.34 1.48 1.51 3.44 $804 $804 $ 256,315 S11-50 S11-41 10 15 346 0.42 8 0.92 2.70 1.48 1.51 3.87 $804 $804 $ 278,104 S11-41 S11-42 10 15 260 0.27 9 0.73 2.17 1.53 1.59 3.91 $804 $804 $ 209,281 S11-42 S11-30 10 15 257 0.50 9 1.00 2.96 1.53 1.59 3.10 $804 $804 $ 206,950 S11-30 S11-29 10 15 65 0.48 8 0.98 2.88 1.53 1.59 3.91 $804 $804 $ 52,421 S11-29 S11-19 10 15 142 0.64 9 1.13 3.34 1.53 1.59 3.48 $804 $804 $ 114,168 S11-19 S11-10 10 15 405 1.00 9 1.41 4.16 1.54 1.60 4.80 $804 $804 $ 325,700 S11-10 S22-93 10 15 414 1.09 10 1.48 4.35 1.54 1.60 4.81 $804 $804 $ 332,534 S22-93 S22-80 10 15 372 0.51 11 1.01 2.97 1.62 1.69 3.82 $804 $804 $ 299,249 S22-80 S22-74 10 15 284 0.52 10 1.02 3.02 1.62 1.69 2.71 $804 $804 $ 227,934 S22-74 S22-69 10 15 269 0.21 10 0.65 1.92 1.62 1.70 3.42 $804 $804 $ 216,115 S22-55 S22-53 15 15 9 0.95 11 8.92 4.07 2.20 2.28 5.14 $804 $804 $ 7,075 S22-53 S22-56 10 15 159 0.95 11 1.93 4.07 2.20 2.28 4.37 $804 $804 $ 127,595 S22-56 S22-57 10 15 195 0.62 11 1.12 3.30 2.20 2.28 4.41 $804 $804 $ 157,102 S22-57 S22-58 10 15 278 0.64 11 1.13 3.33 2.20 2.28 4.02 $804 $804 $ 223,190 S22-58 S22-59 10 15 89 0.55 11 1.05 3.10 2.21 2.29 3.74 $804 $804 $ 71,556 S22-59 S22-60 10 15 332 0.42 10 0.92 2.71 2.21 2.29 3.33 $804 $804 $ 266,526 S22-60 S22-61 10 15 79 0.16 10 0.57 1.69 2.22 2.31 4.48 $804 $804 $ 63,757 S22-61 S22-62 10 15 339 0.47 9 0.97 2.85 2.22 2.31 3.91 $804 $804 $ 272,315 S22-62 S22-63 10 15 205 0.47 9 0.97 2.86 2.22 2.31 3.86 $804 $804 $ 164,820 S22-63 S22-64 10 15 168 0.45 9 0.95 2.79 2.23 2.32 4.47 $804 $804 $ 135,152 S22-52 S23-21 20 24 96 0.68 15 7.36 12.03 7.62 7.83 5.16 $1,039 $1,039 $ 99,744 S23-21 S23-18 20 24 223 0.45 15 6.02 9.84 7.62 7.83 5.40 $1,039 $1,039 $ 231,801 S23-18 S23-19 20 24 289 0.52 15 6.42 10.50 7.62 7.83 5.77 $1,039 $1,039 $ 300,375 S23-19 S23-12 20 24 154 0.68 15 7.36 12.03 7.62 7.83 5.38 $1,039 $1,039 $ 159,590 S23-12 S23-13 20 24 221 0.49 15 6.25 10.22 7.63 7.85 5.78 $1,039 $1,039 $ 229,619 S23-13 S23-14 20 24 307 0.63 15 7.07 11.56 7.63 7.85 4.93 $1,039 $1,039 $ 319,181 S23-14 S23-6 23 27 322 0.33 15 7.36 11.55 8.40 8.95 4.40 $1,089 $1,089 $ 350,222 S23-6 S23-88 23 27 290 0.25 15 6.44 10.09 8.43 9.00 4.90 $1,089 $1,089 $ 316,028 S23-88 S23-4 23 27 84 0.25 15 6.43 10.09 8.48 9.04 5.64 $1,089 $1,089 $ 91,040 S23-4 S23-1 23 27 371 0.51 15 9.09 14.25 8.56 9.14 5.76 $1,089 $1,089 $ 404,019 S23-1 S33-79 23 27 305 0.62 14 10.02 15.71 8.56 9.14 5.66 $1,089 $1,089 $ 332,363 S33-79 S33-75 23 27 511 0.51 14 9.07 14.23 8.67 9.26 5.46 $1,089 $1,089 $ 556,370 S33-75 S33-63 23 27 507 0.45 14 8.54 13.39 8.67 9.26 5.04 $1,089 $1,089 $ 552,341 S33-63 S33-50 23 27 359 0.40 14 8.12 12.73 9.12 9.85 5.42 $1,089 $1,089 $ 390,624 S33-50 S33-41 23 27 289 0.42 14 8.30 13.01 9.12 9.85 5.76 $1,089 $1,089 $ 314,394 S33-41 S33-33 23 27 286 0.52 14 9.21 14.44 9.12 9.85 4.98 $1,089 $1,089 $ 311,890 Total Baseline Pipe Construction Cost $ 10,762,552
Total Trenchless Installation Cost $ 927,201
No Jacking Pit $ -
No Receiving Pit $ -
Installation or Adjustment of Weir in Existing Manhole Structure (1) $ 45,000 Lateral Reconnection Cost (Approx. 130) $ 65,000
Modify Existing Manholes Cost (Approx. 22) $ 385,000
Baseline Construction Cost: $ 12,184,753
Dewatering $ 415,215
Bypass Pumping $ 1,168,975
Remove & Replace Factor $ 584,488
Traffic Control (10%) $ 1,168,975
Pavement Restoration (T-trench) $ 267,617
Subtotal: $ 15,790,023
Mobilization/Demobilization (5% of subtotal) $ 789,501.14 Estimated Construction Cost Subtotal: $ 16,579,524
Contingencies (30% of construction subtotal) $ 4,973,857.21 Estimated Construction Cost: $ 21,553,381
Engineering and Inspection (25% of construction cost) $ 5,388,345 Estimated Capital Improvement Cost: $ 26,942,000
(Note: Cost estimates are based on August 2024 ENR CCI of 15367.24 for the San Francisco Area)

PROJECT COST DETAIL

PROJECT DESCRIPTION
(ii) A 50/50 flow split was assumed at the Lawrence/Homestead gate structure which splits flow between the eastern sewer on Homestead Rd or the northern sewer on Lawrence Expwy. (iii) Project also includes installation of a weir at manhole S22-55 to divert the influent flows from Homestead Rd (S Trunk) and Pomeroy Ave sewers to Homestead Rd (S Trunk). (iv) Deficiency would be caused by Agilent Technologies historic entitlement flow (0.95 mgd). Project should be implemented before parcel begins to discharge its entitled flow. (vi)
(i) Pipes are listed in order from upstream to downstream. (v)
N Wolfe Rd
Ortega /
Raynor
G2
G2
Inverness Way
Flora Vista Ave
Ma
rion Way
Benton St
Quail Ave
Halford Ave
Teal Dr
Dunfor
d Wa
y
Bryan
t Way
Ramon Dr
Lochinvar
Ave
Thunderbird Ave
Navarro Dr
Hampton Dr Meadowlark Ln
Vireo Ave
Wren Ave
Kennard Way
Eton Way
Swallow Dr
Leighton Way
Bing Dr
Harvard Ave
Homestead Rd
E Homestead Rd
Lawrence Expy
Raynor Park
Marian A
Peterson Middle
School
Kaiser
Permanente
Santa Clara
Medical Center
Calabazas Creek
280
N Tantau Ave
Pruneridge Ave
Giannini Dr
Mauricia
Av
e
Tracy
D
r
Harva rd Ave
La Herran Dr
Lowell Dr
De Soto Ave
Gene
v
a
Dr
Hancock Dr H ubbard Ave
Lawrence Expy
Southwest
G4
Granada Ave
Benton St
Pomeroy Ave
Pomeroy Ave
Buchanan Dr
Calabaz as Blv
Via Siena Pl
Lochinvar Ave Brookdale Dr
Alpine Ave
Princeton Way Curtis Ave
Live Oak Dr
Quince Ave
Kaiser Dr
Barcells Ave
El Sobrante St
White Dr
Pepper Tree Ln
Loyola Dr
Orthello Way
Humbolt Ave
Toledo Ave
Miles
Dr
Fairlane Av
Ryan Ave
e
Moonlite Pl
Homestead Rd
Central Park
Earl J
Carmichael Park
Magnolia
Science
Academy Santa
Clara
Pomeroy
Elementary
School
Stratford Middle
School
West Central Woodhams Rd Forbes Ave
Mauricia
Av
e
Buckingham Dr
Tracy Dr
Barto St
Cronin Dr
Rodonovan Dr
Rebeiro Ave Taft
Ave
Arcadia Ave
Brian Ln
Stevenso
n
St
Bancroft St
Hickory Pl
Toyon Dr
Allen Way
Atherton Dr
Geneva Dr
Estella Dr
Blake Ave
Claremont Ave
Gilbert Ave
Muir Ave
Michael Way
Kiely Blvd
Eisenhower
Elementary
School
Millikin
Elementary
Sutter
Elementary
School
G4
Harrison St
Ka
ren Dr
Benton St
An
na D
r
Los Olivos Dr Los Pa dres Blvd
Catherin
e
S
Bucher Ave
Enright Ave
Las Palmas Dr
Serra Ave
Block Dr
Chapel Dr
Maryann Dr
Laurel Dr
Blackfield Dr
Patricia Dr
Robin Dr
Clara Vista Ave
Malarin Ave
Hart Ave
San Miguel Ave
Catala Ct Murguia Ave
De
la Pena A
Homest
ve
e
ad Rd
San Tomas Expy
Henry Schmidt
Park
Wilson
Alternativ
East Central N Cypress Ave
Forest Av
e
Los Padres
Blvd
Harold Ave
Estella Dr Tanoak Dr Forbes Ave
S
u
tt
er Ave
San Tomas Expy
Pruneridge Golf
Club
Southeast
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Legend
±
Figure Exported: 8/18/2025 By: nbarreralopez Using: \\woodardcurran.net\shared\Projects\0012307.00 Santa Clara CA Sewer Master Plan Update\wip\C. GIS\3. ArcGIS Pro\SantaClaraSewerMasterPlan2024_Report.aprx Project #: 0012307.00
Map Created: July 2024
0 0.13 0.25 0.5
Miles
Project 1
Tracy/Pomeroy/
Homestead/Kiely
Santa Clara Sewer Master
Plan Update
Capacity Improvement Project !( Manholes
Project Sewers
Proposed Weir
& Other Modeled Sewers
(8-in)
10-in
(Existing Diameter)
Proposed Diameter
S Wolfe Rd
N Fair Oaks Ave
Creek Blvd
G2

UPERTINO

Y V ALE
McCarthy Blv
Tasma
n
d
Dr
Kiely Blvd
San To mas Exp y
237
G4
82 San José Mineta
International
Airport
S ANTA
CLARA
Trenchless crossing of
Lawrence Expressway Construction along creek
(no traffic control)
•
- Woodard &Curran
Project 1: Tracy/Pomeroy/Homestead/Kiely
Capacity Deficiency Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network T • • • • T • • T T ., I • T • • T9 • T , . • • T • • • T • T 158.0 - i.==i;;:::::;::.~ •······················································································································································································································································································ - '-
Non-surcharge
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Link

86.0 76.0

66.0 ft
Conduit mate
width (in)
length (ft)
pfc (MGD)
us inv (ft AD)
ds inv (ft AD)
sure
DSflow (MGD)
DS velocity (ft/s)
Node
ground (ft AD)
flood dep (ft)
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VCP

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13783
Project 1: Tracy/Pomeroy/Homestead/Kiely
Project Solution Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network Upsizing
Upsizing Weir
158.0 -
136.0 -
126.0 - ·· ............................... ···-····· ... . ............... -······· ........ ........ ........ ......... . ..... · 51 116.0 - ·· ............................... ···-····· . ... ........ ........ ........ ........ ........ ........ ......... . ................................... . .t,
106.0 - ·· ........................................ · ......................................................................... · ............................................................... .

96.0 -

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Link

76.0 66.0
ft
Conduit mate
width (in)
length (ft)
pfc (MGD)
us inv (ft AD)
ds inv (ft AD)
sure
OS flow (MGD)
OS velocity (ft/s)
Node
ground (ft AD)
flood dep (ft)
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5.770 -
I I
Project 2: Homestead Road
Project No. ……………………………………………………………………………………………………………………………………………… 2 Project ID ……………………………………………………………………………………………………………………………………………… Homestead Road Project Location ……………………………………………………………………………………………………………………………………………… N Homestead Trunk from Swallow Wy to Saratoga Creek Description ……………………………………………………………………………………………………………………………………………… 6407 LF of 24 to 33-inch diameter pipe Priority ……………………………………………………………………………………………………………………………………………… 3 Flow Confidence Level……………………………………………………………………………………………………………………………………………… 3 Loads Trigger ……………………………………………………………………………………………………………………………………………… Long-Term Future Loads (LTFL) Design Flow Trigger ……………………………………………………………………………………………………………………………………………… Wet Weather Flow (WWF) Physical Network Trigger ……………………………………………………………………………………………………………………………………………… Unlined Model Network (UMN) Estimated Capital Improvement Cost ……………………………………………………………………………………………………………………………………………… $17,156,000 Comments ……………………………………………………………………………………………………………………………………………… Assumptions ……………………………………………………………………………………………………………………………………………… (i) New diameter based on pipe replacement. (ii) Cost estimates are based on CCI of 15367.24 from the August 2024 ENR.

Alternatives ……………………………………………………………………………………………………………………………………………… N.A.

PROJECT COST DETAIL

Lochinvar Ave
Calabazas Creek
Bing Dr
Brookdale D
r
Loch
i
n
v
ar Ave
Burbank Dr
Golden State
D
r
Benton St
Butcher
D
r
Vireo Ave
Wren Ave
Kensington Ave
Swallow Dr
Lorn
e
Wa
y
Homestead Rd
Home
stead
R
d
Lawrence Expy
Lawrence Expy
Laurelwood
Elementary
School
Kaiser
Permanente
Santa Clara
Medical Center
Tulane Dr
Quince Ave
Pomeroy
Lochinvar Ave
Ave
Brookdale Dr
P
r
i
n
c
e
ton Way
Ridge Rd
Perreira Dr
Curtis Ave
Pepper Tree Ln
Live Oak Dr
Miles Dr
Alexande
r Ave
Yale Ln
Ryan Ave
Homestead Rd
Homeridge Park
Stratford Middle
School
Pomeroy Ave
F
orbes
Ave
Flannery St
Kenyon Dr
Cambridge Dr
Via Sien
a
P
Apollo Pl
Ka
i
s
er D
Miles Dr
Ste
venson
St
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(28.5 in)
33 in (18 in)
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(18 in)
24 in
S21-9
S20-9
S22-45 S22-46 S22-48 S22-49 S22-50 S22-51 S22-52 S21-45 S21-46 S21-48 S21-43 S21-44 S20-37
S20-26 S20-19 S20-21 S20-23
S20-18 S20-15 S20-16
S20-13
S20-10
Weir Height:
6 in
Legend
±
Figure Exported: 7/17/2024 By: nbarreralopez Using: \\woodardcurran.net\shared\Projects\0012307.00 Santa Clara CA Sewer Master Plan Update\wip\C. GIS\3. ArcGIS Pro\SantaClaraSewerMasterPlan2023_TMFigures.aprx Project #: 0012307.00
Map Created: July 2024
0 0.03 0.05 0.1
Miles
Project 2
Homestead Rd
Santa Clara Sewer Master
Plan Update
Capacity Improvement Project !( Manholes
Project Sewers
Proposed Weir
& Other Modeled Sewers
(8-in)
10-in
(Existing Diameter)
Proposed Diameter
S Wolfe Rd
Creek B
lvd
Miller Ave
G2

UPERTINO

Y V ALE
Tasm
an Dr
N 1st St
M
on
r
oe
St
Kiely Blvd
San To mas Expy
237
G4
San José Mineta
International
Airport
S ANTA
CLARA
Trenchless crossing of
Lawrence Expressway
•
- Woodard
&Curran
Project 2: Homestead Rd
Capacity Deficiency Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network 146.0 - N on • s u rchar ge
" d/D = 1 (backwat er
14 1.0 - "'-'················································································································································································································································································· 136_0 - -•IT-liir-==~..,..Jll-~' ··- ~~ ······················································---------------------········································································· ~ ~~~:r1~~r ottl e '------':;...: ___ _,
131.0 - ·· •••
126.0 - ··· .............. . -- ~ 121.0 - ··· ............................. . =
11 6.0 - , .•••• • .••••.••••••••..••••.•••• 1 ...... 11 1-······ ~ ····················
--...:=-
················· ............................ , ................................ . ...............
~ --------------- ........................................................................................................................................................................ . --- r--..... :o,,..n---=···=·····:.:::.:: ····=·············································································································· r----- .. , ......... .
111.0 - ··· •••••
- . .................................................................... ------ ----- ----➔ --- ~ .n;-:::-,,,.._~ ······--------
106.0 - I I• .. ,. .. , .
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96.0 ···· 2! ........................................................................................................................................................................................................................................................................... .

Link

91.0 ft
Conduit mate
width (in)
length (ft)
pfc (MGD)
us inv (ft AD)
ds inv (ft AD)
sure
DS flow (MGD)
DS velocity (ft/s)
Node
ground (ft AD)
flood dep (ft)
"'
~ ~ I I
0 111
=Ji s20.31,1
Cl!
. . 4091)
. . 13,2;
;;, ~
; 21.220:! ]24.870

2.00 • 1.00
. . 11 ,1434
. . 6.02;
s20.31 s20. 1s
~
.7
3 ,

6.920
194
1 ~ . 8,084
. s20. 12.1 s20.21.1
PE

20.21 ; ;
158.0 385.9 472.7

3.38 104 1 6.65
I 123.27QJ 1
122490:i
12249 122.100

2.00 2.00 2.00

5.8906 11 .780 1 11 .7800

4.083 3.957 5.362
. s20. 12 s20.21 s20.23
; El ~ [m68Q,
. . .9,040 -8.884
OO_Gate_2.1 521-43.1 521-44,1 521-45.1 . 521-47,1
; VCP VCP VCP VCP VCP
l 8.0 18.0 18.0 18.0 18.0 - 372.1 2914 399.3 3154 . '427.2

12.58 54 9 5.65 5.80 5.55 5.58
!~;J t
; 20,:i 11 8.996
~

16.23~j I ~

13.17!j ] 18.996 11 6.233 13.931 10.293

0.60 0.94 1.00 1.00 1.00 1.00
54 006 54 260 54 089 54 081 . 54 073

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. S21-43 S21-44 S21-45 S21-46 S21-47
El ~ ~ ~29,13QJ D [JT6&4Q]
-8.860 -9.163 -9.817 -11.337 -11 ,797 -11 .895
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11 0.293 109.189
~

07.SS~l
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109.189 107.882 05.6H 03.502 101.140 98.663 96.3 10 93.300 ~ ~ 640

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Project 2: Homestead Rd
Project Solution Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network Upsizing Upsizing
144.0 -
141.0 - ·······.r------,r----ll ·------··························································· ------·······················································································································--------------- 11•-----....··························································· :.:··.:;··-··-··· ... -----.... ;,;··:.:. ·····················································································································---------------- ······························································································------------------ 126.0 - ··· •••••
121.0 - ··· ••••• -IH·l-------1·························· •• •••••••••••••• ···········································----------------------- 11 6.0 - ··· ••••• ·~ ------+l t---lll+l------l
111.0 - ··· ...................................... · .............................................................................................................................................. . 106.0 - ··· ...................................... · .......................................................................................................................................................................................... . 101.0 - ··· ..... .. ....................... . ....... · ..................... .......................... .. ..................................... ..................... ................ ..... ....................... ........................ ................ .................. . ............ .

Link

96.0 91.0
ft
Conduit mate
width (in)
length (ft)
pfc (MGD)
us inv (ft AD)
ds inv (ft AD)
sure
DS flow (MGD)
DS velocity (ft/s)
Node
ground (ft AD)
flood dep (ft)
0 111
. . 520.37.1
jig lil1el

30.0 • 30.0
. . 409.0
. . 20.10
;;, ~
;21.22:~l ]24,87

0.61 . 0.59
. . 11 .7184
. . 64 70
s20.31 s20. 15
~36.9201 136.020
.8.3 11 .9.674
···• ,g" ................................................................................................................................................................................................................ . ~ N ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ N
O!
11 93 166 2083 2374 2773 3089 3629 3818 4055 4366 470 5049 . 520. 12.1 520.21.1 OO_Gate_2.1 521-43.1 521-44.1 521-45.1 . 521-47.1 . 521.9.1 522-45.1 522-46.1 522-48.1 522-49.1 PEc, lil1el ~ lil1el VCP VCP VCP VCP VCP VCP VCP VCP VCP VCP VCP ~0.2 33.0 33.0 ~ 24.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0 .:4.0 24.0 ~~ 158.0 385.9 472.7 372.1 12914 399.3 3154 . 427.2 188.7 236.8 311 .S 336.9 3154 366.6

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1 122490:i !~;J ~ 11 8.996
~ 16.23~j - G

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~

07.SS~l
~

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. 12242g] 122.100 11 6.233 13.931 - 6 10.293 109.189 107.882 05.6H 03.502 101.1 40 98.663

2.00 0.78 0.78 0.38 0.50 04 9 0.50 0.50 0.52 0.53 0.52 0.5 1 0.5 1 0.50 0.5 1

5.9957 11 .9855 11 .9851 5.7539 5.7937 5.8074 5.8194 . 5.8206 5.8226 5.8367 5.8431 5.8455 5.9542 5.9539

4.156 3.721 5.286 4.613 5.749 5.877 5.799 . 54 95 5.373 54 09 5.668 5.677 5857 5.772 . s20. 12 s20.21 s20.23 . S21-43 S21-44 S21-45 S21-46 S21-47 S21-48 s21.9 S22-45 S22-46 . . S22-49 I D ~ [m68Q,
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. 12.961
11;1
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54 16 5777 6246 6565
522.50.1 522.51.1 . s23.21.1
VCP l\g:I , ~ 24.0 24.0 24.0
3614 468.9 - 223.1
11 .80 11 .72 . 9.84

98.663 96.310

96.310 93.300 ~ ~ 640

0.5 1 0.65 . 0.68

5.9554 5.9556 . 7.8279

5.739 4.251 . 54 17
s22.50 s22.51 s22.52 . .
~ ~ 09.~1U I 1106,1_,HU ~ D . 12,075 . 12.s83 . 12.389 . .

Project 3: Kiely Boulevard
Project No. ……………………………………………………………………………………………………………………………………………… 3 Project ID ……………………………………………………………………………………………………………………………………………… Kiely Boulevard Project Location ……………………………………………………………………………………………………………………………………………… Orthello Wy to S of El Sobrante St Description ……………………………………………………………………………………………………………………………………………… 266 LF of 10-inch diameter pipe Priority ……………………………………………………………………………………………………………………………………………… 6 Flow Confidence Level……………………………………………………………………………………………………………………………………………… 4 Loads Trigger ……………………………………………………………………………………………………………………………………………… Long-Term Future Loads (LTFL) Design Flow Trigger ……………………………………………………………………………………………………………………………………………… Wet Weather Flow (WWF) Physical Network Trigger ……………………………………………………………………………………………………………………………………………… Unlined Model Network (UMN) Estimated Capital Improvement Cost ……………………………………………………………………………………………………………………………………………… $513,000 Comments ……………………………………………………………………………………………………………………………………………… Assumptions ……………………………………………………………………………………………………………………………………………… (i) New diameter based on pipe replacement. (ii) Cost estimates are based on CCI of 15367.24 from the August 2024 ENR.

Alternatives ……………………………………………………………………………………………………………………………………………… N.A.

PROJECT COST DETAIL

PROJECT DESCRIPTION
(i) Pipes are listed in order from upstream to downstream. (ii) A 50/50 flow split was assumed at the Lawrence/Homestead gate structure which splits flow between the eastern sewer on Homestead Rd or the northern sewer on Lawrence Expwy. (iii)
(iv)
Alpine Ave
El Sobrante S
t
Fresno St
Orthello Way
Humbo
lt Ave
El Sobrante St
F
r
e
s
no St
Crowley Ave
Kiely Blvd
Crowley Ave
Orthello Way Humbolt Ave
Wallace St
Morton Ave
Kiely Blvd
Hampton
Brook W
Phillips Ave
W
all
ace S
t
Phillips Ct
&&&
&
&
&
&
&
& & & &
&
&
&
&
&
&
&
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&
&
&
&
&
&
&
&
&
&
&
&
&
&
&
&
!(!(
(8 in)
10 in
S33-42
S33-35
Legend
±
Figure Exported: 7/17/2024 By: nbarreralopez Using: \\woodardcurran.net\shared\Projects\0012307.00 Santa Clara CA Sewer Master Plan Update\wip\C. GIS\3. ArcGIS Pro\SantaClaraSewerMasterPlan2023_TMFigures.aprx Project #: 0012307.00
Map Created: July 2024
0 0.03 0.05 0.1
Miles
Project 3
Kiely Blvd
Santa Clara Sewer Master
Plan Update
Capacity Improvement Project !( Manholes
Project Sewers
& Other Modeled Sewers
(8-in)
10-in
(Existing Diameter)
Proposed Diameter
S Wolfe Rd
Creek B
lvd
Miller Ave
G2

UPERTINO

Y V ALE
Tasm
an Dr
N 1st St
M
on
r
oe
St
Kiely Blvd
San To mas Expy
237
G4
San José Mineta
International
Airport
S ANTA
CLARA
- Woodard
&Curran
Project 3: Kiely Blvd
Capacity Deficiency Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network 88 0 - ····· ·············································································································································································································----- -I 87:0 - ·· ~ ........................................................................................................................................................................................................................................................................ .

86.0 - ----------
Non-surcharge
d/0 = 1 (backwater
surcharge)
d/D :: 2 (throttle
surcharge)

84.0 - ··1-1·------------------++··································· ................................. . ....................... . ··································································································-------------------

83.0 - ·· ....................................................................... 1------------------------------------ --------------------------------- .............................................................. 1-········· 1-····-

82.0 - ·· ....................................................................................................................................................................................................... . ~ 81.0 - ··1-t·-----------------~ +··································· ................................. . ........................................................... . ···················································-----· II--===--=-------------

80.0 - ·· ....................................................................................................................................................................................................... .

79.0 - '

78.0 - ··· .......................................................................................... . . ................................ 1-········· 1-········································································

77.0 - ···

76.0 -
1-••·················································-----n------------------- 1

75.0 - ··· .............................................................................................................................................................................................................. . 74,Q - ••~ -----------------~VI •••••••••••••••••••••••••••••••••••VI••••••••••••••••••••••••••••••••••~ •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• }")•••••••••••~ ••••••••••••••••••••••••••••••••••••••••••••••••••••-----l=;i• M M M M M M r...
~ c:: c:: c:: ~ c:: ~ 73.0 --a1
...-------------------,1~--------..,1~---------s1...---------------~...-, --... ,~-----------------~..-1 ------------------+- ft O 304 462 611 877 931 124 1 1552
Link 533.54,1 533.52,1 533.51,1 533-42.1 533.35,1 533.34,2 533.21.1 Conduit mate VCP VCP VCP VCP VCP VCP VCP
width (in) 8.0 s.o s.o 8.0 15.0 15.0 15.0
length (ft) 303.8 157.9 149.6 265.7 54.2 31 0.3 31 0.1
pfc (MGO) 0.36 0.37 OA4 OA4 5.76 1.03 2.72
us inv (ft AD)
~ ~ ~ ~~ 764 30 5400 75.21 0
ds inv (ft AD) 0 75400 5.21 0 3.890
sure 1.00 1.00 1.00 2.00 0.27 0.27 0.20
D5 flow (MGD) 0-0293 0.3206 0.3212 0.5881 0.5881 0.1644 0.2187 D5 velocity (ft/s) 0.238 1.897 1.34 1 3.578 34 12 1488 2.059 Node 533.64 533-52 533.51 533-42 533.35 533.34 533.27 533.17 ground (ft AD) 87.881 ~5~-08 85.004 84.610 83.280 3.230 8 1460 79400 flood dep (ft) .84 83 .54 14 .5,942 .5.s23 .5.553 .74 93 .5,003 .5,210 Project 3: Kiely Blvd
Project Solution Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network Upsizing
: :: _ .~_ _ ...............................................................................................................................................................................................................................................................................................................

86.0 _ I -------

85.0 - · ································································ 1······ >·····=············· ~·············• r ··•~·············· 51·············· ::::::;; ·············· ~·············· ==·····································································································································································

84.0 - · ....................................................................... >··································· ................................. ................ . ...................................................................................................................................................................................... .

83.0 - - ---------------------------------------------------------------------- 1------------------------------------ --------------------------------- •••••••••••••••• r .. ~ .. ~ .. ~ .. ~ .. :-: .. :: .. ~ .. :-: .. ::-.. w ,.::-.. ::-.. ::-.. ::-.. 11,:0.. , :-0 •• ,,..- _ .,_ • •• ::.··::.··::·:·.---------------------------------------------------------------------------------------------------------------------------------· ~-----◄ 82.0 - · .................................................................................................................................................................................................. . ~ 81.0 - · ....................................................................... ................................... ................................. . ........................................................ . C

80.0 - - ---------------------------------------------------------------------- 1------------------------------------ --------------------------------- ••••• -------------------------------------------· ••••••••• 1-········· 1------------------------------------------------------------------------- ------------------------------------------------ --------------------· --,..... •·······································································

78.0 - ·· ............................................................................................ .

77.0 - ·············································································································································································· ~ . 'tt-- - - - - - - - - -----1

76.0 - I•

75.0 - ·· ........................................................................ . ...................................................................................................................................... >··········· .................................................................................. .

74.0 - -lE'----------------------------------------------------------------------1.)i------------------------------------"" ---------------------------------~ -----------------------------------------------------------· ~ ·---------~ -------------------------------------------------------------------------~ ·------------------------------------------------------------··

M M M M M M M
~ c:: c:: c:: ~ c:: ~ 73.0 - -'i-- 1 ------------------'i1 i-----------'i--1 ---------'i--1 ----------------''r--1 --..;1i--------------------'i-1 ------------------lft 0 304 462 611 877 931 124 1 1552 Link 533-64.1 533.52,1 533.51,1 533-42.1 533.35,1 533.34,2 533.21.1 Conduit mate VCP VCP VCP VCP VCP VCP VCP
width (in) 8.0 8.0 8.0 10.0 15.0 l 5.0 15.0
length (ft) 303.8 157.9 149.6 265.7 54.2 310.3 310.1
pfc (MGD) 0.36 0.37 OA4 0.80 5.76 1.03 2.72
us inv (ft AD) = = = ~ 764 30
~;: 75.210
ds inv (ft AD) 75400 7 .890
sure 0.55 0.54 0.60 04 8 0.24 0.24 0.18
D5 flow (MGD) 0.0299 0.2076 0.2081 0.3562 0.3562 0.1334 0.1687 D5 velocity (ft/s) 0.337 1.864 1487 2.740 2.373 14 26 1.828 Node 533-64 533.52 533.51 533-42 533.35 533.34 533.27 533.17 ground (ft AD) 87.881 185.808 85. 84.610 83.2 3.23 ~ 7
flood dep (ft) -8.838 .7,182 -6.774 -6.793 -6.606 .7.525 -6.030 .5,293 Project 4: Victoria Avenue
Project No. ……………………………………………………………………………………………………………………………………………… 4 Project ID ……………………………………………………………………………………………………………………………………………… Victoria Avenue Project Location ……………………………………………………………………………………………………………………………………………… Fowler Ave & Pomeroy Ave to Nobili Ave & Victoria Ave Description ……………………………………………………………………………………………………………………………………………… 764 LF of 10-inch diameter pipe Priority ……………………………………………………………………………………………………………………………………………… 6 Flow Confidence Level……………………………………………………………………………………………………………………………………………… 3 Loads Trigger ……………………………………………………………………………………………………………………………………………… Long-Term Future Loads (LTFL) Design Flow Trigger ……………………………………………………………………………………………………………………………………………… Wet Weather Flow (WWF) Physical Network Trigger ……………………………………………………………………………………………………………………………………………… Unlined Model Network (UMN) Estimated Capital Improvement Cost ……………………………………………………………………………………………………………………………………………… $1,337,000 Comments ……………………………………………………………………………………………………………………………………………… Assumptions ……………………………………………………………………………………………………………………………………………… (i) New diameter based on pipe replacement. (ii) Cost estimates are based on CCI of 15367.24 from the August 2024 ENR.

Alternatives ……………………………………………………………………………………………………………………………………………… N.A.

PROJECT COST DETAIL

PROJECT DESCRIPTION
(i) Pipes are listed in order from upstream to downstream. (ii) A 50/50 flow split was assumed at the Lawrence/Homestead gate structure which splits flow between the eastern sewer on Homestead Rd or the northern sewer on Lawrence Expwy. (iii) Project would also would include abandonment 255 LF of existing 8-inch sewer between Fowler Avenue and Victoria Avenue (from manhole S42-48 to S42-36), which crosses through an easement underneath single-family residential parcels
(iv) Two pipe segments between manholes S42-113 and S41-53 would have sufficient capacity and therefore were not included in the proposed project. However, considering these pipe segments are located between the proposed project and the recently upsized section downstream of manhole S41-53, the City may wish to consider expanding the project to include these pipes during preliminary design.

Bella Vista Ave Flora Vista Ave
Saint Lawrence Dr
Victoria Ave
Fowler Ave
Flora Vista Ave
Laguna Ct
San Marcos Way
Victoria Ave
Fowler Ave
Nobili Ave
Briarwood
Elementary
School
Nobili Ave
Victoria
Ave Fowler Ave
Emig Ct
Jones Ave
Jones Ave
Calabazas Creek
Townsend Ave
Calabazas Blvd
s Blvd
Cabrillo
Ave
Colfax Ct
Calabazas Creek
Pomeroy Ave
Calabazas Blvd
Fowler Ave
James C
t
Townsend Ave
Merced C
t
Dallas Ct
Calabazas Blvd Calabazas Blvd
&
&
&
&
&
&
&
&
&
&
&
&
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!(
!(
!(
!(
!(
!(
(8 in) 10 in
New Pipe 10 in
(8 in) 10 in
S42-35
S42-36
S42-48
S42-47
S42-46
S42-113
Legend
±
Figure Exported: 8/29/2024 By: nbarreralopez Using: \\woodardcurran.net\shared\Projects\0012307.00 Santa Clara CA Sewer Master Plan Update\wip\C. GIS\3. ArcGIS Pro\SantaClaraSewerMasterPlan2023.aprx Project #: 0012307.00
Map Created: July 2024
0 0.03 0.05 0.1
Miles
Project 4
Victoria Ave
Santa Clara Sewer Master
Plan Update
Capacity Improvement Project !( Manholes
Modeled Sewers Included in the Project
& Other Modeled Sewers
Pipe to be Abandoned
(8-in)
10-in
(Existing Diameter)
Proposed Diameter
S Wolfe Rd
Creek B
lvd
Miller Ave
G2

UPERTINO

Y V ALE
Tasm
an Dr
N 1st St
M
on
r
oe
St
Kiely Blvd
San To mas Expy
237
G4
San José Mineta
International
Airport
S ANTA
CLARA
- Woodard
&Curran
Project 4: Victoria Ave
Project Solution Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network Upsizing
and Resloping
New Piping in Nobili
Ave, between Fowler
and Victoria Ave

76.0 - 75.0

74.0 73.0
-
- -·
---------

72.0 - 71.0 -
0 70.0
-<
~ 69.0

68.0 -
-
~ ~
--- 67.0 - 66.0 - 65.0 - -

64.0 - m

63.0 - 'f
N

62.0 ...

V1
I
ft 0
Link 542-63.1
Conduit mate VCP
width (in) 8.0
length (ft) 294.1
pfc (MGD) 0.82
us inv (ft AD)
ds inv (ft AD) C:l
sure 0.75
DS flow (MGD) 0.3530
DS velocity (ft/s) 1.954
Node S42-63
ground (ft AD) 74.557
flood dep (ft) -4.926
/
(X)
~
N
...

V1
I
294
542-48

72.405
-5.848
- -
/
/
... ..
542-48.1
VCP

10.0 252.9

0.84 66.160

65.260

0.49 0.3807

2.231
...
...

I·
,-..
"if
N
...

V1
I
547
542-47

73.900
-8.234
~
"' ~
S42-47.1
VCP

10.0 261.1

0.84 65.260

64.331

0.51 0.3958

2.194
~
----
.
-
"' "if
N
...

V1
I
808
S42-46

75.851
-11.096
,.
,.
, .
'' -
1058 1309
542-46.2 542-113.1

UNKN VCP

10.0 10.0
250.3 l25o.8

0.85 0.77

64.331 63.440

63.440 62.690

0.58 0.61

0.4253 0.4726

1.997 2.111
542-113 54 1-55

74.640 73.840
-10.713 -10.644
Project 4: Victoria Ave
Capacity Deficiency Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network

75.0 -
7 4.0 - ···································--·····················································································································································································································

73.0 - ···································--···································································································································································•-

72.0 - ,

71.0 - ··

70.0 - ·
51 69.0 - '
,t,

68.0 - ··

67.0 - ·

66.0 -

65.0 - ·· ........................................................................................ .

64.0 - ··
(X)

63.0 - "f ~
M
N N
..,. '? "'
N
..,.
-- Non-surcharge
- surcharge)
d/D :: 2 (throttle
surcharge)
~ 62.0 --'r-1 --------------------'r-----------------------,'--------------------- "' +--------------------+- V, I I
ft 0 254 527 784 1035
Link S4 2-48.1 S4 2-36.1 S4 2-35.1 S4 2-113.1
Conduit mate VCP VCP VCP VCP
wid th (in) 8.0 8.0 8.0 10.0
length (ft) 254.4 272.7 257.1 250.8
pfc (MGD) 0.48 0.42 0.42 0.77
us inv (ft ADJ !

66.060:1
f
:64,990:1
f
:64,200:1 6:~-440
ds inv (ft ADJ 65.090 64.200 63.440 ,62.690
sure 1.00 2.00 0.99 0.60
DS flow (MGD) 0.4240 0.4403 0.4452 0.4695
DS velocity (ft/s) 2.636 2.081 2.517 2.109
Node S4 2-48 S4 2-36 S4 2-35 S4 2-113 S4 1-55
ground (ft ADJ 172.4051 l70.858l [72,742 74.640 \Z2:840 l flood dep (ft) -5.724 -5.010 -7.879 -10.715 -10.647
Project 4: Victoria Ave
Project Solution Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network

73.0 - ·················································································································································-

72.0 -

71.0 - ··········

70.0 - ·
5J 69.0 - , ,t,

68.0 - ··

67.0 - ·

66.0 - ,
- Non-surcharge
d/0 - 1 (backwater
- surcharge)
d/0 - 2 (throttle
surcharge)
I•

65.0 - ·Q:=============--------~-- --·~···~··"'··aa··"-···j ························································································································ ·············································································································

64.0 - ··
~ ~

63.0 - ';I m N N
~ ~ 62.0 --'r-1 -----------------------------,1
'-----------------------------,f----------------------------+- ft O 273 530 781
Link S42-36.1 S42-35.1 S42-113.1
Conduit mate VCP VCP VCP
width (in) 8.0 8.0 lO.O
length (ft) 272.7 257.1 250.8
pfc (MGD) 0.42 0.42 0.77
us inv (ft ADJ
~ f
:64,200:1
~

63.440~
ds inv (ft ADJ 63.440 62.690
sure 0.17 0.73 0.61
DS flow (MGD) 0.0178 0.0227 0.4726
DS velocity (ft/s) 0.698 0.138 2.111
Node S42-36 S42-35 S42-113 S4 1-55
ground (ft AD) l70.858l 72.742) 74.640 73.840
flood dep (ft) -5.767 -8.429 -10.713 -10.644
Project 5: Cabrillo Avenue
Project No. ……………………………………………………………………………………………………………………………………………… 5 Project ID ……………………………………………………………………………………………………………………………………………… Cabrillo Avenue Project Location ……………………………………………………………………………………………………………………………………………… Halford Ave & Buckley St; St. Lawrence Dr, W of Lawrence Expwy Description ……………………………………………………………………………………………………………………………………………… Flow Diversion Weirs only. No pipe replacement.

Priority ……………………………………………………………………………………………………………………………………………… 1 Flow Confidence Level……………………………………………………………………………………………………………………………………………… 3 Loads Trigger ……………………………………………………………………………………………………………………………………………… Existing Loads (EL) Design Flow Trigger ……………………………………………………………………………………………………………………………………………… Wet Weather Flow (WWF) Physical Network Trigger ……………………………………………………………………………………………………………………………………………… Unlined Model Network (UMN) Estimated Capital Improvement Cost ……………………………………………………………………………………………………………………………………………… $154,000 Comments ……………………………………………………………………………………………………………………………………………… Assumptions ……………………………………………………………………………………………………………………………………………… (i) Cost estimates are based on CCI of 15367.24 from the August 2024 ENR. (ii)
Alternatives ……………………………………………………………………………………………………………………………………………… Upsize existing 8-inch pipes to 12-inch along Cabrillo Avenue from manhole S41-13 to S41-20.

PROJECT COST DETAIL

PROJECT DESCRIPTION
(i) Pipes are listed in order from upstream to downstream. (ii) A 50/50 flow split was assumed at the Lawrence/Homestead gate structure which splits flow between the eastern sewer on Homestead Rd or the northern sewer on Lawrence Expwy. (iii) Project would include installation of two weirs at manholes S40-16 and S41-38 to divert flow away from capacity deficient sewers along Cabrillo Ave and maximize use of available capacity within existing adjacent sewers. Weirs would be installed at the intersection of Halford Ave and Buckley St and Lawrence Expwy and Saint Lawrence Dr. (iv) Two pipe segments between manholes S42-113 and S41-53 would have sufficient capacity and therefore were not included in the proposed project. However, considering these pipe segments are located between the proposed project and the recently upsized section downstream of manhole S41-53, the City may wish to consider expanding the project to include these pipes during preliminary design.

Miramar W
a
y
Tamarack L
Halford Ave
Halford Ave
Helen Ave
Tamarack Ln
Halford
Ave
Saint Lawrence Dr
Lawrence Rd
Briarwood Dr
Lawrence Exp
Lawrence Exp
Saint Lawrence
Elementary
School
Flora Vista Ave
Sunnydays Ln
Lawrence Rd
Briarwood Dr
Lawrence Expy
Lawrence Expy
New Valley
Continuation
High
Santa Barba
r
a Ave
Bella Vista
Saint Lawrence Dr
Flora Vista Ave San Marcos Way
&
&
&
&
&
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&
&
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&
&
&
& &
&
&
&
&
&
& &
&
&
&
&
&
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&
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&
&
&
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&
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&
&& & &&&
& &
&
&
& &
&
&
&
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&
&
&
&
!(
!(
!(
!(!(
!(!(!(
!(
!(
!(!(
Ex Diam = 10in
Ex Diam = 8in
Ex Diam = 10in
S41-62
S41-59
S41-58
S41-57
S41-47
S41-38
S40-18
S40-17 S40-16
S41-108
Weir Height:
6 in
Weir Height:
6 in
Legend
±
Figure Exported: 10/20/2024 By: nbarreralopez Using: \\woodardcurran.net\shared\Projects\0012307.00 Santa Clara CA Sewer Master Plan Update\wip\C. GIS\3. ArcGIS Pro\SantaClaraSewerMasterPlan2023_TMFigures.aprx Project #: 0012307.00
Map Created: July 2024
0 0.03 0.05 0.1
Miles
Project 5
Cabrillo Ave
Santa Clara Sewer Master
Plan Update
Capacity Improvement Project
Proposed Weir
!( Manholes Within the Project Area
Pipes within the Project Area (not Part of the Project) & Other Modeled Sewers
S Wolfe Rd
Creek B
lvd
Miller Ave
G2

UPERTINO

Y V ALE
Tasm
an Dr
N 1st St
M
on
r
oe
St
Kiely Blvd
San To mas Expy
237
G4
San José Mineta
International
Airport
S ANTA
CLARA
• - Woodard
~ &Curran
Project 5: Cabrillo Ave
Capacity Deficiency Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network T • •• • T • T • • T • •

90.0 -

88.0 -

86.0 - ··

84.0 - ··

82.0 - ··

80.0 - ·· = ························· ............. . .................... ..

78.0 _ ................ .

76.0 - · 1 ................................................... .

74.0 - ·· ..................................................................... .

72.0 - · 1 ······························ ........................................ .

70.0 - ·· ........................................................................ ·

68.0 - · 1······································································. .............................. ................... ............................ ... . -- Non-surcharge
d/0 = 1 (backwater
- surcharge)
d/D :: 2 (throttle
surcharge)
--········································································································································································· ....
·· ~ ································································································································ ----- ............................ .................... 1-·········· -·•·························································· ~ ·····················
. ............................................................................................................................................... . .. ::::,,,__ 1-···································· - 66.0 - ................................................... ........................... · ~ ························ ····· ...................... ·················· ·········· ··•• I••····················· ········ ........................ . ... . :
58 :
.
:
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~
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······························
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~
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~
,
·················
----' ;,;
~
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·························
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;
~
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···················· ~
~
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····················
;,;~
2 ,
··
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~
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··············· ~
~
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----.,.
;,;
~
,+----------i
·1· ...................................
;,;
~ ,i---------~ -Fft 0 320 476 728 1068 1263 1544 1853 2083 2316 2613 284 3249 3646 Link S40·16.1 S40·15.1 S40·31.1 S40·30.1 S40·11.2 S40·12.1 . S41·32.1 S41·23.1 . S41·14.1 S41·15.1 S41·16.1 S41·18.1 S41·19.1 Conduit mate VCP VCP VCP VCP VCP VCP VCP VCP VCP . VCP VCP VCP VCP VCP width (in) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 length (ft) 320.4 155.4 251.7 312.6 195.2 281.4 79.0 230.0 230.1 . 181.3 297.3 231.3 380.7 396.5 pfc (MGD) 0.66 0.51 0.41 0.46 0.57 0.43 0.58 0.53 0.50 . 0.53 0.43 0.42 0.50 0.87 us inv (ft ADJ ~::l ~ t
:6.330:l
~ ~
:4 .300:l
~ . t
:2.000:l c:1 ~ 68.740
ft
6:~·920 67.020
~
o
~
o
ds inv (ft ADJ 5.650 . 3.270 3 0.930 . 67.920 67.020 66.350 o1 0 sure 1.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 2.00 . 2.00 2.00 2.00 0.70 0.50 DS flow (MGD) 0.3525 0.4006 0.4006 0.4989 0.3167 0.3134 . 0.4026 0.6401 . 0.6429 0.6674 0.6720 0.4138 0.4214 DS velocity (ft/s) 2.110 1.984 2.468 3.272 2.006 2.006 . 1.649 3.368 . 2.527 2.759 3.687 3.099 3.717 Node S40·16 S40·15 S40·31 S40·13 S40·30 S40· 11 S40·12 S4 1·31 S4 1 ·32 S4 1·23 S4 1·13 . S4 1·15 S4 1·16 . S4 1·18 S4 1·19 S4 1·20 ground (ft AD) ,88.5741 IB5.436 s4.320l 32.3611 32.009] so.620l lso.aso 179.3421 79.9211 [78.804 1 = - - 77.0901 (22.470J . 74.370 73.320 ~ .700 ,72.690 70.880 flood dep (ft) ·8.928 • 7.182 ·6.543 ·5.291 ·5.025 ·4.784 ·5.385 ·4.293 ·5.037 ·4.342 ·4.331 . ·3.355 ·4.656 ·5.842 ·5.930 ·5.818 • 10.524 Project 5: Cabrillo Ave
Project Solution Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network Weir Weir

92.0 -

91.0 -

89.0 -
r---------__
' --rr.----.-----i-r-~

87.0 - ,

85.0 - ,

83.0 -
81,0 - I·

79.0 - ·· ............................................................................ ···········••.

77.0 - ·· ............................................................................................................................................................................................. .

75.0 - ·· ......................................................................................................................................................................................................................................................... .

Link
Conduit mate
width (in)
length (ft)
pfc (MGD)
us inv (ft ADJ
ds inv (ft ADJ
sure
DS flow (MGD)
DS velocity (ft/s)
Node
ground (ft AD)
flood dep (ft)
S40-19

91.798
-8.652
S40-19.1
VCP

8.0 354.9

0.70 82.900

80.010

0.64 0.4327

2.84 1
I I
355 457
S40· 18.1
V: P

8.0 101.8

0.66 79.2

0.85 0.4954
S40-18

88.761
-8.326

2.427
S40-16

88.574
-8.723
S40-16.2
VCP

10.0 236.8

0.75 9.390

8.720

0.65 0.4377

1.792
S40-17

88.180
-8.914
S40-17.1
VCP

10.0 192.7

0.57 78.720

78.410

0.65 0.4526

2.879
S4 1-62

86.984
-8.193
.., ... V, V,
;,
V, ... V,
;,
V,
9~2 I I
1018 10~9 I

VCP VCP

10.0 10.0

57.1 61.3

0.72 0.73

0.57 0.55

0.4525

2.257 2.778
S4 1-108.1
VCP

10.0 105.7

0.89 ~ 0.51

0.4525

2.854
S4 1-47

84.510
-7.127
S4 1-47.1
VCP

10.0 391.5

1.08 ~ 0.62

0.4525

1.984
54 1-38

81.184
-5.932
S4 1-38.2
VCP

10.0 145.6

0.79 4.790

0.55 0.4516

2.962
S4 1-39

80.945
-8.007
S4 1-39.1
VCP

10.0 382.2

0.79 ~ 0.60

0.5192

2.439
S4 1-40

78.649
-6.904
Project 5: Cabrillo Ave
Project Solution Profile View 1 of 2 (Sewers Along Cabrillo Avenue) Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network T T ••• T • T · T •• T • • r

89.0 - ~------------------~

86.0 - · ~'- ~ ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: -_ - ~0:i!g~; a)a;~:ater .:::::::::::::::::::::::::::

84.0 _ _ .. ............................. ............. ,_~........................................................................................................................................................................................................................................... .. ........................ . ------ d/D = 2 (throttle

82.0 - · .. - surcharge)

80.0 _ .. = ........................... ............. ....................... ............................. ................. ............ ................. .. ......................................................................................................................................................................................................... .

78.0 _ ..

76.0 _ ........................................................ .. I"- ~ ........................................................................................................................................ .

74.0 - ................................................................................. , .

72.0 _ .. , ........................................................................ · ............................................................................... .

70.0 _ .. . ............................................................................ ······-...................... ··················~ ~ ...............

68.0 _ ......................................................................... +. , .................................................................................................................................................. .

66.0 - ............................................

Link N eir_cab1.1 S40·15.1 S40·31.1
Conduit mate VCP VCP VCP
width (in) 8.0 8.0 8.0
length (ft) 320.4 155.4 ~51.7
pfc (MGD) 0.66 0.51 0.41
us inv (ft ADJ 9.290
~ 6.330
ds inv (ft ADJ n .ooo 75.650
sure 0.33 0.39 0.39
DS flow (MGD) 0.0733 0.1219 0.1219
DS velocity (ft/s) 1.138 1.500 1.921
Node S40·15 S40·31
ground (ft ADJ 88.574 85.436 84.320
flood dep (ft) ·9.121 ·8.215 ·7.730 ·6.495
S40·30.1 S40·11.2

VCP VCP

8.0 8.0
312.6 195.2

0.46 0.57
~ 4.300
.

0.42 0.50

0.2209 0.2021

2.488 1.808
S40·30 S40· 11 S40·12

82.009 80.620 80.880
·6.273 ·6.036 • 7.279
. ...................... , ....................... .

S40·12.1
VCP

8.0 281.4

0.43 ~ 3

0.50 0.2021

2.225
VCP

8.0 79.0

0.58 0.44
S4 1·32.1
VCP

8.0 230.0

0.53 2.000

0.930

0.66 0.2029

1.316
S4 1·31 S4 1·32

79.342 79.921
·6.629 • 7.627
S4 1 ·23

78.804
• 7.435
S4 1·14.1
VCP
S4 1·23.1
VCP

8.0 230.1

8.0 8.0

0.63 0.3520

2.919
S4 1·13

77.090
·6.833
181.3

0.53 68.740

67.920

0.78 0.3548

1.894
S4 1·15

74.370
·5.927
S4 1·15.1
VCP

8.0 297.3

0.43 67.920

67.020

0.76 0.3797

2.056
. ........ .

S4 1·16

73.320
·5.792
S4 1·16.1
VCP

8.0 231.3

0.42 67.020

66.350

0.76 0.3844

3.023
·6.022 ·6.098
S4 1·18.1
VCP

8.0 380.7

0.50 66.290

64.730

0.45 0.2067

2.427
S4 1·19

70.880
·5.919
S4 1·19.1
VCP

8.0 396.5

0.87 64.730

59.770

0.35 0.2145

3.019
S4 1·20

69.470
• 10.503
Project 5: Cabrillo Ave
Project Solution Profile View 2 of 2 (Sewers Downstream of Proposed Diversions) Model Run Scenario: Wet Weather, Long-Term Future Load, and Lined Model Network

82.0 -
:::: = :·~::=:::::=::::=:::::=:::::1::: >~::::=:::::~::::::::::::::: ..... :-... :::::::.cc:::::=-:::::=-::::::=::::::=:::::=:::::·w··::=::::::=::::::=-:::::=-::::=::::·=·····=··::::::::::::::::::::::=:::::=:::::;:::::;::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::·

76.0 - ··

74.0 -
- Non-surcharge
d/D = 1 (backwater
- surcharge)
dlD = 2 (throttle
- surcharge) ........................ ................................................................... .................................................................... . ................ :::: .... ~ ···rr---···=····=····:.::;: .... = .... :::;. .... :,:.:.: .:.::.: ............................................................_ _________ __, .......................... . -----
51 72.0 - ···················· .. ••••••••••••••••••••••••••••• ,t,

70.0 - ··

68.0 - ·· ..................................................................................................................................................................................................................................... ··~

66.0 -
: :: - ·-<X>-
~ ··············· ..····~'? ··································································· ~~ · ................................................................... _ ~ ........................ '"1 0-, .................................. ...
~ ................................ IS) ~ •••••••••••••••••••••••••••••••••••••••• 'Y -,, .............................. ~ ----
~ ~ ~ ~ ~ ~ ~ ~ 60.0 --1
------~1 --------------~1 -------------~1------1~------~1-------~1--------~1-------------+- ft 0 146 528 910 1054 1258 1447 1679 2001
Link S4 1·38.2 S4 1-39.1 S4 1-40.1 S4 1·41.2 S4 1·42.1 S4 1-44.1 S4 1-45.1 S4 1-46.1 Conduit mate VCP VCP VCP VCP VCP VCP VCP VCP
width (in) 10.0 10.0 10.0 8.0 8.0 8.0 8.0 8.0
length (ft) 145.6 382.2 381.7 144.6 ~03.5 189.7 231.6 322.2 pfc (MGD) 0.79 0.79 0.84 0.47 0.47 0.90 0.48 0.83
us inv (ft ADJ
~ ~ c:I 1
:69.830:i f:69.310:1
~ c:I f
:65.160:1
ds inv (ft ADJ 3 2 3 69.310 68.570 3 1 61.560
sure 0.55 0.60 0.58 0.57 0.57 0.58 0.57 0.43
DS flow (MGD) 0.4516 0.5192 0.5302 0.2798 0.2809 0.2893 0.2937 0.3008 DS velocity (ft/s) 2.962 2.439 3.123 2.101 2.699 2.146 2.740 3.236 Node - S4 1-39 S4 1-40 S4 1-41 S4 1-42 S4 1-44 S4 1-45 S4 1-46 S4 1·37 ground (ft ADJ ,8Ll84] 80.945 7&649) [77. 1887 [76:168 175.5171 !74'.060 ru'i8 IZ.,! ,66qJ flood dep (ft) ·5.932 -8.007 -6.904 -6.978 -6.478 -6.679 ·7.645 ·7.274 -10.461 Project 6: CMC Basin
Project No. ……………………………………………………………………………………………………………………………………………… 6 Project ID ……………………………………………………………………………………………………………………………………………… CMC Basin Project Location ……………………………………………………………………………………………………………………………………………… Santa Maria Ave & Francis Ave; Amethyst Dr Description ……………………………………………………………………………………………………………………………………………… 3655 LF of 12 to 15-inch diameter pipe Priority ……………………………………………………………………………………………………………………………………………… 1 Flow Confidence Level……………………………………………………………………………………………………………………………………………… 1 & 2 Loads Trigger ……………………………………………………………………………………………………………………………………………… Existing Loads (EL) Design Flow Trigger ……………………………………………………………………………………………………………………………………………… Wet Weather Flow (WWF) Physical Network Trigger ……………………………………………………………………………………………………………………………………………… Unlined Model Network (UMN) Estimated Capital Improvement Cost ……………………………………………………………………………………………………………………………………………… $7,263,000 Comments ……………………………………………………………………………………………………………………………………………… Assumptions ……………………………………………………………………………………………………………………………………………… (i) New diameter based on pipe replacement. (ii) Cost estimates are based on CCI of 15367.24 from the August 2024 ENR.

Alternatives ……………………………………………………………………………………………………………………………………………… Eliminate significant sources of excessive I/I. However, model runs show that the rainfall dependent I/I would need to be reduced by at least 50-60% to eliminate the capacity deficiency.

PROJECT COST DETAIL

PROJECT DESCRIPTION
(i) Pipes are listed in order from upstream to downstream. (ii) A 50/50 flow split was assumed at the Lawrence/Homestead gate structure which splits flow between the eastern sewer on Homestead Rd or the northern sewer on Lawrence Expwy. (iii) It is recommended that the City conduct infiltration and inflow (I/I) investigations prior to project implementation to attempt to pinpoint and eliminate significant sources of excessive I/I within the CMC Basin, if possible.
(iv) Model runs show that the proposed upsizing project would be needed to meet the City's depth to diameter (d/D) ratio criteria. However, it would not meet the City's velocity design criteria under PDWF (i.e., minimum of 2 feet per second) within the upsized 12-inch pipe segments between manholes S43-14 and S53-103 on Amethyst Dr and within the upsized 15-inch pipe segments between manholes S52-104 and S53-74 on Santa Maria Ave.

Calabazas Blvd
Calabazas Blvd
orth Central
Calabazas Creek Calabazas Blvd
San Juan Ave Machado Ave Santa Maria Ave
Santa Cruz Ave
San Rafael Ave
Ventura Pl
Monroe St
Adrian Wilcox
High
Santa Cruz Ave
Chromite Dr
Borax Dr
Amethyst Dr
Francis Ave
Brown Ave
Augusta Pl
Bruce Ct
Kearney Ave
Addison Pl
Bowers Ave
Monroe St Brown Ave
San Rafael Ave
Bonnie Dr Dundee Dr Stebbins Ave
Bowers Ave
Cla
&
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&
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(8 in) 15 in
(8 in) 12 in
(12 in) 15 in
(8 in) 12 in
(8 in) 15 in
(8 in) 12 in
(8 in) 12 in
(8 in) 12 in
(8 in) 15 in
(8 in) 12 in
(8 in) 12 in
(8 in) 15 in
(8 in) 15 in
(8 in) 12 in
(8 in) 12 in
S53-98
S53-93
S53-85
S53-77
S53-74
S53-69
S53-60
S53-47
S53-46
S52-96
S52-95
S52-88
S52-80
S43-14
S53-103
S52-105
S52-104
Legend
±
Figure Exported: 7/16/2024 By: nbarreralopez Using: \\woodardcurran.net\shared\Projects\0012307.00 Santa Clara CA Sewer Master Plan Update\wip\C. GIS\3. ArcGIS Pro\SantaClaraSewerMasterPlan2023.aprx Project #: 0012307.00
Map Created: July 2024
0 0.03 0.05 0.1
Miles
Project 6
CMC Basin
Santa Clara Sewer Master
Plan Update
Capacity Improvement Project !( Manholes
Project Sewers
& Other Modeled Sewers
(8-in)
10-in
(Existing Diameter)
Proposed Diameter
S Wolfe Rd
Creek B
lvd
Miller Ave
G2

UPERTINO

Y V ALE
Tasm
an Dr
N 1st St
M
on
r
oe
St
Kiely Blvd
San To mas Expy
237
G4
San José Mineta
International
Airport
S ANTA
CLARA
- Woodard
&Curran
Project 6: CMC Basin - Santa Maria Avenue
Capacity Deficiency Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network T T T T T T T >> T >> T >> T >> • >> T >>> • >>> T

61.0 _ ._:_ ____ _: _____ :_ ____ _:_ ____ _: _____ .:_ _________ _: ____________ _: ________________ :_,---:-:-----:----7 -------

59.0 - ·· ------ ,_ ..............................................................................................................................................................................................................................................................................

Non•surcharge
d/0 = 1 (backwater
surcharge)
~===1t===1F;;;;;;:;::w::::-=:::.;:;:.:.:.:.::::.:_ d/D :: 2 (throttle s1.0 - ··II····················· ••••••••••••••••••••· ••••••••••••••••• r------===:: ·············································································································································································································· ~--su_r_ch_ar~g_e_) __ ~ ·····························

55.0 - ·· ......................................... .

53.0 - ·· - 0
<
= 51.0 - ···

49.0 -

47.0 - ···
r --~~IL·::: ···················· ~ ••••••••••••••••••••• -- "" ......................... ........................ . ................ ~ ........ HfC--.. ·-----=:::•:·~--~:~~~ ..:1: ...... _.,~, --~--: :r-...c----f , ........................ . .~
---

45.0 43.0 .............................................................................................................................................. I· ............................................................................................................. .

Link
4 1.0
ft
Conduit mate
width (in)
length (ft)
pfc (MGD)
us inv (ft AD)
ds inv (ft AD)
sure
DSflow (MGD)
DS velocity (ft/s)
Node
ground (ft AD)
flood dep (ft)
~ § § ~ ~ 8 ;!. l. ~ l2
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ I I I
0 252 504
552. 11 0.1 552. 104.1

VCP VCP
iii
252.0 251.8
OA4
= 1.00 1.00

0.2889 0.3774

1.704 1.872
552. 104 552. 105
iwi
.2.210
Dlil
. 1.154 ~ -0.547
ss2. 1os.1
VCP
iii
259.S

0.50 = 1.00
0A747

1.809
I
763
552.95
~ -OA41
552.95.1
VCP
liiil
257.0
OA6
= 2.00

0.5709

2.081
I
1020
ss2.95
~ .Q,883
552.96.1
VCP
255.S
OAS
= 2.00

0.8616

3.244
I
1276
552-88
~ .3.359
552-88.1
VCP
iii
257.1

0.57 = 2.00

1.0161

4.307
I
1533
553.74
Will
-8.542
553.74.1
VCP

12.0 251.S

0.65 1A822

4.259
I
1784
552-80
~ .9.064
552-80.1
PE

24.0 274.S

5.65 3.5628

2.89 1
I
2059
.7,872
552.79.1
PE
~4.0
344.7

5.68 44.240
,43.T;.0

0.59 3.5951

2.882
I
2404
552-65
~ -6.534
552-65.1
PE
~4.0
4 10A

5.64 3.620
~ o

0.65 3.9762

2.871
:;,
,;,
;;l
I
2814
553-44
-6A80
553-44.1
PE

24.0 362.Z

5.64 3.9797

2.675
3177
.s.943
....._
553.103.1
PE

24.0 441.S

5.70 0.69

4.6972

3.222
r-----l i--
3618
.5,271
553.9.1
PE

24.0 267.9

5.65 0.67

4.7003

3.553
...
3886 3993
PE

0.62 5.0382

4.990
553-40
rillm1
-4.730
Project 6: CMC Basin - Santa Maria Avenue
Project Solution Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network Upsizing
T T T T T T T )) T )) T )) T )) • )) T ))) • ))) T

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Capacity Deficiency Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network T

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Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network Upsizing
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Project 7: Bowers Avenue
Project No. ……………………………………………………………………………………………………………………………………………… 7 Project ID ……………………………………………………………………………………………………………………………………………… Bowers Avenue Project Location ……………………………………………………………………………………………………………………………………………… Bowers Ave from Chromite Dr to Walsh Ave Description ……………………………………………………………………………………………………………………………………………… 2605 LF of 30-inch diameter pipe Priority ……………………………………………………………………………………………………………………………………………… 4 Flow Confidence Level……………………………………………………………………………………………………………………………………………… 5 Loads Trigger ……………………………………………………………………………………………………………………………………………… Long-Term Future Loads (LTFL) Design Flow Trigger ……………………………………………………………………………………………………………………………………………… Wet Weather Flow (WWF) Physical Network Trigger ……………………………………………………………………………………………………………………………………………… Lined Model Network (LMN) Estimated Capital Improvement Cost ……………………………………………………………………………………………………………………………………………… $8,047,000 Comments ……………………………………………………………………………………………………………………………………………… Assumptions ……………………………………………………………………………………………………………………………………………… (i) New diameter based on pipe replacement. (ii) Cost estimates are based on CCI of 15367.24 from the August 2024 ENR.

Alternatives ……………………………………………………………………………………………………………………………………………… N.A.

PROJECT COST DETAIL

E Arque
s
Ave La Rambla Ave
Copper Rd
A
g
ate
Dr
Monroe St
E
Arques Ave
Oakmead Pkwy
S
c
o
t
t
B
l
v
d
Ki
f
er Rd
Corvin Dr
Pancoast Pl
Uranium Dr
Central Expy
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Amethyst
Dr
Castello Way Vincen
t Dr
Agate D
r
Agate D
r Borax Dr
Marchese Way
Crystal
Dr
Glade Dr
Mon
roe
St
Rainbow Child
Development
Center
Scott
B
lvd
Coronad
Montgomer
Coronado Dr
Coronado Dr
Walsh Ave
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v
e
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Kifer Rd
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d
e
n
sa St
Bowers Ave
Central
Expy
Chromite
Dr
S
outh
Dr
A
g
a
t
e Dr
Moraine Dr
Bracher Park
Bracher
Elementary
School
Duane Ave
Olcott St
S
cott
B
lvd
San Tomas Expy
San Tomas Aquino Creek
Olcott St
Scott Blvd
Stender Way
San Tomas Expy
L
awson Ln
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n
tr
a
l
E
x
p
y
G4
Walsh A
v
e
W
a
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h Av
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Legend
±
Figure Exported: 9/10/2024 By: nbarreralopez Using: \\woodardcurran.net\shared\Projects\0012307.00 Santa Clara CA Sewer Master Plan Update\wip\C. GIS\3. ArcGIS Pro\SantaClaraSewerMasterPlan2023_TMFigures.aprx Project #: 0012307.00
Map Created: July 2024
0 0.05 0.1 0.2
Miles
Project 7
Bowers Ave
Santa Clara Sewer Master
Plan Update
Capacity Improvement Project !( Manholes
Project Sewers
& Other Modeled Sewers !( Manholes
(8-in)
10-in
(Existing Diameter)
Proposed Diameter
S Wolfe Rd
Creek B
lvd
Miller Ave
G2

UPERTINO

Y V ALE
Tasm
an Dr
N 1st St
M
on
r
oe
St
Kiely Blvd
San To mas Expy
237
G4
San José Mineta
International
Airport
S ANTA
CLARA
Railroad crossing
Many bends; consider
new alignment along
street right-of-way
- Woodard
&Curran
Project 7: Bowers Ave
Capacity Deficiency Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network Segment’s details are in the next
page
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Project 7: Bowers Ave
Capacity Deficiency Profile View (Zoomed-in section)
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network

47.0 -

39.0 - ···

37.0 - -
T

35.0 - · •.

Link

33.0 31.0

29.0 27.0
ft
Conduit mate
width (in)
length (ft)
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Project 7: Bowers Ave
Project Solution Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network Upsizing
Segment’s details are in the
next page
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~~I 35.850
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Project 7: Bowers Ave
Project Solution Profile View (Zoomed-in section)
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network

46.0 -

45.0 43.0 - - - ~

41.0 - -

39.0 - - -
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ft 0 269 371 736 784 942
link 553-7.1 563-36.1 563-35.1 563-33.1 563-32.1
Conduit mate im width (in) 30.0 30.0 30.0 30.0 30.0
length (ft) 2692 101.S 365.7 <47.S 157.S
pfc (MGD) 17.78 13A2 1926 14.86 16.50
us inv (ft AD)
~

1.550 ao340 30.080 /zs.1so 28.000'
ds inv (ft AD) 0340 30.080 28.150 28.000 273 90
sure 0.68 0.65 0.72 0.69 0.64
OS ftow(MGD) 11 ,6968 11.6968 11.6961 12.3807 12.3812
OS velocity (ft/s) 5.066 5.935 4.816 5.386 5.941
Node S53-7 563-36 563-35 S63-33 S63-32 563-27
ground (ft AD) tl4260J 45.180 43.830 4 1340J ~ 1.170 '43.SOO flood d ep (ft) -11.175 -13.137 -12258 -11A02 -11A76 -14.848 Project 8: Calabazas Trunk
Project No. ……………………………………………………………………………………………………………………………………………… 8 Project ID ……………………………………………………………………………………………………………………………………………… Calabazas Trunk Project Location ……………………………………………………………………………………………………………………………………………… Calabazas Creek from S of Agate Dr to Central Expwy Description ……………………………………………………………………………………………………………………………………………… 2791 LF of 18 to 27-inch diameter pipe Priority ……………………………………………………………………………………………………………………………………………… 2 Flow Confidence Level……………………………………………………………………………………………………………………………………………… 5 Loads Trigger ……………………………………………………………………………………………………………………………………………… Existing Loads (EL) Design Flow Trigger ……………………………………………………………………………………………………………………………………………… Wet Weather Flow (WWF) Physical Network Trigger ……………………………………………………………………………………………………………………………………………… Lined Model Network (LMN) Estimated Capital Improvement Cost ……………………………………………………………………………………………………………………………………………… $8,731,000 Comments ……………………………………………………………………………………………………………………………………………… Assumptions ……………………………………………………………………………………………………………………………………………… (i) New diameter based on pipe replacement. (ii) Cost estimates are based on CCI of 15367.24 from the August 2024 ENR.

Alternatives ……………………………………………………………………………………………………………………………………………… N.A.

PROJECT COST DETAIL

La Rambla Ave
Copper Rd
Boy
ter
P
l
Millikin Pl
Ram
b
la
P
l
Feliz Rd Sanor P
l
Lawrence Expy
Lawrence Expy
Cen
t
ral Expy
Ry
d
er St
San Zeno Way
Kifer Rd
Kifer R
d
Lawrence Station Rd
Lawrence Expy Lawrence Expy
awrence
rain Station
outhbound
Agate
D
r
Calabazas Creek
Corvin Dr ad Pkwy
Pancoast Pl
Noyce Pl
Sano
r Pl
Feliz Rd Eichers Pl
Centra
l Expy
Centra
l Expy
Calabazas Creek
Kifer R
d
Aga
te D
r
Oakm
ead Village Dr
Central Expy Central Expy
Kifer Rd
Uranium Dr
Mead Ave
A
gate
Dr
Moraine Dr
Oakmead Village Ct
Bowers Ave
Central Expy
Walsh Av
Mead Ave
Kifer Rd
Bowers Ave
Agate D
r
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S52-4
S62-53
S62-52
S62-51
S62-48
S62-40
S62-39
S62-38
S62-34
S62-33
S62-31
S62-29
S62-10
Legend
±
Figure Exported: 9/10/2024 By: nbarreralopez Using: \\woodardcurran.net\shared\Projects\0012307.00 Santa Clara CA Sewer Master Plan Update\wip\C. GIS\3. ArcGIS Pro\SantaClaraSewerMasterPlan2023_TMFigures.aprx Project #: 0012307.00
Map Created: July 2024
0 0.04 0.07 0.15
Miles
Project 8
Calabazas Trunk
Santa Clara Sewer Master
Plan Update
Capacity Improvement Project !( Manholes
Project Sewers
& Other Modeled Sewers
(8-in)
10-in
(Existing Diameter)
Proposed Diameter
S Wolfe Rd
Creek B
lvd
Miller Ave
G2

UPERTINO

Y V ALE
Tasm
an Dr
N 1st St
M
on
r
oe
St
Kiely Blvd
San To mas Expy
237
G4
San José Mineta
International
Airport
S ANTA
CLARA
& &
Pipes will be resloped
Railroad crossings
Consider eliminating
bend with new
alignment, if possible.

H
- Woodard
&Curran
Project 8: Calabazas Trunk
Capacity Deficiency Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network Segment’s details are
in the next page
T • >>> • >>> • >>> • >>> I • • ))) • • >>> • >>> - >>> --• >>> •

89.0 - Non•surcharge
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sure
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ground (ft AD)
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. 542. 101.1
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. ~ 11 .02

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3A39 3.136 . 3.352
. . 572-8 . . .
8 II II II . . -6.139 . . .

Project 8: Calabazas Trunk
Capacity Deficiency Profile View (Zoomed-in section)
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network

44.0 - ··························································································--·············································································································································· ••••• • ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••.•••••••••••••••••••••••••••••••••••••••••••••••••••••.

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~ .-, ---------------------------------------~.--~ , -------a~ ~ ~ 1 ,----------",--~.--, -----------------------------------------------,>----+- ft 0 307 362 428 449 792 806
Link S62-48.1 S62-40.1 S62.39.1 S62.38.1
Conduit mate
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w
le
i
ng
dth
th
(i
(
n
ft
)
) 307.0 55.0 66.0 343.0 ~ 14.0
pfc (MGD) 74 0 10.63 10.55 7.38 7.24 9.04
us inv (ft AD) 32.300 31.200 30.720 30.170 30.000 - ds inv (ft AD) 31.300 30.820 30.270 30.100 28.900 - s.urc 2.00 1.00 1.00 2.00 2.00 1.00 DS ffow (MGD) 8.11 53 8.11 53 8.11 53 8.11 53 8.11 53
DS velocity (ft/s) 5.617 5.816 5.089 4.5 13 4.214 4.238 Node S62-48 S62-40 s52.39 s52.31 s52.38 S62.34
ground (ft AD) 42400 43.300 3.83 ~ 44.~ '43.900
flood dep (ft) .5,293 -84 75 .9.353 .9.723 . 10.989 . 12.011 Project 8: Calabazas Trunk
Project Solution Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network Upsizing
Re-sloping
New 18” pipe between MHs S62-
37 and S62-38, parallel to existing
pipe
Segment’s details are
in the next page
T • >>> • >>> • >>> • >>> • >>> • >>> • >>> •• >>> • >>> • >>> •>>> • T • • • >>> • - • •>>> • • ))) • ))) • ))) •• •))) . - r,. ..................................................................................................................................................................................................................................................................................................................................................................................... - · 85 0

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14.0 0 "' :;; :;; 0. 0 0 0 0 0 0 :;; :;; :;; :;;

I I I I I I I I I I
55 1
3~
I I
167~9
I I 81h~ 11 85i , I
93~ 94 3
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1o,l35 I I ft 0 164 727 1381 2026 2627 3227 3829 4411 5039 6031 6431 7051 71~ 9040 10034 11302 11 9 1 12452 12903 13339 Link . 542-107,1 542-87,1 542-67,1 542-41,1 542-27,1 542-12,1 552-93,1 . 552-113,1 552-70,1 552-52,1 ;~
. . . 562-51,1 . . . . . . . . S72-20,1 S72-17,1 S72-11 ,1 . . S72-6,1 Conduit mate . VCP VCP VCP VCP VCP VCP VCP . ; ~ ~ ~ 1!!21 1!93 l!gl DPE HDPE PVC HDPE I ~~ ; ; ; ; t width (in) ; ~ 27.0 27.0 27.0 J21.0 27.0 27.0 27.0 . length (ft) 446.2 282.0 J 503.0 307.0 343.0 86.0 IIHYI . ~ 598.0 629.0 481.0 288.8 ~ 436.0 . ~ pfc (MGD) . 12,74 12,64 13.08 9.28 9A6 9.02 9.03 . 7,78 7,62 9.86 9.85 . . 12,78 . 16,94 11 A3 11.34 144 11 44 . 11 .02 14,14 . 6.02 10,68 9.32 9,91 . 8,73 us inv (ft AD) . 72.325 68.055 63,165 58.005 55.585 53.075 50,785 . 48.015 46.045 ~
190 ,'1.530
~ ij . . 35.900 . 30.000 8.365 ~ 105 . 24,795 23,665 . 20.865 20A60 ~ = ds inv (ft AD) . 68.055 63,165 58.005 55.585 53.075 50,785 48.545 . 46.045 44.285 0 ~ . . 32.300 . 28.900 1wl 25,975 . 23,665 21,665 . 20A60 sure . 0.57 0.57 0.72 0,70 0.72 0.72 0.80 . 0,92 0.89 0,68 0,71 . . . 0,60 0,63 0,61 0,61 0,61 0,61 0,61 . 0,64 0.86 0,99 0,91 -

0.83 0.83 0,90 . 0.84
D5 flow (MGD) . 7,6901 7,6902 7,6895 7,6893 7,6884 7,6878 7,6785 . 7,6866 7,6845 7,6843 7,6837 . . . . 7.8481 . 7.8470 .8468 7.8460 . 8.2851 8.2807 . 8.2735 8.2572 8.2358 . . 8,211 6 D5 velocity (ft/s) . 6A07 6A89 4.895 5.087 4.894 4.894 5.016 . 4,658 4,952 5,782 5A77 . . 4.884 . 4,787 5.558 5.334 ,754 5A27 . 5.50 1 3.808 . 3,978 3.392 3A50 3,131 . 3.361 Node . 542-87 542-67 542-41 542-27 542-12 552-93 . . 552-70 . . 552-30 . . . . . . . . . . . . . . S72-17 . . S72-8 . . . ground (ft AD) . 77.355 72.215 67.055 63,785 61.575 59,685 ~ 1..:. 55,695 ~ . ~ ~ ~ ~ . . 42A ~ . . I:: . . . . . . 32.250 II e El 8 flood dep (ft) . -8,157 -7,932 -7,609 -6.807 -7,057 -7A56 . . -7,930 . . . . . . . . -8,7 0 . . . . . . . . . -10,161 . . -6A21 . . .

Project 8: Calabazas Trunk
Project Solution Profile View (Zoomed-in section)
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network New 18” pipe between MHs S62-
37 and S62-38, parallel to existing
pipe

46.0 - ············································································································································································································-····················································································································································· 44,0 - •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••-•••••••••••••••••••••••••••• ••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••aaa··•

42.0 - · .................................................................................................................................................................. I •••••••••••••••••••••••• .------------------------·································································································································•••••

36.0 - · .................................................................................................................................................................. .......................... ······-························ ..... ... .................................................................................................................................................................................... . .. .

34.0 - ··tt======= = - - --- - -,,==-~--- - - - ·~··~··~··:.:.··:.:.··:.:.··:.:.··:.:.··:.:.··:.:.··:.:.··::.··::.··::.··::.··::··::··::··::··:.:··:.:··:.:··:.:··::.··::.··::.··::.··::.··::.··J·· .......................... ······-························ .. ..... .................................................................................................................................................................................... . .. .

32.0 -

30.0 - ·· ................................................................................................................................................................... > ......................... ·······-························· ........ . ~ i lll 1-1 !ol

28.0 --'i-- ~ ~ ~ ~ ~ 1 ----------------------------------------''i- 1 -------'i--1 --------"i1'---'i-- 1 ---------------------------------------------l--lft 0 307 362 428 449 7gz 806 Link S62-48.1 S62-40.1 S62.39.1 S62.38.1
Conduit mate ~ ; ~ 11,gl width (in) 27.0 27.0 27.0 27.0 27.0 length (ft) 307.0 ss.o 66.0 343.0 14.0
pfc (MGD) 11 A3 16.64 165 3 7.38 11.34 14.16
us inv (ft AD) 32.300 31.200 30.720 30.170 30.000
ds inv (ft AD) 31.300 30.820 30.270 30.100 28.900 j s.urc 0.61 0A9 057 0.71 0.61 057 DS ffow (MGD) 7.8481 7.8481 7.8480 S.1498 7.8470
DS velocity (ft/s) S5S8 6.333 S.684 3.770 S.334 5.389
Node S62-48 S62-40 s52.39 s52.31 S62.38 S62.34
ground (ft AD) 42AOO 43.300 ~ ~ 44.~ 43,900
flood dep (ft) -8.730 . 11 .oos •11 .939 • 12.223 •13,163 . 13,5gz Project 9: Mission College Boulevard
Project No. ……………………………………………………………………………………………………………………………………………… 9 Project ID ……………………………………………………………………………………………………………………………………………… Mission College Boulevard Project Location ……………………………………………………………………………………………………………………………………………… Mission College Blvd from Freedom Cir to west of Great America Pkwy Description ……………………………………………………………………………………………………………………………………………… 1886 LF of 15-inch diameter pipe Priority ……………………………………………………………………………………………………………………………………………… 5 Flow Confidence Level……………………………………………………………………………………………………………………………………………… N/A Loads Trigger ……………………………………………………………………………………………………………………………………………… Long-Term Future Loads (LTFL) Design Flow Trigger ……………………………………………………………………………………………………………………………………………… Dry Weather Flow (DWF) Physical Network Trigger ……………………………………………………………………………………………………………………………………………… Unlined Model Network (UMN) Estimated Capital Improvement Cost ……………………………………………………………………………………………………………………………………………… $3,830,000 Comments ……………………………………………………………………………………………………………………………………………… Assumptions ……………………………………………………………………………………………………………………………………………… (i) New diameter based on pipe replacement. (ii) Cost estimates are based on CCI of 15367.24 from the August 2024 ENR.

Alternatives ……………………………………………………………………………………………………………………………………………… N.A.

PROJECT COST DETAIL

PROJECT DESCRIPTION
(i) Pipes are listed in order from upstream to downstream. (ii) A 50/50 flow split was assumed at the Lawrence/Homestead gate structure which splits flow between the eastern sewer on Homestead Rd or the northern sewer on Lawrence Expwy. (iii) Project would be required due to increased flows from the Freedom Circle Focus Area specific development project that would discharge into the City’s sewers along Freedom Circle Drive and Mission College Boulevard. The recommended project is a slight modification of the project identified during the development review process and includes re-sloping to meet the City’s design criteria d/D (maximum of 0.75 during PWWF).
(iv) Downstream-most pipe segment included in the proposed project (from manhole S63-26 to S63-20) would exceed the City’s 0.75 maximum d/D design criterion under PWWF; however, the pipe was not upsized because the resulting d/D ratio was still less than 1 and the City preferred to keep diameters consistent rather than upsize one isolated pipe segment just to meet the d/D design criterion.

Mission College Blvd
Mission College
Blvd
Mission College Blvd
M
ission
College Blvd
Great America Pkwy
Mission College Blvd
Our Ladys Way
Great America Pkwy
Mission
College Blvd
Freedom Cir Mission College Blvd
Mission College Blvd
Mission College Blvd
&
&
&
&
&
& && & & &
&
&
&
&
&
&
&
&
&
&
&
&
&
&
&
&
&
&
&
&
!(
!(
!(
!(
!(
!(
!(
!(
(15 in) 15 in
(12 in)
15 in
(12 in) 15 in
(12 in)
15 in
(12 in) 15 in
(12 in) 15 in
(12 in) 15 in
S84-12
S84-11
S84-10
S83-33
S83-18
S83-15
S83-14
S83-13
Legend
±
Figure Exported: 8/18/2025 By: nbarreralopez Using: \\woodardcurran.net\shared\Projects\0012307.00 Santa Clara CA Sewer Master Plan Update\wip\C. GIS\3. ArcGIS Pro\SantaClaraSewerMasterPlan2024_Report.aprx Project #: 0012307.00
Map Created: July 2024
0 0.01 0.03 0.05
Miles
Project 9
Mission College Blvd
Santa Clara Sewer Master
Plan Update
Capacity Improvement Project !( Manholes
Project Sewers
& Other Modeled Sewers
(8-in)
10-in
(Existing Diameter)
Proposed Diameter
S Wolfe Rd
N Fair Oaks Ave
Creek Blvd
G2

UPERTINO

Y V ALE
McCarthy Blv
Tasma
n
d
Dr
Kiely Blvd
San To mas Exp y
237
G4
82 San José Mineta
International
Airport
S ANTA
CLARA
&
&
Pipes will be upsized
and re-sloped
&
Pipe will be resloped
- Woodard &Curran
Project 9: Mission College Blvd
Capacity Deficiency Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network T • • • • • T • • • )) • )) • )) • ))

25.0 - -- Non-surcharge
d/O = 1 (backwater

23.0 - ·IF··::-···"'··""··--=;=---=··IT··=···=··=··=···-iT":.::_-------·············································································-----------------··········································· - surcharge) _ d/O = 2 (throttle
surcharge)
T )))
1---11----l·l------
~ -=="--::···:.:c··········································································------------------·········································································· ------,,,__

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7.0 ft
Conduit mate
width (in)
length (ft)
pfc (MGD)
us inv (ft AD)
ds inv (ft AD)
sure
D5 flow (MGD)
D5 velocity (ft/s)
Node
ground (ft AD)
flood dep (ft)
I
0 574.5,1
VCF

12.0 218.9

0.98 0
~ .61

0.0101

0.065
574.5
I
219
574.2.1
VCP

12.0 154.0

1.10 ~~;~ 0.96

0.0210

0.068
I
373
S84•29.1
VCP

12.0 188.0

1.10 C

1.00 02770

1.705
I
561
574.2

22.832
-6.752
S84.29
~3.148
.7.068
S84.21

23.040
-6.974
S84.21.1
VCP

12.0 407.S

1.05 14.690

13.840

1.00 02766

2.077
I
968
5,34.20

20.790
-4.772
S84.20.1
VCP

12.0 262.3

1.05 13.790

13.250

1.00 02 584

1.680
I
1231
SS4. 19

19.950
.3.962
S84. 19.1
VCP

12.0 393.7
1 .12

13.250

12.320

1.00 0.3 163

0.628
I
1624
•2.743
SS4. 12.1
VCP

12.0 377.9

2.00 1.1959

2.307
iii
I
2002
SS4. 11
•2.548
SS4. 11 .1
VCP

12.0 270A

1.10 ~ 2.00
12819

2.3 18
:..
iii
I
2273
•2A08
SS4. 10.1
VCP

12.0 312.9

2.00 1.5473

2.844
I
2586
583.15
~ -4.392
583.15.1
VCP

12.0 235.S

0.99 1.5473

2.89 1
I
2821
I
2954
M
,:.,
5l
I
3092
583.14.1 583.33.1

VCP VCP
-4.526 -4.881
583.13.1
VCP

15.0 4 18.3

1.87 [:J

1.00 1.5467

3.020
-
3510
583.18

17.350
.7.503
583.18.1

9.38 7A50

7.210

0.85 132916

5.148
3753
583.12

16.'!lPJ
.7.675
Project 9: Mission College Blvd
Project Solution Profile View
Model Run Scenario: Wet Weather, Long-Term Future Loads, and Lined Model Network Upsizing and
Re-sloping
Re-sloping and
connecting to
higher elevation
T • • • • • T • • )) • )) • >> • >> • )) T )))

City Council and Authorities ConcurrentDecember 9, 2025

City Council and Authorities Concurrent
December 9, 2025