FIRST TECHNICAL PROGRESS REPORT
DEMONSTRATION OF
NON-POINT POLLUTION MANAGEMENT
ON CASTRO VALLEY CREEK
FOR
U.S. ENVIRONMENTAL PROTECTION AGENCY
WATER PLANNING DIVISION
WASHINGTON DC 20460
MAY 1979
BY
ALAMEDA COUNTY FLOOD CONTROL AND
WATER CONSERVATION DISTRICT
HAYWARD, CALIFORNIA

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FIRST TECHNICAL PROGRESS REPORT 27940
DEMONSTRATION OF
NON-POINT POLLUTION MANAGEMENT
ON CASTRO VALLEY CREEK
FOR
U.S. ENVIRONMENTAL PROTECTION AGENCY
WATER PLANNING DIVISION
WASHINGTON DC 20460
MAY 1979
H. A. FLERTZHEIM, JR., DIRECTOR OF PUBLIC WORKS, ALAMEDA COUNTY
PAUL E. LANFERMAN, ENGINEER-MANAGER
ALAMEDA COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT
WRITTEN BY
GARY SHAWLEY-PROJECT MANAGER
TECHNICAL REVIEW BY
ROBERT PITT, WOODWARD/CLYDE CONSULTANTS

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ABSTRACT
This report comprises the first technical progress report
for the EPA sponsored project titled "Demonstration of Non-Point
Pollution Management on Castro Valley Creek," This project is part
of the San Francisco Bay Area's 208 Continuing Planning Process and
is the first prototype project in EPA's Region IX to be part of the
Nationwide Urban Runoff Program. This report describes each of the
project's work tasks and what portions of each task have been
accomplished. Preliminary information based on field measurements
and literature reviews is also included.
As of March &, 1979 about $32,000, which is 30* of the first
year's project costs ($108,000), has been incurred. As of that date
the first year's work on the project is about 42% (2D weeks) complete.
More than 1,3D0 person-hours have been spent on the project. The major
project activities - receiving water monitoring, street surface moni-
toring, and street cleaning are each about one-quarter complete and
data analysis has been initiate:?. Field measurements of storrawater
quality, pollutant accumulation rates, and street cleaner performance
are presented in this report, but the data is not fully analyzed.

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CONTENTS
PAGE
Abstract 	
Figures			
Tables 	
Section I. Introduction 		1
Purpose	-		1
Description of Study Area 		2
Section II. Task Progress		10
Task 1 Work Plan Development		10
Task 2 Experimental Design		11
Task 3 Receiving Water Monitoring 		14
Water Quality Data		21
Task 4 Street Surface Monitoring 		28
Task 5 Street Cleaning and Leaf Removal Tests . 			37
Task 6 Project Review Meetings 		42
Task 7 Data Analysis and Report Preparation		43
Section III. Schedule		44
Section IV. Project Costs 		47
Section V. Appendix		48

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FIGURES
Number	Page
1	General Location of the Castro Valley Watershed ....	3
2	Aerial View of Castro Valley				5
3	Typical Land Uses		6
4	Study Area Divisions 		8
5	Runoff Flows at Monitoring Station Sites 		15
6	Daily Average Discharge as a Function of Time 		18
7	Precipitation & Instantaneous Discharge at Knox Station	19
8	Precipitation & Instantaneous Discharge at Seaview Sta.	20
9	Filtration at District Laboratory 		25
10	Maintenance of Water Sampling Equipment 		26
11	Flow Monitoring Operation 		27
12	Street Surface Loading Values as a Function of Time . .	31
13	Equipment & Trailer for Street Surface Monitoring ...	32
14	Newspaper Coverage of Collection Procedure for
Street Surface Samples 		33
15	Compositing Street Surface Samples 		 .	35
16	Wet Gutter & Streets		36
17	Schedule for Castro Valley Demonstration Project ...	45

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TABLES
NUMBER	PAGE
1	Rain Events During Field Activities 			16
2	Summary of Monitored Receiving Water Quality Values. .	22
3	Street Surface Sample Collection Summary 		28
4	Loading Values for Street Surface Samples		29
5	Preliminary Results of Street Cleaning
Performance Values 		37
6	Comparison of Street Cleaning Performance Values ...	39
7	Revised Street Cleaning Schedule 		41

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SECTION I
INTRODUCTION
This report comprises the first technical progress report
for this project titled "Demonstration of Non-Point Pollution Manage-
T!ent Qr Ecitra Stl 1 e» -ree-:." "he prinzr/ acjettiva cr "tfia prt-;ect
is to demonstrate the potential role of street cleaning in the
manageitferit of water quality in order to help meet the 1972 Clean
'Water Act's goal cf C3ean Water.
The project is being conducted by the Alameda County Flood
Control and Water Conservation District (District) with 75% funding
by the U.S. Environmental Protection Agency lEPA). The District's
purpose is to determine if the street cleening control measure con-
sidered in the local £08 program is cost-effective in improving
water quality. This project is one tjf about 30 projects in EPA's
Nationwide Urbav, Runoff Program. EPfc's. purpose in conducting this
and the other prototype projects is to provide a means for obtaining
information essential to developing a nationwide p.evactive for
control Of urban runoff nrotlems.
Progress on each of this project's tasks are discusswi
a later section. As each tasfc progresses, data is obtained that can
be used to compare the r^n'tored mass pollutant floors of tte sampled
storms tfftfr the total pollutant removal of the various street clean-
ing programs. This comparison will be made using a basic level of
analysis. A valid data set for this analysis consists of a data
point for a monitored runoff event that occurs between adjacent
street surface monitoring data points- By the end of March, 1979,
at least seven valid data sets have been collected.
-1-

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DESCRIPTION OF STUDY AREA
Tie Castro Valley Watershed is about 5.6 sq. miles in area
and is located within the San Francisco Bay Area (Figure 7). An
aerial view of the watershed is presented on Figure 2. The study
area is the Castro Valley Creek branch (2.4 sq. ini.) of the Castro
Valley Watershed. The study area is predominantly residential. The
majority of the residential land use consists of single family
housing with lot sizes varying from 5,000 to 10,000 sq. ft. The
estimated residential population dsrsity is approzimately 20 people
per acre. Residential land use predominates at 2464 acres (70
percent), commercial Tancf use occupies about 246 acres (7 percent),
and the remaining land use is'open space {B09 acres or 23 percent).
Development along the stream banks within Castro Valley is intense
and houses are often constructed directly over the existing stream-
bed. Some light commercial areas, more than a dozen schools, and a
short portion of Interstate Highway 580 are also contained within the
area. Examples of typical Castro Valley lane! uses are shown on
Figure 3.
Topography within the drainage basin is highly variable, with
land slopes ranging frora 10 percent to 70 percent in the upper end of
the basin and slopes as law as 1 percent in1 the valley portion rear
San Lorenzo Creek. The streambed ir the	portirrs of tfs drainage
basin ranges from 20 to 50 feet in width and 8 to 10 feet in depth*
The streambed is often strewn with litter and debris.
The study area was divided into four sub-areas (Figure 4).
These horizontal divisions across the watershed, based on topography
end street patterns, increase the arrffiLnt of useful data obtained
from the monitoring activities. ^

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O 5 10 15
•	->	¦
Milei
FIGURE 1. SAN FRANCISCO BAY AREA SHOWING THE GENERAL
LOCATION OF THE CASTRO VALLEY WATERSHED
-3-

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Figure 2
Aerial View of Castro Valley
-5-

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-6-

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There are many similarities in the three lower urban sub-
areas. The three most important ahe the types of gutters, the
shapes of the curbs and the condition of the street surfaces.
Seventy-five percent of the gutters are concrete and 25 percent are
asphalt. The shapes of the curbs (straight or rolled) may influence
how much of the street surface contaminants are kept within the
gutter and thus are available to the street cleaners, and how much
is transported to the shoulder of the road and not available for
pickup by normal street cleaner operation. The condition of the
street surface contaminants and the performance of street cleaning
equipment: 91 percent of the street surfaces in the lower three
urban test areas are in fair condition, with little variability in
condition or width (95 percent of the streets in these sub-areas
are 20 feet to 40 feet wide).
A variable that may significantly influence the quantity of
nutrients that may be removed by street cleaning operations is the
amount of leaf material on the streets. The largest accumulation of
leaves on the streets is in the middle urban sub-area, but this dif-
ference does not appear to be significant. Two important variables .
that influence the effectiveness of the rain-flushing of particulates
from the street surface are speed of the traffic and density of the
traffic. These two variables are also very similar for the three
urban sub-areas.
The Castro Valley Creek branch of the Castro Valley Watershed
was selected as the study area in order to reduce the study area to a
more manageable size (from 5.6 sq. mi. to 2.4 sq. mi.).
-7-

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FIGURE 4. STUDY AREA DIVISIONS (CASTRO VALLEY CREEK-
DRAINAGE AREA « 2.41 SQ. MI.)
\
••
\
RuV &6s
AREA
^fiEAVIEW AVt.STREAM
CASE STATION
SCALE J l"» 2000*
RAIN GAGE STATION
i
/ CASTRO VALLEY V/ATERSHEP
V OUTSIDE STUDY AREA
uppeiT
T URBAN \
V
^M1D&4_E URBANX
&
feSAMPuNG AREJ!

I
S
\
\
I
I
I
V	t
RAIN GA6E STATION
(C.V. FIRE 6TATIOH)
9^
«t>
RAIN GAGE STATION
\
WERj
0RBANJ
\MPLIN(=
' A AREA
f
jrv#
'KNOX ST.STB
GAGE STATION

CASTRO VALLEY WATERSHED
(CASTRO VALLEY £CMAM)T CREEKS)
COM&INErP PKAINAGE AR£A»&.&9 SdJ-Ml-
*255-
fiAGE STATION
r

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San Lorenzo Creek, downstream of the confluence of Castro
Valley and Chabot Creeks, is a large watercourse with contiguous
urban development. This creek carries the flow to its discharge
point into San Francisco Bay. The Castro Valley watershed is con-
sidered representative of much of the residential development in the
San Francisco Bay Region.
-9-

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SECTION II
TASK PROGRESS
TASK 1 WORK PLAN DEVELOPMENT
The objective of this task was to prepare a suitable work
plan describing necessary components of the project to obtain the
stated objectives.
This first task has been completed and it involved the
preparation of the Work Plan which was submitted in January, 1979.
It was based upon the original and revised submitted narrative
statements. (The work plan was approved shortly after its sub-
mittal.) Limited amounts of the material submitted in the work plan
are included in this progress report. The following discussions
describe the scope of each task, the progress towards completion
(as of April 2, 1979) and preliminary results.
-10-

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TASK 2 EXPERIMENTAL DESIGN
The objective of this task was to determine an appropriate
balance between sampling effort and expected resultant precisions
based'on the available project funds.
This task was completed during the development of the work
plan. It involved determining the optimal sampling and testing pro-
cedures to be used in the evaluation tests.
This discussion describes the procedures used to calculate
the necessary number of street surface subsamples and the number of
storms needed. The number of storms monitored is most important.
Final data analysis is dependent on monitoring representative storms
having large variabilities in rainfall characteristics. An estimated
twenty monitored storms are necessary to obtain an 80% confidence
level that monitored storm yields would be different for a monthly
versus a daily street cleaning program.
The analytical procedure used to determine the number of
street subsamples needed involved weighing individual subsamples in
the study area to calculate the standard deviations (cr) and the
means (x) of the street surface loading values. From these two
values, the number of subsamples necessary (N), depending on the
allowable error (L), was determined. An allowable error value of
about 25 percent, or less, was used. The formula used (after
Cochran 1963) is:
N = 4o-2/L2.
- With a 95 percent confidence limit, it determines the
number of samples necessary to determine the true value for the
loading with a range of +L.
-11-

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Individual samples were taken at 100 locations in the three
study areas to determine the loading variability. The loadings were
found to vary within the study area but the median values in the
three test areas, were fairly close. The overall minimum loading
measured was about 50 Ib/curb-mile, the overall maximum value was
about 3000 lb/curb-mile, and the overall median value was about 400
Ib/curb-mile. The median values in the three areas were about 320,
540 and 470 lb/curb-mile.
The following table summarizes the number of sub-samples
necessary for the three test areas and for several allowable error
values:
f
.NUMBER OF SAMPLES REQUIRED IF THE ALLOWABLE ERROR IS:
Study Area
5%
10%
25%
50%
100%
Lower-urban
400+
100
20
5
3
Middle-urban
400+
250
36
8
4
Upper-urban
400+
200
25
_6
_3
Total urban area
1200+
550
81
19
10
The most rigorous sampling program that could be conducted
using a single sampling team was therefore chosen based on an allow-
able error of 25 percent. This allowable error prercentage was
chosen to keep the precision and the sampling effort at reasonable
levels. The three test areas can be sampled in less than 5 hours.
The data were also examined to determine if the study areas should
be divided into meaningful test groups. As described in the study
-12-

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area description section of this work plan, the only major differences
between the test areas was topography. The test areas were therefore
generally divided on the basis of topography.
The total amount of street surface particulates removed
during each test is insignificant when compared to the total street
surface loadings in the whole test area. (Generally, the sample
would be 0.1 percentof the total street surface loadings for the area.)
-13-

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TASK 3 RECEIVING WATER MONITORING
The objective of this task is to monitor washoff quantities
in Castro Valley Creek during a variety of rainstorms during the
project period.
Runoff event monitoring commenced on December 5, 1978, with
the completion of installation by USGS of two receiving water monitor
ing stations located at Seaview Avenue ('USGS #11181004) and Knox
Street (USGS #11181096). Figure 5 shows some of the monitored flows
at these two locations. To meet USGS fiscal year budgeting require-
ments, the District will be contracting with USGS in May for the
following year's laboratory services.
To date, 15 individual storms have been monitored. However
for the majority of the data analysis purposes, a monitored storm
cannot be used unless a street surface sample is collected from the
entire study area before and after that specific storm. If an
unmonitored storm occurs in a series of monitored events between
adjacent street surface tasks, the complete runoff yield for that
storm series cannot be calculated to be compared to the differences
in street loading and the initial street loading before the runoff
event. So far,seven valid data sets have been obtained for use in
the basic level of analysis this first project year.
Since the onset of the 1978/79 wet season measurable rain
has occurred on 39 days (with 4 days of rain prior to initiation of
field activities). These events are summarized on Table 1. The
total amount of rain from September, 1978 to April 17, 1979, has

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FIGURE 5
RUNOFF FLOWS AT MONITORING STATION SITES
A. Discharge at Knox Street Station	B. Discharge at Seaview Avenue Station
C. Discharge and Staff Gage
at Seaview Avenue Station
-15-

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TABLE 1
RAIN EVENTS DURING FIELD ACTIVITIES-^
Date	Total Duration Average Intensity Peak Intensity
(inches) (hours) (inches/hour) (inches/hour)
Dec.
17, 1978 *
.39
12.5
.03
.14
Dec.
18
.05
15.75
.003
.03
Dec.
19
.01
0.25
.01
.01
Jan.
3, 1979
.10
3.25
.03
.03
Jan.
4
.03
9.25
.003
.02
Jan.
5
.01
0.25
.01
.01
Jan.
7 *
.34
14.75
.02
.05
Jan.
8 *
1.24
6.0
.21
.40
Jan.
9
.18
8.25
.02
.04
Jan.
10 *
.78
4.25
.18
.39
Jan.
11
1.80
20.75
.09
.27
Jan.
14 *
1.43
20.75
.07
.33
Jan.
15
.28
12.75
.02
.09
Jan.
17
.24
5.75
.04
.11
Jan.
30
.01
.25
.01
.01
Feb.
3
.01
.25
.01
.01
Feb.
13*
1.11
13.25
.08
.25
Feb.
14
.09
9.25
.01
.01
Feb.
15
.01
.25
.01
.01
Feb.
16*
.49
11.75
.04
.21
Feb.
17
.01
.25
.01
.01
Feb.
18
.45
8.75
.05
.20
Feb.
19*
.06
1.25
.05
.05
Feb.
20*
.74
17.75
.04
.25
Feb.
21 *
.41
11.0
.04
.17
Feb.
22*
.64
13.25
.05
.30
Feb.
23
.18
23.25
.01
.07
Feb.
25
.07
2.75
.03
.04
Feb.
26
.09
9.50
.01
.06
Feb.
28*
.58
6.25
.09
.17
1/ Proctor School Rain Gage, USGS # 71-1810.08
* Monitored Events
-16-

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been 19.4 inches, as compared with an annual average of 21.7 inches.
These individual rains have lasted from 15 minutes to 23 hours. Yet,
for analytical purposes, the storm periods have ranged to a maximum of
7 days. The storms of most concern (relating street cleaning activity
to stormwater quality) are expected to be within the range of 0.1 to
0.5 of an inch. Storms larger than this may have large erosion yields.
The following is a discussion of the rain characteristics of
the storm periods which constitute the first five valid data sets.
Within these valid data sets the minimum amount of rain has been 0.39 of
an inch and the maximum has been 2.8 inches. Peak intensities within
these individual storm periods range from a low of 0.14 in./hr. to a
high of 0.4 in./hr. Average intensities have ranged from 0.04 to
0.23 in./hr. Data analysis may be more difficult with some of the
storm data due to masking effects of erosion (erosion may deposit
soil onto the streets and hinder the comparison of runoff yield
with before and after street loadings).
Figure 6 is a USGS computer plot of average daily water
discharge as a function of time measured at the Knox Street station.
The ordinate is a logarithmic discharge scale and the abscissa is
time. The maximum daily averaged flow shown is 37 cfs. Figures 7
and 8 are USGS plots of precipitation and instantaneous discharge
at Knox and Seaview stations respectively of February 16-22.
-17-

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FIGURE 6
DAILY AVERAGE DISCHARGE AS A FUNCTION OF TIME
CASTRO VALLEY CREEK AT KNOX STREET
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-18-

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FIGURE 7 PRECIPITATION & INSTANTANEOUS DISCHARGE AT KNOX STREET
0=PRECTPITBTION AT SYDNEY SCHOOL GAG£
X=PR£CTPITRTION AT PROCTOR SCHOOL GRGE
INSTRNTRNIEOUS DISCHARGE
11181006 CflSTRO VRLLEY C FIT kNOX ST

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FIGURE 8 PRECIPITATION & INSTANTANEOUS DISCHARGE AT SEAVIEW STREET
0=PRECIPITRTION RT SYDNEY SCHOOL GAGE
X=PRECIPITflTION RT PROCTOR SCHOOL GRGE
INSTRNTRNEOUS DISCHARGE
11181004 CRSTRO VALLEY C RT SERVIEW RVE

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Water Quality Data
Table 2 presents the water quality values measued from
initiation of project field activities through January 14, 1979,
(last date of sample analysis received from the laboratory). The
values shown are for hourly composite samples. The values not yet
received from the lab will be for total storm composites. The
reason for taking composite instead of discrete samples is to
save considerable laboratory and labor costs while still determin-
ing mass emissions permonitored event. The samples at both the
Seaview Avenue station (rural) and the Knox Street station (urban)
were taken by ISCO automatic samplers (Model #1680) and are
controlled by ISCO bubble-type flow meters. The samplers are set
to take samples at predetermined flow increments. USGS personnel
checked the results from the laboratory as part of the quality
control process of the cooperative agreement betv/een the District
and the USGS. Values for lead are not reported here but will be
made available at a later date. The USGS central laboratory in
Denver had a problem with contamination of their acid preservatives
and it was decided to verify the accuracy of the data before it
was released.
Probably the most important progress of the project has
been the education and experience acquired by the District's per-
sonnel in performing water resource investigations. For example,
the District personnel have never worked with the ISCO automatic
sampling equipment before and now after one season of monitoring,
they are experienced at correcting mechanical problems which occur
-21-

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TABLE 2
SUMMARY OF RECEIVING WATER QUALITY VALUES MONITORED: November 1978 - January 14, 1979
Knox and Seaview Stations on Castro Valley Creek
Total
Solids S04 SO.
MONITORING	Total	Non 01s. Ois.
STATION Temp - Sp.	Solids Pb Zn As SOj tOD TKH HH. TP Filter Cations Anions Turbidity
AND DATE cC Cond. pH (mq/1) (u9/l) (ug/1) (ug/1) (mg/f) (ng/1) (mg/1) (mg/1) (hh/1 ) (mg/1) (MEQ/1) (HEQ/T) (NTU)
Knox
12-17-78
0645
10.5
111
7.2
395

250
1
52
200
3.5
.03
.74
130
0
1.083
31
0745

125
6.8













0845
10.5
320
7.0
143

90
2
21
83
1.2
.01
.38
34
0
.437
20
0945
10.5
459
7.4
273

100
2
49
83
1.1
.02
.46
18
0
1.020
14
1045
11.0
233
7.4
321

100
2
62








1145
11.0
233
7.2
261

140
2
37
110
1.4
.02
.46
69
0
.770
26
1245
11.0
96
7.1
288

220
3
27
130
1.8
.02
.48
134
0
.562
37
1345
11.0
151
7.5
240

170
3
13
110
1.4
0.05
0.40
150
0
.271
25
1445
11.0
158
7.2
222

100
4
21
59
1.5
0.02
0.41
113
0
.437
26
1545
11.0
110
7.0
200

130
3
15
93
1.5
0.03
0.41
121
0
.312
32
Knox
















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1800
11.0
133
7.7
125

70


54
.97
.03
.22
42


29
1900
11.0
127
7.7
126

80


48
.99
.04
.25
31


30
2000
11.0
108
7.6
111

110


44
.73
.05
.21
33


33
2100
11.0
136
7.5
116

30


32
.67
.03
.23
35


16
2200
11.0
178
7.5
138

100


39
.66
.01
.21
11


10
2300
11.0
202
7.6
131

100


43
.81
.03
.23
30


13
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1030
11.0
96
7.2
361

430


140
3.2
.07
.58
246


84
1130
10.0
70
7.5
412
a)
340


110
2.1
.07
.66
312


108
1230
11.0
53
7.4
856
a
"C
520


140
3.3
.09
.92
552


156
1330
11.0
108
7.2
710
&.
300


120
3.4
.11
.88
572


140
1430
10.0
169
7.5
342
CI
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180


26
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.12
.61
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1230
10.0
153
7.6
1990

580


220
7.6
.39
2.1
1420


400
1330
10.0
273
7.4
766
m
200


100
3.4
.22
1.0
524


320
1430
11.0
342
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¦s
170


74
2.4
.13
.88
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136
Seaview




t











1-10/1-1V
-79



R











2200
11.0
156
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t
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608
2300
11.0
148
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2400
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210
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292

70









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0100
11.0
233
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60









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0300
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280
0400
11.0
571
7.5
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*
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264
0500
11.0
479
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500

90









203
0600
12.0
323
7.7
934
m
180









264
Knox0700
12.0
418
7.7
954

160









192
1-10/1-11
-79















2110
12
84
8.0
380

180









40
2210
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«4
2310
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0010
12
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296

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39
0110
11
82
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200

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36
0210
12
146
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278

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52
0310
11
220
7.7
256

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54
0410
11
271
7.6
274

110









58
0510
12
226
7.5
262

110









40
0610
12
223
7.5
336

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74
0710
13
326
7.9
343

110









68
Seaview
















1-14-79
















0500
9.0
263
7.3
364

50









72
0600
9.0
316
7.2
369

60









116
0700
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287
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70









120
0800
9.0
1073
7.2
518

120









272
0900
9.0
439
7.3
643

140









240
Knox
¦















1-14-79
















0400
10.0
313
7.3
201

ISO









48
0500
9.0
91
7.0
175

110









33
0600
9.0
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36
0700
9.0
145
7.2
169

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44
0800
9.0
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4?
0900
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9.5
346
7.4
182

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37
-22-

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in the equipment. An example of the level of skill acquired by
District personnel is that USGS has recently asked the District to
provide training in the operation of the ISCO automatic equipment
to an adjoining county. This acquisition of water resource investi-
gation skills will benefit this project during the second year in
terms of improved efficiency.
The use of these newly acquired skills is illustrated by
figures on the following pages. These figures, photographed at the
District's basement laboratory, show preparation of water samples
for shipment to the USGS laboratory for chemical analysis and the
maintenance of the water sampling equipment.
-23-

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FIGJRE 9
FILTRATION AT DISTRICT LABORATORY
Principle Investigator and Flood Control District
Personnel Filtering Runoff Samples for Analysis
Engineer/Scientists Prepare Water Samples for
Shipment to USGS Lab in Denver
-25-

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FIGURE 10 MAINTENANCE OF WATER SAMPLING EQUIPMENT
Removing Top of Automatic Sampler
at Knox Street Station
Capping Water Sample Bottles in
Preparation for Transporting to Lab
-26-

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FIGURE 11	FLOW MONITORING OPERATION
Checking Flow Recorder for
Time of Sample Collection
******
Flow Monitoring Equipment, left to right,
Manometer, Flow Meter, and Flow Recorder
-27-

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TASK 4 STREET SURFACE MONITORING
The objectives of this task are to monitor street surface
particulate loadings to supply information for comparison with the
runoff yields and to monitor the effectiveness of the street clean-
ing programs.
Table 3 summarizes the number of street surface samples
collected between December 4, 1978 and March 7, 1979. All of these
samples have been analyzed by particle size for chemical constitu-
ents.
Table 4 lists the loading values of the street surface
contaminant samples.
f-
TABLE 3 SAMPLE COLLECTION SUMMARY


Number of

Type of Sample
Samples Collected

Leaf Removal
12

Street Cleaning
16

Accumulation
34
L.
TOTAL
62
Loading of Contaminants
The preferred approach to determining loading values of
street surface contaminants for a given area is by direct sampling
because this method considers the site-specific conditions of a
given area. Previous research studies (URS, 1974) have found that
geographical location (climate category), land use, street surface
condition and type of adjacent landscaping are the most significant
-28-

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TABLE .4 loading values for street surface samples
imple Date
~Sample ID# Lbs/Curb Mile
Date
ID#
Lbs/Curb
12/ 4/78
L- 1L
936
1/25
:S- 3M
(before)
703
12/ 4
L-2M
524
1/25
S- 4M
(after)
473
12/ 4
L- 3U
526
1/25
A-16L

927
12/ 5
L- 4L
437
1/25
A-17U

466
12/ 5
L- 5M
586
21 1
A-19L

465
12/ 5
L- 6U
524
2/ 1
A-21U

425
12/ 6
L- 7L
527
2/ 1
S-20M
(before)
462
12/ 6
L- 8M
878
2/ 1
S- 6M
(after)
455
12/ 6
L- 9U
475
2/ 7
S-23M
(before)
673
12/ 7
L-10L
789
2/ 7
S- 8M
(after)
429
12/ 7
L-11M
724
2/ 7
A-22L

703
12/ 7
L-12U
541
2/ 8
A-24U

577



2/15
A-25L

444



2/15
A-26M

360



2/15
A/27U

703



2/23
A-28L

637
12/15
A- 1L
769
2/23
A-29M

335
12/15
A- 2M
1108
2/23
A-30U

258
12/15
A- 3U
750
2/27
A-32M

567
12/20
A- 4L
700
2/27
S-33U
(before)
488
12/20
A- 5M
843
2/27
S-12U
(after)
198
12/20
A- 6U
546
2/28
A-31L

903
12/28
A- 7L
978
2/28
S-10U
(before)
332
12/28
A- 8M
1069
2/28
S-11U
(after)
202
12/28
A- 9U
841
3/ 2
A-34L

1646
1/10/79
A-10L
420
3/ 2
S-35M

636
1/10
A-11M
335
3/ 2
S-36U
(before)
236
1/10
A-12U
485
3/ 2
S-14U
(after)
249
1/16
A-13L
470
3/ 5
S-15U
(before)
298
1/16
A-14M
494
3/ 5
S-16U
(after)
193
1/16
A-15U
427
3/ 7
A-37L

896
1/19
S- 1M (before)
454
3/ 7
A-38M

657
1/19
S- 2M (after)
381
3/ 7
A-39U

271
L = leaf removal test samples
A = accumulation test samples
S = street cleaning test samples
~Location
U = upper area
M = middle area
L = lower area
-29-

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factors making up loading values. The data concerning traffic
effects were not clear; some studies, notably Shaheen (1975) found
a correlation between pollutant loadings and automobile traffic for
individual cities.
Loadings Over Time
Figure 12 shows the street surface loading values as a
function of time. In general, the pattern of data illustrates the
sawtooth pattern associated with the deposition and removal of
particulates. The highest loading measured was 1646 lbs/curb mile
in the lower subarea and the lowest loading was 193 lbs/curb mile
in the upper area. This minimum value represents the cleanest that
any of the subareas have been after being cleaned either by rain
or by street cleaning. It is interesting to note that this loading
was a result of street cleaning and was cleaner than the rains had
gotten the area. For the most part, the upper subarea was the
cleaner of the three subareas. The maximum loading values were
measured in the lower subarea. This probably results from the fact
that as of March 7, no street cleaning had been conducted in the
lower subarea.
-30-

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2400
2200
2000
1800
1600
1400
1200
1000
800
600
400
200
0
Fig, 12 - STREET SURFACE LOADING VALUES
AS A FUNCTION OF TIME
Legend
UPPER SUBAREA
Time, Days

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Figure 13 shows the equipment used to monitor the street surface
contaminants. This equipment consists of two 2.5 HP vacuums with accessories,
one 5000 watt generator and an equipment trailer.	Figure 14 is one
example of local media coverage of the project. Publicity such as this has
been found to be a good way to communicate project activities to study area
residents. Other progress in the publicity area has included a newspaper
article and a television interview.	Figure 15 shows the compositing
of all the street surface samples in preparation for shipment to the lab for
chemical analysis.
FIGURE 13 EQUIPMENT AND TRAILER FOR STREET
SURFACE MONITORING
-32-

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SECOND SECTION
Friday, February », W79 13
FIGURE 14
Newspaper Coverage of
Collection Procedure
for Street Surface
Samples
Tidying up the town
The process looks like a' 'Keep Ameri-
ca Beautiful" commercial gone
berserk — crews of men driving big
street sweepers down Castro Valley
streets, and then carefully vacuuming
up the bits of dirt they missed. But it's
really a project for cleaning up the
bay. Alameda County Flood Control
officials are trying to find out if sweep-
ing the streets will keep oil, dirt and
other gunk from washing into local
streams, and eventually into the bay,
during rainstorms. Fred Wolin, an
engineer-scientist with the depart-
ment, vacuumed a section of Knox
Street during this week's evaluation of
the program by federal Environmen-
tal Protection Agency officials.
-33-

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FIGURE 15
COMPOSITING STREET SURFACE SAMPLES
Consultants Compositing Street Surface
Samples for Shipment to Laboratory
-35-

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FIGURE 16
WET GUTTER AND STREET
Runoff Ponding in Rolled Gutter
Near Seaview Avenue Station
The above figure illustrates a street surface sample problem.
Extensive gutter flow and ponding on the street can occur for long
periods of time after rain has ended. For analytical purposes, street
surface samples should be obtained at the earliest possible time after
a storm has been monitored. A stormwater sample cannot be used in
the complete data analysis unless a street surface sample is obtained
from the whole study area before and after that specific rain. Street
sampling locations need to be periodically moved to avoid these condi-
tions. If the sampling station cannot be conveniently moved, then the
sample strip must be shortened before the gutter is reached. Very
little particulate pollutants would be in the curb if the curb was
covered with flowing water for long periods of time.
-36-

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TASK 5 STREET CLEANING AND LEAF REMOVAL TESTS
The objective of this task is to measure the effectiveness
of various standard street cleaning programs and leaf removal
practices.
As of March 2, 1979, eight street sweeping tests and twelve
leaf removal tests have been conducted. The results of these street
cleaning tests are shown on Table 5. Of the two removal measures
shown, the preferred one is the pounds per curb mile removed
measure (unit removal rate) rather than the percent of the before
loading removed. The pounds per curb mile removal value is necessary
in designing a program to meet a goal of removing a certain number of
pounds of pollutant in a given area. A pounds per curb mile removal
value is necessary for this study in order to perform mass balance
calculations and to compare pollutant removals from the study area
by street cleaning and storm events.
The preliminary results so far indicate relatively good
pollutant removals. The three lowest removal values shown on Table
5 (73 lbs., 7 lbs. and negative 14 lbs. per curb mile) were probably


TABLE 5


PRELIMINARY RESULTS OF STREET

CLEANING
PERFORMANCE VALUES
Location
Date of Test
Amounts Removed
Percentage of Before


(lbs/curb mile)
Loading Removed (%)
Middle Subarea
1/19/79
73
16
Middle Subarea
1/25
231
33
Middle Subarea
2/ 1
7
1
Middle Subarea
21 7
245
36
Upper Subarea
2/27
290
59
Upper Subarea
2/28
131
39
Upper Subarea
3/ 2
-14
-6
Upper Subarea
k.
3/ 5
105
35
-37-

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caused by the street cleaning equipment not being maintained at
optimum condition. On the January 19 test, the left gutter broom
required maintenance and similarly on February 1, the main pickup
broom was worn to the maximum extent. On the next test, 6 days
later, an improvement to over 200 lbs/curb mile pickup occurred
because of replacement of this broom. The lowest removal value
occurred on the March 2 test, when the operator noted 15% wear on
the main pickup broom and when the street surface loadings before
the test were very low.
Table 6 compares street cleaning performance data for
total solids loading from this demonstration project with previous
values obtained from the development of the County's 208 Plan and
from the completed San Jose street cleaning demonstration project.
As can be seen, this year the amounts removed from Castro Valley
were higher than the previous Castro Valley and Oakland data.
The removal value obtained in the Oakland industrial area was
higher, but the initial loading was much higher. The removal
values for San Jose's good asphalt areas were lower. The poor
condition asphalt streets and oil and screened surface streets
in San Jose had greater removal values (due to greater initial
street loading values).
-38-

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TABLE 6
COMPARISON OF STREET CLEANING
PERFORMANCE VALUES
Date
Amount Removed
(lbs/curb mile)
% of Before Loading
Removed
Castro Valley-Nil/average
Castro Valley-U-average
Castro Valley-R-^average
1979
1979
1977
140
130
23
22
32
Oakland-R^/average
Oakland-ii/one test only
1977
475/77
50
380
5
14
San Jose--^ asphalt
streets-average 1976-1977
San Jose-poor asphalt
streets-average 1976-1977
San Jose-oil and screened
surfaces streets-
average	1976-1977
104
540
170
37
40
]_/	Middle Study Area; upper study area
2/	Residential Area, Source: Alameda County 208 Plan
Zj	Industrial Area, Source: Alameda County 208 Plan
4/	Industrial Area, Source: Alameda County 208 Plan
5/	San Jose Demonstration Project, Source: Pitt
-39-

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Street Cleaning Test Schedule
Table 7 shows a revision of the preliminary street clean-
ing schedule. This schedule was revised due to the cancellation of
the regenerative air type of street cleaning equipment (Tymco)
tests. The Tymco equipment was cancelled due to financial consid-
erations. Essentially the.revision moved up the second and third
phases of Mobil cleaning so as to obtain a complete set of data for
the Mobil street cleaner operating in all three study areas.
-40-

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3/8/78
Shawley
TABLE 7 REVISED STREET CLEANING SCHEDULE^^
5-DAY
Work-Weeks
Upper
Urban Area
Middle
Urban Area
Lower
Urban Area
11/20 11/24/78
11/27 12/1
12/4 12/8
12/11 12/15
12/18 12/22
12/25 12/29
1/1 1/5/79
1/8 1/12
,(2)
4L
0
0
0
0
0
0
0
0
0
0
0
0
fs)
4L*
0
0
0
0
0
0
1/15 1/19
1/22 1/26
1/29 2/2
2/5 2/9
2/12 2/16
0
0
0
0
0
1
1
1
1
0
0
0
0
0
0
2/19 2/23
2/26 3/2
3/5 3/9
3/12 3/16
0
3
0
0
0
0
0
5
0
> 0
0
0
3/19 3/23
3/26 3/30
4/2 4/6
4/9 4/13
4/16 4/20
4/23 4/27
0
0
0
0
0
0
0
0
0
0
0
0
1
1
1
1
1
5
4/30 5/4
5/7 5/11
5/14 5/18
5/21 5/25
5/28 6/1
1
1
1
1
1
0
0
0
0
0
0
0
0
0
0
(1) All performed w/Mobil - number of street cleaning tests per week are shown.
(2)	Not monitored; a starting date
(3)	Leaf removal tests
-41-

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TASK 6 PROJECT REVIEW MEETINGS
The objective of this task is to communicate preliminary
findings and to obtain guidance from various interested parties.
The first meeting with the EPA project officer was held
in January 1979 in San Francisco to discuss the work plan. The next
meeting is scheduled in May to review this technical progress
report.
A meeting, late in February, was held with the project
Technical Advisory Committee members. These members represent the
Regional Water Quality Control Board, the Corps of Engineers, the
U.S. Geological Survey, ABAG, and the District. An EPA representa-
tive was also present. The purpose of the meeting was to review
the project work plan. The discussion centered on the street
cleaning regime and the consequent division of the study area into
three subareas. The major reason for this division was that the
study area, even at two square miles, was too big to sample and
clean in one day. Without the division there would not have been
sufficient time for sampling the streets on the day of street
cleaning, and would have exceeded available project resources.
Another reason is that the division will allow us to study the
effects of the different topography and different land uses of
the subareas. The result of the meeting was the decision that
during the second project year a more direct scheme of cleaning
the entire study area at one time would be used. The Technical
Advisory Committee will probably next meet in July (after pre-
liminary Jata analysis is underway) to review this progress
report and resultant data available at that time.
-42-

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JASK 7 DATA ANALYSIS AND REPORT PREPARATION
The objective of this task is to analyze the data in
accordance with the objectives of the study and to present the
results in a concise and readable manner.
The data analysis has just started and some preliminary
data and is shown in tables and figures of this report. The runoff
and street surface data collection effort will continue during the
dry season; however, this dry season data will not be reflected in
the data analysis of the Annual Report.
The first formal report (i.e., the Work Plan) was completed
in January 1979. This report is the first technical progress
report and discusses the project progress to April 1979. The next
report will be the Annual Report available for review in September
of this year. This Annual Report will cover the task progress and
detailed data analysis from the initiation of the project in
November 1979 through data collected to June 1979. This Annual
Report will also constitute the Work Plan for second year activities.
The Annual Report is expected to be published by EPA. The next
progress report will be submitted in January, 1980 and the final
report draft will be submitted, in September, 1980.
-43-

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SECTION III
SCHEDULE
The proposed schedule for conducting the tasks of the
demonstration project is shown on Figure 16.
The Work Plan was approved in early February, 1979, and
the experimental design (Task 2) was completed as part of the work
plan development. The two receiving water monitoring stations
(of Task 3) became operational in December, 1978. This runoff
monitoring will be kept operational throughout the dry season until
October to allow for monitoring of possible summer storms. Base
flow monitoring will be performed in May to compare base flow
quality with stormwater quality.
Task 4, street surface monitoring will also continue
until October for the first year of the project. Between June and
September, samples will be taken every other week. In September,
weekly samples will be taken.
Task 5, street cleaning and leaf removal tests began in
early December with twelve leaf removal tests conducted.
Full-scale street cleaning tests began on January 19, 1979. These
full-scale tests will continue until June using the street cleaning
schedule presented in this report. The use of a regenerative air
street cleaner was cancelled in March due to budget constraints.
-44-

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FIGURE 1 7. SCHEDULE FOR CASTRO VALLEY DEMONSTRATION PROJECT
t A s k s

SEP OCT NOV I DEC
1979
fes I mn urn wr juh |
»UG
OCT
DEC
1980
ft*
«n |Mr
JUL
SEP
OCI
EntRinorrAL ksig*
ww pu» Dcmwmi
receiving hah* mutton iig
srarr surface rwrrofltNG
S1BBET tLENIItt t LEAF ROWM. ItSTS
miECT Knot rcnwss
BATH MMLYSIS i REPORT PKPARATIOH
-l	I	J	1	' ¦ '
J	I	1	I	» * '
la/n/n incura tnnur itnan
UH M MFC i wa
*«ammcr «i rn uigs m nu m
tccuviim wtTcn mimira to >e
cncimo to ntir wct r.r. •udgetim
COOTMCT (W TtM TM ftEOUtKB

-------
The first EPA project review meeting in February consisted
of work plan review and approval. The second formal meeting is
scheduled for mid-May to discuss this progress report and the possi-
bility of additional project funding. The third review meeting is
scheduled for the first of September to discuss the Annual Report
and continuation of second year efforts. Tentatively, the second
year's first progress report would be submitted in January 1980
and the final report would be available in September, 1980.
It is imperative to have signed contract agreements with
ABA6/EPA no later than September 1 to keep work on schedule without
any lapse of time between first and second year activities.
-46-

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SECTION IV
PROJECT COSTS
The first year's project costs were estimated to be $108,000;
$75,000 was to be funded by EPA and $33,000 matched by the Alameda
County Flood Control and Water Conservation District. As of March 8,
1979, (20 weeks and 42% of the way through the project), the total
estimated project expenditures were about $32,145 (30% of the
estimate). EPA costs have totaled $20,202 (27% of $75,000). The
Flood Control District's match totaled $11,942 (36% of $33,000).
ABAG, the project sponsor, has been credited its $5,000 share of
the first year's project cost with services yet to be rendered.
More than 1,300 person-hours have been spent by District
personnel and consultants on the project as of March 8, 1979. The
following list summarizes actual expenditures and budget estimates to
March 1 , 1979, by task:

Task Title
Actual/Budget
%
1
Work Plan Development
$2,825/ 3,500 =
81%
2
Experimental Design
$2,848/ 1,500 =
190%
3
Receiving Water Monitoring
$8,914/38,000 =
23%
4
Street Surface Monitoring
$7,480/26,060 =
29%
5
Street Cleaning and Leaf Removal Tests
$2,229/12,000 =
19%
6
Project Review Meetings
$1,234/ 1,900 =
65%
7
Data Analysis and Report Preparation
$1,200/20,000 =
6%
-47-

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SECTION V
APPENDIX
The raw data is riot included here. It is too lengthy to
reproduce in this interim report. It is available for viewing at the
District offices in Hayward. The raw data will be included in the
September Annual Report.
-48-

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