RES-2009-163RESOLUTION NO. 2009- 163
RESOLUTION OF THE CITY COUNCIL OF THE CITY OF
ANAHEIM ADOPTING THE "MASTER PLAN OF STORM
DRAINAGE FOR ANAHEIM BARBER CITY CHANNEL
TRIBUTARY AREA JUNE 2009"
WHEREAS, the City Council did, in January 1974, adopt the Master Plan for Drainage
for the City of Anaheim; and
WHEREAS, revised storm drainage design parameters and other studies have shown the
need to update the "Master Plan of Storm Drainage for Anaheim Barber City Channel Tributary
Area June 2009 "; and
WHEREAS, it is necessary and desirable to replace all applicable sections and provisions
related to the "Master Plan of Storm Drainage for Anaheim Barber City Channel Tributary Area
June 2009" for the Master Plan for Drainage for the City of Anaheim.
NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Anaheim,
California, as follows:
1. The City Council does hereby adopt the "Master Plan of Storm Drainage for Anaheim
Barber City Channel Tributary Area June 2009."
2. All other sections and provisions of prior Master Plans and /or Studies of storm
drainage not related to the "Master Plan of Storm Drainage for Anaheim Barber City Channel
Tributary Area June 2009" shall remain in full force and effect.
THE FOREGOING RESOLUTION is approved and adopted by the City Council of the
City of Anaheim this 27th day of October 2009 by the following roll -call vote:
AYES: Mayor Pringle, Council Members Hernandez, Sidhu, Galloway, Kring
NOES: NONE
ABSTAIN: NONE
ABSENT: NONE
ATTEST:
CITY CLERK OF THE CITY & ANAHEIM
CITY NAHEIM
MAYOR OF THE @1TY O ANAHEIM
74368.1US0hS 2
UO
CITY OF ANAHEIM
Master Plan of Storm Drainage for
Anaheim Barber City Channel
Tributary Area
JUNE 2009
MASTER PLAN OF STORM DRAINAGE FOR
ANAHEIM BARBER CITY CHANNEL
TRIBUTARY AREA
June 2009
Prepared for
City of Anaheim
Public Works Department
200 South Anaheim Boulevard
Anaheim, CA 92805
By
CNC Engineering
1 Corporate Park, Suite 101
Irvine, CA 92606
Under the Supervision of
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j hlo� G�r.3 m
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EXP. 3o - I n
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C
Sean Nazarie, P.E.
4 t - '
w 4p
+ Approved By
Mark K. Vukojevic, P.E.
City Engineer
Concurred y
Natalie Meek , P.E.
Director of Public Works
Revisions
No. Description Aimroved bv Date
Table of Contents
1.
Executive Summary
..... ..............................4
1.1
General ..................................................................................................
..............................
1.2
Drainage Area 4 ..................................................................................
............................... 4
1.3
Drainage Area 12 ................................................................................
............................... 5
1.4
Drainage Area 14 ................................................................................
............................... 5
1.5
Drainage Area 19 ................................................................................
............................... 5
1.6
Drainage Area 20 ................................................................................
............................... 6
1.7
Drainage Area 21 ................................................................................
............................... 6
1.8
Drainage Area 22 ................................................................................
............................... 7
1.9
Drainage Area 23 ................................................................................
............................... 7
2 .
Introduction
...................................................................................................
.............................
2.1
Purpose ................................................................................................
.............................
2.2
Background .........................................................................................
.............................
3 .
Technical
Criteria ..........................................................................................
.............................
3.1
Hydrologic Analysis ..........................................................................
.............................
3.2
Hydraulic Analysis .............................................................................
.............................
3.3
Flow at City Boundary
12
4 .
Drainage Area 4 .............................................................................................
.............................
4.1
Hydrologic Analysis ..........................................................................
.............................
4.2
Analysis of Existing Improvements .................................................
.............................14
4.3
Proposed Improvements ...................................................................
.............................
4.4
Cost Estimates .....................................................................................
.............................
5 .
Drainage
Area 12 ...........................................................................................
.............................
5 .1
Hydrologic Analysis ..........................................................................
.............................
5.2
Analysis of Existing Improvements ................................................. .............................18
5.3
Proposed Improvements ...................................................................
.............................19
5.4
Cost Estimates ...................................................................................
............................... 20
6 .
Drainage
Area 14 ......................................................................................... ............................... 22
6.1
Hydrologic Analysis ........................................................................
............................... 22
6.2
Analysis of Existing Improvements ...............................................
............................... 22
6.3
Proposed Improvements .................................................................
............................... 23
6 .4
Cost Estimates ...................................................................................
............................... 25
7 .
Drainage Area 19 .........................................................................................
............................... 26
7.1
Hydrologic Analysis ........................................................................
............................... 26
7.2
Analysis of Existing Improvements .................................................
.............................26
7.3
Proposed Improvements .................................................................
............................... 27
7.4
Cost Estimates ...................................................................................
............................... 30
8 .
Drainage Area 20 .........................................................................................
............................... 31
8 .1
Hydrologic Analysis ........................................................................
............................... 31
8.2
Analysis of Existing Improvements .................................................
.............................31
8 .3
Proposed Improvements .................................................................
............................... 32
8 .4
Cost Estimates ...................................................................................
............................... 35
9 .
Drainage Area 21 .........................................................................................
............................... 36
9 .1
Hydrologic Analysis ........................................................................
............................... 36
9.2
Analysis of Existing Improvements .................................................
.............................36
9.3 Proposed Improvements ................................................................. ............................... 37
9.4 Cost Estimates ........................ ............................... ...................... 38
...... ...............................
10 . Drainage Area 22 ............................ ...............................
10.1 Hydrologic Analysis ................................................... ...............................
.....................
Analysis of Existing Improvements ................................................. .............................39
10.3 Proposed Improvements ................................................................. ............................... 40
10.4 Cost Estimates ................................................................................... ............................... 43
11 . Drainage Area 23 .................................. ...............................
................... ...............................
1.1 Hydrologic Analysis ........................................................................ ............................... 45
11.2 Analysis of Existing Improvements ................................................. .............................46
11.3 Proposed Improvements ................................................................. ............................... 46
11.4 Cost Estimates ...... ...............................
......................... ...............................
.....................
12. Storm Drain Impact and Improvement Fee ............................................. .............................49
List of Tables
Table I — Drainage Area 4 Summary of Hydrology ................................ ............................... 14
Table 2 — Drainage Area 4 Cost Estimate (2008 Dollars)
....................... ...............................
Table 3 — Drainage Area 12 Summary of Hydrology ..............................
17
...............................
Table 4 — Drainage Area 12 Cost Estimate (2008 Dollars)
18
..................... ...............................
21
Table 5 — Drainage Area 14 Summary of Hydrology.
............................................................
Table 6 — Drainage Area 14 Cost Estimate (2008 Dollars)
22
..................... ...............................
Table 7 — Drainage Area 19 Summary of Hydrology
25
.............................. ...............................
Table 8 — Drainage Area 19 Cost Estimate (2008 Dollars)
26
..................... ...............................
30
Table 9 — Drainage Area 20 Summary of Hydrology .............................. ...............................
31
Table 10 — Drainage Area 20 Cost Estimate (2008 Dollars)
................... ...............................
35
Table 11 — Drainage Area 21 Summary of Hydrology ............................ ...............................
36
Table 12 — Drainage Area 21 Cost Estimate (2008 Dollars) ................... ...............................
38
Table 13 — Drainage Area 22 Summary of Hydrology ............................ ...............................
39
Table 14 — Drainage Area 22 Cost Estimate (2008 Dollars)
................... ...............................
Table 15 — Drainage Area 23 Summary of Hydrology
44
............................ ...............................
Table 16 — Drainage Area 23 Cost Estimate (2008 Dollars)
46
................... ...............................
Table 17 — Cost Summary of Storm Drainage in ABC Channel Tributary Area (2008 Dollars)
48
.......................................................................................................... ...............................
49
List of Figures
Figure1 Study Area ...................................................... ...............................
8
Figure 2 Proposed Improvements ...................................... ..............................9
2
Appendices
Appendix A
Existing Street Flow Calculations & Recommended Improvements
Appendix B
Existing Storm Drain Calculations & Recommended Improvements
Appendix C
Hydrology Calculations
Appendix D
Hydrology Maps
Appendix E
Cost Estimates
Appendix F
Supplemental Calculations
Appendix G
Technical Memorandum 1- Alternative Improvements
1. Executive Summary
1.1 General
The primary objective of this report is to evaluate the storm drainage system within the
Anaheim Barber City Channel Tributary Area (ABCCTA) in the City of Anaheim in order to
identify storm drainage system needs to reduce street flooding within the study area shown
in Figure 1.
ABCCTA within the City of Anaheim consists of Drainage Areas 4, 12, 14 and 19 through 23.
Runoff from Drainage Areas 4 and 12 is carried in storm drains across the City limit and
discharge into the ABC Channel approximately 2,000 feet downstream within the City of
Stanton. Runoff from Drainage Area 14 is carried southerly on Euclid Street and discharged
into the ABC Channel near the southerly boundary of the City. Runoff from Drainage Areas
19 through 23 discharges into the ABC Channel via inlets and storm drain pipes within the
city limits. Runoff in Drainage Area 14 travels from north to south through Euclid Street
storm drain line which discharges into the ABCC approximately 1,800 feet south of the
Katella Avenue.
This report discusses and identifies existing deficient drainage areas within the ABCCTA in
the City of Anaheim that are subject to flooding, recommends drainage improvements to
reduce or eliminate the deficiencies, and presents the probable cost for construction of these
improvements.
1.2 Drainage Area 4
Drainage Area 4 as defined on the City Drainage District Maps includes a large portion of
the unincorporated area of the County. Since this report is only concerned with areas within
the limits of the City of Anaheim, the portion of Drainage Area 4 in the unincorporated
County area is not included in the analysis. Therefore, Drainage Area 4 is divided into two
separate areas.
The northerly portion drains approximately 230 acres and is generally bounded by Orange
Avenue on the north, Nutwood Street on the east, Mojeska Park and Ball Road on the south
and the westerly City limit on the west.
The southerly portion drains approximately 38 acres, and is generally bounded by the
Union Pacific Railroad easement on the north, Brookhurst Street on the east, Katella Avenue
on the south and the westerly City limit on the west.
Generally, water flows over land to streets and then through pipes from the northeast to the
southwest, and ties into the Gilbert Street storm drain (CO3 P08) at the City limits with the
City of Garden Grove.
Runoff from the northerly portion of Drainage Area 4 is collected in a storm drain in Ball
Road, which then turns south at South Gilbert Street and travels approximately 1.4 miles
through unincorporated County and the City of Garden Grove before discharging into the
ABC Channel.
4
Runoff from the southerly portion of Drainage Area 4 travels west in Katella Avenue, which
then joins the flow in the S. Gilbert Street storm drain and drains to the ABC Channel.
The City of Anaheim Storm Drainage Manual for Public and Private Drainage Facilities
defines the allowable flooded width on local streets and arterials. Hydraulic analysis
indicates that the City's flooded width criteria along portions of Ball Road, Brookhurst
Street, Coventry Drive, Valley Street, and Agate Street are not satisfied. The proposed
improvements in Area 4 consist of construction of new storm drains in these streets at an
estimated construction cost of $3,807,000.
1.3 Drainage Area 12
Drainage Area 12 drains approximately 792 acres and is generally bounded by Ball Road
and Orange Avenue on the north, Euclid Street on the east, Katella Avenue on the south,
and Brookhurst Street on the west. Generally, water flows over land from the northeast to
the southwest and then from north to south via the Brookhurst storm drain which
discharges into the ABCC approximately 2,200 feet south of Katella Avenue, in the City of
Garden Grove.
Hydraulic analysis indicates that the City's flooded width criteria are not met in the
following:
1. Katella Avenue 4. W. Chalet Ave 7. W. Harriet Lane
2. W. Crone Ave 5. S. Hacienda St.
3. S. Trident St. 6. Dallas Dr.
Improvements to the existing facilities are recommended to satisfy the City's requirement of
conveying the 10 -year storm event and also the flooded width criteria. The improvements
consist of parallel storm drains, relief drains, extensions of existing systems, and
replacement of existing facilities. The estimated cost for constructing the improvements is
$16,357,000.
1.4 Drainage Area 14
Drainage Area 14 drains approximately 633 acres, and is generally bounded by Broadway
on the north, ABC Channel and the Union Pacific Railroad easement on the east, Southerly
City limit on the south, and Euclid Street on the west. Generally, water flows over land and
then through pipes from north to south through Euclid Street storm drain line which
discharges into the ABCC approximately 1,800 feet south of the Katella Avenue.
The capacity of the existing facilities ranges from 20 percent to 100 percent of a 10 -year
storm, which means that at certain locations, the City's flooded width criteria during a 10, 25
and 100 -year storm event are not met. Improvements to the existing facilities are
recommended to satisfy the City's requirement of conveying the 10 -year storm event and
also the flooded width criteria. The improvements consist of parallel storm drains, relief
drains, extensions of existing systems, and replacement of existing facilities. The estimated
cost for constructing the improvements is $6,732,000.
1.5 Drainage Area 19
Drainage Area 19 drains approximately 643 acres, and is generally bounded by East Street
on the east, Ball Road and Vermont Avenue on the south, Walnut Street on the west, with
the northerly boundary of the Drainage Area meandering along Lincoln Avenue, Santa Ana
Street and Broadway. Generally, water flows over land and then through pipes from east to
west and ties into the South Street storm drain flowing westerly which joins Walnut Street
storm drain and continues south to ABCC.
The capacity of the existing facilities ranges from 37 percent to 100 percent of a 10 -year
storm which means that at certain locations, the City's flooded width criteria during a 10, 25
and 100 -year storm event are not. Improvements to the existing facilities are recommended
to satisfy the City's requirement of conveying the 10 -year storm event, and also to satisfy the
flooded width criteria. The improvements consist of parallel storm drains, relief drains,
extensions of existing systems, and replacement of existing facilities. The estimated cost for
constructing the improvements is $13,867,000. This includes approximately $1,702,000 in
storm drain improvement costs within the I -5 Freeway right -of -way.
1.6 Drainage Area 20
Drainage Area 20 drains approximately 815 acres. A large portion of the Drainage Area is on
the east side of the I -5 Freeway and is generally bounded by State College Road on the east,
Ball Road on the south, and Vermont Avenue on the east and north. Flow from the east side
of the I -5 is carried across the Freeway through two underground conduits along Ball Road.
The flow is then augmented by the runoff from the portion of Drainage Area 20 west of the
I -5. The portion of the Drainage Area west of the 1 -5 is generally bounded by the I -5 on the
east, Disneyland Theme Park on the south, Union Pacific Railroad track on the west and Ball
Road on the north. Generally, water flows over land and then through pipes from east to
west and discharges directly into the ABC Channel.
The capacity of the existing facilities ranges from 17 percent to 100 percent of a 10 -year
storm which means that at certain locations, the City's flooded width criteria during a 10, 25
and 100 -year storm events are not met. Improvements to the existing facilities are
recommended to satisfy the City's requirement of conveying the 10 -year storm event, and
also to satisfy the flooded width criteria. The improvements consist of parallel storm drains,
relief drains, extensions of existing systems, and replacement of existing facilities. The
estimated cost for constructing the improvements is $30,952,000.
1.7 Drainage Area 21
Drainage Area 21 drains approximately 305 acres, and is generally bounded by Ball Road on
the north, Harbor Blvd and Walnut Street on the east, Katella Avenue and Cerritos Avenue
on the south and ABC Channel on the west. Generally, water flows over land and then
through pipes from east to west and discharges directly into the ABC Channel.
The capacity of the existing facilities ranges from 30 percent to 100 percent of a 10 -year
storm which means that at certain locations, the City's flooded width criteria during a 10, 25
and 100 -year storm event are not met. Improvements to the existing facilities are
recommended to satisfy the City's requirement of conveying the 10 -year storm event, and
also to satisfy the flooded width criteria. The improvements consist of parallel storm drains,
relief drains, extensions of existing systems, and replacement of existing facilities. The
estimated cost for constructing the improvements is $2,677,000.
Figure 1 Study Area
1.8 Drainage Area 22
Drainage Area 22 drains approximately 940 acres, and is generally bounded by Lewis Street
and the Union Pacific Railroad easement on the east, Katella Avenue on the south, Ninth
Street and Walnut Street on the west and Ball Road on the north. Generally, water flows
over land and then through pipes from east to west and drains into the double 8' x 8.5' RCB
storm drain in Katella Avenue.
The capacity of the existing facilities ranges from 16 percent to 100 percent of a 10 -year
storm which means that at certain locations, the City's flooded width criteria during a 10, 25
and 100 -year storm event are not met. Improvements to the existing facilities are
recommended to satisfy the City's requirement of conveying the 10 -year storm event, and
also to satisfy the flooded width criteria. The improvements consist of parallel storm drains,
relief drains, extensions of existing systems, and replacement of existing facilities. The
estimated costs for constructing the improvements is $13,381,000. This includes
approximately $1,208,000 in storm drain improvements costs within the 1 -5 Freeway right -
of -way.
1.9 Drainage Area 23
Drainage Area 23 drains approximately 266 acres, and is generally bounded by West Street
on the east, South City limits on the south, west City limits on the west and Katella Avenue
on the north. Generally, runoff from 3 /4 of the Drainage Area flows over land and then
through pipes from east to west and discharges into the ABC Channel via Euclid Street
storm drain. Runoff from Stoddard Park is collected at a sump inlet within the Park and is
pumped directly into the ABC Channel, without impacting runoff on any of the City streets.
Runoff from a small portion of the Drainage Area immediately west of Stoddard Park sheet
flows to inlets at the intersection of Eileen Drive and Flippen Way drains directly into the
ABC Channel. The rest of the Drainage Area located east of Jannette Lane surface drains
southerly via Jacalene Lane into the City of Garden Grove.
The capacity of the existing facilities ranges from 66 percent to 100 percent of a 10 -year
storm which means that at certain locations, the City's flooded width criteria during a 10, 25
and 100 -year storm event are not met. Improvements to the existing facilities are
recommended to satisfy the City's requirement of conveying the 10 -year storm event, and
also to satisfy the flooded width criteria. The improvements consist of parallel storm drains,
relief drains, extensions of existing systems, and replacement of existing facilities. The
estimated cost for constructing the improvements is $3,529,000.
7
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Figure 2 Proposed Improvements
2. Introduction
2.1 Purpose
The purpose of the City of Anaheim Master Plan of Storm Drainage for the Anaheim - Barber
City Channel Tributary Area (ABCCTA) is:
1. To identify deficiencies in the flow capacity of the streets based on the maximum
allowable flooded width and depth specified in the City's Storm Drainage Manual
for Public and Private Drainage Facilities, dated August, 2005.
2. To provide comprehensive long -range planning for the implementation and
development of drainage facility improvements in the area.
3. To determine the cost of implementing the facilities, and discuss funding of the
improvements.
2.2 Background
In 1973, the City published a Master Plan of Drainage for the City of Anaheim that divided
the City into 43 drainage areas. The Master Plan of Flood Control & Drainage Facilities in
Orange County, last revised by OCFCD on February 10, 1999, identified ABC Chaiulel as
Facility CO3.
Drainage Areas 14, and 19 through 22 drain into the ABC Channel within the City of
Anaheim. Runoff from all but 35 acres of the easterly portion of Drainage Area 23 also
discharges into the ABC Channel immediately downstream of the City limit. Runoff from
Drainage Areas 4 and 12 crosses the City limits and continues southerly approximately
2,000 feet through the City of Garden Grove before discharging into the ABC Channel.
10
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3. Technical Criteria
3.1 Hydrologic Analysis
The hydrologic analysis for the City of Anaheim Master Plan of Storm Drainage for the
ABCCTA was performed in accordance with the City of Anaheim Department of Public
Works Storm Drainage Manual, dated August of 2005. The methods, data, and criteria
integrated and incorporated are consistent with accepted methods of analyzing storm water
runoff throughout Orange County as outlined in the Orange County Hydrology Manual,
except where superseded by the City's Storm Drainage Manual.
GIS Facility Maps and AutoCAD drawings were obtained from the City, which contained
streets, existing facilities, and drainage areas for the ABCCTA. The drainage patterns were
revised after a review of project plans to reflect new development in the area. A field
review was then conducted, and the drainage patterns were further refined. Land use data
was obtained from the City of Anaheim's May 2004 General Plan and soils information was
obtained from the 1986 Orange County Hydrology Manual. Land use, soils information and
subarea information was input into the Advanced Engineering Software Computer Program
RATOC which is based on the 1986 Orange County Hydrology Manual.
3.2 Hydraulic Analysis
Street flooded width analyses were performed in accordance with the City of Anaheim
Department of Public Works Storm Drainage Manual, dated August of 2005. Results of the
street flow hydraulic analysis are summarized in spreadsheets in Appendices A and B. The
street segments that do not meet the City's flooded width criteria are identified on the
spreadsheets in Appendices A and /or B.
The proposed storm drains were analyzed using Maruling's Equation for uniform steady
state flow. The analysis assumed uniform flow in pipes. The input data consisted of the
peak flow, the pipe slope, friction coefficient and diameter. Results of the analysis can be
found in Appendices A and B.
The hydraulic analysis assumed that the streets would be free and clear of any major
obstructions and that the storm drains would be adequately maintained so that blockage
would not occur. Street capacity analyses assumed that all streets conformed to the City of
Anaheim's typical street sections. Street widths were determined from street plans and as-
built drawings.
The results of hydraulic analysis in some cases indicate that in order to meet the City's
maximum flood width criteria, it would be necessary to construct new storm drain
improvements that would impact more than two traffic lanes in the street. This would likely
have a very significant impact on traffic and utility service. Therefore, it may be more
practical to mitigate street flooding with the combined use of storm drain improvements
and development of retarding basins on properties adjacent to the street such as parks and
school athletic fields. The development of retarding basins must be studied and analyzed at
the project level and may require but not limited to the following actions:
11
• the acquisition of property
• re- grading of the terrain to effectively collect surface run -off
• the possible relocation of private property as well as commercial
businesses from whom land has been purchased
• pest abatement or treatment of stagnant water
• the installation of pumps, pipes, valves and fences
3.3 Flow at City Boundary
The ABCCTA is bordered on the south by Garden Grove. This study evaluates the capacity
of each proposed storm drain facility up to the City limit. The approach for the proposed
hydraulics at the boundary of the City limit is to recognize the adjacent agency's
downstream parameters. The latest Master Plan of Drainage for the City of Garden Grove
was published in September of 1991. According to this master plan, the existing
downstream facilities at the City limits are adequate per that agency's criteria. In this study,
when existing downstream facilities are determined to be unable to convey the flow from
the City of Anaheim's master plan storm drain at the City limits, excess flow at the City
boundary is proposed to be resurfaced onto the street through equalizers. However, this
report recommends that the City consider storing the flow in underground systems as a
means of peak flow mitigation, whenever possible.
12
4. Drainage Area 4
Drainage Area 4 as defined on the City Drainage District Maps includes a large portion of
the unincorporated area of the County. Since this report is only concerned with areas within
the limits of the City of Anaheim, that portion of Drainage Area 4 found within the
unincorporated County area is not included in the analysis. Therefore, Drainage Area 4 is
divided into two separate areas.
The northerly portion drains approximately 230 acres and is generally bounded by Orange
Avenue on the north, Nutwood Street on the east, Mojeska Park and Ball Road on the south
and the westerly City limit on the west.
The southerly portion drains approximately 38 acres, and is generally bounded by the
Union Pacific Railroad easement on the north, Brookhurst Street on the east, Katella Avenue
on the south and the westerly City limit on the west.
Generally, water flows over land to streets from the northeast to the southwest. Over 90%
of the northerly portion of Drainage Area 4 drains directly to the Ball Road storm drain
(Facility No. B01 -P03). Runoff from the rest of the northerly portion also drains westerly on
the surface of Colchester Drive and Vancouver Drive and crosses the City limit onto
unincorporated County land. This runoff then flows southerly and is picked up in the Ball
Road storm drain (B01 -P03). This line joins Facility CO3 -P08 at South Gilbert Street, which
runs south and continues through unincorporated County area and the City of Garden
Grove, and discharges into the ABC Channel approximately 2,000 feet downstream of
Katella Ave.
Runoff from over 80% of the southerly portion drains south onto Katella Avenue via a
parkway culvert and the end of the Gardenaire Lane cul -de -sac and crosses the City limit
onto unincorporated County land. Runoff from the rest of the southerly portion also drain
westerly on the surface of Crestwood Lane and crosses the City limit onto unincorporated
County land. This runoff then flows southerly onto Katella Ave outside the City boundary.
4.1 Hydrologic Analysis
The hydrologic analysis for Drainage Area 4 was performed in accordance with the
hydrologic criteria outlined in Chapter 3 and can be found in Appendix C. The hydrology
map for Drainage Area 4 can be found in Appendix D. The following table highlights the
flow rates at the key drainage nodes for the Area. Table 1 shows associated drainage areas
and flows for 10 -, 25 -, and 100 -year storm events.
13
Table 1 — Drainage Area 4 Summary of Hydrology
Node
Location
Drainage Area
10 -Year Flow
25 -Year Flow
100 -Year Flow
(ac)
(cfs)
(cfs)
(cfs)
433
Ball Road at City Limit
209
232
289
386
437
Colchester Drive at
9
13
16
22
City Limit
442
Vancouver Dr at City
12
18
23
30
Limit
453
Crestwood Lane at
7
12
15
20
City Limit
459
Ball Road at City Limit
31
44
55
7
4.2 Analysis of Existing Improvements
Runoff in Drainage Area 4 is conveyed via street curb and gutters and underground storm
drains. As shown in Table 1, runoff concentrates at five points along the City limit. The
following is a description of each concentration point:
1. Ball Road is an east -west primary arterial that crosses the City limit between
Brookhurst Street and S. Gilbert Street. The tributary area to this street consists
mostly of single family residential areas and some commercial developments. An
existing storm drain in the street varying in diameter from 48" to 72" collects the
runoff and carries it westerly towards S. Gilbert Street. Hydraulic analysis of
indicates the street does not meet the maximum flooded width criteria for the 10 -,
25- and the 100 -year storms between Coventry Drive and the City limit. In addition
to Ball Road, this study found that portions of Agate Street, Chateau Avenue, Valley
Street, Coventry Drive and Brookhurst Street, tributary areas to Ball Road, also do
not meet the City's maximum flooded width criteria.
2. Colchester Drive is an east -west residential street located north of Vancouver Drive.
The tributary area to this street is made up of single family residential areas. This
street complies with the City's maximum flooded width criteria.
3. Vancouver Drive is an east -west residential street located north of Ball Road. The
tributary area to this street is made up of single family residential area. This street
complies with the City's maximum flooded width criteria.
4. Crestwood Lane is an east -west residential street located immediately south of the
railroad easement. Hydraulic analysis of the street flow indicates this street complies
with the City's maximum flooded width criteria.
5. Katella Avenue is an east -west primary arterial. Hydraulic analysis indicates the
street meets the City's flooded width criteria between Brookhurst Street and the City
limit.
The existing street flow hydraulic calculations for Drainage Area 4 can be found in
Appendices A and B.
14
4.3 Proposed Improvements
As discussed under Section 4.2, runoff from Drainage Area 4 concentrates at five (5)
different points along the City limit. Of these five locations only Ball Road fails to meet the
City's maximum flooded width criteria. The specific recommendations for the area are
discussed in more detail below.
In addition to the hydraulic deficiency in Ball Road, this study found that portions of other
streets within the tributary area to Ball Road do not meet the City's maximum flooded
width criteria.
This report recommends construction of new storm drain improvements to convey the full
flow of the 10 year storm along the following streets:
1. Install 800 Ft of 30" RCP in Agate Street from Niobe Ave to Chateau Ave
2. Install 1170 Ft of 30" RCP in Chateau Avenue from Agate Street to Valley Street
3. Install 1060 Ft of 48" RCP in Valley Street from Niobe Ave to the upstream end of
the existing storm drain at the intersection of Coventry Drive and Minerva Avenue.
Furthermore, as shown in Appendix B, in order to meet the flood width criteria, it will be
necessary to improve the existing storm drain capacity in Coventry Drive, Brookhurst Street
and Ball Road. The alternatives for increasing the storm drain capacity in these street
segments are presented below.
Drainage Area 4 Alternative Improvements:
Alternative 1 (Recommended) - This alternative calls for replacing the existing 54"
RCP in Coventry Drive between Minerva Avenue and Ball Road and in Minerva Ave
between Coventry Dr and Valley St with a new 8' x 4.5' RCB. The reason for using a
box conduit is the limitation on the depth of cover. A pipe with an equivalent
conveyance would have a diameter. of 78" and would not have the 30" minimum
required depth of cover.
This study also considered alternatives to installation of a new conduit in this street
by constructing a retarding basin within the drainage area. The only site within the
drainage basin is the 4.5 acre athletic field at Barton Clara Elementary School located
at the intersection of Chateau Ave and Agate St. However, a retarding basin on this
lot may be too far upstream of the drainage area outlet to have a significant impact
on the peak flow.
It also calls for replacing 650' of the existing 42" RCP along Brookhurst Street north
of Ball Road with a new 48" RCP. Finally, in order to comply with the flood width
criteria, this Alternative calls for replacing the existing 60" to 69" RCP in Ball Road
between Coventry Drive and Brookhurst Street with a 78" RCP and the existing 72"
RCP between Brookhurst Street and the City limit with a 90" RCP. At the City limit
the 90" RCP transitions back to an existing 72" RCP and creates a condition where
excess flows are to be expected. To handle excess pipe flows at the City limits, it is
necessary to install an equalizer structure to allow the flows that exceed the capacity
of the 72" RCP, to flow back out to the street surface.
15
Alternative 2 - This alternative uses the flow capacity of the existing storm drain
improvements and augments them with new parallel storm drains. Therefore, this
Alternative calls for constructing a 60" RCP parallel to the existing 54" RCP in
Coventry Drive between Minerva Avenue and Ball Road; a 24" RCP parallel to the
existing 42" RCP along Brookhurst Street north of Ball Road; and a 60" RCP parallel
to the existing 60" to 69" RCP in Ball Road between Coventry Drive and Brookhurst
Street.
In order to determine the full cost of Alternative 2, it will be necessary to perform
detailed analysis of its impact on the existing utilities. Since that level of analysis is
beyond the scope of this report, it is recommended to use Alternative 1 for
budgeting purposes. However, during final design, it is recommended to analyze the
feasibility of constructing the parallel storm drains in Alternative 2.
4.4 Cost Estimates
The estimated cost summarized in Table 2 include construction, engineering, design,
surveying, and construction management. Pipe costs are per linear foot of pipe and have
been increased to include excavation, shoring, bedding, backfill, compaction, removal of
excess material, and trench resurfacing. The detailed cost estimates for Drainage Area 4 can
be found in Appendix E.
Since the construction of the recommended facilities will be spread out over a number of
years, the total cost of master plan implementation will be subject to future construction cost
increases. Therefore, it is recommended that the funding programs established for
implementation of the Master Plan of Storm Drainage make provisions for the increased
cost of deferred construction. Inflation factors should be applied to reflect a specific year's
total cost over the 2008 total costs. Summarized in Table 2 are the construction cost
estimates by project location for Drainage Area 4.
16
Table 2 — Drainage Area 4 Cost Estimate (2008 Dollars)
Drainage
Street
Type of
Size
Estimated Cost
Area
Facility
4
Chateau Ave (from Valley
New
30" RCP
$634,000
to Agate St)
Agate St (from Chateau to
New
30" RCP
Niobe Ave)
4
Valley St
New
48" RCP
$475,000
(from Niobe to Minerva)
4
Coventry Dr /Minerva Av
Replacement
8'x4.5' RCB
$677,000
(from Ball Rd to Valley St)
per Alternative
1
4
Brookhurst St
Replacement
48" RCP
$426,000
(from Ball to Brookmore)
per Alternative
1
4
Ball Rd
(from Brookhurst to
Replacement
78" RCP
Coventry)
per Alternative
1
$1,595,000
(from Perdido to
Replacement
90" RCP
Brookhurst)
per Alternative
1
TOTAL
$3,807,000
17
5. Drainage Area 12
Drainage Area 12 drains approximately 792 acres and is generally bounded by Ball Road
and Orange Avenue on the north, Euclid Street on the east, Katella Avenue on the south,
and Brookhurst Street on the west. Generally, water flows over land and in storm drains
and is collected in the Brookhurst- Cerritos- Nutwood storm drain (CO3 -PO9). This storm
drain crosses the City limit into the City of Garden Grove at Katella Avenue. The storm
drain line then continues south and discharges into the ABCC approximately 2,200 feet
south of Katella Avenue.
5.1 Hydrologic Analysis
The hydrologic analysis was performed for Drainage Area 12 in accordance with the criteria
outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage
Area 12 can be found in Appendix D. The following table shows the flow rates at the outlet
of the Drainage Area for 10 -, 25 -, and 100 -year storm events.
Table 3 — Drainage Area 12 Summary of Hydrology
5.2 Analysis of Existing Improvements
Presently the main storm drain in Drainage Area 12 begins in Nutwood Street
approximately 1,400 feet north of Ball Road and continues south to Cerritos Avenue, where
it turns westerly and continues to Brookhurst Street.
Hydraulic analysis indicates with the exception of small segments of W. Crone Ave and S.
Trident Street, the roadways in Drainage Area 12 north of Ball Road meet the flooded width
criteria. However, Katella Avenue from Brookhurst Street to Humor Drive (about 4,300 feet
east) along with several local streets south of Ball Road do not meet the maximum flooded
width requirement. This segment of Katella Avenue does not currently have any significant
storm drainage facilities.
The existing street flow hydraulic calculations for Drainage Area 12 can be found in
Appendices A and B.
18
Location
Drainage Area
10 -Year Flow
25 -Year Flow
100 -Year Flow
E1275
(ac)
(cfs)
(cfs)
(cfs)
Brookhurst Street at
792
708
900
1211
City Limit
5.2 Analysis of Existing Improvements
Presently the main storm drain in Drainage Area 12 begins in Nutwood Street
approximately 1,400 feet north of Ball Road and continues south to Cerritos Avenue, where
it turns westerly and continues to Brookhurst Street.
Hydraulic analysis indicates with the exception of small segments of W. Crone Ave and S.
Trident Street, the roadways in Drainage Area 12 north of Ball Road meet the flooded width
criteria. However, Katella Avenue from Brookhurst Street to Humor Drive (about 4,300 feet
east) along with several local streets south of Ball Road do not meet the maximum flooded
width requirement. This segment of Katella Avenue does not currently have any significant
storm drainage facilities.
The existing street flow hydraulic calculations for Drainage Area 12 can be found in
Appendices A and B.
18
5.3 Proposed Improvements
As mentioned under Section 5.2, several streets in Drainage Area 12 do not meet the City's
allowable flood width requirement. This report recommends construction of new storm
drain improvements to convey the full flow of the 10 year storm along the following streets:
• Install 175 Ft of 36" RCP in S. Trident Street from Crone Ave to Niobe Ave.
• Install 775 Ft of 42" RCP in W. Crone Ave. from Broadview Street to S. Trident Street
• Install 310 Ft of 36" RCP in S. Trident Street from Ball Road to W. Juno Ave.
• Install 925 Ft of 39" RCP in W. Chalet Ave from Nutwood St to S. Hacienda St.
• Install 1075 Ft of 39" RCP in S. Hacienda St. from Chanticleer Road to Cerritos Ave.
• Install 1050 Ft of 51" RCP in Dallas Drive from Woodworth Road to Cerritos Ave.
• Install 475 Ft of 45" RCP in W. Harriet Lane from Pembrooke Lane to Scarborough
Lane
• Install 525 Ft of 39" RCP in Pacific Ave. from Lamar St. to 550 ft. East
• Install 550 Ft of 42" RCP in Lamar St. from W. Harle Ave to Pacific Ave.
• Install 235 Ft of 42" RCP in W. Harle Ave. from Brookhurst St. to Lamar St.
• Install 1700 Ft of 60" RCP in Katella Ave. from Brookhurst St. to Dallas Drive
• Install 2550 Ft of 54" RCP in Katella Ave. from Dallas Drive to Humor Drive
There is currently a storm drain system at the downstream end of each of the street
segments listed above. This report recommends construction of new storm drains within
these street segments that would tie into the existing systems downstream.
The following street segments that do not meet the maximum flooded width requirement
currently have underground storm drain systems but do not have sufficient flow capacity.
As shown in Appendix B, it will be necessary to improve the storm drain capacity on
Brookhurst, Nutwood, and a short length on Katella. Alternatives 1 and 2 below provide
the approximate sizes of conduits to replace or augment the existing storm drain capacity,
respectively.
Drainage Area 12 Alternative Improvements:
Alternative 1 (Recommended) - This Alternative calls for replacing the existing 60"
RCP in Cerritos with a 10' x 6' RCB east of Dallas Dr. and a 12' x 9' RCB west of
Dallas Dr.; replacing the existing 39" RCP and 48" RCP in Nutwood with a new 54"
RCP and a 10' x 5' RCB respectively; and replacing 160' of existing 33" RCP in
Katella with a new 60" RCP. It also calls for replacing the existing 63" RCP in
Brookhurst with a 10' x 8' DRCB all the way to the City limit.
At the City limit the 10' x 8' DRCB transitions back to an existing 66" RCP and
creates a condition where excess flows are to be expected. To handle excess pipe
flows at the City limits, it is necessary to install an equalizer structure to allow the
flows that exceed the capacity of the 66" RCP, to flow back out to the street surface.
19
Alternative 2- This Alternative calls for constructing a 9' x 8' RCB parallel to the
existing 63" RCP in Brookhurst; constructing parallel to the existing 60" RCP an 84"
RCP east of Dallas Dr. and a 126" RCP west of Dallas Dr. in Cerritos; constructing a
42" RCP parallel to the existing 39" RCP and constructing a 72" RCP parallel to the
existing 48" RCP in Nutwood; and constructing a 57" RCP parallel to the existing 33"
RCP in Katella.
In order to determine the full cost of Alternative 2, it will be necessary to perform
detailed analysis of its impact on the existing utilities. Since that level of analysis is
beyond the scope of this report, it is recommended to use Alternative 1 for
budgeting purposes. However, during final design, it is recommended to analyze the
feasibility of constructing the parallel storm drains in Alternative 2.
In order to minimize the size of the proposed storm drain improvements in
Brookhurst St., this report also recomrnends the City consider constructing a
retarding basin within Modjeska Park located at the northwest corner of
Woodworth Road and Nutwood St.
5.4 Cost Estimates
Summarized in Table 4 are the construction cost estimates by project location for Drainage
Area 12. The cost estimates were prepared as discussed in Section 4.4. The detailed cost
estimates for Drainage Area 12 can be found in Appendix E.
20
Table 4 — Drainage Area 12 Cost Estimate (2008 Dollars)
Drainage
Street
Type of Facility
Size
Estimated
Area
Cost
12
S. Trident St
New
36" RCP
$123,000
(from Crone to Niobe)
12
Crone Ave
New
42" RCP
$332,000
(from Broadview to Trident)
12
S. Trident St
New
36" RCP
$168,000
(from Ball to Juno)
12
W. Chalet Ave
New
39" RCP
$371,000
(from Nutwood to Hacienda)
12
Hacienda St
New
39" RCP
$429,000
(from Chanticleer to Cerritos)
12
Dallas Dr
New
51" RCP
$489,000
(from Woodworth to Cerritos)
12
Harriet Ln
New
45" RCP
$229,000
(from Pembrooke to Scarborough)
12
Pacific Ave
New
39" RCP
$246,000
(from Lamar to 550' East)
12
Lamar St
New
42" RCP
$259,000
(from Harle to Pacific)
12
Harle Ave
New
42" RCP
$144,000
(from Brookhurst to Lamar)
Katella Ave
New /Replacement
60" RCP
(from Brookhurst to Dallas)
per Alternative 1
$1,896,000
12
(from Dallas to Humor)
New /Replacement
54" RCP
per Alternative 1
Nutwood St
Replacement per
54" RCP
(from Chateau Ave to Ball Rd)
Alternative 1
$3,116,000
12
(from Ball Rd to Cerritos Ave)
Replacement per
10'X5' RCB
Alternative 1
12
Cerritos Ave
Replacement Per
10'x6' RCB
(from Brookhurst to Dallas)
Alternative 1
$3,516,000
(from Dallas to Nutwood)
Replacement Per
12'x9' RCB
Alternative 1
12
Brookhurst St
Replacement Per
10'x8' DRCB
$5,039,000
(from Cerritos to Katella)
Alternative 1
$16,357,000
TOTAL
21
Drainaqe Area 14
Drainage Area 14 drains approximately 633 acres, and is generally bounded by Broadway
on the north, ABC Channel and the Union Pacific Railroad easement on the east, Southerly
City limit on the south, and Euclid Street on the west. Generally, water flows over land and
then through pipes from north to south through Euclid Street storm drain (CO3 -P10) which
discharges into the ABCC approximately 1,800 feet south of the Katella Avenue.
6.1 Hydrologic Analysis
The hydrologic analysis was performed for Drainage Area 14 in accordance with the criteria
outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage
Area 14 can be found in Appendix D. The following table shows the flow rates at the outlet
of the Drainage Area for 10 -, 25 -, and 100 -year storm events.
Table 5 — Drainage Area 14 Summary of Hydrology
Node
Location
Drainage Area
10 -Year Flow
25 -Year Flow
100 -Year Flow
(ac)
(cfs)
(cfs)
(cfs)
14119
Euclid Street at ABC
633
485
613
832
Channel
6.2 Analysis of Existing Improvements
Presently the main storm drain in Drainage Area 14 begins at the intersection of Gilbuck
Drive and Brande Avenue and continues west to Euclid Street through Brande Avenue,
Loara St, and Crone Avenue. It then continues south along Euclid Street storm drain (CO3-
P10) until reaching the ABCC. The storm drain varies in size from 45 -inch RCP to a 10.5 -
foot x 9 -foot reinforced concrete box (RCB) and can convey a maximum of 618 cfs during a
10 -year storm.
The City's maximum flooded width criteria is not satisfied for Crone Avenue between
Arden Street and Euclid Street. The storm drain along Crone Street has a capacity of 147
CFS, which is greater than the peak 10 -year runoff. However, the residual 100 -year flow on
the street exceeds the street flow capacity. Further downstream, the storm drain also fails to
remove enough flow from the street in the event of a 100 -year storm to meet the flooded
width criteria on Euclid Street between Chalet Avenue and Palais Road. Lastly, the storm
drain is also found to have insufficient capacity in the event of a 100 -year storm from the
Southern Pacific Railroad through the remainder of the storm drain to the ABCC.
Hydraulic analysis indicates the following street segments do not meet the City's maximum
flood width requirements:
22
1. Gilbuck Drive from Rene Drive to Brande Ave
2. Loara Street from Tedmar Ave Avenue to Brande Ave
3. Loara Street from Beacon Ave to Ball Rd
4. Ball Road from Roberts St to Gilbuck Drive
5. Chanticleer Road from west end cul -de -sac to Loara St
6. Cerritos Avenue from Euclid St to 1400 feet to the east
7. Crone Ave from Arden St to Euclid St
8. Euclid St from Chalet Avenue to Buena Vista Ave
9. Euclid Street from the Union Pacific Railroad to ABC Channel
The existing street flow hydraulic calculations for Drainage Area 14 can be found in
Appendices A and B.
6.3 Proposed Improvements
As discussed under Section 6.2, several streets in Drainage Area 14 do not meet the City's
allowable flood width requirement. Several of these street segments currently have no
underground storm drain improvements. This report recommends extending existing storm
drains in order to convey the full flow of the 10 year storm along the following streets.
• Install 1025 Ft of 42" RCP in Gilbuck from W. Brande to W. Central Park Ave
• Install 1475 Ft of 39" RCP in Loara Street from Brande Ave to Tedmar Ave.
• Install 700 Ft of 45" RCP in Loara Street from Ball Rd to just past Minerva Ave.
• Install 850 Ft of 45" RCP in Ball Rd (south side) from Roberts St to Loara St.
• Install 1175 Ft of 36" RCP in Ball Rd (south side) from Loara St to Gilbuck Dr.
• Install 1525 Ft of 42" RCP in Chanticleer Road from Loara Street to Euclid Street
replacing an existing surface storm structure connecting Chanticleer to Euclid.
• Install 1300 Ft of 39" RCP in Cerritos Avenue from Euclid Street to the east.
There is an existing storm drain at the downstream end of each of the street segments listed
above. The proposed storm drains within these street segments would tie into the existing
systems downstream.
The following street segments that do not meet the maximum flooded width requirement
currently have underground storm drain systems but do not have sufficient floe capacity.
As shown in Appendix B, it will be necessary to improve the storm drain capacity in Crone
Ave., and Euclid St. Alternatives 1 and 2 below provide the approximate sizes of conduits
to replace or augment the existing storm drain capacity, respectively.
23
Drainage Area 14 Alternative Improvements•
Alternative 1- This Alternative calls for replacing the existing 6.5' x 4' RCB in Crone
Ave between Euclid Street and the west side of Willow Park with a new 72" RCP;
replacing the existing 8.5' x 7' RCB in Euclid Street between Chalet Avenue and
Chanticleer Rd with a new 11'x7' RCB; replacing the existing 10.5' x 9' RCB in Euclid
Street from the Southern Pacific Rail Road to ABC Channel with a new 7.5'x9' DRCB,
reinforcing the structure through the railroad right -of -way for 24'.
Alternative 2 (Recommended) - This Alternative calls for constructing a 30" RCP or
1.5' x 4' RCB parallel to the existing 6.5' x 4' RCB in Crone Ave between Euclid Street
and the west side of Willow Park; constructing a new 60" RCP or 3.5' x 7' RCB
parallel to the existing 8.5' x 7' RCB in Euclid Street between Chalet Avenue and
Chanticleer Rd; constructing a new 42" RCP or 1.5' x 9' RCB parallel to the existing
10.5' x 9' RCB in Euclid Street from the Southern Pacific Rail Road to Sumac Lane
and a new 69" RCP or 3.5' x 9' RCB parallel to the existing 10.5' x 9' RCB between
Sumac Lane and the ABC Channel.
It is recommended to construct new RCB conduits attached to existing storm drains
per Alternative 2. This option is anticipated to have the least impact on traffic and
utilities. Also, flow will be more readily distributed by providing equalizer windows
between the new and existing box conduits.
In order to minimize the size of the storm drain improvements in Euclid St., this
report also recommends the City consider constructing a retarding basin within
Loara High School athletic field located at 1765 W. Cerritos Ave. Refer to Section 3.2
for more information.
24
6.4 Cost Estimates
Summarized in Table 6 are the construction cost estimates by project location for Drainage
Area 14. The cost estimates were prepared as discussed in Section 4.4. The detailed cost
estimates for Drainage Area 14 can be found in Appendix E.
Table 6 — Drainage Area 14 Cost Estimate (2008 Dollars)
Drainage
Street
Type of Facility
Size
Estimated
Area
Cost
14
Gilbuck Dr
New
42" RCP
$429,000
(from Central Park Ave fork
to Brande)
14
Loara St
New
39" RCP
$545,000
(from Tedmar and Brande)
14
Loara St
New
45" RCP
$227,000
(Between Minerva and Ball)
14
Ball Rd
New
45" RCP
(from Roberts to Loara)
$759,000
(From Loara to Gilbuck)
New
36" RCP
14
Chanticleer Rd
New
42" RCP
$607,000
(from west end cul -de -sac to
Loara)
14
Cerritos Ave
New
39" RCP
$498,000
(from Euclid to 1400ft
eastward)
14
Crone Ave
Parallel RCB per
1.5'X4' RCB
$309,000
(from Arden to Euclid)
Alternative 2
14
Euclid St
Parallel RCB per
3.5'X7' RCB
$576,000
(from Chalet to Chanticleer)
Alternative 2
14
Euclid St
Parallel RCB per
1.5'X9' RCB
$2 +782,000
(Union Pacific Railroad to
Alternative 2
Sumac)
(Sumac to ABC Channel)
Parallel RCB per
3.5'X9' RCB
Alternative 2
$6,732,000
TOTAL
25
6. Drainage Are 19
Drainage Area 19 drains approximately 643 acres, and is generally bounded by East Steet on
the east, Ball Road and Vermont Avenue on the south, Union Pacific Railroad and Walnut
Street on the west, with the northerly boundary of the Drainage Area meandering along
Santa Ana Street, South Street, Lincoln Avenue, and Broadway. Generally, water floes over
land and then through pipes from east to west and ties into the South Street storm drain
flowing westerly across the I -5 Freeway which then joins the Walnut Street storm drain
flowing south then Ball Road storm drain flowing west to the ABC Channel.
7.1 Hydrologic Analysis
The hydrologic analysis was performed for Drainage Area 19 in accordance with the criteria
outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage
Area 19 can be found in Appendix D. The following table shows the flow rates at the outlet
of the Drainage Area for 10 -, 25 -, and 100 -year storm events.
Table 7 — Drainage Area 19 Summary of Hydrology
Node
Location
Cumulative
10 -Year Flow
25 -Year Flow
100 -Year Flow
Drainage Area
(cfs)
(cfs)
(cfs)
(ac)
1970
West Bellevue Drive &
484
537
667
859
1 -5 Fwy
1978
Ball Road at ABC
643
615
786
1067
Channel
7.2 Analysis of Existing Improvements
Currently the major storm drain system Drainage Area 19 begins in South St. east of S. East
St. and continues west along South St. and confluences with several laterals. The line
continues to Harbor Blvd, where it confluences with a major storm drain system at the
intersection of South Street and Harbor Blvd. The Harbor Blvd storm drain line begins as a
24" RCP at a flow bifurcation structure on a 93" RCP at the intersection of Harbor Blvd and
Lincoln Blvd. It continues south and crosses under a 42" RCP at Broadway. Excess flow
from the lateral is then forced up an existing junction structure box to the 42" RCP in
Broadway. The lateral continues south and increases to a 72" RCP before it confluences with
the 78" mainline RCP in South St and transitions to a 96" RCP in South St.
The storm drain continues west to Bellevue Drive, where it turns southerly and transitions
to a 12'x 6' RCB. The RCB then turns westerly and crosses under the I -5 Freeway to
Hampshire Drive, then south on Walnut St. , west on Ball Road and discharges into the ABC
Channel.
26
As shown in Appendix B, the estimated flow diverted from the 93" RCP in Lincoln Blvd to
the 24" lateral in Harbor Blvd is estimated to be 24 CFS. This analysis assumes flows in
excess of this amount in the lateral, will be diverted to the 42" RCP in Broadway.
The following street segments do not meet the City's flooded width criteria:
1. Harbor Blvd from Santa Ana St to South St.
2. South St. from Harbor Blvd to Bellevue Dr.
3. Bellevue Dr. from South St. to I -5
4. Hampshire Ave. from Disneyland Dr. to Walnut St.
5. Walnut St. from Hampshire Ave. to Ball Road
6. Ball Road from Walnut St. to ABC Channel
The existing street flow hydraulic calculations for Drainage Area 19 can be found in
Appendices A and B.
7.3 Proposed Improvements
As discussed under Section 7.2, several streets in Drainage Area 19 do not meet the City's
allowable flood width requirement. A few of the street segments currently do not have
underground storm drain improvements.
This report recommends construction of new storm drain improvements to convey the full
flow of the 10 year storm along the following street segments:
• Install 700 Ft of 39" RCP in West St from Santa Ana St. to Water St.
• Install 810 Ft of 39" RCP in Janss St from Water St. to South St.
• Install 270 Ft of 39" RCP in Dickel St. from Hampshire. to Clementine St.
• Install 530 Ft of 39" RCP in Hampshire Ave. from Harbor Blvd to Dickel St.
The remaining street segments that do not meet the flood width requirement currently have
underground storm drains but do not have sufficient flow capacity. Appendix B provides
the specific improvement options for the street segments listed in Section 7.2 in order to
meet the flood width criteria.
Alternatives 1 and 2 below provide the approximate sizes of conduits to replace or augment
each existing storm drain capacity, respectively. Alternative 3 is a combination of
Alternatives 1 and 2 where the smaller sized conduits are removed and replaced and the
larger conduits are protected in place and augmented with new parallel conduits.
27
Drainage Area 19 Alternative Improvements•
Alternative 1-
• Harbor Blvd from Santa Ana St to South St.- Remove and replace existing 60" and
72" RCP from Santa Ana to South St with a new 84" RCP.
• South St. from Harbor Blvd to Bellevue Dr: Appendix B shows the proposed new
conduits as RCP. However, because of the large sizes of the required pipes, it is
recommended to replace the existing storm drains with reinforced concrete box
conduits, as follows:
o South St. from Harbor to CitronSt. - Remove and replace existing 96" RCP
with a new 8.5' x 8' RCB
South St. from Citron St. to Bellevue Dr.- Remove and replace existing 96"
RCP with a new 12' x 9.5' RCB
• Bellevue Dr. from South St. to I -5- Remove and replace existing 12' x 6' RCB with a
new 11.5'x 9' -7" RCB.
• CalTrans I -5 Crossing at Hampshire from W. Bellvue to Disneyland Dr: Remove
and replace the existing 12' x 6' RCB with a 13.5' x 10' RCB.
• Hampshire Ave. from Disneyland Dr. to Walnut St.- Remove and replace existing
2 -8' x 5' RCB with a new 2- 9.5' x 8' RCB.
• Walnut St. from Hampshire Ave. to Ball Road- Remove and replace existing 6.75' x
10.5' RCB with a new 13' x 11.5' RCB.
• Ball Road from Walnut St. to ABC Channel- Remove and replace existing 6.5' x 11'
RCB with a new 13' x 11.5' RCB.
Alternative 2-
• Harbor Blvd from Santa Ana St to South St: Construct a new 72" RCP parallel to
the existing 60" and 72" RCP between Santa Ana and South St.
• South St. from Harbor Blvd to Bellevue Dr.- It is also possible to increase the
underground storm drain capacity by constructing new storm drains as shown
below. However, this option would require extensive utility relocation and may
create conflicts with existing sanitary sewer laterals.
o South St. from Harbor to Citron St.- Construct a new 51" RCP parallel to the
existing 96" RCP.
o South St. from Citron St. to Bellevue Dr.- Construct a 114" RCP parallel to
the existing 96" RCP.
• Bellevue Dr. from South St. to I -5- Construct a new 10.5' x6' RCB parallel to the
existing 12' x 6' RCB.
• CalTrans I -5 Crossing at Hampshire from W. Bellvue to Disneyland Dr.- Construct
a new 8.5' x 6' DRCB parallel to the existing 12' x 6' RCB
• Hampshire Ave. from Disneyland Dr. to Walnut St.- Construct anew 10.5'x 5'
DRCB parallel to the existing 2 -8' x 5' RCB.
9:1
• Walnut St. from Hampshire Ave. to Ball Road- Construct anew 9'x 6.5' DRCB
parallel to the existing 6.75' x 10.5' RCB.
• Ball Road from Walnut St. to ABC Channel- Construct a new 9' x 6.5' DRCB
parallel to the existing 6.5' x 11' RCB.
Alternative 3- (Recommended)
Harbor Blvd from Santa Ana St to South St.- Remove and replace existing 60" and
72" RCP from Santa Ana to South St with a new 84" RCP.
• South St. from Harbor Blvd to Bellevue Dr.- Appendix B shows the proposed new
conduits as RCP. However, because of the large sizes of the required pipes, it is
recommended to replace the existing storm drains with reinforced concrete box
conduits, as follows:
South St. from Harbor to CitronSt. - Remove and replace existing 96" RCP
with a new 8.5' x 8' RCB
South St. from Citron St. to Bellevue Dr.- Remove and replace existing 96"
RCP with a new 12' x 9.5' RCB
• Bellevue Dr. from South St. to I -5- Construct a new 10.5' x6' RCB parallel to the
existing 12' x 6' RCB.
• CalTrans I -5 Crossing at Hampshire from W. Bellvue to Disneyland Dr: Construct
a new 8.5' x 6' DRCB parallel to the existing 12' x 6' RCB
• Hampshire Ave. from Disneyland Dr. to Walnut St.- Construct a new 10.5' x 5'
DRCB parallel to the existing 2 -8' x 5' RCB.
• Walnut St. from Hampshire Ave. to Ball Road- Construct a new 9' x 6.5' DRCB
parallel to the existing 6.75' x 10.5' RCB.
• Ball Road from Walnut St. to ABC Channel- Construct a new 9' x 6.5' DRCB
parallel to the existing 6.5' x 11' RCB.
29
7.4 Cost Estimates
Summarized in Table 8 are the construction cost estimates by project location for Drainage
Area 19. The cost estimates were prepared as discussed in Section 4.4. The detailed cost
estimates for Drainage Area 19 can be found in Appendix E.
Table 8 — Drainage Area 19 Cost Estimate (2008 Dollars)
Drainage
Street
Type of Facility
Size
Estimated Cost
Area
19
Harbor Blvd.
Replacement
84" RCP
$1,383,000
(from Santa Ana to
per Alternative 3
South)
19
South St.
Replacement
8.5'X8 RCB
(from Harbor to Citron)
per Alternative 3
$2,691,000
(from Citron to Bellvue)
Replacement
12'X9.5' RCB
per Alternative 3
19
Bellvue Dr.
New Parallel per
10.5'X6' RCB
$790,000
(from South to 1 -5)
Alternative 3
19
CalTrans 1 -5 crossing
New Parallel per
8.5'x 6' DRCB
$1,702,000
(from Belvue to
Alternative 3
Disneyland Dr.)
19
Hampshire Ave.
New Parallel per
10.5'x 5' DRCB
$3,380,000
(from Disneyland Dr to
Alternative 3
Walnut)
19
Walnut St.
New Parallel per
9'x 6.5' DRCB
$894,000
(from Ball to
Alternative 3
Hampshire)
19
Ball Rd.
New Parallel per
9'x 6.5' DRCB
$2,067,000
(from Walnut to ABC
Alternative 3
Channel)
19
West St.
New
39" RCP
$302,000
(from Water to Santa
Ana)
19
Janss St.
New
39" RCP
$330,000
(from Water to South)
19
Dickel /Hampshire
New
39" RCP
$328,000
(from Clementine to
Harbor)
TOTAL
:� $13,867,000
30
7. Drainage Area 20
Drainage Area 20 drains approximately 815 acres and comprises of two general areas: a
larger eastern portion and a smaller western portion. The large portion of the Drainage Area
is located the east side of the I -5 Freeway and is generally bounded by State College Road
on the east, Ball Road on the south, Harbor Blvd on the west and has a northern boundary
that meanders along Vermont Avenue, South Street, East Street, and Broadway. Flow from
this large eastern portion of the Drainage Area is carried westward across the 1 -5 Freeway
via two underground conduits along Ball Road. The smaller portion of the Drainage Area
west of the I -5 is generally bounded by the I -5 on the east, Disneyland Theme Park on the
south, Walnut Street on the west and Ball Road on the north. Generally, water flows over
land and then through pipes from east to west and discharges directly into the ABC
Channel.
8.1 Hydrologic Analysis
The hydrologic analysis was performed for Drainage Area 20 in accordance with the criteria
outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage
Area 20 can be found in Appendix D. The following table shows the flow rates at the outlet
of the Drainage Area for 10 -, 25 -, and 100 -year storm events.
Table 9 — Drainage Area 20 Summary of Hydrology
Node
Location
Drainage Area
10 -Year Flow
25 -Year Flow
100 -Year Flow
(ac)
(cfs)
(cfs)
(cfs)
2015
Ball Road at Harbor
320
318
408
553
Blvd
2018
Harbor Blvd at Ball
443
356
464
634
Road
2016
Ball Road Downstream
778
652
847
1168
of 1 -5
2021
Ball Road at ABC
815
652
847
1168
Channel
8.2 Analysis of Existing Improvements
The major storm drain in Drainage Area 20 runs along Ball Road and discharges directly
into the ABC Channel. The storm drain varies from 36" RCP east of East St. to a double 7 x
7 RCB at the ABC Channel. Seven storm drain laterals feed into this storm drain within
Drainage Area 20. The largest of these laterals is along Harbor Blvd, which consists of a 90"
RCP and turns westerly at Ball Road and continues parallel to the storm drain in Ball Road
until it crosses the I -5 Freeway and then confluences with the storm drain mainline. The
confluence of these two storm drains is marked as node 2016 on the hydrology map. Table 9
above provides a summary of the drainage area and peak flows at this node.
31
The City's flooded width criteria are not satisfied along Ball Road, Harbor Blvd, Turin
Avenue, Avocado St. and Norman Ave.
The existing street flow hydraulic calculations for Drainage Area 20 can be found in
Appendices A and B.
8.3 Proposed Improvements
As discussed under Section 8.2, several streets in Drainage Area 20 do not meet the City's
allowable flood width requirement. Several of these street segments currently have no
underground storm drain improvements.
This report recommends construction of new storm drain improvements to convey the full
flow of the 10 year storm along the following street segments:
• Install 450 Ft of 30" RCP in Elder St from Elm St to Santa Ana St
• Install 1705 Ft of 48" RCP in Santa Ana St from Elder St to join existing storm drain
at Haven Dr
• Install 480 Ft of 42" RCP in South St from Elder St to join existing storm drain at
Barrett St
• Install 490 Ft of 36" RCP in Diana Ave from the cul -de -sac to Verde St
• Install 800 Ft of 39" RCP in Verde St from Diana Ave to Tyrol Ave
• Install 375 Ft of 39" RCP in Tyrol Ave from Verde St to Wayside St
• Install 290 Ft of 39" RCP in Wayside St from Tyrol Ave to Vermont Ave
• Install 1275 Ft of 39" RCP in Vermont Ave from Wayside St to Join existing storm
drain at Avocado St
• Install 585 Ft of 42" RCP in Norman Ave from McCloud St to Avocado St.
• Install 435 Ft of 42" RCP in Avocado St from Norman Ave to Turin Ave
• Install 850 Ft of 51" RCP in Turin Ave from Avocado to join the existing Storm Drain
at the intersection of East St and Turin Ave.
The remaining street segments that do not meet the flood width requirement currently have
underground storm drains but do not have sufficient flow capacity. As shown in Appendix
B, in order to meet the flood width criteria, it will be necessary to improve the storm drain
capacity in Ball Road and Harbor Blvd.
Alternatives 1 and 2 below provide the approximate sizes of conduits to replace or augment
the flow capacity of each existing storm drain, respectively. Alternative 3 is a combination
of Alternatives 1 and 2 where the smaller sized conduits are removed and replaced and the
larger conduits are protected in place and augmented with new parallel conduits.
32
Drainage Area 20 Alternative Improvements:
Alternative 1-
• Ball Road from East St. to Olive St.- Replace existing 36" RCP and 48" RCP with
10'x4' RCB.
• Ball Road from Olive St. to Ox Rd.- Replace existing 48 ", 51 ", 54 ", and 57" RCP
lines with 10'x5.5' RCB from Olive St. to Ox Rd.
• Ball Road from Ox Rd to ABC Channel- Replace existing 2 -7x7' and 2- 8'x6' -2" RCB
with 2 -12.5' x 7' RCB.
• East St from Turin Ave to Ball Rd- Replace existing 36" RCP with 10' x 4' RCB.
• East St from Santa Ana St to South St- Replace existing 54" RCP with 72" RCP.
• East St from South St to Vermont Ave- Replace existing 84" RCP with 102" RCP.
• Vermont Ave from East St to Harbor Blvd- Replace existing 90" RCP with 9.5' x 9'
RCB.
• Harbor Blvd from Vermont Ave to Ball Rd- Replace existing 90" RCP with 10.5' x 8'
RCB.
Alternative 2-
• Ball Road from East St. to Olive St.- Install new parallel 51" RCP.
• Ball Road from Olive St. to Ox Rd- Install new parallel 96" RCP.
• Ball Road from Ox Rd to ABC Channel- Install new parallel 12.5'x7' RCB.
• East St from Turin Ave to Ball Rd- Install new parallel 72" RCP.
• East St from Santa Ana St to South St- Install new parallel 60" RCP.
• East St from South St to Vermont Ave- Install new parallel 102" RCP.
• Vermont Ave from East St to Harbor Blvd- Install new parallel 93" RCP.
• Harbor Blvd from Vermont Ave to Ball Rd- Install new parallel 96" RCP.
Alternative 3 (Recommended) -
• Ball Road from East St. to Olive St.- Replace existing 36" RCP and 48" RCP with
10'x4' RCB.
• Ball Road from Olive St. to Ox Rd.- Replace existing 48 ", 51 ", 54 ", and 57" RCP
lines with 10'x5.5' RCB from Olive St. to Ox Rd.
• Ball Road from Ox Rd to ABC Channel- Install new parallel 12.5'x7' RCB.
• East St from Turin Ave to Ball Rd- Replace existing 36" RCP with 10' x 4' RCB.
• East St from Santa Ana St to South St- Replace existing 54" RCP with 72" RCP.
33
• East St from South St to Vermont Ave- Replace existing 84" RCP with 102" RCP.
• Vermont Ave from East St to Harbor Blvd- Replace existing 90" RCP with 9.5'x 9'
RCB.
Harbor Blvd from Vermont Ave to Ball Rd- Replace existing 90" RCP with 10.5' x 8'
RCB.
In order to minimize the size of the storm drain improvements in Ball Road., this report also
recommends the City consider constructing a retarding basin within Traveler's World RV
Park located at 333 W. Ball Road. Refer to Section 3.2 for more information.
34
8.4 Cost Estimates
Summarized in Table 10 are the construction cost estimates by project location for Drainage
Area 20. The cost estimates were prepared as discussed in Section 4.4. The detailed cost
estimates for Drainage Area 20 can be found in Appendix E.
Table 10 — Drainage Area 20 Cost Estimate (2008 Dollars)
Drainage
Street
Type of Facility
Size
Estimated
Area
Cost
20
Norman Ave /Avocado St
New
42" RCP
$428,000
(from Turin Ave to McCloud St)
20
Turin Ave.
New
51" RCP
$395,000
(from Avocado to East)
20
East St.
Replacement per
10'X4' RCB
$1,408,000
(from Turin to Ball)
Alternative 3
20
East St. (Santa Ana to South)
Replacement per
72" RCP
Alternative 3
$2,924,000
(South to Vermont)
Replacement per
102" RCP
Alternative 3
20
Harbor Blvd.
Replacement per
10.5'X8' RCB
$2,129,000
(from Vermont to Ball)
Alternative 3
20
Ball Road (East St to Olive St)
Replacement per
10'X4' RCB
Alternative 3
$8,256,000
(East St to Ox St)
Replacement per
10'X5.5' RCB
Alternative 3
20
Ball Road (Ox St. to ABC
New Parallel per
12.5'X7' RCB
$4,806,000
Channel)
Alternative 3
20
Santa Ana St (Haven Dr to Elder
New
48" RCP
$715,000
St)
20
South (Elder St to Barrett St)
New
42" RCP
$222,000
20
Diana Ave (Cul -de -sac to Verde)
New
36" RCP
$705,000
Verde St/ Tyrol Ave/ Wayside St
New
39" RCP
20
Vermont Ave (from Wayside to
New
39" RCP
$491,000
Avocado St.)
20
Vermont Ave (from East St to
Replacement per
9.5'X9' RCB
$8,283,000
Harbor Blvd)
Alternative 3
20
Elder St (Between Elm St and
New
30" RCP
$190,000
Santa Ana St)
TOTAL
$30,952,000
35
8. Drainaqe Area 21
Drainage Area 21 drains approximately 305 acres, and is generally bounded by Ball Road on
the north, Harbor Blvd and Walnut Street on the east, Katella Avenue on the south and ABC
Channel on the west. Generally, water flows over land and then through pipes from east to
west and discharges directly into the ABC Channel.
9.1 Hydrologic Analysis
The hydrologic analysis was performed for Drainage Area 21 in accordance with the criteria
outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage
Area 21 can be found in Appendix D. The following table shows the flow rates at the outlet
of the Drainage Area for 10 -, 25 -, and 100 -year storm events.
Table 11 — Drainage Area 21 Summary of Hydrology
Node
Location
Drainage
10 -Year Flow
25 -Year Flow
100 -Year Flow
Area (ac)
(cfs)
(cfs)
(cfs)
21023
ABC Channel at Cerritos
63.8
81
100
132
21024.5
ABC Channel Downstream
132
167
206
271
of Cerritos Ave (Ninth)
21037
ABC Channel at Castle Ave
36
43
53
69
and Hampstead St
21057
ABC Channel at Calle De
58
69
86
113
Las Estrellas
21065
ABC Channel at Kimberly
7
11
13
17
Ave
21069
ABC Channel Upstream of
6
11
13
17
Katella Ave
21075
ABC Channel Downstream
2
3
4
5
of Katella Ave
:1
9.2 Analysis of Existing Improvements
Presently the major storm drain in Drainage Area 21 is a 72" RCP and a 48" RCP along
Cerritos Ave that both discharge directly into the ABC Channel. The main tributary lateral
to this line is a 72" RCP in Walnut Avenue. A 42" RCP in Magic Way discharges into the
Walnut Ave storm drain.
The City's flooded width criteria is not satisfied along Cerritos Ave between the ABC
Channel and Walnut Ave, along Walnut Ave between Cerritos Ave and Magic Way, along
Magic Way between Walnut Ave and Disneyland Dr. and along Calle De Las Estrellas
between Ninth St and Hampstead St.
0
The existing street flow hydraulic calculations for Drainage Area 21 can be found in
Appendices A and B.
9.3 Proposed Improvements
As discussed under Section 9.2, several streets in Drainage Area 21 do not meet the City's
allowable flood width requirement.
This report recommends construction of new storm drain improvements to convey the full
flow of the 10 year storm along the following street segment:
• Install 250 Ft of 36" RCP in Calle De Las Estrellas from Ninth St up to Hampstead St.
This line would tie into the existing 42" RCP at Ninth St.
The pipe diameter for the recommended storm drain lines is designed to carry the full
calculated 10 year flow.
The remaining street segments that do not meet the flood width requirement currently have
underground storm drains but do not have sufficient flow capacity. As shown in Appendix
B, in order to meet the flooded width criteria, it will be necessary to increase the storm drain
pipe sizes in Cerritos Avenue between the ABC Channel and Walnut Avenue, in Walnut
Avenue between Cerritos Avenue and Magic Way, and in Magic Way between Walnut
Avenue and Disneyland Drive.
Alternatives 1 and 2 below provide the approximate sizes of conduits to replace or augment
the each existing storm drain capacity, respectively.
Drainage Area 21 Alternative Improvements:
Alternative 1 (Recommended) - This Alternative calls for:
• Replacing the existing 48" RCP in Cerritos Avenue between ABC Channel and
Walnut Avenue with a new 7'x4' RCB.
• Replacing the existing 72" RCP in Walnut Avenue between Cerritos Avenue and
Magic Way with a new 81" RCP.
• Replacing the existing 48" RCP in Magic Way between Walnut Avenue and
Disneyland Drive with a new 78" RCP.
• Replacing the existing 18" in Laster Ave. between the end of the cul -de -sac on Laster
Ave. and the ABC Channel with a new 21" RCP.
Alternative 2- This Alternative calls for:
• Constructing a 66" RCP parallel to the existing 48" RCP in Cerritos Avenue between
ABC Channel and Walnut Avenue.
Constructing a 45" RCP parallel to the existing 72" RCP in Walnut Avenue between
Cerritos Avenue and Magic Way.
• Constructing a 69" RCP parallel to the existing 48" RCP in Magic Way between
Walnut Avenue and Disneyland Drive.
37
• Constructing a 12" RCP parallel to the existing 18" RCP in Laster Ave. between the
end of the cul -de -sac on Laster Ave. and the ABC Channel.
In order to determine the full cost of Alternative 2, it will be necessary to perform detailed
analysis of its impact on the existing utilities. Since that level of analysis is beyond the scope
of this report, it is recommended to use Alternative 1 for budgeting purposes. However,
during final design, it is recommended to analyze the feasibility of constructing the parallel
storm drains in Alternative 2.
9.4 Cost Estimates
Summarized in Table 12 are the construction cost estimates by project location for Drainage
Area 21. The cost estimates were prepared as discussed in Section 4.4. The detailed cost
estimates for Drainage Area 21 can be found in Appendix E.
Table 12 — Drainage Area 21 Cost Estimate (2008 Dollars)
Drainage
Street
Type of Facility
Size
Estimated
Area
Cost
21
Calle de las Estrellas
New
36" RCP
$142,000
(from Ninth to Hampstead)
21
Magic
Replacement per
78" RCP
$928,000
(from Walnut to Disneyland)
Alternative 1
21
Walnut
Replacement per
81" RCP
$652,000
(from Magic to Cerritos)
Alternative 1
21
Cerritos
Replacement per
7'X4' RCB
$846,000
(from Walnut to ABC Channel)
Alternative 1
21
Laster
Replacement per
21" RCP
$109,000
(from west end cul -de -sac to ABC
Alternative 1
Channel)
TOTAL
$2,677,000
9. Drainage Area 22
Drainage Area 22 drains approximately 940 acres, and is generally bounded by Ball Road
and Cerritos Avenue on the north, Lewis Street and the Union Pacific Railroad easement on
the east, Katella Avenue on the south, and Ninth Street and Walnut Street on the west.
Generally, water flows over land and then through pipes from east to west and drains into
the double 8' x 8.5' RCB storm drain in Katella Avenue.
10.1 Hydrologic Analysis
The hydrologic analysis was performed for Drainage Area 22 in accordance with the criteria
outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage
Area 22 can be found in Appendix D. The following table shows the flow rates at the outlet
of the Drainage Area for 10 -, 25 -, and 100 -year storm events.
Table 13 — Drainage Area 22 Summary of Hydrology
Node
Location
Drainage
Area (ac)
10 -Year
Flow (cfs)
25 -Year
Flow (cfs)
100 -Year
Flow (cfs)
2294
Katella Ave (at Ninth St)
940
883
1107
1404
10.2 Analysis of Existing Improvements
Presently, the major storm drain system in drainage area 22 consists of a 51" RCP
originating at Allec St. on Cerritos Ave. running west to Anaheim Blvd, where the stream
turns south in a 60" RCP line to Katella Ave. The line crosses under interstate 5 as a private
Caltrans line for this portion of the run. The drain turns west and runs along the northerly
side of Katella Ave to harbor where 2 parallel 63" RCP and 72" RCP lines confluence with
the main storm drain line on northerly side of Katella. The main line becomes a 12'x7 RCB
continuing to the west. Along the way, a 66" RCP cross - connector diverts some of the flow
from the northerly line to a line running along the southerly side of Katella (to be described
shortly), two laterals from Disneyland (66" RCP and a 36" RCP) join the main northerly line,
and another two parallel lines (48" RCP and 42" RCP) transition together just before
confluencing with the main northerly line at Disneyland Drive. The main line continues
past Disneyland Drive to the west in a 12.5'x7.5' RCB to a point just east of Walnut St where
it confluences with the southerly Katella storm drain line.
The City's flooded width criteria are not satisfied along Allec St. from Cerritos Ave to
approximately 2,100 feet upstream, along Palais Road and Claudina, Guinida Lane, Winston
Road, Palm St., Anaheim Blvd at the I -5, Manchester Ave between Harbor and 1 -5, Katella
Ave between Harbor and Ninth, and Walnut St.
The existing street flow hydraulic calculations for Drainage Area 22 can be found in
Appendices A and B.
39
10.3 Proposed Improvements
As discussed under Section 10.2, several streets in Drainage Area 22 do not meet the City's
allowable flood width requirement.
This report recommends construction of new storm drain improvements to convey the full
flow of the 10 year storm along the following street segments:
• Install 1425 Ft of 51" RCP in Allec St from Cerritos Ave. to the north
• Install 590 FT of 39" RCP in Allec St from the end of the 51" RCP to the north.
• Install 925 Ft of 42" RCP in Claudina from Palais Rd. to the northwest.
• Install 675 Ft of 45" RCP in Palais Rd from Anaheim Blvd to Claudina
• Install 250 Ft of 39" RCP in Palm St from the existing 36" RCP to Winston Rd
• Install 600 Ft of 39" RCP in Winston Rd from Palm St to Claremont St.
• Install 925 Ft of 39" RCP in Guinida Lane from Palm St to the east.
The pipe diameters for these recommended storm drain lines are designed to carry the full
calculated 10 year flow.
The remaining street segments that do not meet the flood width requirement currently have
underground storm drains but do not have sufficient flow capacity. As shown in Appendix
B, in order to meet the flood width criteria, it will be necessary to improve the storm drain
capacity in Cerritos Ave., Katella Ave., Anaheim Blvd, Manchester Ave, Walnut St., and
Ninth St.
Alternatives 1 and 2 below provide the approximate sizes of conduits to replace or augment
the each existing storm drain capacity, respectively. Alternative 3 is a combination of
Alternatives 1 and 2 where the smaller sized conduits are removed and replaced and the
larger conduits are protected in place and augmented with new parallel conduits.
Drainage Area 22 Alternative Improvements:
Alternative 1- This Alternative calls for:
• Replacing the existing 42" to 51" RCP in Cerritos Ave with a 60" RCP from Anaheim
to Allec.
• Replacing the existing 36" RCP in Manchester Ave with a 42" RCP from Harbor to
Interstate 5 Freeway.
• Replacing the existing 2 -6' x 5' RCB in Anaheim Blvd with a 2 -7'x5' RCB from
Disney Way to Anaheim Way.
• Replacing the existing 63" RCP in Anaheim with a 8' x 5' RCB from Katella to Disney
Way.
• Replacing the existing 42" RCP in Walnut St with a 48" RCP from Katella to
Kimberly.
40
• Replacing the existing 63" & 60" RCP on the northerly side of Katella with 10' x 5'
RCB between Anaheim and Harbor.
• Replacing the 12'x7' RCB on the northerly side of Katella with 2- 8.5'X7' RCB from
Harbor to halfway between Harbor and Disneyland.
• Replacing the existing 10'x4' TRCB just upstream of Walnut on Katella with a
10.5'x4' pentuple (5) RCB squash box.
• Replacing the existing 12.5' x 7.5' RCB on the northerly side of Katella with 2 -10.5' x
7.5' RCB halfway between Harbor and Disneyland to Walnut.
• Replacing the existing 2- 8' x 8.5' RCB on Katella with 2- 12'X8.5 RCB between
Walnut and Ninth and replacing the 96" RCP connector to the ABC Charmel with a
9.5'x8' TRCB.
• Replacing the existing 27" RCP with a 30" RCP on Ninth St from Katella to Holgate.
Alternative 2- This Alternative calls for:
• Constructing a 39" RCP parallel to the existing 51" RCP in Cerritos Ave from
Anaheim to Allec.
• Constructing a 27" RCP parallel to the existing 36" RCP in Manchester Ave from
Harbor to Interstate 5 Freeway.
• Constructing a 3'x5' RCB parallel to the existing 2 -6' x 5' DRCB in Anaheim Blvd
from Disney Way to Anaheim Way.
• Constructing a 66" RCP in Anaheim parallel to the existing 63" RCP from Katella to
Disney Way..
• Constructing a 30" RCP parallel to the existing 42" RCP in Walnut St from Katella to
Kimberly.
• Constructing a 78" RCP parallel to the existing 63" and 60" RCP respectively on the
northerly side of Katella between Anaheim and Harbor.
• Constructing a 5'X7' RCB parallel to the existing 12'x7' RCB on the northerly side of
Katella from Harbor to halfway between Harbor and Disneyland.
• Constructing a 8'X7' RCB parallel to the existing 12.5' x 7.5' RCB on the northerly
side of Katella halfway between Harbor and Disneyland to Walnut.
• Constructing a 11'x4' DRCB squash box parallel to the existing 10'x4' TRCB just
upstream of Walnut on Katella.
• Constructing a 10'X8.5' RCB parallel to the existing 2- 8'x8.5' RCB on Katella from
Bayless to Walnut.
• Replace the existing 96" RCP with a 9.5'x8' TRCB, connecting both the existing
8'x8.5' DRCB and the proposed 10'x8.5'RCB together, routing the combined flow
into the ABC Channel.
• Constructing a 12" RCB parallel to the existing 27" RCP on Ninth St from Katella to
Holgate.
41
Alternative 3 (Recommended) - This Alternative calls for:
• Replacing the existing 42" to 51" RCP in Cerritos Ave with a 60" RCP from Anaheim
to Allec.
• Replacing the existing 36" RCP in Manchester Ave with a 42" RCP from Harbor to
Interstate 5 Freeway..
• Constructing a 3'x5' RCB parallel to the existing 2 -6' x 5' DRCB in Anaheim Blvd
from Disney Way to Anaheim Way.
• Replacing the existing 63" RCP in Anaheim with a new 8' x 5' RCB from Katella to
Disney Way..
• Replacing the existing 42" RCP in Walnut St with a 48" RCP from Katella to
Kimberly.
• Replacing the existing 63" & 60" RCP on the northerly side of Katella with 10' x 5'
RCB between Anaheim and Harbor.
• Constructing a 5'X7' RCB parallel to the existing 12'xT RCB on the northerly side of
Katella from Harbor to halfway between Harbor and Disneyland.
• Constructing a 8'X7' RCB parallel to the existing 12.5' x 7.5' RCB on the northerly
side of Katella halfway between Harbor and Disneyland to Walnut.
• Constructing a 11'x4' DRCB squash box parallel to the existing 10'x4' TRCB just
upstream of Walnut on Katella.
• Constructing a 10'X8.5' RCB parallel to the existing 2- 8'x8.5' RCB on Katella from
Ninth to Walnut.
• Replace the existing 96" RCP with a 9.5'x8' TRCB, connecting both the existing
8'x8.5' DRCB and the proposed 10'x8.5'RCB together, routing the combined flow
into the ABC Channel.
• Replacing the existing 27" RCP with a 30" RCP on Ninth St from Katella to Holgate.
On Katella Avenue at Ninth St, there is an existing inverted siphon that passes underneath a
24" sewer line that will require a more detailed analysis during the final design.
In order to minimize the size of the storm drain improvements in Katella Ave., this report
also recommends the City consider constructing a retarding basin within one or both of the
following sites:
1. The north portion of the parking lot on the south side of Katella Ave between S.
Harbor Blvd and S. Haster St.
2. The existing commercial lot at the northeast corner of the intersection of East Katella
Ave and South Haster St.
Refer to Section 3.2 for more information.
42
10.4 Cost Estimates
Summarized in Table 14 are the construction cost estimates by project location for Drainage
Area 22. The cost estimates were prepared as discussed in Section 4.4. The detailed cost
estimates for Drainage Area 22 can be found in Appendix E.
43
Table 14 — Drainage Area 22 Cost Estimate (2008 Dollars)
Drainage
Street
Type of Facility
Size
Estimated
Area
Cost
22
Allec St
New
51 " RCP
(from Cerritos to 1425' N/0 Cerritos)
$835,000
(from 1425' N/0 Cerritos to 2015'N/0
New
39" RCP
Cerritos)
22
Palais Rd
New
45" RCP
$316,000
(from Anaheim to Claudina)
22
Claudina St
New
42" RCP
$384,000
(from 925' N/0 Palais to Palais)
22
Guinida Ln
New
39" RCP
$371,000
(between Palm & Iris)
22
Palm St
New
39" RCP
$145,000
(from Winston to 250' N/0 Winston)
22
Winston Rd
New
39" RCP
$265,000
(from Palm to Claremont)
22
Cerritos Ave
Replacement per
60" RCP
$1,052,000
(from Anaheim to Allec)
Alternative 3
Anaheim Blvd
New per Alternative 3
3'X5' RCB
(Disney Way to Anaheim Way)
22
$1,208,000
(Katella to Disney Way)
New per Alternative 3
8'X5' RCB
22
Manchester Ave
Replacement per
42" RCP
$343,000
(from Harbor to 5 -Fwy)
Alternative 3
22
Walnut St
Replacement per
48" RCP
$460,000
(from Katella to Kimberly)
Alternative 3
22
Ninth St
Replacement per
30" RCP
$143,000
(between Katella and Holgate)
Alternative 3
22
Katella Ave
Replacement per
9.5'X8' TRCB
(from ABC to Bayless)
Alternative 3
(from Bayless to Walnut)
New per Alternative 3
10'X8.5' RCB
(Squash box upstream of Walnut)
New per Alternative 3
11'X4' DRCB
(North side from Walnut to Midway
New per Alternative 3
8'X7' RCB
between Disneyland Dr and Harbor)
(North side from midway between
New per Alternative 3
5'X7' RCB
Disneyland Dr and Harbor to Harbor)
(North side from Anaheim to Harbor)
Replacement per
10'X5' RCB
Alternative 3
$7,859,000
TOTAL
$13, 381, 000
44
10. Drainage Area 23
Drainage Area 23 drains approximately 266 acres, and is generally bounded by West Street
and Jacalene Lane on the east, the City of Garden Grove on the south, Euclid Street on the
west, and Katella Avenue on the north. Generally, runoff from 72% of Drainage Area 23
flows over land and then eventually captured into the main storm drain pipe on
Orangewood Avenue. This pipe flow continues to travel from east to west. It turns north on
Euclid Street and eventually discharges into the ABC Channel. Runoff from Stoddard Park
is collected at a sump inlet within the Park and is pumped directly into the ABC Channel,
without impacting runoff on any of the City streets. Runoff from a small portion (8 %) of
Drainage Area 23, immediately west of Stoddard Park, sheet flows to inlets at the
intersection of Eileen Drive and Flippen Way, and drains directly into the ABC Channel.
The east portion of Drainage Area 23 located east of Jannette Lane surface drains southerly
via Jacalene Lane across the city boundary and into the City of Garden Grove.
Lastly, the remaining south portion of Drainage Area 23, located south of Orangewood
Avenue, surface drains across the city boundary and into the City of Garden Grove.
However, the city boundary encloses this area from the West, South, and East. Runoff on
Cindy Lane and Ord Way floes toward the west boundary, turns south on Euclid Street
and flows across the city boundary approximately 100 feet south of Ord Way. Runoff on
Della Lane, Loara Street, and Waverly Way flows across the city boundary to the South.
Finally, surface flow from Atlanta Street travels south and turns east on Ord Way and flows
across the city boundary to the East and into the City of Garden Grove.
11.1 Hydrologic Analysis
The hydrologic analysis was performed for Drainage Area 23 in accordance with the criteria
outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage
Area 23 can be found in Appendix D. The following table shows the flow rates at the outlet
of the Drainage Area for 10 -, 25 -, and 100 -year storm events.
45
Table 15 — Drainage Area 23 Summary of Hydrology
Node
Location
Drainage
10 -Year Flow
25 -Year Flow
100 -Year
Area (ac)
(cfs)
(cfs)
Flow (cfs)
2307
Jacalene Lane at
35
44
54
71
City Boundary
2383
Waverly Way at
4
7
9
11
City Boundary
2388
Ord Way at City
8
11
14
18
Boundary
2389.3
Loara St at City
9
11
14
18
Boundary
2390.4
Della Lane at City
9
13
16
21
Boundary
2391.6
Euclid St at City
19
22
27
36
Boundary
2373
Flippen Dr at ABC
18
28
35
45
Channel
2359
Euclid St at ABC
164
146
185
248
Channel
11.2 Analysis of Existing Improvements
Presently the major storm drain in Drainage Area 23 runs along Euclid St to Orangewood
Avenue, and along Orangewood Avenue to Ninth St.
The City's flooded width criteria are not satisfied along Wakefield Avenue from Gail Lane
to Jannette Lane, Gail Lane from Wakefield to Orangewood Avenue, Orangewood Avenue
from Gail Lane to Ninth Street and from Eileen Drive to Euclid Steet, and lastly Euclid Street
from Cindy Lane to the southern city boundary near Ord Way.
The existing street flow hydraulic calculations for Drainage Area 23 can be found in
Appendices A and B.
11.3 Proposed Improvements
As discussed under Section 11.2, several streets in Drainage Area 23 do not meet the City's
allowable flood width requirement. This report recommends constructing the following
storm drain improvements to convey the full flow of the 10 year storm along the following
street segments:
• Install 870 Ft of 51" RCP in Wakefield Ave from Janette Lane to S. Gail Lane and in S.
Gail Lane from Wakefield Ave to Orangewood Ave
• Install 210 Ft of 54" RCP in Orangewood Ave from S. Gail Lane to Ninth St.
• Install 870 Ft of 33" RCP in Euclid Street from Cindy Lane to the southern most city
boundary (near Ord Way). The adjacent City of Garden Grove has a proposed 39"
46
RCP to be installed beginning at this same (city boundary) location to carry the flow
further south along Euclid St. It is recommended that this 33 "RCP be installed
concurrently, and be tied into the City of Garden Grove's 39" RCP.
As shown in Appendix B, in order to meet the flood width criteria, it will be necessary to
improve the storm drain capacity in Orangewood Ave between Euclid St and Ninth St.
Alternatives 1 and 2 below provide the approximate sizes of conduits to replace or augment
the existing storm drain capacity in Orangewood Ave., respectively.
Drainage Area 23 Alternative Improvements:
Alternative 1 (Recommended) - This Alternative calls for:
• Replacing the existing 72" RCP in Orangewood Ave from Eileen Dr to Euclid St.
• Replace the existing 72" RCP in Euclid St. with a new 96" RCP from Orangewood
Ave to the ABC Channel.
• Construct 2- 9'x3' RCB squash boxes in parallel with the existing 10'x3' RCB at the
corner of Orangewood and Euclid.
• Construct 2- 9'x3' RCB squash boxes in parallel with the existing 10'x3' RCB in
Euclid just upstream of the ABC Channel.
Alternative 2- This Alternative calls for:
• Constructing a 75" RCP parallel to the existing 72" RCP in Orangewood Ave from
Eileen Dr to Euclid St.
• Constructing a 75" RCP parallel to the existing 72" RCP in Euclid St from
Orangewood Ave to the ABC Channel.
• Construct 2- 9'x3' RCB squash boxes in parallel with the existing 10'x3' RCB at the
corner of Orangewood and Euclid.
• Construct 2- 9'x3' RCB squash boxes in parallel with the existing 10'x3' RCB in
Euclid just upstream of the ABC Channel.
In order to determine the full cost of Alternative 2, it will be necessary to perform detailed
analysis of its impact on the existing utilities. Since that level of analysis is beyond the scope
of this report, it is recommended to use Alternative 1 for budgeting purposes. However,
during final design, it is recommended to analyze the feasibility of constructing the parallel
storm drains in Alternative 2.
47
11.4 Cost Estimates
Summarized in Table 16 are the construction cost estimates by project location for Drainage
Area 23. The cost estimates were prepared as discussed in Section 4.4. The detailed cost
estimates for Drainage Area 23 can be found in Appendix E.
Table 16 — Drainage Area 23 Cost Estimate (2008 Dollars)
Drainage
Street
Type of Facility
Size
Estimated
Area
Cost
23
Wakefield Ave
New
51" RCP
$402,000
(from Gail to Janette)
23
Gail Ln
New
51" RCP
$5151000
(from Orangewood to
Wakefield)
23
Orangewood Ave
New
54" RCP
$151,000
(from Ninth to Gail)
23
Orangewood Ave
Replacement per
96" RCP
$1,431,000
(from Eileen to Euclid)
Alternative 1
23
Euclid St
New
33" RCP
$323,000
(from Cindy to city
boundary near Ord Way)
23
Euclid St
Replacement per
96" RCP w/ 2 -9'X3'
$707,000
(from Orangewood to
Alternative 1
RCB Squash Boxes
ABC Channel)
TOTAL
$3,529,000
48
11. Storm Drain Impact and Improvement Fee
To finance storm drain improvements and to mitigate the flooding and storm drainage
impacts caused by new development and /or by additions and expansions to existing
development within the South Central City Area of the City of Anaheim, the City Council
previously adopted an ordinance and storm drain impact fee. The ordinance for storm
drainage impact and improvement fee for the South Central Area can be found under
Chapter 10.14 of the Anaheim Municipal Code.
The storm drain impact fees for the South Central Area can be obtained from the current Fee
Schedule of the City of Anaheim Department of Public Works. A portion of the ABC
Channel Tributary Area is within the South Central Area and the storm drain impact and
improvement fee will be used to finance the improvements for this area which includes
Drainage Areas 14 and 19 through 23. Table 17 provides a total summary cost estimate for
these Drainage Areas, as well as Drainage Areas 4 and 12, which are outside the boundaries
of the South Central Area.
Table 17 - Cost Summary of Storm Drainage in ABC Channel Tributary Area (2008 Dollars)
Drainage Area 4
$3,807,000
Drainage Area 12
$16,357,000
Drainage Area 14
$6,723,000
Drainage Area 19
$13,867,000
Drainage Area 20
$30,952,000
Drainage Area 21
$2,677,000
Drainage Area 22
$13,381,000
Drainage Area 23
$3,529,000
TOTAL (ABC Channel Area) _
$91,293,000
49