MAIN REPORT
Master Plan of Storm Drainage for South and East Santa Ana River Tributary Areas January 2018 RESOLUTION NO. 2018- 019
A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF ANAHEIM ADOPTING THE " ANAHEIM MASTER PLAN OF STORM DRAINAGE FOR SOUTH AND EAST SANTA ANA RIVER TRIBUTARY AREAS JANUARY 2018"
WHEREAS, the future needs of the CITY for expansion and capital improvements of its storm drainage system require periodic updating and amendment to account for continued development and growth; and
WHEREAS, the existing storm drainage infrastructure for portions of the CITY is antiquated and may be inadequate to handle existing and future capacities; and
WHEREAS, changes in land uses and revised storm drainage design parameters make it desirable to develop long -and short-range plans for the CITY' S storm drainage system; and
WHEREAS, the most comprehensive and reliable method for study of storm drainage needs required a regional approach; and
WHEREAS, the South and East Santa Ana River Tributary Areas that are the subject of this study cover the portion of the City of Anaheim ultimately tributary to the Orange County Flood Control District ( OCFCD) regional facility Santa Ana River ( E01) generally described as follows: Drainage District 36 is the most western district within the study area that consists of 692 acres and is bounded by the Santa Ana River to the north, west of Lakeview Avenue, Leola Way, and Orange Acres Drive to the east, Nohl Ranch Road to the south, and Tustin Avenue to the west; Drainage District 37 is comprised of approximately 983 acres and is bounded by the Santa Ana River to the north, Avenida Margarita, Vista Del Amigo, and Avenida Faro to the east, Stetson Court, Via Escola, and Hastings Avenue to the south, and west of Lakeview Avenue, Leola Way, and Orange Acres Drive to the west; Drainage District 38 is comprised of approximately 780 acres and is bounded by the Avenida Margarita, Vista Del Amigo, and Avenida Faro to the west, the Santa Ana River to the north, Walnut Canyon Channel E01 S09) and Leandro Street to the east, and the Anaheim Hills ridge line to the south; Drainage District 39 is comprised of approximately 2,452 acres and is bounded by Walnut Canyon Channel ( E01 S09) and Leandro Street to the west, the Santa Ana River to the north, Eucalyptus Drive and Mohler Drive to the east, and the Anaheim Hills ridge line to the south; Drainage District 40 is comprised of approximately 1, 220 acres and is bounded by Eucalyptus Drive and Mohler Drive to the west, the Santa Ana River to the north, Weir Canyon Road and View Rim Drive to the east, and Walnut Canyon reservoir to the south; Drainage District 41 is comprised of approximately 966 acres and is bounded by Weir Canyon Road and View Rim Drive to the west, the Santa Ana River to the north, Birchwood Street and Running Springs Drive to the east, and the Anaheim Hills ridge line to the south; Drainage District 42 is comprised of approximately 4,057 acres but only approximately 145 acres were analyzed. The area not analyzed is undeveloped natural area tributary to non -city owned storm drains. The analyzed region is bounded by SR -91 to the north, Windsong Drive and Running Spring Drive to the west, Heatherwood Road to the south, and Cedar Point Drive and Crestview Lane to the east; and
WHEREAS, the City published a Master Plan of Drainage for the City of Anaheim in 1973 and that report divided the City into 42 Drainage Districts based generally on local storm drainage facilities and the City limits at that time and since that time boundaries of some of the Districts have been modified from the 1973 Master Plan boundaries and as such, all references to areas in the Master Plan of Storm Drainage for South and East Santa Ana River Tributary Areas are based on the new boundaries; and
WHEREAS, it is necessary and desirable to adopt the Master Plan of Storm Drainage for South and East Santa Ana River Tributary Areas dated January 2018 on file in the Office of the City Clerk.
NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Anaheim as follows:
1. The City Council does hereby adopt the " Master Plan of Storm Drainage for South and East Santa Ana River Tributary Areas January 2018" to supersede previous storm drainage surveys within the area included within the study area thereof.
2. Prior resolutions adopting storm drainage surveys or portions thereof which are outside the area surveyed by the Master Plan of Storm Drainage for South and East Santa Ana River Tributary Areas shall remain in full force and effect.
2 THE FOREGOING RESOLUTION is approved and adopted by the City Council of the City of Anaheim this 27th Day of February , 2018, by the following roll call vote:
AYES: Mayor Tait and Council Members Moreno, Murray, Vanderbilt, Barnes, Kring, and Faessel NOES: None
ABSENT: None
ABSTAIN: None
CITY OFA HEIM
By _ ( Z MAYOR OF THE dTY OF ANAHEIM ATT
A TY CLE OF THE CITY OF ANAHEIM
126634/ bmorley 0— cucu
C O
j M U O J CLERK' S CERTIFICATE
STATE OF CALIFORNIA )
COUNTY OF ORANGE ) ss. CITY OF ANAHEIM )
I, THERESA BASS, Acting City Clerk of the City of Anaheim, do hereby certify that the foregoing is the original Resolution No. 2018-019 adopted at a regular meeting provided by law, of the Anaheim City Council held on the -27th day of February, 2018 by the following vote of the members thereof:
AYES: Mayor Tait and Council Members Moreno, Murray, Vanderbilt, Barnes, Kring, and Faessel
NOES: None
ABSTAIN: None
ABSENT: None
IN WITNESS WHEREOF, I have hereunto set my hand this 27th day of February, 2018.
CTING CITY CLERK OF THE CITY OF ANAHEIM
SEAL) MASTER PLAN OF STORM DRAINAGE FOR South and East Santa Ana River Tributary Areas
City of Anaheim, Orange County, California
Prepared for City of Anaheim Department of Public Works 200 S. Anaheim Blvd. #276 Anaheim, CA 92805
Prepared by Michael Baker International 5 Hutton Centre Drive, Suite 500 Santa Ana, CA 92707
January 2018 Baker JN 148726
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Table of Contents Section Page Executive Summary ...... 1 General ...... 1 Hydrology and Hydraulics ...... 1 Cost Estimates ...... 1 Drainage Districts ...... 1 Capital Improvement Plan ...... 3 1 Introduction ...... 1-1 1.1 Purpose ...... 1-1 1.2 Background ...... 1-1 2 Technical Criteria ...... 2-1 2.1 Hydrology Analysis ...... 2-1 2.1.1 Rational Method ...... 2-1 2.1.2 Unit Hydrograph Method ...... 2-1 2.2 Hydraulics Analysis ...... 2-2 2.2.1 Water Surface Pressure Gradient (XPWSPG) ...... 2-2 2.2.2 Storm Water Management Model (XPSWMM) ...... 2-2 2.2.3 Existing Conditions ...... 2-2 2.2.4 Proposed Conditions ...... 2-4 2.3 Priority ...... 2-4 2.4 Cost Estimates ...... 2-4 3 Drainage District 36 ...... 3-1 3.1 Hydrologic Analysis ...... 3-1 3.2 Hydraulic Analysis ...... 3-4 3.2.1 Non-City Storm Drainage System ...... 3-6 3.3 Recommended Capital Improvements ...... 3-6 3.4 Cost Estimates ...... 3-6 4 Drainage District 37 ...... 4-1 4.1 Hydrologic Analysis ...... 4-1 4.2 Hydraulic Analysis ...... 4-5 4.3 Recommended Capital Improvements ...... 4-7 4.3.1 Alternatives Analysis ...... 4-7 4.4 Cost Estimates ...... 4-11 5 Drainage District 38 ...... 5-1 5.1 Hydrologic Analysis ...... 5-1 5.2 Hydraulic Analysis ...... 5-4 5.3 Recommended Capital Improvements ...... 5-5 5.3.1 Alternatives Analysis ...... 5-5 5.4 Cost Estimates ...... 5-7 6 Drainage District 39 ...... 6-1 6.1 Hydrologic Analysis ...... 6-1 6.2 Hydraulic Analysis ...... 6-7
January 2018 i Michael Baker International
6.2.1 Non-City Storm Drainage System ...... 6-12 6.3 Recommended Capital Improvements ...... 6-12 6.3.1 Alternatives Analysis ...... 6-12 6.4 Cost Estimates ...... 6-19 7 Drainage District 40 ...... 7-1 7.1 Hydrologic Analysis ...... 7-1 7.2 Hydraulic Analysis ...... 7-4 7.3 Recommended Capital Improvements ...... 7-6 7.4 Cost Estimates ...... 7-6 8 Drainage District 41 ...... 8-1 8.1 Hydrologic Analysis ...... 8-1 8.2 Hydraulic Analysis ...... 8-3 8.3 Recommended Capital Improvements ...... 8-5 8.4 Cost Estimates ...... 8-5 9 Drainage District 42 ...... 9-1 9.1 Hydrologic Analysis ...... 9-1 9.2 Hydraulic Analysis ...... 9-2 9.2.1 Non-City Storm Drainage System ...... 9-3 9.3 Recommended Capital Improvements ...... 9-3 9.4 Cost Estimates ...... 9-3 10 Capital Improvement Plan ...... 10-1
Figures Figure ES- 1 Drainage Overview Map ...... 5 Figure ES- 2 Proposed Overview Map Sheet 1 ...... 6 Figure ES- 3 Proposed Overview Map Sheet 2 ...... 7 Figure ES- 4 Proposed Overview Map Sheet 3 ...... 8 Figure ES- 5 Proposed Overview Map Sheet 4 ...... 9 Figure ES- 6 Proposed Overview Map Sheet 5 ...... 10
Figure 1-1: Regional Location Map ...... 1-2 Figure 1-2: Drainage Overview Map ...... 1-3 Figure 4-1: District 37 Proposed Facilities Map No. 1 ...... 4-9 Figure 4-2: District 37 Proposed Facilities Map No. 2 ...... 4-10 Figure 5-1: District 38 Proposed Facilities Map ...... 5-6 Figure 6-1: District 39 Proposed Facilities Map No. 1 ...... 6-15 Figure 6-2: District 39 Proposed Facilities Map No. 2 ...... 6-16 Figure 6-3: District 39 Proposed Facilities Map No. 3 ...... 6-17 Figure 6-4: District 39 Proposed Facilities Map No. 4 ...... 6-18
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Tables Table 2-1: Hydrology Background Information...... 2-1 Table 2-2: Design Protection Levels for Streets ...... 2-3 Table 3-1: District 36 Hydrology Analysis Summary ...... 3-1 Table 3-2: District 36 Open Channel Summary ...... 3-4 Table 4-1: District 37 Hydrology Analysis Summary ...... 4-1 Table 4-2: District 37 Open Channel Summary ...... 4-5 Table 4-3: District 37 Proposed Improvements ...... 4-8 Table 4-4: District 37 Cost Estimate Summary ...... 4-11 Table 5-1: District 38 Hydrology Analysis Summary ...... 5-1 Table 5-2: District 38 Proposed Improvements ...... 5-5 Table 5-3: District 38 Cost Estimate Summary ...... 5-7 Table 6-1: District 39 Hydrology Analysis Summary ...... 6-1 Table 6-2: District 39 Open Channel Summary ...... 6-7 Table 6-3: District 39 Proposed Improvements ...... 6-13 Table 6-4: District 39 Cost Estimate Summary ...... 6-19 Table 7-1: District 40 Hydrology Analysis Summary ...... 7-1 Table 7-2: District 40 Open Channel Summary ...... 7-4 Table 8-1: District 41 Hydrology Analysis Summary ...... 8-1 Table 9-1: District 42 Hydrology Analysis Summary ...... 9-1 Table 10-1: Priority 1 Cost Estimate Summary ...... 10-1 Table 10-2: Priority 2 Cost Estimate Summary ...... 10-2
Exhibits Exhibit 1 – Hydrology Map – District 36 Exhibit 2 – Hydrology Map – District 37 Exhibit 3 – Hydrology Map – Districts 38 Exhibit 4 – Hydrology Map – Districts 39 Exhibit 5 – Hydrology Map – District 40 Exhibit 6 – Hydrology Map – District 41 Exhibit 7 – Hydrology Map – District 42
January 2018 iii Michael Baker International
Technical Appendix Appendix A – Existing Conditions Hydrology Calculations Appendix B – Existing Conditions WSPG Hydraulic Models Appendix C – Existing Conditions Prioritization Analyses Appendix D – Proposed Conditions Street Flow Analyses Appendix E – Detailed Cost Estimates Appendix F – Existing Conditions XPSWMM Hydraulic Model Results
January 2018 iv Michael Baker International
Executive Summary General The City of Anaheim Master Plan of Storm Drainage for South and East Santa Ana River (E01) Tributary Areas (SESARTA) covers the portion of the City of Anaheim ultimately tributary to the Orange County Flood Control District (OCFCD) regional facility Santa Ana River (E01). The purpose of the Master Plan is to provide comprehensive long-range city planning for the implementation and development of drainage facility improvements in the area, determine the cost of implementing the facilities, and discuss funding priorities of the improvements. This Master Plan is based on the criteria outlined in the City’s Storm Drainage Manual for Public and Private Storm Drainage Facilities, dated August, 2005.
Hydrology and Hydraulics This study utilizes Orange County Hydrology Methodology to calculate the 10-, 25-, and 100-year flowrates for the study area. All three flowrates were used in the street flow hydraulics calculations. Only the 25-year was used to size storm drains, as required by the City of Anaheim Department of Public Works: Storm Drainage Manual for Public and Private Storm Drainage Facilities, August 2005.
Cost Estimates Cost estimates were created for both proposed condition analyses: replacement storm drain system and parallel storm drain system. The costs were based on previous master plan studies for the City of Anaheim and were calculated using an Excel spreadsheet. All costs were converted to 2017 dollars based on an Engineering News-Record conversion factor. The calculated system cost estimates include costs for engineering, construction, SWPPP, surveying, construction management and contingencies. Water Quality Management Plan (WQMP) costs were accounted for within the engineering costs. Pipe costs are per linear foot and included costs for excavation, shoring, removal, installation, bedding, backfill, compaction, removal of excess material, and trench resurfacing. Pipe removal costs were based on the largest pipe diameter found between hydrology nodes and are per linear foot. Due to the fact that improvement will take place over a number of years, the total cost of capital improvements master plan might vary from the numbers provided in this study. The future cost of improvement shall be adjusted to the future construction cost indexes for the design and/or construction of all recommended improvements.
Drainage Districts District 36 Drainage District 36 is the most western district within the study area. It is comprised of approximately 692 acres and is bounded by the Santa Ana River to the north, west of Lakeview Avenue, Leola Way, and Orange Acres Drive to the east, Nohl Ranch Road to the south, and Tustin Avenue to the west. Although the entire district is greater than 640 acres, no one storm drain line has a tributary area greater than 640 acres. Therefore, the rational method hydrology was implemented as described in Section 2.1.1. The northern and southern portions of the District have a land use that is classified as low density residential. The middle portion of the district is predominantly a residential estate land use. SR-91 and SR-55 separate the steeper grades of the hills from the flatter topography of the areas immediately adjacent to the Santa Ana River. District 36 is divided into twelve sub-districts. The district was divided
January 2018 ES-1 Michael Baker International
based on the WSPG hydraulic analysis, therefore some sub-districts drain directly into other sub- districts. Sub-districts 36-1 thru 36-12 all have existing storm drain systems. The majority of the District drains south to north and is tributary to the Santa Ana River. There are no recommended improvements in District 36. District 37 Drainage District 37 is comprised of approximately 983 acres and is bounded by the Santa Ana River to the north, Avenida Margarita, Vista Del Amigo, and Avenida Faro to the east, Stetson Court, Via Escola, and Hastings Avenue to the south, and west of Lakeview Avenue, Leola Way, and Orange Acres Drive to the west. Although the entire district is greater than 640 acres, no one storm drain line has a tributary area greater than 640 acres. Therefore, the rational method hydrology was implemented as described in Section 2.1.1. The district is dominated by low density residential land uses. The central and eastern portion of the district, between SR 91 and Nohl Ranch Road, is predominantly comprised of the residential estate land use. Crescent Elementary School and Peralta Canyon Park are located at the northern part of the district between SR 91 and Santa Ana Canyon Road. District 37 is divided into eight sub-districts. The district was broken up based on the hydraulic analysis. One Sub-district, 37-5, drains directly into another Sub-district, 37-6. The majority of the district drains south to north and is tributary to the Santa Ana River. Total estimated improvement cost (2017 dollars) is $7,797,000. District 38 Drainage District 38 is comprised of approximately 780 acres and is bounded by the Avenida Margarita, Vista Del Amigo, and Avenida Faro to the west, the Santa Ana River to the north, Walnut Canyon Channel (E01S09) and Leandro Street to the east, and the Anaheim Hills ridge line to the south. Since the tributary area for one of the storm drain systems was greater than 640 acres, both rational method and unit hydrograph method hydrology was implemented as described in Sections 2.1.1 and 2.1.2. District 38 is predominantly comprised of the low density residential land use. The northern and southern portions of the district also include a significant amount of commercial and open space land uses respectively. Canyon High School is centrally located in the district. District 38 includes four sub-districts, which drain north towards the Santa Ana River. Total estimated improvement cost (2017 dollars) is $5,830,000. District 39 Drainage District 39 is comprised of approximately 2,452 acres and is bounded by Walnut Canyon Channel (E01S09) and Leandro Street to the west, the Santa Ana River to the north, Eucalyptus Drive and Mohler Drive to the east, and the Anaheim Hills ridge line to the south. Since the tributary area for one of the storm drain systems was greater than 640 acres, both rational method and unit hydrograph method hydrology was implemented as described in Sections 2.1.1 and 2.1.2. The district is dominated by residential and open space land uses. District 39 is divided into 17 sub-districts. The district drains east to west and south to north. The majority of the District drains to the Walnut Canyon Channel (E01S09), while the most eastern portion of the district is directly tributary to the Santa Ana River. Total estimated improvement cost (2017 dollars) is $9,330,000. District 40 Drainage District 40 is comprised of approximately 1,220 acres and is bounded by Eucalyptus Drive and Mohler Drive to the west, the Santa Ana River to the north, Weir Canyon Road and View Rim Drive to the east, and Walnut Canyon reservoir to the south. Since the tributary area for one of the storm drain systems was greater than 640 acres, both rational method and unit hydrograph method hydrology was implemented as described in Sections 2.1.1 and 2.1.2. The district is primarily low to medium density
January 2018 ES-2 Michael Baker International
residential, commercial, and open space land uses. The Anaheim Hills Festival shopping center is located at the north end of the district. District 40 is divided into ten sub-districts. The district drains south to north and is tributary to the Santa Ana River. There are no recommended improvements in District 40. District 41 Drainage District 41 is comprised of approximately 966 acres and is bounded by Weir Canyon Road and Viewrim Drive to the west, the Santa Ana River to the north, Birchwood Street and Running Springs Drive to the east, and the Anaheim Hills ridge line to the south. Since the tributary area for one of the storm drain systems was greater than 640 acres, both rational method and unit hydrograph method hydrology was implemented as described in Sections 2.1.1 and 2.1.2. The district is dominated by residential land uses with some commercial and open space land uses in the southern and northern portions of the district respectively. Ronald Reagan Park is centrally located in the district. District 41 is divided into eight sub-districts. The district drains south to north and is tributary to the Santa Ana River. There are no recommended improvements in District 41. District 42 Drainage District 42 is comprised of approximately 4057 acres but only approximately 145 acres were analyzed. Since the analyzed area is less than 640 acres, the rational method hydrology was implemented as described in Section 2.1.1. The area not analyzed is undeveloped natural area tributary to non-city owned storm drains. The analyzed region is bounded by SR-91 to the north, Birchwood Street and Running Spring Drive to the west, Heatherwood Road to the south, and Cedar Point Drive and Crestview Lane to the east. The developed portion of the district is dominated by residential land uses, with some commercial and open space in the northern portion of the district. The area analyzed in District 42 is divided into 3 sub-districts. The sub-districts drain west to east and south to north. Two sub-districts are directly tributary to the Santa Ana River. The third and most eastern storm drain drains east and discharges just west of the State Route 241 (SR-241), where it is collected by a Caltrans facility. Portions of the City of Yorba Linda drain to District 42. The City of Anaheim storm drains that convey runoff from the City of Yorba Linda are designated as sub-districts within District 42. There are no recommended improvements in District 42. Figure ES-1 shows the overview of drainage areas and Figures ES-2 through ES-6 show an overview of the proposed storm drain improvements for the entire project area. Recommended improvements will be shown in greater detail for the deficient systems in the drainage district sections of the report.
Capital Improvement Plan The goal of the priority ranking system is to determine the projects of the greatest importance and determine which projects should be constructed first when funding becomes available. The three priorities are summarized below: • Priority 1 o Local Streets – Existing storm drain systems do not achieve 10-year and 100-year flood protection levels (flood depth is above top of curb in the 10-year storm event and above right of way in the 100-year storm event). o Local Streets directly draining to the Santa Ana River – Existing storm drain systems do not achieve 25-year flood protection levels (flood depth is above top of curb in the 25- year storm event). o Arterial Streets - Existing storm drain systems do not achieve 25-year flood protection levels (flood depth is above top of curb in the 25-year storm event).
January 2018 ES-3 Michael Baker International
• Priority 2 o Local Streets – Existing storm drain systems do not achieve 100-year flood protection levels (flood depth is above the right-of-way in the 100-year storm event). o Arterial Streets - Existing storm drain systems do not achieve 100-year flood protection levels (flood depth is above the right-of-way in the 100-year storm event). • Priority 3 o Local Streets – No Criteria. o Arterial Streets - Existing storm drain systems do not achieve 10-year flood protection level (flooded width is greater than 17 feet in the 10-year storm event).
It is important to note that the standard height of curb used for the priority calculations was 6 inches for local streets and 8 inches for arterial. The total cost for the Master Plan of Storm Drainage is estimated to be approximately $23.8 million (2017 dollars).
January 2018 ES-4 Michael Baker International 41 40 42
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Legend
City Boundary Drainage Districts 36
37
38
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Master Plan of Storm Drainage for 0 250 500 1,000 South & East Santa Ana River Tributary Area ° Feet Proposed Overview Map Sheet No. 5 Figure ES-6
1 Introduction 1.1 Purpose The City of Anaheim Master Plan of Storm Drainage for South and East Santa Ana River Tributary Areas (SESARTA) covers the portion of the City of Anaheim ultimately tributary to the Orange County Flood Control District (OCFCD) regional facility Santa Ana River (E01). The purpose of the Master Plan is to provide comprehensive long-range planning for the implementation and development of storm drainage facility improvements in the area, determine the capital improvement cost, and discuss priorities of the improvements. This Master Plan is based on the criteria outlined in the City’s Storm Drainage Manual for Public and Private Storm Drainage Facilities, dated August 2005. See Figure 1-1 for a Regional Location Map.
1.2 Background In 1973, the City published a Master Plan of Storm Drainage for the City of Anaheim. That report divided the City into 42 Drainage Districts based generally on local storm drainage facilities and the City limits at that time. In 1983, two additional Drainage Districts were added for a total of 44 Drainage Districts. Since that time the City limits have changed to include more tributary area and the City has changed its drainage classification system to watersheds which relate to the County of Orange’s regional drainage facilities. The City of Anaheim is divided into seven major watershed tributary areas; Santa Ana River, Carbon Creek Channel, East Garden Grove-Wintersburg Channel, Anaheim Barber City Channel, Fullerton Creek Channel, Stanton Channel, and Moody Creek Channel. Each of these watersheds includes several of the Districts from the 1973 Master Plan. The SESARTA includes Drainage District’s 36, 37, 38, 39, 40, 41, and 42 from the 1973 Master Plan. These Districts are shown on Figure 1-2 and are approximately bound by Tustin Avenue and SR 55 to the west, the Santa Ana River to the north and the City Limits to the south and east. The boundaries of some of the Districts have been modified from the 1973 Master Plan boundaries. All references to areas in this Master Plan are based on the new boundaries.
January 2018 1-1 Michael Baker International SAN BERNARDINO COUNTY LOS ANGELES COUNTY 57 W H IT 142 TI ER
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City of Anaheim Study Area MASTER PLAN OF STORM DRAINAGE FOR SOUTH AND EAST SANTA ANA RIVER TRIBUTARY AREAS CITY OF ANAHEIM, ORANGE COUNTY, CALIFORNIA not to scale Location Map 01/19/18 JN148726 MAS Figure 1-1 41 40 42
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0 2,500 5,000 10,000 Master Plan of Storm Drainage For ° Feet South and East Santa Ana River Tributary Areas Source: Service Layer Credits: Sources: Esri, HERE, DeLorme, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Figure 1-2 : Drainage Overview Map Esri Korea, Esri (Thailand), MapmyIndia, NGCC, © OpenStreetMap contributors, and the GIS User Community
2 Technical Criteria 2.1 Hydrology Analysis This study utilizes Orange County Hydrology Methodology to calculate the 10-, 25-, and 100-year flowrates for the study area. All three flowrates were used in the street flow hydraulics calculations. The 25-year was used to size storm drains, as required by the City of Anaheim Department of Public Works: Storm Drainage Manual for Public and Private Storm Drainage Facilities, August 2005.
2.1.1 Rational Method For the study areas are tributary to the Santa Ana River that are less than 640 acres, the rational method hydrologic methodology was used. The models were run using the AES software RATSCx 2013. The hydrology parameters required for the analysis include: topography, as-built data, hydrologic soil types, land use and aerial photography. The following table describes the parameters and their source data. Table 2-1: Hydrology Background Information
Hydrologic Source Model Use Parameter Topography City Intermap In areas where as-built slopes and elevations were not available, the Topography topography was used to determine a general slope in the area. As-builts City As-builts for Primarily for elevations and slopes of streets and storm drains and to storm drains and determine tributary areas. streets Hydrologic Soil Orange County GIS The soils data was used in the model and was predominately Types “C” Types data and “D” which have lower infiltration. Land Use Data City GIS data Used as the basis for the land use determination. The data was then further refined with the aerial photography. The study area consists mainly of Commercial/Industrial and Residential land uses. Aerial Eagle Aerial Used to further refine the City’s Land Use Data into Land use types in Photography Dated May 8, 2010 accordance with the Orange County Hydrology Manual. Ex. Residential was refined into 3-4 dwelling units/acre (du), 5-7 du, and 8-10 du Watersheds were broken up by District based on the 1973 Master Plan. As differences in district boundaries were discovered, Michael Baker International updated the District limits to more accurately reflect the actual watershed. The study area consists of the following Districts: 36, 37, 38, 39, 40, 41, and 42 (See Figure 1-2). Each district was further divided into storm drainage sub-districts or street flow areas for hydrology calculations. The results are included in each District analysis (Section 3 thru 9).
2.1.2 Unit Hydrograph Method Unit Hydrograph (UH) analyses are generally used for large watersheds, greater than 640 acres. For large drainage areas, where more flow is subject to natural storage and infiltration, and where the rainfall distribution can vary considerably, the absence of depth-area adjustments in the Rational Method can result in significant differences in the estimate of the average depth of catchment point rainfalls. These differences generally result in overestimating the peak discharges from large drainage areas when using the Rational Method, since natural storage and infiltration becomes significant over larger areas. The UH method is a statistically based model which assumes that watershed discharge is related to the total volume of runoff, and that the time factors which affect the unit hydrograph shape are invariant, and
January 2018 2-1 Michael Baker International
that watershed rainfall-runoff relationships are characterized by watershed area, slope and shape factors. The following assumptions/guidelines were applied for use of the Unit Hydrograph Method for this study: 1. Lag time was set equal to 80 percent of the selected flow path Time of Concentration (TC) determined from the Rational Method analyses. 2. The TC was selected from the flow path that best represented the watershed. 3. The Orange County Valley S-graphs were selected to represent watershed runoff response to unit rainfall. 4. Base flow was assumed to be zero. 5. Standard Depth-Duration Curve Data were taken from the Orange County Hydrology Manual (October, 1986). 6. The UH Method includes the effects of infiltration caused by soil surface characteristics. The soils map from the Orange County Hydrology Manual indicates that the study area consists of Soil Groups “A, B, C, and D.” Hydrologic soil ratings are based on a scale of A through D, where D is the least pervious, providing greatest storm runoff. 7. The infiltration rate of a given Soil Group is also affected by the type of vegetation or ground cover and percentage of impervious surfaces. Low loss rate fractions (Y-bars) were determined from the SCS Curve number corresponding to each land use category.
2.2 Hydraulics Analysis The hydraulics analysis was completed for existing conditions and proposed conditions using XPWSPG and XPSWMM.
2.2.1 Water Surface Pressure Gradient (XPWSPG) XPWSPG is a hydraulic analysis model that computes uniform and non-uniform steady flow water surface profiles and pressure gradients in a network of open channels and closed conduits. XPWSPG differs from WSPG in the sense that it can graphically lay out a networked system and view graphical results. This program was used to determine potential flooding areas that needed further analysis using XPSWMM. The program also provides future independent WSPG model runs to respond to the City’s land development and demographic changes.
2.2.2 Storm Water Management Model (XPSWMM) XPSWMM is a hydrologic and hydraulic modeling tool used to develop comprehensive storm drainage and sanitary sewer scenarios. For this project, we used XPSWMM to model dual drainage using multi- links to represent the storm drains and corresponding streets. XPSWMM was also used to define the existing storm drainage capacity for use in the proposed improvement calculations.
2.2.3 Existing Conditions The existing conditions hydraulics was used to identify potential existing deficiency of the storm drainage system. The following sub-sections describe the methods used to analyze the existing condition hydraulics.
January 2018 2-2 Michael Baker International
Downstream Water Surface Control Elevations Three different methods were used to determine the downstream water surface control elevation for the existing conditions hydraulic analysis: 1. For the storm drainage systems that outlet to the Santa Ana River, the Santa Ana River Hydrologic Engineering Centers River Analysis System (HEC-RAS) model was used. The model was provided by the US Army Corps of Engineers and was run using the Standard Project Flood (190-year storm event). 2. For the storm drainage systems that outlet to the Anaheim Hills Golf Course, the outlet was assumed to be free flowing. 3. For storm drainage systems that outlet to a Caltrans facility, the water surface elevation was assumed to be 1 foot below the ground surface elevation because the as-builts did not have hydraulic grade lines (HGL) to show the water surface elevation. One foot below the ground surface elevation was used because it provided a conservative result.
Storm Drain Deficiency Analysis For the existing conditions storm drain analysis, the as-built storm drainage data and the XP Water Surface Pressure Gradient (XPWSPG) hydraulics program were used to identify potential storm drainage deficiencies. Per the City of Anaheim Department of Public Works: Storm Drainage Manual for Public and Private Storm Drainage Facilities, August 2005, all storm drains tributary to the Santa Ana River require a 25-year storm design. The storm drain was considered potentially deficient if the water surface elevation (HGL plus the energy equation) in the storm drain was above the finished surface (FS). From there, the XPWSPG data was converted to the XP Storm Water Management Model (XPSWMM). In XPSWMM, multi-links (links to surface street flow) were created in areas of potential deficiencies as determined from the XPWSPG model. Multi-links were created where one link represents the existing storm drain and the other represents the street sections. This allows the model to generate realistic depths of flow in the street. In areas where no flooding was shown in XPWSPG, only the storm drain links were modeled in XPSWMM. Once the depth of flow on the street was determined for areas with flooding, it was integrated into the Street Flow Prioritization Spreadsheet to determine if the system was deficient, and what priority it falls under based on City of Anaheim criteria.
Street Capacity Hydraulics Analysis For the existing conditions street capacity hydraulics analysis, Michael Baker International utilized the City of Anaheim Street and Highway Sections Standard Detail No. 160-A, dated April 14, 2004. For the City of Anaheim Design Protection Levels for Streets see Table 2-2. Table 2-2: Design Protection Levels for Streets
Type of Street Storm Frequency Maximum Allowable Flooding 10-yr Top of Curb Local 100-yr At or below ROW Line 10-yr 17 feet Arterial Highway 25-yr Top of Curb 100-yr At or below ROW Line
January 2018 2-3 Michael Baker International
The street capacity calculations were completed utilizing an Excel spreadsheet developed for this study. Each sub-district was analyzed using the depths provided by the XPSWMM model. If any of the above design protection levels were exceeded, the existing system was classified as deficient.
2.2.4 Proposed Conditions The following sub-sections discuss the Proposed Condition Hydraulic analyses and the methods used.
Normal Depth Storm Drain Sizing In order to determine the pipe size required to eliminate the deficiency, Michael Baker International utilized an Excel spreadsheet developed for this study. The Excel spreadsheet ran two different analyses when sizing the proposed storm drain: 1. Install a new storm drainage system or replace the existing system; 2. Construct a parallel system. Normal depth was used to calculate the proposed storm drain sizes. Each system was sized for the 25- year storm event and then upsized if any of the Design Protection levels were still exceeded. Since normal depth calculations do not take into account downstream backwater conditions, the calculated pipe sizes were at the very least rounded up to the nearest 6 inches. The required sizes are discussed in detail in each district analysis (Sections 3 thru 9). The proposed improvements should be studied further in detail at the project level. Additionally, specific drainage requirements should be verified with the City prior to design.
2.3 Priority The goal of the priority ranking system was to determine the projects of the greatest impact and hence should be constructed first when funding becomes available. Section 10 Capital Improvement Plan breaks down the priority ranking criteria and ranks the proposed storm drain improvements.
2.4 Cost Estimates Cost estimates were created for two proposed condition analyses: replacement storm drain system and parallel storm drain system. The costs were based on previous master plan studies for the City of Anaheim and were calculated using an Excel spreadsheet. All costs were converted to 2017 based on an Engineering News-Record conversion factor. The calculated system cost estimates include costs for engineering, construction, SWPPP, surveying, construction management and contingencies. Water Quality Management Plan (WQMP) costs were accounted for within the engineering costs. Pipe costs are per linear foot and included costs for excavation, shoring, bedding, backfill, compaction, removal of excess material, and trench resurfacing. Pipe removal costs were based on the largest pipe diameter found between hydrology nodes and are per linear foot. Due to the fact that improvement will take place over a number of years, the total cost of capital improvements master plan might vary from the numbers provided in this study. The future cost of improvement shall be adjusted to the future construction cost indexes for the design and/or construction of all recommended improvements.
January 2018 2-4 Michael Baker International
DRAINAGE DISTRICT 36
3 Drainage District 36 Drainage District 36 is the most western district within the study area. It is comprised of approximately 692 acres and is bounded by the Santa Ana River to the north, west of Lakeview Avenue, Leola Way, and Orange Acres Drive to the east, Nohl Ranch Road to the south, and Tustin Avenue to the west. The northern and southern portions of the District have a land use that is classified as low density residential. The middle portion of the district is predominantly a residential estate land use. State Route 91 (SR-91) and State Route 55 (SR-55) separate the steeper grades of the hills from the flatter topography of the areas immediately adjacent to the Santa Ana River. District 36 is divided into 12 sub-districts based on the hydrology. Some sub-districts drain directly into other sub-districts. All of the sub-districts have existing storm drains. The majority of the District drains east to west and south to north and is tributary to the Santa Ana River.
3.1 Hydrologic Analysis There are a total of seven hydrology models, with some sub-districts combined to create cohesive models. Sub-districts 36-1 and 36-2, 36-4, 36-5, and 36-6, 36-10, 36-11, and 36-12 were all combined respectively. The analyses were conducted per the methods discussed in Section 2 and the hydrology models can be found in Appendix A. See Exhibit 1 for the District 36 hydrology map. Table 3-1 summarizes the District 36 hydrology models.
Table 3-1: District 36 Hydrology Analysis Summary
Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow (ac) (cfs) (cfs) (cfs) Sub-district 36-1 156120 Merrimac Dr 3.5 12 14 18 156119 Merrimac Dr 9.2 28 33 43 156118 Merrimac Dr & Rogue Dr 29.9 75 91 119 156101 Rogue Dr & Tustin Ave 29.9 75 91 119 Sub-district 36-2 156132 Valley Forge Dr 2.7 9 10 13 156131 Valley Forge Dr & N Powder Horn Dr 7.8 16 19 25 156122 East Riverdale Ave & N Tustin Ave 11.7 23 28 37 156120 N Tustin Ave 11.7 23 28 37 Sub-district 36-3 156310 E Church Haven Way 1.8 5 6 8 156309 E Church Haven Way 5.1 13 16 21 156308 E Church Haven Way & E Nohl Canyon Rd 11.2 27 33 43 156307 E Nohl Canyon Rd 25.0 57 70 91 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow (ac) (cfs) (cfs) (cfs) 156306 E Nohl Canyon Rd 37.9 83 101 132 156205a Costa Mesa Fwy (55 FWY) 37.9 83 101 132 156209 E Church Haven Way & E Maple Tree Dr 2.8 9 11 14 156208 E Maple Tree Dr 7.2 20 24 32 156207 E maple Tree Dr & E Nohl Canyon Road 14.4 37 45 59 156206 E Nohl Canyon Rd 21.1 49 59 78 156205b Costa Mesa Fwy (55 FWY) 21.1 49 59 78 156203 Riverside Fwy (91 FWY) & Valley Forge Dr 78.6 160 195 255 155301 Riverside Fwy (91 FWY) & Valley Forge Dr 78.6 161 196 256 Sub-district 36-4 & 36-5 & 36-6 163251 N Kingsgate Dr 2.2 6 8 10 163250 N Kingsgate Dr 5.6 15 18 24 163249 N Kingsgate Dr 8.0 21 26 33 163248 E Ridge Gate Rd 11.9 28 34 44 163247 E Ridge Gate Rd & Shady Oak Way 25.2 55 67 87 163243 Shady Oak Way 34.1 73 89 116 162429a Shady Oak Way & E Valley Gate Dr 44.3 93 114 148 169144 E Ridge Gate Rd 1.6 6 7 9 169143 E Ridge Gate Rd 4.4 13 16 21 169142 E Ridge Gate Rd & S Old Bucket Ln 9.5 24 29 38 169141 S Old Bucket Ln 17.7 40 49 64 169140 S Old Bucket Ln 30.6 65 79 104 162431 S Sleepy Meadow Ln & E Valley Gate Dr 37.0 70 87 116 162429b E Valley Gate Dr 37.0 70 87 116 162423 E Valley Gate Dr 86 163 202 269 162416 S Peralta Hills Dr 97.7 181 225 300 162414 S Peralta Hills Dr 138.8 261 322 426 162313 Costa Mesa Fwy (55 FWY) 159.8 287 357 476 155320 Costa Mesa Fwy & Riverside Fwy (55 & 91 FWY) 159.8 287 357 476 Sub-district 36-7 156231 E Summer Creek Ln 1.5 4 5 6 156230 E Summer Creek Ln 6.5 13 16 21 156222 E Summer Creek Ln 8.8 17 21 27 155304 E Summer Creek Ln & Riverside Fwy (91 FWY) 20.7 37 46 60 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow (ac) (cfs) (cfs) (cfs) Sub-district 36-8 155417 E Addington Dr 1.8 5 6 7 155416 E Addington Dr & Sagamore St N 6.7 16 19 24 155415 Sagamore St N 14.8 32 39 51 155414 Sagamore St N & E Bainbridge Ave & Finch St 36.3 70 86 112 155404 East Riverdale Ave & N Roxanne St 50.3 92 113 150 155401 E Alderdale Ave 50.3 92 113 150 Sub-district 36-9 161313 E Addington Dr & N Bluerock St 2.1 7 9 11 161312 N Bluerock St 9.0 28 34 44 161311 N Bluerock St & E Holtwood Ave & N Torrens St 21.6 55 67 88 161310 N Torrens St & E Bainbridge Ave 46.6 102 125 164 161305 N Redrock St 62.2 130 160 212 161301 E Alderdale Ave 62.2 130 160 212 Sub-district 36-10 168143 E Copa De Oro Dr 1.5 4 5 7 168142 Peralta Way 5.5 13 16 21 168141 Peralta Way 8.0 18 22 29 168140 Peralta Way 11.1 24 30 39 168136a S Peralta Hills Dr 14.3 28 35 46 168138 S Peralta Hills Dr 5.6 17 20 26 168137 S Peralta Hills Dr 18.1 49 59 76 168136b S Peralta Hills Dr 29.4 70 86 112 168135 S Peralta Hills Dr 53.4 110 135 178 168127a S Cerro Vista Way 57.1 116 142 188 168143 S Orange Acres Dr 5.2 13 16 20 168142 S Orange Acres Dr 14.1 30 36 47 168141 S Cobblestone Ln 21.7 41 50 66 168140 E Cerro Vista Dr 30.7 53 66 87 168127b E Cerro Vista Dr 37.3 64 79 105 168124 S Cerro Vista Way & E Santa Ana Canyon Rd 140.2 270 332 438 161209 Riverside Fwy (91 FWY) & N Sweetwater St 163.4 276 342 454 161201 N Deerfield St 190.2 311 386 515 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences
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3.2 Hydraulic Analysis All of District 36 drains to the Santa Ana River. Therefore Method 1 was used of Sub-Section 2.2.3.1 where the downstream control water surface elevation was taken from the Santa Ana River Hydrologic Engineering Centers River Analysis System (HEC-RAS) model. See Exhibit 1: District 36 Drainage Map for existing storm drain priorities. See Appendix B for Existing Conditions WSPG Hydraulic Models, Appendix C for Existing Conditions Prioritization Analyses, and Appendix F for Existing Conditions XPSWMM Hydraulic Model Results. Table 3-2 shows the summary of open channels and their velocities located within District 36 for the 10, 25, and 100-Year storm events. Table 3-2: District 36 Open Channel Summary 10-Year 25-Year 100-Year Sub- Node Location Description of channel Velocity Velocity Velocity district (ft/s) (ft/s) (ft/s) North of 91 Fwy Concrete lined 4' x 6' 161209- 36-12 between Deerfield St Trapezoidal channel with 11.17 11.78 12.64 161201 and Sweetwater St 1.5:1 side slopes
Since the channel is concrete lined, the velocities calculated are insignificant. Sub-district 36-1 encompasses Kennebec Drive and Merrimac Drive and contains an existing storm drain ranging from 30-inches to 48 –inches. The storm drain begins at the intersection of Rogue Drive and Kennebec Drive and follows Tustin Avenue north until the Santa Ana River. Based on the XPWSPG, there was potential flooding at the system headworks, but the XPSWMM deficiency analysis discussed in sub- sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 36-2 encompasses the northern portion of Valley Forge Drive and contains an existing storm drain that begins at the North West corner of the parking lot at North Powder Horn Drive and crosses East Riverdale Avenue as a 6’ x 3’ reinforced concrete box (RCB) before transitioning to a 36-inch reinforced concrete pipe (RCP) and continuing north to the Santa Ana River. Though the system decreases in size, there were no deficiencies in XPWSPG since the tributary area is so small. Sub-district 36-3 encompasses Maple Tree Drive and the west portion of the Riverside Freeway and contains an existing 48-inch storm drain that receives flow from the intersection of East Nohl Canyon Road and North Santiago Boulevard. Based on the XPWSPG, there was some potential flooding, but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 36-4 encompasses Shady Oak Way and contains an existing storm drain system ranging from 24-inches to 51-inches. The existing storm drain originates at the intersection of Rocky Point Road and Shady Oak Way and runs North on Shady Oak Way to Valley Gate Drive before joining with a storm drain from Sub-district 36-5 and continuing West on Valley Gate Drive before continuing through Sub-district 36-6. Sub-districts 36-4 and 36-5 are directly tributary to 36-6. Though there were multiple areas of potential flooding shown in XPWSPG, the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 36-5 encompasses Valley Gate Drive and contains a storm drain ranging from 36-inches to 39-inches. The storm drain begins at the intersection of South Sleepy Meadow Lane and South Old Bucket Lane and joins the storm Sub-district 36-4 storm drain before continuing to Sub-district 36-6. Though there were multiple areas of potential flooding shown in XPWSPG, the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient.
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Sub-district 36-6 encompasses South Peralta Hills Drive and contains a storm drain ranging from 42- inches to 54-inches. The storm drain begins at the North West end of Valley Gate Drive and follows South Peralta Hills Drive North until Santa Ana Canyon Road, where it continues west before turning north at the SR-55 and SR-91 interchange and outletting in the Santa Ana River. Though there were multiple areas of potential flooding shown in XPWSPG, the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 36-7 encompasses Summer Creek Lane and contains an existing storm drain that begins at the intersection of Summer Creek Lane and East Addington Circle and continues just east of SR-91 before outletting to the Santa Ana River. The storm drain ranges from 18-inches to 54-inches. Based on the XPWSPG, there was potential flooding at the system headworks, but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 36-8 encompasses Bainbridge Avenue and North Roxanne Street and contains an existing storm drain that ranges from 30-inches to 42-inches. The storm drain begins at the intersection of Bainbridge Avenue and Finch Street, follows Finch Street north, Riverdale Avenue west, then north on Roxanne Street before outletting to the Santa Ana River. Based on the XPWSPG, there was some potential flooding, but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 36-9 encompasses North Redrock Street and contains an existing storm drain that ranges from 42-inches to 45-inches. The storm drain begins at the intersection of North Redrock Street and East Bainbridge Avenue and follows North Redrock Street north before outletting to the Santa Ana River. Based on the XPWSPG, there was potential flooding at the system headworks. Due to the high volume of flow going into the pipe in XPSWMM, there was a peak before stabilization which caused unrealistic depth of flow in the street for two reaches of storm drain line, resulting in deficiencies. Therefore, an additional street deficiency analysis was completed assuming that the pipe flows at capacity and the remainder is on the street. This analysis was more conservative because the capacity calculations do not take into consideration the fact that the HGL can be within the ground and assumes any flow not in the pipe is on the street. Using the conservative method, there were no deficiencies in the system. Sub-district 36-10 encompasses Peralta Hills Drive and South Cerro Vista Way and contains an existing 27-inch storm drain. The storm drain begins at the intersection of Peralta Hills Drive and South Cerro Vista Way and follows South Cerro Vista Way north before joining with the storm drain from Sub-district 36-11 and continuing through Sub-district 36-12. Sub-districts 36-10 and 36-11 are both directly tributary to sub district 36-12. Based on the XPWSPG, there was potential flooding at the system headworks, but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 36-11 encompasses East Cerro Vista Way and contains an existing storm drain ranging from 18-inches to 36-inches. The storm drain begins at the intersection of East Cerro Vista Way and Leola Way and follows East Cerro Vista Way west before joining with the storm drain from Sub-district 36-10 and continuing through Sub-district 36-12. Sub-districts 36-10 and 36-11 are both directly tributary to sub district 36-12. Based on the XPWSPG, there was potential flooding at the system headworks, but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 36-12 encompasses the northern portion of South Cerro Vista Way and crosses SR-91. Sub- district 36-12 contains an existing storm drain ranging from a 7’ x 3’ RCB to 10’ x 6’ RCB to a concrete lined 4’ x 6’ trapezoidal channel. The storm drain begins at the confluence of Sub-districts 36-10 and 36- 11 at the intersection of East Cerro Vista Way and South Cerro Vista Way and follows South Cerro Vista
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Way north, crosses SR-91 and continues north as an open trapezoidal channel between North Deerfield Street and North Sweetwater Street before outletting to the Santa Ana River. Based on the XPWSPG, there was potential flooding at the system headworks (in D36-10 and D36-11), but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient.
3.2.1 Non-City Storm Drainage System The tributary area Just north of Nohl Ranch Road, containing East Ranch Gate Road, and along Nohl Ranch Road drains to a storm drain not owned by the City of Anaheim. The hydrology was calculated for the 33.9 ac area and was determined to be 101 cfs in the 100-year storm event (see offsite hydrology O36-1 in Appendix A). No hydraulic calculations were completed. The region just south of Nohl Ranch Road, containing the Olive Hills Reservoir, drains to a storm drain not owned by the City of Anaheim. The hydrology was calculated for the 47 ac area and was determined to be 127 cfs in the 100-year storm event (see offsite hydrology O36-2 in Appendix A). No hydraulic calculations were completed. The region that contains South Cedar Haven Way drains to a storm drain not owned by the City of Anaheim. The hydrology was calculated for the 4.4 ac area and was determined to be 12 cfs in the 100- year storm event (see offsite hydrology O36-3 in Appendix A). No hydraulic calculations were completed. The region just northwest of South Cedar Haven Way, containing a portion of North Santiago Boulevard, drains to a storm drain not owned by the City of Anaheim. The hydrology was calculated for the 4 ac area and was determined to be 14 cfs in the 100-year storm event (see offsite hydrology O36-4 in Appendix A). No hydraulic calculations were completed. The region west of North Tustin Avenue in District 36 drains to a storm drain not owned by the City of Anaheim. The hydrology was calculated for the 18.9 ac area and was determined to be 60 cfs in the 100- year storm event (see offsite hydrology O36-5 in Appendix A). No hydraulic calculations were completed.
3.3 Recommended Capital Improvements Since there were no storm drain systems determined to be deficient within District 36, there are no proposed systems. See Appendix C for the Existing Conditions Prioritization Analyses.
3.4 Cost Estimates Since there were no proposed systems, the cost estimate is $0 for District 36.
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DRAINAGE DISTRICT 37
4 Drainage District 37 Drainage District 37 is comprised of approximately 983 acres and is bounded by the Santa Ana River to the north, Avenida Margarita, Vista Del Amigo, and Avenida Faro to the east, Stetson Court, Via Escola, and Hastings Avenue to the south, and west of Lakeview Avenue, Leola Way, and Orange Acres Drive to the west. The district is dominated by low density residential land uses. The central and eastern portion of the district, between SR 91 and Nohl Ranch Road, is predominantly comprised of the residential estate land use. Crescent Elementary School and Peralta Canyon Park are located at the northern part of the district between SR 91 and Santa Ana Canyon Road. District 37 is divided into 8 sub-districts based on hydrology. Some sub-districts drain directly into other sub-districts. The majority of the district drains south to north and is tributary to the Santa Ana River.
4.1 Hydrologic Analysis There are a total of six hydrology models, with some sub-districts combined to create cohesive models. Sub-districts 37-1 and 37-2, 37-5 and 37-6 were combined respectively. The analyses were conducted per the methods discussed in Section 2 and the hydrology models can be found in Appendix A. See Exhibit 2 for the District 37 hydrology map. Table 4-1 summarizes the District 37 hydrology models.
Table 4-1: District 37 Hydrology Analysis Summary
Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) Sub-district 37-1 167113 E Beauty Dr 1.3 4 5 6 167112 E Beauty Dr 4.1 11 13 17 167111 N Starfire St & E Beauty Dr 9.8 23 28 37 167110 N Starfire St 19.0 41 51 66 167109 E Riverdale Ave & Starling Way & N Starfire St 30.7 62 76 100 167103 N Lakeview Ave 40.9 77 96 127 167101 Santa Ana River Trail 40.9 77 96 127 Sub-district 37-2 167123 E Mckinnon Dr 2.0 7 8 10 167120 E Mckinnon Dr & N Lakeview Ave 6.4 18 22 28 167119 N Lakeview Ave 10.2 28 33 43 167115 N Lakeview Ave 10.2 28 33 43 Sub-district 37-3 175177 Meats Ave 1.1 2 3 3 175176 Meats Ave 3.7 7 8 10 175175 Meats Ave 8.4 15 18 23 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 174371a Meats Ave 16.7 28 34 44 174375 Londerry Ln 1.2 4 5 6 174374 Londerry Ln 4.0 12 15 19 174373 Londerry Ln 8.8 24 29 38 174372 Londerry Ln & E Fairfield St 31.6 76 92 120 174371b E Fairfield St 48.3 98 119 154 174369 Meats Ave 73.9 155 189 246 174364a Meats Ave 93.1 199 242 315 174368 Londerry Ln 0.8 2 3 4 174367 Londerry Ln 2.8 8 10 12 174366 Londerry Ln 6.7 18 21 28 174365 Greensboro Ln 10.5 27 32 42 174364b Nohl Ranch Rd 103.6 225 273 356 174358 E Copa De Oro Dr 127.4 275 334 437 174138 S Peralta Hills Dr 142.2 293 357 468 174134 S Peralta Hills Dr 157.9 321 393 517 168228a Lakeview Ave 157.9 321 393 517 168230 E Copa De Oro Dr & S Peralta Hills Dr 3.2 10 12 16 168229 S Peralta Hills Dr & Starlight Dr 10.4 27 33 43 168228b Starlight Dr 181.1 370 453 596 167420 S Lakeview Ave 192.4 381 467 618 167414a S Lakeview Ave 214.2 418 514 683 167418 S Peralta Hills Dr 2.5 7 8 10 167417 S Peralta Hills Ln & S Cobblestone Ln 7.0 16 19 25 167416 S Valley View Pl & E Cerro Vista Dr 14.6 30 36 47 167415 S El Dorado Ln 28.6 55 68 89 167414b S El Dorado Ln & E Santa Ana Canyon Rd 242.8 468 575 763 E Santa Ana Canyon Rd & Riverside Fwy (91 FWY) & 167205 N Manti Dr 301.8 574 706 936 167201 E Maychelle Dr & Santa Ana River Trail 301.8 574 706 936 Sub-district 37-4 173121 S Peralta Hills Dr 6.8 15 18 23 173120 Ferrari Way & E Santa Ana Canyon Rd 18.3 38 46 60 173119 E Santa Ana Canyon Rd & E Gerda Dr 33.4 68 82 107 173118 E Gerda Dr 50.3 93 113 148 173112a E Gerda Dr & Riverside Fwy (91 FWY) 83.2 140 173 228 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 173116 E Wasatch Dr 2.2 6 7 9 173115 E Wasatch Dr 6.5 16 19 25 173114 E Wasatch Dr 12.8 28 34 45 173113 E Wasatch Dr 17.6 35 43 56 173112b E Wasatch Dr & Riverside Fwy (91 FWY) 100.8 172 211 278 173107 Riverside Fwy (91 FWY) 116.7 192 236 312 172303 E Gayann Dr & E Maychelle Dr 130.5 210 259 343 Sub-district 37-5 & 37-6 175290 E Nantucket Ln 3.6 12 15 19 175289 E Nantucket Ln 8.9 28 34 43 175282 S Andover Dr 14.3 43 51 67 175278a S Andover Dr 23.5 69 83 107 175281 E Nantucket Ln 3.3 9 11 15 175280 E Nantucket Ln & S Prairie Pl 11.4 31 38 49 175279 S Prairie Pl & Rural Ridge Cir 17.9 44 53 69 175278b Rural Ridge Cir & S Andover Dr 41.4 107 129 167 175273 S Andover Dr 52.4 135 162 212 175271 S Andover Dr 71.7 187 226 296 174466 S Andover Dr & Nohl Ranch Rd 76.2 197 238 313 174458 Nohl Ranch Rd & E Copa De Oro Dr 85.7 219 265 348 173335 S Chrisalta Way 108.3 254 312 417 173430a E Crescent Dr 119.4 272 336 452 174232 E Crescent Dr 2.1 7 8 10 174231 E Crescent Dr 7.3 20 25 32 173430b E Crescent Dr 133.4 304 374 501 173419a E Crescent Dr & S Royal Oak Rd 133.4 304 374 501 180431 Nohl Ranch Rd 0.9 2 3 4 180128a Nohl Ranch Rd & S Royal Oak Rd 5.0 12 14 19 180129 E Westridge Rd 3.3 8 10 12 180128b E Westridge Rd & S Royal Oak Rd 12.2 26 32 41 180121a S Royal Oak Rd 21.6 48 57 74 180123 S Smokeridge Terrace 3.0 8 10 13 180122 S Smokeridge Terrace & E Honeywood Ln 9.4 23 28 36 180121b E Honeywood Ln & S Royal Oak Rd 9.4 23 28 36 174226 S Rolling Hills Pl 2.3 1 7 9 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 174225 E Rolling Hills Dr 7.8 18 22 28 180121c E Honeywood Ln & S Royal Oak Rd 44.2 41 113 147 180120 S Royal Oak Rd 57.8 121 146 191 173419b S Royal Oak Rd 71.0 150 182 237 180136 S Smokeridge Terrace 2.1 6 7 9 180135 S Smokeridge Terrace 5.9 15 18 23 180134 S Smokeridge Terrace & S Avenida Margarita 11.0 25 31 40 180133 S Avenida Margarita 19.2 42 51 66 173419c E Spring Hill Dr & S Royal Oak Rd 223.6 489 596 783 173413 S Royal Oak Rd 254.4 541 664 880 173204 N Pinney Dr 259.8 541 664 884 173201 Riverside Fwy (91 FWY) 259.8 541 664 884 Sub-district 37-7 179118 E Santa Ana Canyon Rd 0.7 2 3 4 179117 N Maude Ln 2.2 6 8 10 179116 N Maude Ln 4.4 11 13 17 179115 N Maude Ln & E Garrick Dr 10.9 24 29 38 179103a E Garrick Dr 21.3 42 52 68 179113 E Gerda Dr 1.0 3 4 5 179112 E Gerda Dr 3.3 9 11 14 179111 E Gerda Dr & N Jerrilee Ln 6.8 16 19 25 179110 N Jerrilee Ln 11.9 23 31 41 179103b N Jerrilee Ln 41.5 82* 101* 132* 179101 Riverside Fwy (91 FWY) 48.7 94 115 151 Sub-district 37-8 181171 E Big Sky Ln 2.5 7 9 11 181170 E Big Sky Ln 7.1 19 22 29 181166 E Big Sky Ln 14.4 37 45 58 181162 E Big Sky Ln 24.3 61 73 95 181159 E Big Sky Ln 31.4 77 93 121 180450 E Big Sky Ln & E Willowick Dr 44.6 106 128 166 180443 E Willowick Dr & Willowick Cir 67.7 155 188 244 180439a Nohl Ranch Rd 73.5 165 200 260 180463 E Willowick Dr 1.3 4 4 6 180462 E Willowick Dr & Rural Ridge Cir 3.3 8 10 13 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 180461 Rural Ridge Cir 6.8 16 20 25 180460 Rural Ridge Cir 33.0 72 88 114 180439b Nohl Ranch Rd 106.5 234 284 369 180235 S Westridge Cir 123.5 260 316 411 180229 E Vista Del Dia 136.0 265 323 422 179425 E Vista Del Amigo & S Avenida Margarita 144.9 265 325 426 179211 S Ave Felipe & E Santa Ana Canyon Rd 177.6 319 392 513 179203 N Maude Ln 184.3 324 399 525 179201 Riverside Fwy (91 FWY) 191.0 327 405 536 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation
4.2 Hydraulic Analysis All of District 37 drains to the Santa Ana River. Therefore Method 1 was used of Sub-Section 2.2.3.1 where the water surface elevation was taken from the Santa Ana River Hydrologic Engineering Centers River Analysis System (HEC-RAS) model. See Exhibit 2: District 37 Drainage Map for existing storm drain priorities. See Appendix B for Existing Conditions WSPG Hydraulic Models, Appendix C for Existing Conditions Prioritization Analyses, and Appendix F for Existing Conditions XPSWMM Hydraulic Model Results. Table 4-2 shows the summary of open channels and their velocities located within District 37 for the 10, 25, and 100-Year storm events. Table 4-2: District 37 Open Channel Summary 10-Year 25-Year 100-Year Sub- Node Location Description of channel Velocity Velocity Velocity district (ft/s) (ft/s) (ft/s) Concrete lined 12'x4' 173112- North of 91 Fwy between 37-4 Trapezoidal channel with 5.81 6.18 6.72 172303 Wendy Cir and N Roni Ln 1.5:1 side slopes Natural earthen channel South of the intersection of 180235- with approximately 20' 37-8 S Vista Grande and S 9.33 9.95 10.71 180229 base, 10:1 side slopes, 10' Avenida Margarita depth Natural earthen channel South of the intersection of 180229- with approximately 20' 37-8 S Vista Grande and S 9.12 9.66 10.46 179425 base, 10:1 side slopes, 10' Avenida Margarita depth
The velocities within the concrete lined channels are insignificant, however the earthen channels with velocities greater than 5 feet per second have a potential for erosion. This information is provided for information purposes only. There are no recommendations to improve open channels at this time. Sub-district 37-1 encompasses North Starfire Street and Lakeview Medical Offices and contains an existing storm drain ranging from 42-inches to 48–inches. The storm drain begins at the intersection of
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East Riverdale Avenue and Starling Way and continues north through the Lakeview Medical Offices parking lot until outletting at the Santa Ana River. The storm drain shows no deficiencies in XPWSPG. Sub-district 37-2 encompasses the shopping plaza located on the corner of East McKinnon Drive and North Lakeview Avenue and contains an existing storm drain ranging from 36-inches to 42–inches. The storm drain begins on McKinnon Drive at the entrance of the shopping plaza and continues north through the parking lot until outletting at the Santa Ana River. The storm drain shows no deficiencies in XPWSPG. Sub-district 37-3 is an elongated sub-district and encompasses South Lakeview Avenue, South Peralta Hills Road, and Meats Avenue. The sub-district contains an existing storm drain ranging from 24-inches to a double 60-inch RCP. The storm drain begins at the intersection of Meats Avenue and Westfield Court then follows north along Meats Avenue, South Peralta Hills Road, and South Lakeview Avenue before crossing SR-91, and continuing north until outletting at the Santa Ana River. Based on the XPWSPG, there was potential flooding throughout the storm drain line and the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is deficient on South Lakeview Avenue. The depth of flow exceeds the top of curb in the 25-year storm event, making the system a Priority 1 as it directly drains to the Santa Ana River. The existing storm drain has a capacity of 331 cfs, which is equivalent to 89 % of a 10-year storm. Sub-district 37-4 encompasses East Wasatch Drive and Crescent Elementary School and contains an existing storm drain ranging from a triple 8’ x 4’ RCB to a quadruple 54 –inch RCP. The storm drain begins at the north west corner of the Crescent Elementary School sports field, crosses SR-91 as a triple 8’ x 4’ RCB, continues north between North Roni Lane and Wendy Circle as a 12’ x 3.25’ concrete lined trapezoidal channel until outletting at the Santa Ana River as a quadruple 54 –inch RCP. The storm drain shows no deficiencies in XPWSPG. Sub-district 37-5 is an elongated sub-district and encompasses South Andover Drive, East Crescent Drive, and South Royal Oak Road. The sub-district contains an existing storm drain ranging from 24- inches to 57-inches. The storm drain begins at the intersection of South Andover Drive and East Nantucket Lane then follows north along South Andover Drive and South Chrisalta Way, east along East Crescent Drive, then north along South Royal Oak Road and North Pinney Drive until outletting at the Santa Ana River. Based on the XPWSPG, there was potential flooding throughout the storm drain line and the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is deficient on North Pinney Drive and East Crescent Drive. The depth of flow exceeds the top of curb in the 10-year storm event, making the system a Priority 1. The existing storm drain has an average capacity of 221 cfs, which is equivalent to 73 % of a 10-year storm. The downstream end of the system ties in to a 54-inch Caltrans facility, which is undersized. Therefore, prior to improving the City’s storm drain system, it is recommended that the downstream Caltrans system be upsized. Sub-district 37-6 encompasses South Royal Oak Road and South Smokeridge Terrace and contains an existing storm drain ranging from 15-inches to 42–inches. The sub-district is directly tributary to Sub- district 37-5 and joins at the intersection of East Crescent Drive and South Royal Oak Road. The storm drain begins at the intersection of Nohl Ranch Road and South Royal Oak Road and continues north along South Royal Oak Road until confluencing with Sub-district 37-5. Due to the storm drain size being less than 36-inches until just before the confluence with the D37-5 51-inch storm drain system, only the small portion that was greater than 36-inches was modeled in XPSWMM. Since this system is a lateral, rather than a mainline, it was not originally modeled in XPWSPG or XPSWMM. After observing that there were deficiencies on the mainline at the location of the junction with the lateral, an additional analysis was completed to determine if the deficiencies were caused by the addition of a large amount of flow directly into the junction structure in XPSWMM. The analysis added the portion of the lateral that is
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greater than 36-inches into the XPSWMM model. Due to the potential flooding shown in the mainline XPWSPG (D37-5), it was assumed that there was potential flooding in the downstream portion of the lateral, therefore no XPWSPG calculations for Sub-district 37-6 were performed. The XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain line is not deficient. The conclusion of the additional analysis showed that modeling the lateral did not affect the deficiencies in the mainline. Sub-district 37-7 encompasses East Pamela Kay Lane and East Garrick Drive and contains an existing storm drain ranging from 30-inches to 60–inches. The storm drain has two system headworks, one beginning on the corner of North Pinney Drive and North Jerrilee Lane and the other on the corner of North Tiana Lane and East Garrick Drive. The line confluences at the edge of SR-91 between North Jerrilee Lane and North Tiana Lane before crossing SR-91 and outletting at the Santa Ana River. Based on the XPWSPG, there was potential flooding at the system outlet, but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 37-8 is a vertically long sub-district and encompasses East Big Sky Lane, East Willowick Circle, South Avenue Felipe, and North Maude Lane. The sub-district contains an existing storm drain ranging from 18-inches to 60–inches. The storm drain begins at the intersection of East Big Sky Lane and East Estate Ridge Road, follows north along Big Sky Lane, East Willowick Circle, and South Westridge Circle then runs through Pelanconi Park as a natural channel, continues north along South Avenue Felipe and North Maude Lane, crosses SR-91, and outlets at the Santa Ana River. Based on the XPWSPG, there was some potential flooding. Due to the high volume of flow going into the pipe in XPSWMM, there was a peak before stabilization which caused unrealistic depth of flow in the street for one reach of storm drain line, resulting in a deficiency. Therefore, an additional deficiency analysis was completed assuming that the pipe flows at capacity and the remainder is on the street. This analysis was more conservative because the capacity calculations do not take into consideration the fact that the HGL can be within the ground and assumes any flow not in the pipe is on the street. Using the conservative method, there were no deficiencies in the system.
4.3 Recommended Capital Improvements
4.3.1 Alternatives Analysis The 54-inch storm drain system that receives flow from Sub-district 37-3 is deficient with a priority 1 deficiency. The deficient storm drain is located on South Lakeview Avenue south of East Santa Ana Canyon Road. Due to the residential land use upstream of and surrounding the deficient storm drain, there is no ideal location to implement a detention basin to reduce the flow. Therefore, a pipe replacement or addition of a parallel pipe is recommended for this system. This system is shown as “AA# 1” on Figure 4-1. The 51-inch storm drain system that receives flow from Sub-district 37-5 is deficient with priority 1 and priority 2 deficiencies. The deficient storm drain is located on Crescent Drive just west of the Royal Oak Road intersection. Due to the residential land use upstream of and surrounding the deficient storm drain, there is no ideal location to implement a detention basin to reduce the flow. Therefore, a pipe replacement or addition of a parallel pipe is recommended for this system. This system is shown as “AA# 2” on Figure 4-2. The 36-inch storm drain system that receives flow from Sub-district 37-6 is deficient with a priority 1 deficiency. The deficient storm drain is located on South Royal Oak Road just upstream of the confluence with Sub-district 37-5 at the intersection of Royal Oak Road and Crescent Drive. Due to the residential land use upstream of and surrounding the deficient storm drain, there is no ideal location to
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implement a detention basin to reduce the flow. Therefore, a pipe replacement or addition of a parallel pipe is recommended for this system. This system is shown as “AA# 3”on Figure 4-2. The 54-inch storm drain system that receives flow from Sub-district 37-5 and 37-6 is deficient with priority 1 and priority 2 deficiencies. The deficient storm drain is located on Pinney Drive just north of the Gerda Drive intersection to SR-91. The storm drain is deficient due to a reduction in storm drain size going from a 57-inch to 6’ x 4.5’ RCB at the intersection of Santa Ana Canyon Road to a 54-inch RCP on North Pinney Drive. A basin could be placed in the south east corner of the existing Peralta Canyon Park on the corner of Gerda Drive and Pinney Drive. The addition of a basin may alleviate the downstream flooding. Other alternatives would be to increase the storm drain size via replacement, or add a parallel storm drain to allow the system to handle the flow. This system is shown as “AA# 4” on Figure 4-2. Table 4-3 is a summary of the calculated proposed systems for each sub-district within District 37. See Figure 4-1 and Figure 4-2 for information corresponding to the Table 4-3 and Appendix D for the Proposed Conditions Street Flow Analyses. Table 4-3: District 37 Proposed Improvements
Replacement Pipe Parallel Pipe Pipe Size Length Pipe Size Length Street Name Notes (in) (ft) (in) (ft) Sub-district 37-1 No proposed system. Sub-district 37-2 No proposed system. Sub-district 37-3 66 332 48 332 S Lakeview Ave 72 739 60 739 S Lakeview Ave Change of slope needed. Sub-district 37-4 No proposed system. Sub-district 37-5 54 93 30 93 E Crescent Dr 60 152 48 152 E Crescent Dr N Pinney Dr, S Royal Oak 66 121 60 1219 Rd, E Crescent Dr 72 376 66 681 N Pinney Dr 78 1403 N Pinney Dr, S Royal Oak Rd Sub-district 37-6 48 300 36 300 Royal Oak Rd Sub-district 37-7 No proposed system. Sub-district 37-8 No proposed system.
January 2018 4-8 Michael Baker International 36 KEY MAP
STUDY AREA 42 18 33
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CityBoundary Deficient Storm Drain System Existing Storm Drains (R) Proposed Replacement System Priority 1 Anaheim FlowArrows (P) Proposed Parallel System Priority 2 County 37-3 Drainage Area Caltrans 36in RCP Proposed Pipe Size Onsite Private Proposed Storm Drain Master Plan of Storm Drainage for 8/7/2017 JN M:\Mdata\148726\GIS\MXD\Proposed Facilities Maps\District 37 Proposed Facilities Map No.1.mxd Private South & East Santa Ana River Tributary Area District Boundary 0 125 250 500 District 37 ° Feet Sub-Districts: 37-3 Source: Esri Figure 4-1: District 37 Proposed Facility Map No. 1 KEY MAP 37-6
STUDY AREA 54
AA#T 4 66in (P) 66in RCP
RCB 4'x4.5'
RCB
6'x4.5' 30
60in RCP (P) 37-6 57
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21 51 AA# 3 48in T 30in RCP (P) AA# 2 RCP (P) T
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Legend
CityBoundary Deficient Storm Drain System Existing Storm Drains (R) Proposed Replacement System Priority 1 Anaheim FlowArrows (P) Proposed Parallel System Priority 2 County 37-6 Drainage Area Caltrans 36in RCP Proposed Pipe Size Onsite Private Proposed Storm Drain Master Plan of Storm Drainage for 8/3/2017 JN M:\Mdata\148726\GIS\MXD\Proposed Facilities Maps\District 37 Proposed Facilities Mapv2.mxd
4.4 Cost Estimates For each system, a recommendation is provided for the type of proposed system: replacement versus parallel. Table 4-4 gives a summary of the construction cost estimates and the recommended system. See Appendix E for Detailed Cost Estimates. Cost savings were used to determine whether to use parallel or replacement systems. Further analysis should be completed during final design. Table 4-4: District 37 Cost Estimate Summary Total Recommended System Existing Project Cost Sub- Pipe Size Proposed Proposed Street Name Notes district (in) (R or P) Pipe Sizes Pipe (2017 $) (in) Length (ft) 37-1 - - - - $0 - No proposed storm drain. 37-2 - - - - $0 - No proposed storm drain. 37-3 54-57 P 48 - 54 1071 $2,417,000 S Lakeview Ave Cost savings of $859,000* 37-4 - - - - $0 - No proposed storm drain. E Crescent Dr, 37-5 45-57 P 30 - 66 2144 $4,858,000 Cost savings of $1,353,000* Royal Oak Rd More feasible to upsize 37-6 36-42 R 48 300 $522,000 Royal Oak Rd existing system. 37-7 - - - - $0 - No proposed storm drain. 37-8 - - - - $0 - No proposed storm drain. Total System Cost $7,797,000 Note: R = Replacement System, P = Parallel System, “-“ = No Proposed System *When compared to the Replacement System Option **When compared to the Parallel System Option
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DRAINAGE DISTRICT 38
5 Drainage District 38 Drainage District 38 is comprised of approximately 780 acres and is bounded by the Avenida Margarita, Vista Del Amigo, and Avenida Faro to the west, the Santa Ana River to the north, Walnut Canyon Channel (E01S09) and Leandro Street to the east, and the Anaheim Hills ridge line to the south. District 38 is predominantly comprised of the low density residential land use. The northern and southern portions of the district also include a significant amount of commercial and open space land uses respectively. Canyon High School is located in the center of the district. Though the storm drains primarily convey flow south to north, it is important to note that the Santa Ana Canyon Road is without standard curb and gutter design on either one or both sides of the road from the intersection of Imperial Highway to the intersection of Quintana Drive. No flooding is shown on Santa Ana Canyon Road. District 38 includes 4 sub-districts, which drain north towards the Santa Ana River. Some sub-districts drain directly into other sub-districts.
5.1 Hydrologic Analysis There are two models created for District 38, with some sub-districts combined to create cohesive models. Sub-districts 38-2, 38-3, and 38-4 were combined. The analysis was conducted per the methods discussed in Section 2 and the hydrology models can be found in Appendix A. See Exhibit 3 for the District 38 hydrology map. Table 5-1 summarizes the District 38 hydrology models.
Table 5-1: District 38 Hydrology Analysis Summary
Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) Sub-district 38-1 185108 S Avenida Margarita 1.30 3.97 4.73 6.07 185107 S Avenida Margarita & Old Santa Ana Canyon Rd 4.60 6.71 8.27 10.80 185106 E Santa Ana Canyon Rd 8.60 11.71 14.44 18.87 185104 N Imperial Hwy 17.40 23.11 28.61 37.50 185103 Riverside Fwy (91 FWY) 25.10 33.12 40.97 53.64 185101 N Imperial Hwy 25.10 33.12 40.97 53.64 Sub-district 38-2 181362 Via Escola 0.5 2 2 2 181361 Via Escola 1.2 3 4 5 181460 Via Escola 2.6 5 6 8 181459 Via Escola 6.4 10 12 16 181458 Via Escola 10.9 16 20 26 181452 Imperial Hwy 20.3 29 36 48 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit hydrograph flow
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 187146a Imperial Hwy 29.0 41 51 67 187349 E Hudson Bay Dr 5.4 13 15 20 187348 E Hudson Bay Dr 12.4 28 33 44 187347 E Hudson Bay Dr 24.4 52 64 83 187146b Imperial Hwy 53.4 83 102 134 187143a Imperial Hwy 60.3 96 118 155 181249 E Big Sky Ln 3.0 9 10 13 181248 E Big Sky Ln 8.6 22 27 34 187144a E Big Sky Ln 22.0 54 66 85 181246 E Estate Ridge Rd 3.1 9 11 15 181245 E Estate Ridge Rd 16.7 45 54 70 187144b E Stetson Ct 38.7 98 119 155 187143b E Big Sky Ln 99.0 187 227 296 186338a Imperial Hwy 105.3 190 232 305 187243 S Frontier Ct 1.2 4 4 6 187242 S Frontier Ct 2.6 7 9 11 187241 S Frontier Ct 4.1 11 13 17 186340 S Frontier Ct & E Trapper Trail 8.1 19 23 30 186339 E Trapper Trail 17.3 39 48 62 186338b E River Valley Trail 122.6 229 279 365 186336 Imperial Hwy 136.2 257 312 412 186333 Imperial Hwy 152.1 291 355 468 186130 Imperial Hwy 180.6 350 427 565 186128 Imperial Hwy 201.9 396 484 640 185326 Imperial Hwy 220.3 428 524 696 185325 Imperial Hwy 249.9 487 597 794 185318 Imperial Hwy & Santa Ana Canyon Rd 291.7 562 692 924 185212 E Santa Ana Canyon Rd & Via Cortez 321.3 596 740 995 185209a E Camino Manzano 321.3 596 740 995 187463 E Queens Dr 2.0 5 5 7 187462 E Queens Dr 6.5 14 17 22 187461 E Queens Dr 16.7 34 41 54 187460 S Scout Trail 32.4 62 77 101 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit hydrograph flow
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 187259 S Scout Trail 53.9 101 124 163 187255 S Scout Trail 74.7 139 170 223 186439a S Scout Trail 110.4 197 243 318 193143 S Pathfinder Trail 2.4 5 6 8 192341 S Pathfinder Trail 5.7 12 14 18 186440 S Pathfinder Trail 9.9 19 23 30 186439b S Scout Trail 128.9 231 284 371 186228 S Scout Trail 143.9 252 310 405 185423 S Calle Da Gama 174.2 287 357 471 185215a E Santa Ana Canyon Rd 174.2 287 357 471 193377 S Shanada Ct 1.7 4 5 6 193376 S Shanada Ct 5.0 12 14 18 193375 S Shanada Ct 9.5 21 26 34 193371a S Shanada Ct 17.8 38 46 60 193373 E Queens Dr 2.5 6 7 9 193372 E Queens Dr 5.4 12 14 18 193371b E Queens Dr 29.2 61 75 98 193363 E Queens Dr 35.5 73 89 117 193355 E Queens Dr 43.3 87 107 140 193149 E Hackamore Ln 52.4 103 127 166 193140 S Covered Wagon Trail 78.3 151 185 243 192330 S Covered Wagon Trail 101.9 192 235 310 192322 S Covered Wagon Trail 121.4 224 274 363 186209 S Covered Wagon Trail & S Solomon Dr 138.5 247 303 935 185215b S Solomon Dr & E Santa Ana Canyon Rd 347.7 571 707 935 S Santa Ana Canyon Rd & N Solomon Dr. & Camino 185209b Manzano 374.4 577 716 953 191136 Anaheim Hills Rd & N Avenida Palmera 2.7 6 8 10 191135 E Camino Correr 9.6 17 21 28 191134 E Camino Correr & N Ave Pina 37.8 59 73 96 190330 N Ave Pina & E Camino Manzano 49.0 74 92 121 185209c Camino Manzano 754.6 1244~* 1529~* 2027~* 184401 Riverside Fwy (91 FWY) & Flood Control Access Rd 754.6 1244~* 1529~* 2027~* Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit hydrograph flow
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5.2 Hydraulic Analysis All of District 38 drains to the Santa Ana River. Therefore Method 1 was used of Sub-Section 2.2.3.1 where the water surface elevation was taken from the Santa Ana River Hydrologic Engineering Centers River Analysis System (HEC-RAS) model. See Exhibit 3: District 38 Drainage Map for existing storm drain priorities. See Appendix B for Existing Conditions WSPG Hydraulic Models, Appendix C for Existing Conditions Prioritization Analyses, and Appendix F for Existing Conditions XPSWMM Hydraulic Model Results. Sub-district 38-1 encompasses Avenida Margarita and the Old Santa Ana Canyon Road to the east of Avenida Margarita and contains an existing storm drain ranging from 36-inches to 42-inches. The storm drain begins at the intersection of Imperial Highway and the eastbound off ramp and continues north crossing SR-91 and outletting at the Santa Ana River. The storm drain shows no deficiencies in XPWSPG. Sub-district 38-2 is an elongated sub-district and encompasses Imperial Highway and contains an existing storm drain ranging from 24-inches to 72-inches. Sub-district 38-2 is directly tributary to Sub- district 38-4. The storm drain begins at the intersection of Imperial Highway and Via Escola, follows Imperial Highway north, crosses through Canyon High School sport field and Canyon Plaza and continues north east between SR-91 and Camino Manzano before confluencing with the mainline from Sub-district 38-4 which outlets at the Santa Ana River. Based on the XPWSPG, there was potential flooding throughout the storm drain line but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 38-3 is an elongated sub-district and encompasses South Scout Trail and South Calle De Gama and contains an existing storm drain ranging from 42-inches to 66-inches. Sub-district 38-3 is directly tributary to Sub-district 38-4. The storm drain begins at the intersection of South Scout Trail and South Pathfinder Trail, follows South Scout Trail and South Calle De Gama north then follows East Santa Ana Canyon Road east before confluencing with the Sub-district 38-4 mainline just west of the intersection of East Santa Ana Canyon Road and South Solomon Drive. Based on the XPWSPG, there was potential flooding throughout the storm drain line but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 38-4 is an elongated sub-district and encompasses East Queens Drive, South Covered Wagon Trail, and Solomon Drive. The sub-district contains an existing storm drain ranging from 24- inches to 84-inches to a 14’ x 6’ concrete lined trapezoidal channel. Sub-districts 38-2 and 38-3 are directly tributary to Sub-district 38-4. The storm drain begins just west of the intersection of East Queens Drive and South Shanada Court, follows East Queens Drive, East Hackamore Lane, South Covered Wagon Trail, and South Solomon Drive north then after crossing through the west side of the San Antonio Catholic Church parking lot, confluences with the Sub-district 38-3 storm drain line. After confluencing with 38-3, the storm drain main continues north up North Solomon Drive, west on Camino Manzano then north where it confluences with the Sub-district 38-2 storm drain line just north of the intersection of Camino Manzano and North Rock Creek Lane. After this confluence, the storm drain runs north, crossing SR-91 and discharging to the Santa Ana River. Based on the XPWSPG, there was potential flooding throughout the storm drain line and the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is deficient, with the depth of flow exceeding the top of curb in the 10-year storm event on Cam Manzano, making the system a Priority 1, and the depth of flow exceeding the right of way in the 100-year storm event on North Solomon Drive, making it a Priority 2. The existing storm drain has an average capacity of 211 cfs, which is equivalent to 37 % of a 10-year storm.
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5.3 Recommended Capital Improvements The entire District 38 eventually drains to the Santa Ana River and according to Section 1 – Revisions, Deletions and Additions of Drainage Manual for Public and Private Drainage Facilities, City of Anaheim August 2005, the minimum recurrence interval for the design of new local drainage facilities shall be a 25-year storm event for all open and underground channels and storm drains with drainage areas less than 640 acres, and tributary to the Santa Ana River Watershed. Therefore, the proposed systems within District 38 have been designed for the 25-year storm event.
5.3.1 Alternatives Analysis The 84-inch storm drain system that receives flow from Sub-districts 38-3 and 38-4 is deficient with priority 1 and priority 2 deficiencies. The deficient storm drain is located on North Solomon Drive at the intersection with Cam Manzano. A basin could be placed in the sports fields of Canyon High School. The addition of a basin may alleviate the downstream flooding. Other alternatives would be to increase the storm drain size via replacement, or add a parallel storm drain to allow the system to handle the flow This system is shown as “AA# 4” on Figure 5-1. Table 5-2 is a summary of the calculated proposed systems for each sub-district within District 38. See Figure 5-1 for information corresponding to the Table 5-2 and Appendix D for the Proposed Conditions Street Flow Analyses. Table 5-2: District 38 Proposed Improvements
Replacement Pipe Parallel Pipe Pipe Size Length Pipe Size Length Street Names Notes (in) (ft) (in) (ft) Sub-district 38-1 No proposed system. Sub-district 38-4 Cam Manzano, N *Replacement is unfeasible due to 132* 887 2-90 887 Solomon Dr downstream system size constraints.
January 2018 5-5 Michael Baker International 14'x6' TRAP KEY MAP
STUDY AREA 3-8'x7' RCB
48
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30 2-90in RCP (P) 18 24 18 38-4 18 AA#T 4 18 84
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CityBoundary Deficient Storm Drain System Existing Storm Drains (R) Proposed Replacement System Priority 1 Anaheim FlowArrows (P) Proposed Parallel System Priority 2 County 37-6 Drainage Area Caltrans 36in RCP Proposed Pipe Size Onsite Private Proposed Storm Drain Master Plan of Storm Drainage for 6/13/2017 JNM:\Mdata\148726\GIS\MXD\Proposed Facilities Maps\District 38 ProposedFacilities Map.mxd
5.4 Cost Estimates For each system, a recommendation is provided for the type of proposed system: replacement versus parallel. Table 5-3 gives a summary of the construction cost estimates and the recommended system. See Appendix E for Detailed Cost Estimates. Table 5-3: District 38 Cost Estimate Summary Total Recommended System Existing Project Cost Sub- Pipe Proposed Proposed Street Name Notes district Size (in) (R or P) Pipe Sizes Pipe Length (2017 $) (in) (ft) 38-1 - - - - $0 - No proposed storm drain. Replacement is unfeasible due Cam Manzano, N 38-4 (P1) 84 P 2-90 517 $3,416,000 to downstream system size Solomon Dr constraints. 38-4 (P2) 84 P 2-90 370 $2,653,000 Total System Cost $6,653,000 Note: P = Parallel System, R = Replacement System, “-“ = No Proposed System, P1= Priority 1, P2= Priority 2 *When compared to the Replacement System Option **When compared to the Parallel System Option
January 2018 5-7 Michael Baker International
DRAINAGE DISTRICT 39
6 Drainage District 39 Drainage District 39 is comprised of approximately 2,452 acres and is bounded by Walnut Canyon Channel (E01S09) and Leandro Street to the west, the Santa Ana River to the north, Eucalyptus Drive and Mohler Drive to the east, and the Anaheim Hills ridge line to the south. The district is dominated by residential and open space land uses. Though the storm drains primarily convey flow south to north, it is important to note that the Santa Ana Canyon Road is without standard curb and gutter design on either one or both sides of the road from the intersection of Imperial Highway to the intersection of Quintana Drive. No flooding is shown on Santa Ana Canyon Road. The majority of the District drains to the Walnut Canyon Channel (E01S09), while the most eastern portion of the district is directly tributary to the Santa Ana River. District 39 contains a FEMA floodplain in the Anaheim Hills Golf Course. The floodplain is completely contained within the golf course and does not contribute to any street flooding. District 39 is broken up into 17 sub-districts based on hydrology. Some sub-districts drain directly into other sub-districts. The majority of the district drains east to west and south to north and is tributary to the Santa Ana River.
6.1 Hydrologic Analysis There are a total of three hydrology models with some sub-districts combined to create cohesive models. Sub-districts 39-1 thru 39-12 and 39-13 thru 39-16 were combined respectively. The analysis was conducted per the methods discussed in Section 2 and the hydrology models can be found in Appendix A. See Exhibit 4 for the District 39 hydrology map. Table 6-1 summarizes the District 39 hydrology models. In some confluence nodes where a stream is added to the mainline stream within AES, the TC calculation combined with the confluence calculation can result in a total flowrate that is less than that of the most recent upstream flowrate. Due to restrictions in the XPSWMM model, flow cannot be removed from the system, therefore the upstream flow is used in this situation. Table 6-1: District 39 Hydrology Analysis Summary
Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) Sub-district 39-1 thru 39-12 287438 Point Premier 2.3 5 6 8 287337 Point Premier 6.4 13 16 21 287236 E Avenida De Santiago 11.4 23 28 36 288135 E Avenida De Santiago 21.0 42 51 66 217320 E Avenida De Santiago 50.4 100 122 158 217308 S Hidden Canyon Rd 74.1 141 172 226 217306 Serrano Ave 92.1 173 212 278 217101a S Park Rim Cir 92.1 173 212 278 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit hydrograph flow +=Upstream flow was used since downstream flow < upstream flow
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 217240 E Columbus Dr 1.2 3 4 5 217239 E Columbus Dr 4.9 11 14 18 217238 E Columbus Dr 19.0 43 52 67 217235 E Columbus Dr 40.2 88 107 138 217231 E Columbus Dr 74.8 159 193 252 Columbus Way & Serrano Ave & S Lake Summit 217122 Dr 92.9 191 233 303 217120 S Lake Summit Dr 105.7 217 263 343 217108 E Shorecrest Dr 117.8 237 288 376 217101b S Park Rim Cir 209.9 402 491 644 211402a Periphery Rd 236.7 402 494 652 287209 E Avenida De Santiago 2.2 7 9 11 287208 E Georgetown Cir 5.5 16 19 25 211407 E Georgetown Cir 11.1 32 38 50 217306 E Georgetown Cir 11.1 32 38 50 211405 Williams Cir 21.4 58 71 93 211404 Loyola Dr 32.5 85 104 137 211403 Loyola Dr 70.7 178 218 290 211402b Periphery Rd 307.4 530 650 856 211301a E Walnut Canyon Rd 319.8 530 650 856 287422 S Burlwood Dr 7.0 23 27 35 287221 S Burlwood Dr 14.6 41 50 65 287220 S Rimwood Dr 30.6 86 105 136 287119 S Rimwood Dr 46.5 126 154 202 287115 Serrano Ave 94.6 250 305 404 205405 S Calle Venado 129.6 324 400 533 211301b E Kentucky Ave 461.7 818 998 1321 211101 E Walnut Canyon Rd 513.5 861 1051 1405 205204 E Walnut Canyon Rd 637.7 1058 1308 1744 204303 E Walnut Canyon Rd 688.8 1010~ 1259~ 1665~ 204302 E Walnut Canyon Rd 758.5 1045~ 1303~ 1735~ 198401a Nohl Ranch Rd 839.8 1048~ 1312~ 1764~ 285238 Chadwick Pkwy 1.0 2 3 3 205337 Chadwick Pkwy 2.6 5 6 8 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit hydrograph flow +=Upstream flow was used since downstream flow < upstream flow
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 286136 E Altaview Dr 4.4 8 9 12 205335 Nohl Ranch Rd 10.7 18 22 29 205330 Nohl Ranch Rd 27.1 45 55 72 205127 Nohl Ranch Rd 34.6 57 70 91 205120 Nohl Ranch Rd 54.3 87 107 140 199214 Nohl Ranch Rd 87.4 139 170 224 199207 Nohl Ranch Rd 112.2 172 212 279 198401b Nohl Ranch Rd 112.2 172 212 279 199404 E Lookout Ln 6.3 22 26 34 199403 E Lookout Ln 16.6 50 60 79 199402 S Highland Ln 39.2 112 135 176 199401 S Highland Ln & S Fairway Ln 39.2 112 135 176 198401c Nohl Ranch Rd 1054.1 1296~ 1626~ 2186~ 198351a Nohl Ranch Rd 1087.3 1290~ 1624~ 2187~ 199354 S Amber Ln 3.0 10 13 16 199353 S Amber Ln 9.6 29 35 46 199348 Camino Grande 16.3 46 55 72 199345 Camino Grande 25.6 70 85 110 199338a Camino Grande 36.1 92 112 146 285103 E Twin Peak Cir 4.3 9 11 15 284202 E Twin Peak Cir 11.6 24 29 37 284201 S Sapphire Ln 31.8 64 77 100 199338b S Sapphire Ln 80.3 161 195 254 193429 Camino Grande 111.3 229 278 362 199105 Stage Coach Rd 161.2 330 402 525 198309 Stage Coach Rd 190.9 390 475 624 198351b Nohl Ranch Rd 1278.2 1494~* 1883~* 2540~* 192445a Nohl Ranch Rd 1278.2 1494~* 1883~* 2540~* 204105 E Via Corral 2.4 6 7 9 204104 E Via Corral 6.4 13 16 21 204103 E Canyon Rim Rd 12.1 21 26 33 198202 E Canyon Rim Rd 19.8 32 40 52 198101 E Canyon Rim Rd 40.1 63 78 102 192445b E Canyon Rim Rd 1338.9 1553~ 1960~ 2643~ Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit hydrograph flow +=Upstream flow was used since downstream flow < upstream flow
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 192236 Nohl Ranch Rd 1399.7 1603~ 2016~ 2729~ 191429 Anaheim Hills Rd 1431.8 1585~+ 2014~+ 2740~ 191216a Anaheim Hills Rd 1491.0 1596~ 2040~ 2793~ 192141 E Marsha Cir 2.0 4 5 6 192140 E Marsha Cir 4.7 8 9 12 192139 S Leandro St 9.6 16 19 25 192138 S Leandro St 17.6 28 34 45 191337 S Leandro St 30.4 45 56 73 191133 S Leandro St 44.6 65 80 104 191230 E Santa Ana Canyon Rd 48.5 68 84 110 191216b E Santa Ana Canyon Rd 48.5 68 84 110 197315 S Royal Ridge Dr 1.8 4 4 6 197314 S Royal Ridge Dr & S Whitestone Dr 4.9 8 10 13 197313 S Ramsgate Dr 12.7 20 24 31 197312 S Ramsgate Dr & E Trail Dr 27.4 42 51 67 197111 S Quintana Dr 45.0 68 83 109 197110 S Quintana Dr 54.5 81 100 131 197109 E Arboretum Rd 80.2 117 145 191 191103 E Arboretum Rd 103.7 144 179 235 191216c Anaheim Hills Rd 1643.2 1745~* 2224~* 3058~* 191214a Anaheim Hills Rd 1643.2 1745~* 2224~* 3058~* 197143 S Canyon Woods Rd 2.0 6 7 9 197142 S Canyon Woods Rd & E Rio Grande Dr 6.8 17 21 27 197141 E Rio Grande Dr & S Quintana Dr 15.1 32 39 51 196339 S Quintana Dr 23.4 46 57 75 197138 E Santa Ana Canyon Rd 44.1 82 101 132 191232 E Santa Ana Canyon Rd 48.8 82 101 135 191214b Anaheim Hills Rd 1692.0 1780~* 2273~* 3127~* 190406a Anaheim Hills Rd & N Avenida Palmera 1692.0 1780~* 2273~* 3127~* 196348 E Santa Ana Canyon Rd 0.6 2 2 3 196347 E Santa Ana Canyon Rd 1.4 4 4 6 196346 S Quintana Dr 3.2 7 8 11 196345 N Paseo Rio Blanco 6.3 11 14 19 196344 N Paseo Rio Blanco 10.8 17 21 28 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit hydrograph flow +=Upstream flow was used since downstream flow < upstream flow
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 190435a N Paseo Rio Blanco 13.5 19 25 33 196342 Fairmont Blvd 1.8 6 8 10 196141 Fairmont Blvd & N Circulo Robel 5.4 15 18 24 196140 N Circulo Robel 12.9 28 34 45 190435b N Circulo Robel & E Camino Manzano 41.2 64 80 107 190423a E Camino Manzano 50.8 76 95 127 191251 E Paseo Rio Verde 1.8 3 4 5 190450 E Paseo Rio Verde & N Avenida Barca 7.4 13 15 20 190430a N Avenida Barca 15.9 25 30 40 196355 S Quintana Dr 1.3 4 5 6 196354 S Quintana Dr & E Camino Correr 7.3 17 12 27 190453 E Camino Correr & N Avenida Cienega 12.4 24 29 39 190430b E Calle Pantano 33.8 58 66 87 190423b E Calle Pantano & N Camino Arroyo 89.4 133 166 220 190406b E Camino Manzano 1789.2 1797~ 2324~ 3195~ 190301 Riverside Fwy (91 FWY) 1789.2 1797~ 2324~ 3195~ Sub-district 39-13 thru 39-16 210105 E Canyon Rim Rd 2.3 6 8 10 204204 E Canyon Rim Rd 6.5 14 17 22 204203 E Canyon Rim Rd & Via Arboles 18.1 35 42 55 203379a Via Arboles 30.4 52 64 84 198210 E Calle Del Norte 1.6 5 6 8 204109 E Calle Del Norte 5.1 13 16 21 204108 E Calle Del Norte 15.6 38 46 59 204107 Via Estrada 38.3 90 110 144 203379b Via Arboles 78.6 155 189 247 197471 S Canyon Ridge Dr 94.5 186 227 299 197264 S Whitestone Dr & S Remington Ct 110.5 213 261 347 197263 S Remington Ct 120.6 231 284 378 197258 S Health Terrace 129.5 244 301 403 196415a E Santa Ana Canyon Rd 138.1 253 313 417 203470 E Canyon Rim Rd 0.8 2 2 3 203469 E Canyon Rim Rd & S Fairmont Blvd 2.5 5 7 8 203468 S Fairmont Blvd 5.9 12 15 19 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit hydrograph flow +=Upstream flow was used since downstream flow < upstream flow
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 203467 S Fairmont Blvd 15.0 28 35 45 203463 S Fairmont Blvd 23.6 44 53 70 203158 S Fairmont Blvd 44.9 81 99 129 203153 S Fairmont Blvd 67.8 119 146 191 197237 S Willowcreek Ln 84.5 145 177 232 196417a S Fairmont Blvd 100.3 166 204 267 209348 Bunting Ct 1.1 2 3 3 209347 Bunting Ct & E Hummingbird Cir 3.5 6 8 10 209346 E Hummingbird Cir 9.1 16 19 25 203245 Falling Star Dr 57.8 88 108 142 203244 S Country Hill Rd 73.1 105 130 170 203243 S Country Hill Rd 101.4 139 172 226 203240 S Country Hill Rd 114.1 155 193 253 202333 S Old Bridge Rd 121.9 163 203 267 196441 S Del Giorgio Rd 141.3 183 228 301 196417b E Santa Ana Canyon Rd 241.6 326* 402* 529* 196415b E Santa Ana Canyon Rd 379.7 551* 679* 893* 196102a Fairmont Blvd & Riverside Fwy (91 FWY) 379.7 551* 679* 893* 201428 S Eucalyptus Dr 1.3 4 4 5 201327 S Eucalyptus Dr 3.9 10 12 15 N Eucalyptus Dr & E Calle Durango & E Camino 201326 Tampico 20.0 41 50 65 196225 E Camino Tampico 51.4 86 106 140 196203 N Ave Rio Bravo & E Calle Granada 118.1 176 222 299 196102b Riverside Fwy (91 FWY) 497.8 719* 893* 1183* 196101 Riverside Fwy (91 FWY) 497.8 719* 893* 1183* Sub-district 39-17 202144 S Mohler Dr 2.5 7 8 10 202143 S Shivom Ct 9.3 24 29 37 202142 S Timken Rd 22.3 52 63 82 202141 S Mohler Dr 39.5 82 100 131 202140 S Mohler Dr 60.9 115 141 186 202121 S Mohler Dr 128.8 232 288 383 202118a E Santa Ana Canyon Rd 139.9 250 310 412 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit hydrograph flow +=Upstream flow was used since downstream flow < upstream flow
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 202206 S Eucalyptus Dr 2.1 6 7 9 202205 S Trish Ct 4.9 13 16 20 202204 S Trish Ct & E Silver Dollar Ln 11.4 22 27 36 202103 E Silver Dollar Ln & Triple Crown Ln 17.1 33 40 53 202102 Triple Crown Ln 26.0 48 59 78 202101 S Canyon Crest Dr 26.0 48 59 78 202118b E Santa Ana Canyon Rd 165.5 298 369 489 195401 N Ave Rio Bravo & Riverside Fwy (91 FWY) 165.5 298 369 489 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit hydrograph flow +=Upstream flow was used since downstream flow < upstream flow
6.2 Hydraulic Analysis All of District 39 drains to the Santa Ana River. Therefore Method 1 was used of Sub-Section 2.2.3.1 where the water surface elevation was taken from the Santa Ana River Hydrologic Engineering Centers River Analysis System (HEC-RAS) model. Some storm drain lines drain to the Anaheim Hills Golf Course, which then drains to the Santa Ana River. For those areas draining to the golf course, Method 2 of Sub- Section 2.2.3.1 was used where the outlet was assumed to be free flowing. See Exhibit 4: District 39 Drainage Map for existing storm drain priorities. See Appendix B for Existing Conditions WSPG Hydraulic Models, Appendix C for Existing Conditions Prioritization Analyses, and Appendix F for Existing Conditions XPSWMM Hydraulic Model Results. Table 6-2 shows the summary of open channels and their velocities located within District 39 for the 10, 25, and 100-Year storm events. Table 6-2: District 39 Open Channel Summary 100- 10-Year 25-Year Sub- Year Node Location Description of channel Velocity Velocity district Velocity (ft/s) (ft/s) (ft/s) From north west corner of Concrete lined 14' x 5' 198351- Anaheim Hills Golf Course to 39-6 Trapezoidal channel with 16.81 20.52* 27.48* 192445 the intersection of E Canyon 1.5:1 side slopes Rim Rd and Nohl Ranch Rd On Nohl Ranch Rd from the Concrete lined 18' x 6' 192445- intersection with E Canyon 39-7 Trapezoidal channel with 15.13 16.10 17.45 192236 Rim Rd to the intersection 1.5:1 side slopes with Anaheim Hills Rd On Nohl Ranch Rd from the Concrete lined 12.5' x 4.5' 192236- intersection with Anaheim 39-8 Trapezoidal channel with 19.42 24.38 32.72 191429 Hills Rd to just east of S 1.5:1 side slopes Hillcrest St
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On Nohl Ranch Rd from just Concrete lined 12.5' x 4.5' 191429- east of S Hillcrest St to the 39-8 Trapezoidal channel with 19.60 24.60* 33.02* 191216 intersection with E Santa Ana 1.5:1 side slopes Canyon Rd East of N Avenida Palmera and west of N Camino Arroyo Concrete lined 8' x 8' 191214- 39-12 and south of E Camino Trapezoidal channel with 13.43 16.80 22.72* 190406 Manzano and north ofE 1.5:1 side slopes Camino Correr North of E Calle Granada, Concrete lined 6' x 4' 196203- 39-16 south of the 91 Fwy and west Trapezoidal channel with 6.01 6.40 6.93 196102 of N Ave Malaga 1.5:1 side slopes Note: * represents velocities greater than 20 cfs
For the concrete lined channels, velocities less than 20 feet per second are insignificant. Concrete channels with velocities greater than 20 feet per second have a potential for concrete failure. This information is provided for information purposes only. There are no recommendations to improve open channels at this time. Sub-district 39-1 encompasses East Columbus Drive and South Lake Summit Dive and contains two existing storm drains ranging from 24-inches to 54-inches. The first storm drain originates at the very north end of East Columbus Drive and runs southwest, turns north on South Lake Summit Dive before taking a sharp left just south of East Shorecrest Drive, outletting to the Anaheim Hills Golf course. The second storm drain begins at the western intersection of East Via El Estribo and East Avenida De Santiago, runs east along East Avenida De Santiago, north along South Hidden Canyon Road and west on Serrano Avenue before running north between East Rudgers Drive and South Park Rim Circle and outletting to the Anaheim Hills Golf Course. The flow from both of these storm drains join the mainline in Sub-district 39-6 after flowing through the golf course and eventually drain to the Santa Ana River. Based on the XPWSPG, there was potential flooding throughout both storm drain lines but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 39-2 encompasses East Kentucky Avenue and Swarthmore Drive and contains an existing storm drain ranging from 6-inches to 42-inches. The storm drain originates at the Sub-district 32-1 storm drain and runs east along Coronado Street, before heading north on Van Buren Street. This system is located in the upstream area of district 39 which has steeper slopes than the downstream area. In addition, the system is relatively small and outlets to the Anaheim Golf Course, which is not an area of concern and has a large capacity for flow. For these reasons, this storm drain was not analyzed in XPSWMM. The flow from this storm drain joins the mainline in Sub-district 39-6 after flowing through the golf course and eventually drains to the Santa Ana River. Sub-district 39-3 encompasses South Calle Venado and contains an existing storm drain ranging from 18-inches to 48-inches. The storm drain begins at the intersection of Leafwood Drive and South Rimwood Drive then follows north along South Rimwood Drive, west on Serrano Avenue, and north on South Calle Venado before turning northeast at the intersection of South Calle Venado and East Edinboro Circle and outletting in the Anaheim Hills Golf Course. Based on the XPWSPG, there was potential flooding at the system headworks and the XPSWMM deficiency analysis discussed in sub- sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is deficient. The depth of flow exceeds the top of curb in the 25-year storm event on Serrano Avenue, making the system a Priority 1, and the flow exceeds the right of way in the 100-year storm event on South Calle Venado, making it a Priority 2.
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Though the 25-year flood protection levels were exceeded, the 100-year protection levels are still met. The existing storm drain has an average capacity of 162 cfs, which is equivalent to 65 % of a 10-year storm. The flow from this storm drain joins the mainline in Sub-district 39-6 after flowing through the golf course and eventually drains to the Santa Ana River. Sub-district 39-4 encompasses Camino Grande, Walnut Canyon Reservoir and a portion of East Country Club Lane and contains two small existing storm drain ranging from 21-inches to 30-inches. The first storm drain originates on Camino Grande just south of the intersection with Paseo Goya and runs north along Camino Grande to the corner of Camino Grande and East Camino Vista, before outletting to the Anaheim Hills Golf Course. The second storm drain begins on East Country Club Lane at the intersection with East Blackbird Lane and follows East Country Club Lane south until it also outlets to the Anaheim Hills Golf Course. These systems are located in the upstream area of district 39 which has steeper slopes than the downstream area. In addition, the systems are small and outlet to the Anaheim Golf Course, which is not an area of concern and has a large capacity for flow. For these reasons, these storm drains were not analyzed in XPSWMM. The flow from these storm drains join the mainline in Sub-district 39-6 after flowing through the golf course and eventually drain to the Santa Ana River. Sub-district 39-5 encompasses Nohl Ranch Road and contains an existing storm drain ranging from 18- inches to 57-inches. The storm drain begins at the intersection of Nohl Ranch Road and Sky Gate Lane then follows north along Nohl Ranch Road before crossing Nohl Ranch Road north of the intersection with Via Encina and outletting in the Anaheim Hills Golf Course. Based on the XPWSPG, there was potential flooding at the system headworks but the XPSWMM deficiency analysis discussed in sub- sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. In addition to the mainline in Sub-district 39-5, there is also a small system that encompasses South Highland Lane that ranges from 24-inches to 33-inches. This system picks up flow from East Lookout Lane and South Highland Lane and discharges to the Anaheim Hills Golf Course. Due to the small size and outlet location, this system was not analyzed in XPWSPG. The flow from this storm drain joins the mainline in Sub-district 39-6 after flowing through the golf course and eventually drain to the Santa Ana River. Sub-district 39-6 encompasses Stage Coach Road and a portion of Nohl Ranch Road and contains an existing storm drain ranging from 24-inches to a 14’ x 5’ concrete lined trapezoidal channel. The storm drain begins at the intersection of Camino Grande and South Amber Lane then follows north along Camino Grand and Stage Coach Road, crosses Nohl Ranch Road and joins a 14’ x 5’ concrete lined trapezoidal channel that continues to Sub-district 39-7 before eventually discharging to the Santa Ana River. Based on the XPWSPG, there was potential flooding throughout the storm drain but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 39-7 encompasses East Canyon Rim Road and contains an existing storm drain system ranging from 27-inches to 30-inches. The storm drain begins on Via Corral just south of the intersection of East Canyon Rim Road and East Calle Del Norte then follows west along East Canyon Rim Road before confluencing with the mainline at the intersection with Nohl Ranch Road and continuing north. Sub- district 39-7 is directly tributary to Sub-district 39-8. Since this system is a lateral to the mainline and small in size, it was not analyzed in XPWSPG. Sub-district 39-8 encompasses an existing storm drain system ranging from a double 10’ x 8’ RCB to a 12.5’ x 4.5’ concrete lined trapezoidal channel that runs north between Anaheim Hills Road and South Hillcrest Street. This system starts where Sub-district 39-7 ends at the intersection of South Anaheim Hills Road and Nohl Ranch Road before continuing north to the intersection of Anaheim Hills Road and Santa Ana Canyon Road where it confluences with two storm drain laterals in Sub-districts 39-9 and 39- 10. Sub-district 39-8 is directly tributary to Sub-district 39-12. Based on the XPWSPG, there was potential
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flooding throughout the storm drain but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 39-9 encompasses East Arboretum Road and South Quintana Drive and contains an existing storm drain system ranging from 6-inches to 75-inches. The storm drain begins at the intersection of South Quintana Drive and South Hidden Grove Lane, follows South Quintana Drive north and turns east on East Arboretum Road before confluencing with the mainline system from Sub-district 39-8 on Anaheim Hills Road and continuing north to Sub-district 39-11. To simplify the model, only the portion of storm drain with a diameter greater that 36-inches was modeled in XPSWMM. This portion began on East Arboretum Road at the intersection of South Bonnie Gene Lane. Based on the XPWSPG, there was potential flooding. Due to the high volume of flow going into the pipe in XPSWMM, there was a peak before stabilization which caused unrealistic depth of flow in the street for one reach of storm drain line, resulting in a priority 2 deficiency. Therefore, an additional deficiency analysis was completed assuming that the pipe flows at capacity and the remainder is on the street. This analysis was more conservative because the capacity calculations do not take into consideration the fact that the HGL can be within the ground and assumes any flow not in the pipe is on the street. Using the conservative method, there were no deficiencies in the system. Sub-district 39-10 encompasses South Leandro Street and contains an existing storm drain system ranging from 21-inches to 48-inches. The storm drain begins at the intersection of South Leandro Street and East Marsha Circle, follows South Leandro Street north until turning east just north of East Prado Street and confluencing with the mainline system from Sub-district 39-8 on Anaheim Hills Road and continuing north to Sub-district 39-11. To simplify the model, only the portion of storm drain with a diameter greater that 36-inches was modeled in XPSWMM. This portion began on South Leandro Street at the intersection with East Constantine Road. Based on the XPWSPG, there was potential flooding but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 39-11 encompasses East Baja Drive as well as portions of East Santa Ana Canyon Road and South Quintana Drive and contains an existing storm drain system ranging from 15-inches to 54-inches. The storm drain begins at the intersection of Calle Jaime and South Avenue Lysanne then follows Santa Ana Canyon Road east before confluencing with the mainline at the intersection of Anaheim Hills Road and Santa Ana Canyon Road and continuing north. Sub-district 39-11 is directly tributary to Sub-district 39-12. Based on the XPWSPG, there was potential flooding. Due to instabilities caused by the short length of a few links in XPSWMM, there was a peak before stabilization which caused unrealistic depth of flow in the street for one reach of storm drain line, resulting in priority 3 deficiencies. Therefore, an additional deficiency analysis was completed assuming that the pipe flows at capacity and the remainder is on the street. This analysis was more conservative because the capacity calculations do not take into consideration the fact that the HGL can be within the ground and assumes any flow not in the pipe is on the street. Using the conservative method, there were no deficiencies in the system. Sub-district 39-12 encompasses North Circulo Robel and East Calle Pantano and contains an existing storm drain system ranging from 30-inches to 60-inches as well as the 8’ x 8’ mainline concrete lined trapezoidal channel that runs north along Anaheim Hills Road before crossing SR-91 and outletting to the Santa Ana River. The other storm drain system has two system headworks. The first begins at the northwest corner of Eucalyptus Park, follows Paseo Rio Blanco north and East Camino Manzano west before joining the second storm drain line at the intersection with North Camino Arroyo and confluencing with the mainline. The second system headworks begins at the intersection of East Calle Pantano and North Avenida Barca, follows North Camino Arroyo, and joins the first storm drain line to outlet in the Santa Ana River. Based on the XPWSPG, there was potential flooding but the XPSWMM
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deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 39-13 encompasses South Heath Terrace and the Big Lots Plaza on the corner of South Fairmont Boulevard and East Santa Ana Canyon Road. The sub-district contains a storm drain system ranging from 24-inches to 66-inches. Sub-district 39-13 is tributary to 39-16 and eventually drains to the Santa Ana River. The storm drain begins on East Calle Del Norte, travels north, perpendicular to Via Estrada, before continuing north on South Heath Terrace and the parking lot of Big Lots, turning east on East Santa Ana Canyon Road and confluencing with the system mainline in at the intersection of East Santa Ana Canyon Road and South Fairmont Boulevard before continuing through Sub-district 39-16. Based on the XPWSPG, there was potential flooding and the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is deficient, with the flow exceeding the right of way in the 100-year storm event, making it a priority 2. The deficiency occurs on South Heath Terrace, just south of East Rio Grande Drive. The existing storm drain has a capacity of 198 cfs, which is equivalent to 83 % of a 10-year storm. Sub-district 39-14 encompasses South Fairmont Boulevard and South Willowcreek Lane and contains an existing storm drain system ranging from 18-inches to 45-inches. Sub-district 39-14 is tributary to 39-17 and eventually drains to the Santa Ana River. The storm drain starts on South Freemont Boulevard just west of Country Side Road, follows South Freemont Boulevard and South Willowcreek Lane north, through the back of the Canyon Hills Presbyterian Church and the plaza on the corner of East Santa Ana Canyon Road and South Fairmont Boulevard before turning west, joining with the Sub-district 39-17 storm drain line where it confluences with the mainline to continue through the 39-16 Sub-district. Based on the XPWSPG, there was potential flooding but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 39-15 encompasses South Old Bridge Road and contains an existing storm drain system ranging from 18-inches to 66-inches. Sub-district 39-15 is tributary to 39-17 and eventually drains to the Santa Ana River. The storm drain starts on South Country Hill Road just west of South Vista Real Way, crosses over to South Old Bridge Road and continues north before crossing El Rancho Charter School, where it confluences with the mainline to continue through the 39-16 Sub-district. Based on the XPWSPG, there was potential flooding but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 39-16 encompasses North Avenue Malaga and East Camino Tampico and contains two existing storm drain systems ranging from 48-inches to 90-inches as well as a concrete lined 6’ x 4’ trapezoidal channel. Sub-districts 39-13, 39-14, and 39-15 are tributary to 39-17 and 39-17 is directly tributary to 39-16 and drains to the Santa Ana River. The mainline storm drain continues from Sub- district 39-17 and runs north on Fairmont Boulevard before crossing SR-91 and discharging to the Santa Ana River. The other storm drain begins on North Avenue Rio Bravo at the intersection with East Camino Tampico, turns west on East Calle Granada where a portion of the line runs along the street before crossing north and continuing west as a 6’ x 4’ trapezoidal channel to confluence with the mainline, where it finally crosses SR-91 and outlets to the Santa Ana River. Based on the XPWSPG, there was potential flooding and the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is deficient, with the flow exceeding the top of curb in the 10-year storm event, making it a Priority 1. Though the 10-year flood protection levels were exceeded, the 100-year protection levels were still met. The deficiencies occur on East Calle Granada before the transition to the 6’ x 4’ trapezoidal channel. The existing storm drain has an average capacity of 168 cfs, which is equivalent to 195 % of a 10-year storm.
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Sub-district 39-17 encompasses South Mohler Drive and contains an existing storm drain system ranging from 18-inches to a double 48-inch RCP. The storm drain begins at the intersection of South Mohler Drive and South County Hills Road, follows South Mohler Drive and South Del Giorgio Road north to East Santa Ana Canyon Road where it continues east, then north along North Avenue Rio Bravo before crossing SR-91 and discharges to the Santa Ana River. Although the storm drain conveys flow along North Avenue Rio Bravo, there is no flow picked up after crossing East Santa Ana Canyon Road. There are a few laterals branching off of the mainline storm drain system. Due to their small size (less than 36- inches), only the mainline was analyzed in XPSWMM. Based on the XPWSPG, there was potential flooding and the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is deficient, with the flow exceeding the top of curb in the 10-year storm event, making it a Priority 1. Though the 10-year flood protection levels were exceeded, the 100-year protection levels were still met. The deficiencies occur on North Avenue Rio Bravo between East Paseo Laredo and East Calle Durango as well as at the intersection with East Calle Granada. The existing storm drain has an average capacity of 106 cfs, which is equivalent to 36 % of a 10-year storm. The downstream end of the system ties in to an 8’ x 6’ RCB Caltrans facility, which is undersized. Therefore, prior to improving the City’s storm drain system, it is recommended that the downstream Caltrans system be upsized.
6.2.1 Non-City Storm Drainage System The natural undeveloped area at the most upstream end of District 39 that drains south to Weir Canyon was not analyzed as the flow runs out of the city boundary and is not collected by a city storm drain.
6.3 Recommended Capital Improvements The entire District 39 eventually drains to the Santa Ana River and according to Section 1 – Revisions, Deletions and Additions of Drainage Manual for Public and Private Drainage Facilities, City of Anaheim August 2005, the minimum recurrence interval for the design of new local drainage facilities shall be a 25-year storm event for all open and underground channels and storm drains with drainage areas less than 640 acres, and tributary to the Santa Ana River Watershed. Therefore, the proposed systems within District 39 have been designed for the 25-year storm event.
6.3.1 Alternatives Analysis The 48-inch storm drain system that receives flow from Sub-district 39-3 is deficient with priority 1 and priority 2 deficiencies. The deficient system is located on Serrano Avenue and South Calle Venado. Due to the residential land use upstream of and surrounding the deficient storm drain, there is no ideal location to implement a detention basin to reduce the flow. Therefore, a pipe replacement or addition of a parallel pipe is recommended for this system. This system is shown as “AA# 5” on Figure 6-1. The 42-inch storm drain system that receives flow from Sub-district 39-13 is deficient with a priority 2 deficiency. The deficient system is located on South Health Terrace just south of the intersection with East Rio Grande Drive. There is a small natural area to the west of the deficient storm drain, however due to the steep grade, and small area, a pipe replacement or addition of a parallel pipe is recommended for this system. This system is shown as “AA# 6” on Figure 6-2. The 48-inch storm drain system that receives flow from Sub-district 39-16 is deficient with priority 1 and priority 2 deficiencies. The deficient system is located on East Calle Granada. Due to the residential land use upstream of and surrounding the deficient storm drain, there is no ideal location to implement a detention basin to reduce the flow. Therefore, a pipe replacement or addition of a parallel pipe is recommended for this system. This system is shown as “AA# 7” on Figure 6-3.
January 2018 6-12 Michael Baker International
The double 48-inch storm drain system that receives flow from Sub-district 37-17 is deficient in two locations with priority 1 and priority 2 deficiencies. The first section of deficient storm drain is located on Avenida Rio Bravo from just the intersection with E Calle Granada until just before the storm drain crosses SR-91. The second section of deficient storm drain is on Avenida Rio Bravo between the intersections of E Calle Durango and E Paseo Laredo. A basin could be placed in the open space located approximately 250 feet east of Del Giorgio Road on Santa Ana Canyon Road. This area is currently being used for agricultural purposes. The addition of a basin may alleviate the downstream flooding. If this location is not available for use, there is another location option in the north east corner of the El Rancho Charter School sports field. This would be a little more upstream from the deficient system but would reduce the flows and may alleviate the downstream flooding. Other alternatives would be to increase the storm drain size via replacement, or add a parallel storm drain to allow the system to handle the flow. This system is shown as “AA# 8” on Figure 6-4. Table 6-3 is a summary of the calculated proposed systems for each sub-district within District 39. See Figure 6-1, Figure 6-2, and Figure 6-3 for information corresponding to the Table 6-3 and Appendix D for the Proposed Conditions Street Flow Analyses. Table 6-3: District 39 Proposed Improvements Replacement Parallel Pipe Pipe Pipe Pipe Length Length Street Names Notes Size Size (in) (ft) (in) (ft) Sub-district 39-1 No proposed system. Sub-district 39-2 No proposed system. Sub-district 39-3 66 1304 54 1304 S Calle Venado, Serrano Ave 78 96 66 96 Sub-district 39-4 No proposed system. Sub-district 39-5 No proposed system. Sub-district 39-6 No proposed system. Sub-district 39-7 No proposed system. Sub-district 39-8 No proposed system. Sub-district 39-9 No proposed system. Sub-district 39-10 No proposed system.
January 2018 6-13 Michael Baker International
Replacement Parallel Pipe Pipe Pipe Pipe Length Length Street Names Notes Size Size (in) (ft) (in) (ft) Sub-district 39-11 No proposed system. Sub-district 39-12 No proposed system. Sub-district 39-13 54 567 36 567 S Heath Terrace 60 194 42 194 Sub-district 39-14 No proposed system. Sub-district 39-15 No proposed system. Sub-district 39-16 60 630 48 630 E Calle Granada Sub-district 39-17 102 1180 90 1180 N Ave Rio Bravo
January 2018 6-14 Michael Baker International KEY MAP 24
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CityBoundary Deficient Storm Drain System Existing Storm Drains (R) Proposed Replacement System Priority 1 Anaheim FlowArrows (P) Proposed Parallel System Priority 2 County 37-6 Drainage Area Caltrans 36in RCP Proposed Pipe Size Onsite Private Proposed Storm Drain Master Plan of Storm Drainage for 6/13/2017 JNM:\Mdata\148726\GIS\MXD\Proposed Facilities Maps\District 39 ProposedFacilities Map No.1.mxd
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CityBoundary Deficient Storm Drain System Existing Storm Drains (R) Proposed Replacement System Priority 1 Anaheim FlowArrows (P) Proposed Parallel System Priority 2 County 37-6 Drainage Area Caltrans 36in RCP Proposed Pipe Size Onsite Private Proposed Storm Drain Master Plan of Storm Drainage for Private District Boundary South & East Santa Ana River Tributary Area 6/13/2017 JNM:\Mdata\148726\GIS\MXD\Proposed Facilities Maps\District 39 ProposedFacilities Map No.2.mxd 0 125 250 500 District 39 ° Feet Sub-District: 39-13 Source: Esri Figure 6-2: District 39 Proposed Facility Map No. 2 KEY MAP 8'x6' RCB
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CityBoundary Deficient Storm Drain System Existing Storm Drains (R) Proposed Replacement System Priority 1 Anaheim FlowArrows (P) Proposed Parallel System Priority 2 County 37-6 Drainage Area Caltrans 36in RCP Proposed Pipe Size Onsite Private Proposed Storm Drain Master Plan of Storm Drainage for Private District Boundary South & East Santa Ana River Tributary Area 6/13/2017 JNM:\Mdata\148726\GIS\MXD\Proposed Facilities Maps\District 39 ProposedFacilities Map No.3.mxd 0 125 250 500 District 39 ° Feet Sub-District: 39-16 Source: Esri Figure 6-3: District 39 Proposed Facility Map No. 3 18 96
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CityBoundary Deficient Storm Drain System Existing Storm Drains (R) Proposed Replacement System Priority 1 Anaheim FlowArrows (P) Proposed Parallel System Priority 2 County Drainage Area 37-6 Caltrans Proposed Pipe Size 36in RCP Onsite Private Proposed Storm Drain Master Plan of Storm Drainage for Private District Boundary South & East Santa Ana River Tributary Area 6/13/2017 JNM:\Mdata\148726\GIS\MXD\Proposed Facilities Maps\District 39 ProposedFacilities Map No.4.mxd 0 125 250 500 District 39 ° Feet Sub-District: 39-17 Source: Esri Figure 6-4: District 39 Proposed Facility Map No. 4
6.4 Cost Estimates For each system, a recommendation is provided for the type of proposed system: replacement versus parallel. Table 6-4 gives a summary of the construction cost estimates and the recommended system. See Appendix E for Detailed Cost Estimates. Table 6-4: District 39 Cost Estimate Summary Total Recommended System Project Existing Sub- Cost Pipe Size Street Name Notes district Proposed Proposed (in) (R or P) Pipe Sizes Pipe (2017 $) (in) Length (ft) 39-1 - - - - $0 - No proposed storm drain. 39-2 - - - - $0 - No proposed storm drain. S Calle Venado, 39-3 48 P 54-66 1400 $2,799,000 Cost savings of $779,000* Serrano Ave 39-4 - - - - $0 - No proposed storm drain. 39-5 - - - - $0 - No proposed storm drain. 39-6 - - - - $0 - No proposed storm drain. 39-7 - - - - $0 - No proposed storm drain. 39-8 - - - - $0 - No proposed storm drain. 39-9 - - - - $0 - No proposed storm drain. 39-10 - - - - $0 - No proposed storm drain. 39-11 - - - - $0 - No proposed storm drain. 39-12 - - - - $0 - No proposed storm drain. 39-13 42-48 P 36-42 761 $705,000 S Heath Terrace Cost savings of $922,000* 39-14 - - - - $0 - No proposed storm drain. 39-15 - - - - $0 - No proposed storm drain. 39-16 48 P 48 630 $1,078,000 E Calle Granada Cost savings of $411,000* Insufficient room for the N Avenue Rio parallel system. Requires 39-17 2-48 R 102 1180 $4,748,000 Bravo improvements to downstream Caltrans facility. Total System Cost $9,330,000 Note: P = Parallel System, R = Replacement System, “-“ = No Proposed System *When compared to the Replacement System Option **When compared to the Parallel System Option
January 2018 6-19 Michael Baker International
DRAINAGE DISTRICT 40
7 Drainage District 40 Drainage District 40 is comprised of approximately 1,220 acres and is bounded by Eucalyptus Drive and Mohler Drive to the west, the Santa Ana River to the north, Weir Canyon Road and View Rim Drive to the east, and Walnut Canyon reservoir to the south. The district is primarily low to medium density residential, commercial, and open space land uses. The Anaheim Hills Festival shopping center is located at the north end of the district. The district drains south to north and is tributary to the Santa Ana River. District 40 is broken up into ten sub-districts. Some sub-districts drain directly into other sub-districts. The majority of the district drains south to north and is tributary to the Santa Ana River.
7.1 Hydrologic Analysis There are a total of three hydrology models with some sub-districts combined to create cohesive models. Sub-districts 40-1 thru 40-8 were combined. The analysis was conducted per the methods discussed in Section 2 and the hydrology models can be found in Appendix A. See Exhibit 5 for the District 40 hydrology map. Table 7-1 summarizes the District 40 hydrology models. Table 7-1: District 40 Hydrology Analysis Summary
Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow (ac) (cfs) (cfs) (cfs) Sub-district 40-1 thru 40-8 222106 S Mountcrest Ct 2.1 4 5 7 216205 S Mountcrest Ct & E Highcrest Dr 7.9 16 20 25 216404 The Highlands 22.2 43 53 68 216303 The Highlands 59.4 113 137 178 S Jay Cir & S Mountvale Ct & E Big 108.5 176 217 284 216102 Canyon Dr 210201a S Colin Ct & S Miles Ct 160.7 228 284 376 216332 S Bluebird Cir 1.1 2 3 3 210431 S Bluebird Cir 2.8 4 5 7 210430 Laketop Dr 9.7 14 17 22 210118 E Country Club Ln 35.4 47 59 77 210116 S Goldfinch Way 42.7 57 70 92 210210 E Canyon Rim Rd 79.1 103 128 167 210201b E Singingwood Dr 239.8 323 401 528 209483 S Creekview Ln 260.0 332 415 548 209264a S Creekview Ln 279.2 338 423 560 222276 S Daybreak Ct 0.9 3 4 5 222175 S Daybreak Ct 4.0 10 12 16 222174 E Brightstar Pl 9.2 22 27 35 222167 E Brightstar Pl & S Dewcrest Dr 14.1 33 40 53 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit Hydrograph flow for area > 640 ac
January 2018 7-1 Michael Baker International
Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow (ac) (cfs) (cfs) (cfs) 222159 E Highcrest St & S Serrano Ave 33.5 75 91 121 221353 S Serrano Ave 41.7 91 110 146 215446 Sunset Ridge 83.6 174 212 281 215436 Sunset Ridge 106.8 212 259 343 215130 Sunset Ridge 136.2 264 323 428 215125a Sunset Ridge 136.2 264 323 428 221129 E Horizon View Dr 1.5 3 4 5 221328 E Horizon View Dr & Redtail Way 5.1 10 13 16 221127 Redtail Way & E Viewrim Dr 9.2 18 22 28 215226 E Viewrim Dr 23.0 40 48 64 212125b Hollow Oak Rd 182.3 334 406 539 215117 E Hollow Oak Rd 214.4 382 466 618 209208a E Hollow Oak Rd 214.4 382 466 618 215114 E Moonridge Ln 1.5 2 4 5 215113 E Moonridge Ln 3.6 7 8 11 215312 E Moonridge Ln 6.6 12 14 19 215311 E Moonridge Ln 23.2 28 49 64 209410 E Big Canyon Dr 32.6 56 68 89 E Big Canyon Dr & Toyon Ln & S 209409 Creekview Ln 44.0 73 89 117 209208b S Creekview Ln 271.8 467 569 752 209203a E Hollow Oak Rd 271.8 467 569 752 214308 S Dove Tree Ln 1.8 3 4 5 214307 S Dove Tree Ln 3.8 6 7 10 208406 E Bridgewood Ln 7.4 11 14 18 208405 E Bridgewood Ln 11.8 18 22 28 208404 E Bridgewod Ln & S Lost Canyon Rd 40.8 59 72 95 209203b Canyon Mist Ln 331.4 542 662 872 209264b Canyon Mist Ln 610.6 822* 1014* 1337* 208351 Canyon Mist Ln 639.1 848 1048 1382 208134 S Mohler Dr 691.4 1156~ 1428~ 1903~ 202224 S Eucalyptus Dr 714.9 1164~ 1438~ 1916~ 201416 S Eucalyptus Dr 758.6 1221~ 1511~ 2012~ 201410 S Eucalyptus Dr 813.1 1278~ 1582~ 2118~ E Santa Ana Canyon Rd & Riverside 201401 Fwy (91 FWY) 813.1 1278~ 1582~ 2118~ Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit Hydrograph flow for area > 640 ac
January 2018 7-2 Michael Baker International
Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow (ac) (cfs) (cfs) (cfs) Sub-district 40-9 207417 S Raspberry Ln 2.1 4 5 6 207416 S Raspberry Ln 8.5 14 17 23 207415 S Festival Dr 15.4 24 29 38 207414 S Festival Dr 28.7 43 53 70 207113 E Santa Ana Canyon Rd 43.8 64 79 104 207112 Riverside Fwy (91 FWY) 65.9 89 110 146 207101 Flood Control Access Road 65.9 89 110 146 Sub-district 40-10 214372 S Hidden Creek Cir 1.9 4 5 7 214371 E Bridgewood Dr 5.2 1 14 18 214470 E Bridgewood Dr 12.0 25 30 39 E Bridgewood Dr & S Skyridge Dr & 214469 Canyon Creek Rd 23.5 46 56 73 214467 Canyon Creek Rd 33.4 64 79 103 214462 Canyon Creek Rd 70.5 133 164 215 214249 Canyon Creek Rd & S Glenhurst Dr 89.5 162 200 262 214238 Dream St 97.6 172 212 279 213434 Dream St & E Monte Vista Rd 163.6 279 345 455 213433 W Monta Vista Ave 210.4 356 441 580 213330 W Monta Vista Ave 224.5 379 468 617 213122 Roosevelt Rd 245.4 408 505 665 213116a E Santa Ana Canyon Rd 245.4 408 505 665 213332 Roosevelt Rd 3.5 10 12 16 213131 Roosevelt Rd 11.0 29 35 45 213130 E Santa Ana Canyon Rd 17.1 40 48 62 213116b E Santa Ana Canyon Rd 271.5 454 561 737 312112a E Santa Ana Canyon Rd 282.1 463 572 752 207207 S Festival Dr 4.5 11 13 17 207206 S Festival Dr 27.9 63 76 98 S Festival Dr & E Santa Ana Canyon 207205 Rd 50.9 102 123 159 207202 E Santa Ana Canyon Rd 58.6 116 1240 181 213112b E Santa Ana Canyon Rd 340.7 566* 698* 917* 212301 Riverside Fwy (91 FWY) & Pullman St 340.7 566* 698* 917* Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit Hydrograph flow for area > 640 ac
January 2018 7-3 Michael Baker International
7.2 Hydraulic Analysis All of District 40 drains to the Santa Ana River. Therefore Method 1 was used of Sub-Section 2.2.3.1 where the water surface elevation was taken from the Santa Ana River Hydrologic Engineering Centers River Analysis System (HEC-RAS) model. One storm drain line (Sub-district 40-2) drains to a natural area prior to being collected by another system downstream, which then drains to the Santa Ana River. Therefore Method 2 of Sub-Section 2.2.3.1 was used where the outlet was assumed to be free flowing. See Exhibit 5: District 40 Drainage Map for existing storm drain priorities. See Appendix B for Existing Conditions WSPG Hydraulic Models, Appendix C for Existing Conditions Prioritization Analyses, and Appendix F for Existing Conditions XPSWMM Hydraulic Model Results. Table 7-2 shows the summary of open channels and their velocities located within District 40 for the 10, 25, and 100-Year storm events. Table 7-2: District 40 Open Channel Summary 10-Year 25-Year 100-Year Sub- Node Location Description of channel Velocity Velocity Velocity district (ft/s) (ft/s) (ft/s) North of the intersection Natural earthen channel with 216303- 40-1 of E Canyon Rim Rd and approximately 20' base, 10:1 9.34 10.01 10.85 216102 The Highlands side slopes, 10' depth
North of the intersection Natural earthen channel with 216102- 40-2 of E Canyon Rim Rd and S approximately 20' base, 10:1 7.60 8.12 8.77 210201 Goldfinch Way side slopes, 10' depth
West of the intersection of Natural earthen channel with 210201- 40-2 Toyon Ln and S Creekview approximately 20' base, 10:1 8.70 9.27 10.00 209483 Ln side slopes, 10' depth
Since the earthen channels have velocities greater than 5 feet per second they have a potential for erosion. This information is provided for information purposes only. There are no recommendations to improve open channels at this time. The storm drain system, which contains Sub-districts 40-1 through 40-8, contains two outlets to the Santa Ana River. This makes it unable to be modeled in XPWSPG as they only allow one outlet per storm drain line, therefore there are no XPWSPG models for this storm drain system, only XPSWMM models. Sub-district 40-1 encompasses The Highlands and East Highcrest Drive and contains an existing storm drain system ranging from 18-inches to 36-inches. The storm drain begins on East Highcrest Drive, travels north, then west on The Highlands before turning north and outletting to the canyon located between East Canyon Rim Road and East Big Canyon Drive. Due to the small size and outlet location, this system was not analyzed in XPWSPG. The flow from this storm drain joins the mainline in Sub-district 40-2 after flowing through the canyon and eventually drains to the Santa Ana River. Sub-district 40-2 encompasses East Country Club Lane, a portion of East Canyon Rim Road, and the natural canyon located between East Canyon Rim Road and East Big Canyon Drive. The sub-district contains an existing storm drain ranging from 24-inches to 48-inches and begins at the intersection of Laketop Drive and East Country Club Lane, follows East Country Club Lane and South Goldfinch Way north, East Canyon Rim Road east, and East Singingwood Drive before heading west and outletting into the canyon. The flow from this storm drain joins the mainline further downstream in Sub-district 40-2 after flowing through the canyon and continues through Sub-district 40-8 before eventually drains to the Santa Ana River. The storm drain shows no deficiencies in XPWSPG.
January 2018 7-4 Michael Baker International
Sub-district 40-3 is tributary to 40-4 and encompasses Sunset Ridge and a portion of South Serrano Avenue and contains an existing storm drain system ranging from 18-inches to 54-inches. The storm drain begins at the intersection of South Sundance Drive and East Brightstar Place, follows South Dewcrest Drive east, East Highcrest Street north, South Serrano east then continues north on Sunset Ridge before continuing through Sub-district 40-4. The system was run in XPSWMM only, due to the limitations of XPWSPG and two outlet systems. The XPSWMM deficiency analysis discussed in sub- section 2.2.3.2 showed that the storm drain is not deficient. Sub-district 40-4 is tributary to Sub-district 40-5 and encompasses East Hollow Oak Road, East Viewrim Drive, and a portion of Sunset Ridge. The sub-district contains a mainline storm drain system as well as a lateral that ranges from 18-inches for the lateral to 54-inches for the mainline. For simplification of the model, only the mainline was modeled in XPWSPG and XPSWMM. The mainline picks up where Sub- district 40-3 ended at the intersection of Sunset Ridge and East Moonridge Lane, continues north on Sunset Ridge to the intersection with East Hollow Oak Road, where it confluences with the lateral before it continues through Sub-district 40-5. The lateral begins at the intersection of Redtail Way and East Horizon View Drive and continues north on East Viewrim Drive and East Hollow Oak Rd before joining the mainline. The system was run in XPSWMM only, due to the limitations of XPWSPG and two outlet systems. The XPSWMM deficiency analysis discussed in sub-section 2.2.3.2 showed that the storm drain is not deficient. Sub-district 40-5 is tributary to Sub-district 40-6, encompasses East Hollow Oak Road, and contains an existing 60-inch storm drain system. The storm drain comes from Sub-district 40-4 on Sunset Ridge then continues west along East Hollow Oak Road and into Sub-district 40-6. The system was run in XPSWMM only, due to the limitations of XPWSPG and two outlet systems. The XPSWMM deficiency analysis discussed in sub-section 2.2.3.2 showed that the storm drain is not deficient. Sub-district 40-6 is tributary to Sub-district 40-8, encompasses East Hollow Oak Road and South Creekview Lane, and contains a mainline storm drain system as well as a lateral that range from 27- inches for the lateral to 66-inches for the mainline. For simplification of the model, only the mainline was modeled in XPWSPG and XPSWMM. The mainline picks up on South Hollow Oak Road where Sub- district 40-5 ended at the intersection with South Wildrose Lane, continues west before turning south west at the intersection of East Hollow Oak Road and Canyon Mist Lane and the continuing north along the canyon maintenance road into Sub-district 40-8. The lateral in Sub-district 40-6 begins at the intersection of East Moonridge Lane and South Matthew Way, heads south then west on East Big Canyon Drive and Toyon Lane, and north on South Creekview Lane before confluencing with the mainline at the intersection of South Creekview Lane and East Hollow Oak Road. The system was run in XPSWMM only, due to the limitations of XPWSPG and two outlet systems. The XPSWMM deficiency analysis discussed in sub-section 2.2.3.2 showed that the storm drain is not deficient. Sub-district 40-7 is tributary to Sub-district 40-8 and encompasses East Bridgewood Drive and South Bramble Way. The sub-district contains a lateral system that joins the mainline with Sub-district 40-6 and continues to Sub-district 40-8. For simplification of the model, only the mainline was modeled in XPWSPG and XPSWMM. The lateral system has two system headworks and ranges from 18-inches to 42- inches just before confluencing with the mainline. The first system headworks begins at the intersection of East Bridgewood Drive and South Canyon Garden Lane. The second begins at the intersection of East Edgemont Court and South Rock Garden Place. Both systems run west, confluence at the intersection of South Lost Canyon Road and South Bramble Way, and continue south on Canyon Mist Lane before joining the mainline. The lateral storm drain system was not analyzed in XPSWMM. Sub-district 40-8 encompasses the maintenance road within the canyon and contains an existing storm drain mainline that ranges from 96-inches to two separate 84-inch outlets. The storm drain begins
January 2018 7-5 Michael Baker International
where the storm drain enters the canyon and continues north along the maintenance access road until it splits into two 84-inch storm drain lines, crosses East Santa Ana Canyon Road and SR-91 to discharge in the Santa Ana River. The system was run in XPSWMM only, due to the limitations of XPWSPG and two outlet systems. The XPSWMM deficiency analysis discussed in sub-section 2.2.3.2 showed that the storm drain is not deficient. Sub-district 40-9 encompasses Deer Canyon Park and contains an existing storm drain system ranging from 60-inches to 63-inches. The storm drain is located in the parking lot of East Crystal Drive just south of the Santa Ana River and collects flow from Deer Canyon Park from an SR-91 Caltrans facility. After collecting the flow from the Caltrans facility, the storm drain runs northwest and discharges to the Santa Ana River. Based on the XPWSPG, there was potential flooding at the system headworks and outlet, but the XPSWMM deficiency analysis discussed in sub-section 2.2.3.2 showed that the storm drain is not deficient. Sub-district 40-10 encompasses Canyon Creek Road, Roosevelt Road, and a portion of East Santa Ana Canyon Road. The sub-district contains an existing storm drain system and lateral ranging from 18- inches to an 8’ x 7’ RCB. The storm drain begins at the intersection of South Rockvale Lane and Canyon Creek Road, runs east, then north on South Glenhurst Drive and Roosevelt Road, and northwest on East Santa Ana Canyon Road. Just east of the intersection of East Santa Ana Canyon Road and the northern entrance to the shopping center, the storm drain veers north to the eastbound off ramp of SR-91 where it confluences with its lateral before crossing SR-91. It then travels through the Home Depot parking lot, and outlets at the Santa Ana River. The lateral begins as a private storm drain in the shopping center before being captured by the City of Anaheim storm drain lateral on East Santa Ana Canyon Road between South Festival Drive and the northern entrance to the shopping center. The lateral runs north to the eastbound off ramp of SR-91 where it heads east and confluences with the mainline. Based on the XPWSPG, there was potential flooding at the system headworks and outlet, but the XPSWMM deficiency analysis discussed in sub-section 2.2.3.2 showed that the storm drain is not deficient.
7.3 Recommended Capital Improvements Since there were no storm drain systems determined to be deficient, there are no proposed systems. See Appendix C for the Existing Conditions Prioritization Analyses.
7.4 Cost Estimates Since there were no proposed systems, the cost estimate is $0 for district 40.
January 2018 7-6 Michael Baker International
DRAINAGE DISTRICT 41
8 Drainage District 41 Drainage District 41 is comprised of approximately 966 acres and is bounded by Weir Canyon Road and Viewrim Drive to the west, the Santa Ana River to the north, Birchwood Street and Running Springs Drive to the east, and the Anaheim Hills ridge line to the south. The district is dominated by residential land uses with some commercial and open space land uses in the southern and northern portions of the district respectively. Ronald Reagan Park is located in the center of the district. District 41 is broken up into eight sub-districts. The district drains south to north and is tributary to the Santa Ana River.
8.1 Hydrologic Analysis There are a total of two hydrology models created for District 41 with some sub-districts combined to create cohesive models. Sub-districts 41-2 thru 41-8 were combined. The analysis was conducted per the methods discussed in Section 2 and the hydrology models can be found in Appendix A. See Exhibit 6 for the District 41 hydrology map. Table 8-1 summarizes the District 41 hydrology models. In some confluence nodes where a stream is added to the mainline stream within AES, the TC calculation combined with the confluence calculation can result in a total flowrate that is less than that of the most recent upstream flowrate. Due to restrictions in the XPSWMM model, flow cannot be removed from the system, therefore the upstream flow is used in this situation.
Table 8-1: District 41 Hydrology Analysis Summary
Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) Sub-district 41-1 212364 Old Canal Rd 0.5 2 2 3 212363 Old Canal Rd 1.5 4 5 6 212362 Pullman St 8.5 20 24 31 212357 Pullman St 32.3 69 83 109 212351 Pullman St & E Crystal Dr 52.1 107 131 172 Sub-district 41-2 thru 41-8 222284 S Sunstream Ln 2.8 7 8 10 222283 E Serene Ridge Ln & S Summer Breeze Ln 9.8 20 24 31 222282 S Summer Breeze Ln 24.3 47 57 74 228167 Blue Sky Way 48.9 90 110 144 228262 Blue Sky Way 60.3 109 134 175 227460 Blue Sky Way 86.7 154 190 248 227454a Blue Sky Way 86.7 154 190 248 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit hydrograph flow +=Upstream flow was used since downstream flow < upstream flow
January 2018 8-1 Michael Baker International
Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 227459 Blue Sky Way 2.1 5 6 8 227458 Blue Sky Way 6.3 14 18 23 227457 Blue Sky Way 16.4 34 42 55 227456 Blue Sky Way 35.7 68 85 112 227454b Blue Sky Way 173.0 306 376 493 227231 S County Glen Way 223.3 376 464 609 226328 Oak Canyon Dr 238.3 400 494 649 226324a Oak Canyon Dr 238.3 400 494 649 227328 S Night Star Way 3.4 9 11 14 227127 S Night Star Way 9.2 22 23 34 227126 S Night Star Way 24.7 56 68 88 227125 S Night Star Way 50.0 110 134 176 S Night Star Way & E Quiet Canyon Ct & E Quiet 226324b Canyon Ln 332.1 553 685 903 220411 S Ogden Ct & S Flintridge Way 366.4 593 736 971 220264a S Parkglen Pl 366.4 593 736 971 226478 Oak Canyon Dr 0.7 1 2 2 226477 S Weir Canyon Rd 3.2 6 7 9 226171a S Weir Canyon Rd 14.8 27 36 42 226475 Silver Ridge Ln 2.2 5 6 8 226474 Silver Ridge Ln 5.2 11 13 17 226473 S Sedona Ln 10.1 20 25 32 226472 S Sedona Ln 27.5 51 62 80 226171b Running Springs Dr 42.3 77 94 122 226168 S Weir Canyon Rd 62.8 110 134 174 220264b S Weir Canyon Rd 469.5 764* 945* 1245* 220261a S Weir Canyon Rd 491.5 772 958 1263 222219 S Taylor Ct 3.7 8 10 12 222218 S Taylor Ct 11.5 23 28 36 221417 S Taylor Ct 19.0 36 44 57 221416 S Taylor Ct 36.5 69 84 109 221412 S Taylor Ct 51.1 95 116 151 221208 S Serrano Ave 77.2 140 171 222 220306 S Serrano Ave 94.7 167 204 265 220303 S Serrano Ave 141.3 245 299 389 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit hydrograph flow +=Upstream flow was used since downstream flow < upstream flow
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 220101 S Serrano Ave 172.4 295 361 470 220261b S Serrano Ave 663.9 1037~ 1291~ 1709~* 220256a E Canyon Vista Dr 663.9 1037~ 1291~ 1709~* 226262 S Morningstar Dr 2.2 5 6 8 225361 S Morningstar Dr 7.0 15 18 23 225360 S Morningstar Dr 13.4 24 30 39 225359 S Morningstar Dr 21.6 34 42 55 219458 S Morningstar Dr & E Canyon Vista Dr 34.6 52 64 84 219457 E Canyon Vista Dr 51.2 75 92 121 220256b E Canyon Vista Dr 739.1 1145~ 1424~ 1882~ 219346 S Larkwood St 777.5 1187~ 1482~ 1957~ 213231 S Larkwood St 852.1 1274~ 1589~ 2116~ 213223 S Weir Canyon Rd 894.9 1274~+ 1589~+ 2116~+ S Weir Canyon Rd & Yorba Linda Blvd & Old Canal Rd 212215 & Mirage St & Crystal Dr 894.9 1274~+ 1589~+ 2116~+ Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences *=Slightly higher value used in XPSWMM model based on XP confluence calculation ~=Unit hydrograph flow +=Upstream flow was used since downstream flow < upstream flow
8.2 Hydraulic Analysis All of District 41 drains to the Santa Ana River. Therefore Method 1 was used of Sub-Section 2.2.3.1 where the water surface elevation was taken from the Santa Ana River Hydrologic Engineering Centers River Analysis System (HEC-RAS) model. See Exhibit 6: District 41 Drainage Map for existing storm drain priorities. See Appendix B for Existing Conditions WSPG Hydraulic Models, Appendix C for Existing Conditions Prioritization Analyses, and Appendix F for Existing Conditions XPSWMM Hydraulic Model Results. Sub-district 41-1 encompasses Old Canal Road and Pullman Street and contains an existing storm drain system ranging from 33-inches to 60-inches. The storm drain begins on Old Canal Road just west of Yorba Linda Boulevard, turns north on Pullman Street and takes a northwest turn before outletting to the Santa Ana River. The storm drain shows no deficiencies in XPWSPG. Sub-districts 41-2 through 41-8 are all part of a mainline storm drain system comprised of 3 legs, the west leg, center leg, and east leg. The center leg joins the east leg just upstream of the confluence with the west leg before continuing north to the Santa Ana River. Sub-district 41-2 is tributary to Sub-district 41-3 and encompasses Blue Sky Road and South Country Glen Way and contains an existing storm drain system ranging from 24-inches to 78-inches. This storm drain is the center leg of the storm drain system that eventually drains to the Santa Ana River. The storm drain begins at the intersection of Ashfield Lane and South Sunstream Lane, travels east along Blue Sky Way and Blue Sky Road, north along South Country Glen Way, and west on Oak Canyon Drive until the intersection with Sonora Way where it continues through Sub-district 41-3. Though there are a couple
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laterals that join the main system, only the mainline was modeled. Based on the XPWSPG, there was potential flooding at the system headworks, but the XPSWMM deficiency analysis discussed in sub- sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 41-3 is tributary to Sub-district 41-4 and encompasses South Silver Star Way and East Quiet Canyon Court and contains the center mainline continuing from Sub-district 41-2 as well as an existing storm drain lateral to the mainline. The mainline continues west on Oak Canyon Drive from the intersection with Sonora Way until just west of the intersection with East Quiet Canyon Lane where it veers north and continues to Sub-district 41-4. The lateral begins on East Marblehead Way heading east, turns north on South Night Star Way then west on East Quiet Canyon Court before heading north and confluencing with the mainline. For simplification, only the mainline was analyzed. Based on the XPWSPG, there was potential flooding, but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 41-4 is tributary to Sub-district 41-8 and encompasses South Flintridge Way and Ronald Reagan Park and contains an existing storm drain ranging from 54-inches to 96-inches. The center leg storm drain continues from Sub-district 41-3 north through a natural area between South Flintridge Way and Ronald Reagan Park until it reaches South Weir Canyon Road and joins the east leg of the mainline storm drain system and continues west to the intersection with South Serrano Avenue to join the east leg of the mainline. Based on the XPWSPG, there was potential flooding, but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 41-5 is tributary to Sub-district 41-4 and encompasses South Weir Canyon Road and contains the eastern leg of the mainline storm drain system. The storm drain ranges from 24-inches to 80-inches and begins on South Weir Canyon Road just north of Country Glen Way, runs northwest before continuing through Sub-district 41-4 to confluence with the center leg of the mainline system and shortly after join the western leg. Based on the XPWSPG, there was potential flooding, but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 41-6 is tributary to Sub-district 41-4 and encompasses South Serrano Avenue and contains the western leg of the mainline storm drain system. The storm drain ranges from 30-inches to 54-inches and begins at the intersection of East Bailey Way and South Taylor Court, runs west then north on South Serrano Avenue before continuing through Sub-district 41-4 and confluencing with the other leg (the eastern and center leg are now one) of the mainline system. Based on the XPWSPG, there was potential flooding, but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient. Sub-district 41-7 is tributary to Sub-district 41-8 and encompasses South Morningstar Drive and South Laureltree Drive and contains a small lateral storm drain that begins on South Hibiscus Way, heads west until East Canyon Vista Drive, then continues south to join the mainline system in Sub-district 41-8. The lateral system was not analyzed in XPSWMM. Sub-district 41-8 encompasses East Amberwood Street and North Riverview Drive and contains a mainline storm drain system that ranges from 75-inches to an 8’ x 8’ RCB. The storm drain begins at the intersection of East Canyon Vista Drive and South Weir Canyon Road, runs north through the natural area between South Weir Canyon Road and South Larkwood Street, crosses East Santa Ana Canyon Road and through the parking lot of the 91 Express Lanes Administrative Office before heading west under South Weir Canyon Road, north under SR-91, east then north along Mirage Street and finally outletting to the Santa Ana River. Based on the XPWSPG, there was potential flooding, but the XPSWMM deficiency analysis discussed in sub-sections 2.2.3.2 and 2.2.3.3 showed that the storm drain is not deficient.
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8.3 Recommended Capital Improvements Since there were no storm drain systems determined to be deficient, there are no proposed systems. See Appendix C for the Existing Conditions Prioritization Analyses.
8.4 Cost Estimates Since there were no proposed systems, the cost estimate is $0 for district 41.
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DRAINAGE DISTRICT 42
9 Drainage District 42 Drainage District 42 is comprised of approximately 4,057 acres but only approximately 145 acres were analyzed. The area not analyzed is undeveloped natural area tributary to non-city owned storm drains. The analyzed region is bounded by SR-91 to the north, Windsong Drive and Running Spring Drive to the west, Heatherwood Road to the south, and Cedar Point Drive and Crestview Lane to the east. The district is dominated by residential land uses, with some commercial and open space in the northern portion of the district. The area analyzed in District 42 is divided into 3 sub-districts. The sub-districts drain west to east and south to north. Two sub-districts are directly tributary to the Santa Ana River. The third and most eastern storm drain drains east and discharges just west of the State Route 241 (SR-241), where it is collected by a Caltrans facility. Portions of the City of Yorba Linda drain to District 42. The City of Anaheim storm drains that convey runoff from the City of Yorba Linda are designated as sub-districts within District 42.
9.1 Hydrologic Analysis There are a total of 3 hydrology models created for District 42. The analysis was conducted per the methods discussed in Section 2 and the hydrology models can be found in Appendix A. See Exhibit 7 for the District 42 hydrology map. Table 9-1 summarizes the District 42 hydrology models.
Table 9-1: District 42 Hydrology Analysis Summary
Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) Sub-district 42-1 232330 E Heatherwood Rd 1.6 4 5 6 232329 E Heatherwood Rd 3.9 8 10 13 232328 Running Springs Dr 8.8 18 22 29 232322 Running Springs Dr & E Crestview Ln 18.3 36 44 58 232316 E Crestview Ln 26.7 52 63 83 232313 E Banner Ridge Dr 31.5 60 74 97 232311 E Banner Ridge Dr 37.2 71 86 113 232301 E Banner Ridge Dr 37.2 71 86 113 Sub-district 42-2 226451 Running Springs Dr 2.0 6 7 9 226450 Running Springs Dr 6.5 17 21 27 226446 Running Springs Dr & E Garden View Dr 14.2 36 43 56 232141 E Garden View Dr 31.2 74 90 117 232137 E Garden View Dr 36.2 83 101 131 232128 Cedar Point Dr & E Foxhollow Dr 52.0 111 136 178 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences
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Drainage 10-Year 25-Year 100-Year Node Location Area Flow Flow Flow
(ac) (cfs) (cfs) (cfs) 231314 E Foxhollow Dr 76.8 160 195 256 231301 E Santa Ana Canyon Rd 107.4 213 261 344 Sub-district 42-3 219214 E Foothill St 5.1 11 13 17 219213 S Jutewood St 11.3 23 28 36 219212 E Frostwood St & S Kirkwood Cir & E Meadowridge St 18.3 33 40 52 219211 E Timberline Dr 24.9 44 54 71 219206 Woodcreek Rd 50.0 88 108 140 219202 E Santa Ana Canyon Rd 59.4 101 124 161 219201 Riverside Fwy (91 FWY) 59.4 101 124 161 Note: “a”= stream 1, “b” = stream 2, “c” = stream 3 in confluences
9.2 Hydraulic Analysis The two northern storm drain systems of District 42 drain to Caltrans facilities before outletting to the Santa Ana River. Since there were no HGLs provided on the Caltrans as-builts, Method 3 was used of Sub-Section 2.2.3.1 where the water surface elevation was assumed to be 1 foot below the ground surface elevation for Sub-districts 42-2 and 42-3. One storm drain line (Sub-district 42-1) drains to the east, flows along a natural area and then is collected by a Caltrans facility. Therefore Method 2 of Sub- Section 2.2.3.1 was used where the outlet was assumed to be free flowing. See Exhibit 7: District 42 Drainage Map for existing storm drain priorities. See Appendix B for Existing Conditions WSPG Hydraulic Models, Appendix C for Existing Conditions Prioritization Analyses. Since there were no deficiencies found in XPWSPG throughout the district, no XPSWMM analysis was completed. Sub-district 42-1 encompasses East Heatherwood Road and East Crestview Lane and contains an existing storm drain ranging from 24-inches to 48-inches. The storm drain begins at the intersection of East Heatherwood Road and Running Spring Drive, travels north on Running Springs Drive, east on East Crestview Lane, then north until East Banner Ridge Drive where it veers east and discharges to a natural area that contains a v-ditch and is eventually collected by a Caltrans facility on west of SR-241. The storm drain shows no deficiencies in XPWSPG. Sub-district 42-2 encompasses Cedar Point Drive and East Garden View Drive and contains an existing storm drain ranging from 24-inches to 60-inches. The storm drain begins at the intersection of Running Springs Drive and Cloudview Way, runs north along Running Springs Drive, east on East Garden View Drive, north on Cedar Point Drive, west on East Foxhollow Drive, then north through the Kindred Community Church before draining to a Caltrans facility that crosses under SR-91 and outletting to the Santa Ana River. The storm drain shows no deficiencies in XPWSPG. Sub-district 42-3 encompasses Woodcreek Road and contains an existing storm drain ranging from 24- inches to 60-inches. The storm drain begins at the end of East Meadowridge Street, heads north east along Woodcreek Road and then east on East Santa Ana Canyon Road before joining a Caltrans facility that crosses SR-91 and outlets to the Santa Ana River. The storm drain shows one junction structure with potential flooding in WSPG in the 100-yr event but no deficiencies in any links, therefore the storm drain shows no flooding in XPWSPG.
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9.2.1 Non-City Storm Drainage System The region just north of South Morningstar Drive, south of SR-91 and between Sub-districts 42-2 and 42- 3 (bordering with Sub-district 42-3) drains to a Caltrans facility and contains no storm drain. The hydrology was calculated for the 17.4 ac area and was determined to be 45 cfs in the 100-year storm event (see offsite hydrology o42-4 in Appendix A). No hydraulic calculations were completed. The region just north of South Morningstar Drive, south of SR-91 and between Sub-districts 42-2 and 42- 3 (bordering with Sub-district 42-2) drains to a Caltrans facility and contains no storm drain. The hydrology was calculated for the 39-6 ac area and was determined to be 124 cfs in the 100-year storm event (see offsite hydrology o42-5 in Appendix A). No hydraulic calculations were completed.
9.3 Recommended Capital Improvements Since there were no storm drain systems determined to be deficient, there are no proposed systems. See Appendix C for the Existing Conditions Prioritization Analyses.
9.4 Cost Estimates Since there were no proposed systems, the cost estimate is $0 for district 42.
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10 Capital Improvement Plan The goal of the priority ranking system is to determine the projects of the greatest importance and determine which projects should be constructed first when funding becomes available. The three priorities are summarized below: • Priority 1 o Local Streets – Existing storm drain systems do not achieve 10-year and 100-year flood protection levels (flood depth is above top of curb in the 10-year storm event and above right of way in the 100-year storm event). o Local Streets directly draining to the Santa Ana River – Existing storm drain systems do not achieve 25-year flood protection levels (flood depth is above top of curb in the 25- year storm event). o Arterial Streets - Existing storm drain systems do not achieve 25-year flood protection levels (flood depth is above top of curb in the 25-year storm event). • Priority 2 o Local Streets – Existing storm drain systems do not achieve 100-year flood protection levels (flood depth is above the right-of-way in the 100-year storm event). o Arterial Streets - Existing storm drain systems do not achieve 100-year flood protection levels (flood depth is above the right-of-way in the 100-year storm event). • Priority 3 o Local Streets – No Criteria. o Arterial Streets - Existing storm drain systems do not achieve 10-year flood protection level (flooded width is greater than 17 feet in the 10-year storm event). Table 10-1 and Table 10-2 provide a cost summary of the Priority 1 and Priority 2 proposed storm drains respectively. The total cost for the Master Plan of Storm Drainage is estimated to be approximately $23.8 million (2017 dollars). Since there were multiple deficient storm drain lines with both priority 1 and priority 2 deficiencies, the system was labeled as priority 1 if any part of the line was priority 1. The line was labeled as priority 2 only if there were no priority 1 deficiencies. This was done only for the purpose of summarizing priority 1 and priority 2 cost summaries. Table 10-1: Priority 1 Cost Estimate Summary Sub-district Recommended System Length Sub- Total Cost Street Roadway Class district (R, P, or Proposed Pipe (ft) (2017 Dollars) N) Size (in) 37-3 S Lakeview Ave P 48-54 1071 $2,417,000 Local E Crescent Dr-N 37-5 P 30-66 2144 $4,858,000 Local Pinney Dr 37-6 Royal Oak Rd P 36 300 $522,000 Arterial Solomon Dr- Camino 38-2 P 2-90 887 $6,653,000 Local Manzano Calle Venado- 39-3 P 54-66 1400 $2,799,000 Local Serrano Ave
39-16 Calle Granada P 48 630 $1,078,000 Local
39-17 Ave Rio Bravo R 102 1180 $4,748,000 Local
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Sub-district Recommended System Length Sub- Total Cost Street Roadway Class district (R, P, or Proposed Pipe (ft) (2017 Dollars) N) Size (in)
Total Priority 1 Cost $23,075,000
Note: P = Parallel System, R = Replacement System Table 10-2: Priority 2 Cost Estimate Summary Sub-district Recommended System Length Sub- Total Cost Roadway Street district (R, P, or Proposed Pipe (2017 Class (ft) N) Size (in) Dollars) 39-13 S Heath Terrace P 36-42 761 $705,000 Local Total Priority 2 Cost $705,000 Note: P = Parallel System, R = Replacement System
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