The URL can be used to link to this page

RES-2009-163RESOLUTION NO. 2009- 163 RESOLUTION OF THE CITY COUNCIL OF THE CITY OF ANAHEIM ADOPTING THE "MASTER PLAN OF STORM DRAINAGE FOR ANAHEIM BARBER CITY CHANNEL TRIBUTARY AREA JUNE 2009" WHEREAS, the City Council did, in January 1974, adopt the Master Plan for Drainage for the City of Anaheim; and WHEREAS, revised storm drainage design parameters and other studies have shown the need to update the "Master Plan of Storm Drainage for Anaheim Barber City Channel Tributary Area June 2009 "; and WHEREAS, it is necessary and desirable to replace all applicable sections and provisions related to the "Master Plan of Storm Drainage for Anaheim Barber City Channel Tributary Area June 2009" for the Master Plan for Drainage for the City of Anaheim. NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Anaheim, California, as follows: 1. The City Council does hereby adopt the "Master Plan of Storm Drainage for Anaheim Barber City Channel Tributary Area June 2009." 2. All other sections and provisions of prior Master Plans and /or Studies of storm drainage not related to the "Master Plan of Storm Drainage for Anaheim Barber City Channel Tributary Area June 2009" shall remain in full force and effect. THE FOREGOING RESOLUTION is approved and adopted by the City Council of the City of Anaheim this 27th day of October 2009 by the following roll -call vote: AYES: Mayor Pringle, Council Members Hernandez, Sidhu, Galloway, Kring NOES: NONE ABSTAIN: NONE ABSENT: NONE ATTEST: CITY CLERK OF THE CITY & ANAHEIM CITY NAHEIM MAYOR OF THE @1TY O ANAHEIM 74368.1US0hS 2 UO CITY OF ANAHEIM Master Plan of Storm Drainage for Anaheim Barber City Channel Tributary Area JUNE 2009 MASTER PLAN OF STORM DRAINAGE FOR ANAHEIM BARBER CITY CHANNEL TRIBUTARY AREA June 2009 Prepared for City of Anaheim Public Works Department 200 South Anaheim Boulevard Anaheim, CA 92805 By CNC Engineering 1 Corporate Park, Suite 101 Irvine, CA 92606 Under the Supervision of ;, 1 j hlo� G�r.3 m U M EXP. 3o - I n ° s C Sean Nazarie, P.E. 4 t - ' w 4p + Approved By Mark K. Vukojevic, P.E. City Engineer Concurred y Natalie Meek , P.E. Director of Public Works Revisions No. Description Aimroved bv Date Table of Contents 1. Executive Summary ..... ..............................4 1.1 General .................................................................................................. .............................. 1.2 Drainage Area 4 .................................................................................. ............................... 4 1.3 Drainage Area 12 ................................................................................ ............................... 5 1.4 Drainage Area 14 ................................................................................ ............................... 5 1.5 Drainage Area 19 ................................................................................ ............................... 5 1.6 Drainage Area 20 ................................................................................ ............................... 6 1.7 Drainage Area 21 ................................................................................ ............................... 6 1.8 Drainage Area 22 ................................................................................ ............................... 7 1.9 Drainage Area 23 ................................................................................ ............................... 7 2 . Introduction ................................................................................................... ............................. 2.1 Purpose ................................................................................................ ............................. 2.2 Background ......................................................................................... ............................. 3 . Technical Criteria .......................................................................................... ............................. 3.1 Hydrologic Analysis .......................................................................... ............................. 3.2 Hydraulic Analysis ............................................................................. ............................. 3.3 Flow at City Boundary 12 4 . Drainage Area 4 ............................................................................................. ............................. 4.1 Hydrologic Analysis .......................................................................... ............................. 4.2 Analysis of Existing Improvements ................................................. .............................14 4.3 Proposed Improvements ................................................................... ............................. 4.4 Cost Estimates ..................................................................................... ............................. 5 . Drainage Area 12 ........................................................................................... ............................. 5 .1 Hydrologic Analysis .......................................................................... ............................. 5.2 Analysis of Existing Improvements ................................................. .............................18 5.3 Proposed Improvements ................................................................... .............................19 5.4 Cost Estimates ................................................................................... ............................... 20 6 . Drainage Area 14 ......................................................................................... ............................... 22 6.1 Hydrologic Analysis ........................................................................ ............................... 22 6.2 Analysis of Existing Improvements ............................................... ............................... 22 6.3 Proposed Improvements ................................................................. ............................... 23 6 .4 Cost Estimates ................................................................................... ............................... 25 7 . Drainage Area 19 ......................................................................................... ............................... 26 7.1 Hydrologic Analysis ........................................................................ ............................... 26 7.2 Analysis of Existing Improvements ................................................. .............................26 7.3 Proposed Improvements ................................................................. ............................... 27 7.4 Cost Estimates ................................................................................... ............................... 30 8 . Drainage Area 20 ......................................................................................... ............................... 31 8 .1 Hydrologic Analysis ........................................................................ ............................... 31 8.2 Analysis of Existing Improvements ................................................. .............................31 8 .3 Proposed Improvements ................................................................. ............................... 32 8 .4 Cost Estimates ................................................................................... ............................... 35 9 . Drainage Area 21 ......................................................................................... ............................... 36 9 .1 Hydrologic Analysis ........................................................................ ............................... 36 9.2 Analysis of Existing Improvements ................................................. .............................36 9.3 Proposed Improvements ................................................................. ............................... 37 9.4 Cost Estimates ........................ ............................... ...................... 38 ...... ............................... 10 . Drainage Area 22 ............................ ............................... 10.1 Hydrologic Analysis ................................................... ............................... ..................... Analysis of Existing Improvements ................................................. .............................39 10.3 Proposed Improvements ................................................................. ............................... 40 10.4 Cost Estimates ................................................................................... ............................... 43 11 . Drainage Area 23 .................................. ............................... ................... ............................... 1.1 Hydrologic Analysis ........................................................................ ............................... 45 11.2 Analysis of Existing Improvements ................................................. .............................46 11.3 Proposed Improvements ................................................................. ............................... 46 11.4 Cost Estimates ...... ............................... ......................... ............................... ..................... 12. Storm Drain Impact and Improvement Fee ............................................. .............................49 List of Tables Table I — Drainage Area 4 Summary of Hydrology ................................ ............................... 14 Table 2 — Drainage Area 4 Cost Estimate (2008 Dollars) ....................... ............................... Table 3 — Drainage Area 12 Summary of Hydrology .............................. 17 ............................... Table 4 — Drainage Area 12 Cost Estimate (2008 Dollars) 18 ..................... ............................... 21 Table 5 — Drainage Area 14 Summary of Hydrology. ............................................................ Table 6 — Drainage Area 14 Cost Estimate (2008 Dollars) 22 ..................... ............................... Table 7 — Drainage Area 19 Summary of Hydrology 25 .............................. ............................... Table 8 — Drainage Area 19 Cost Estimate (2008 Dollars) 26 ..................... ............................... 30 Table 9 — Drainage Area 20 Summary of Hydrology .............................. ............................... 31 Table 10 — Drainage Area 20 Cost Estimate (2008 Dollars) ................... ............................... 35 Table 11 — Drainage Area 21 Summary of Hydrology ............................ ............................... 36 Table 12 — Drainage Area 21 Cost Estimate (2008 Dollars) ................... ............................... 38 Table 13 — Drainage Area 22 Summary of Hydrology ............................ ............................... 39 Table 14 — Drainage Area 22 Cost Estimate (2008 Dollars) ................... ............................... Table 15 — Drainage Area 23 Summary of Hydrology 44 ............................ ............................... Table 16 — Drainage Area 23 Cost Estimate (2008 Dollars) 46 ................... ............................... Table 17 — Cost Summary of Storm Drainage in ABC Channel Tributary Area (2008 Dollars) 48 .......................................................................................................... ............................... 49 List of Figures Figure1 Study Area ...................................................... ............................... 8 Figure 2 Proposed Improvements ...................................... ..............................9 2 Appendices Appendix A Existing Street Flow Calculations & Recommended Improvements Appendix B Existing Storm Drain Calculations & Recommended Improvements Appendix C Hydrology Calculations Appendix D Hydrology Maps Appendix E Cost Estimates Appendix F Supplemental Calculations Appendix G Technical Memorandum 1- Alternative Improvements 1. Executive Summary 1.1 General The primary objective of this report is to evaluate the storm drainage system within the Anaheim Barber City Channel Tributary Area (ABCCTA) in the City of Anaheim in order to identify storm drainage system needs to reduce street flooding within the study area shown in Figure 1. ABCCTA within the City of Anaheim consists of Drainage Areas 4, 12, 14 and 19 through 23. Runoff from Drainage Areas 4 and 12 is carried in storm drains across the City limit and discharge into the ABC Channel approximately 2,000 feet downstream within the City of Stanton. Runoff from Drainage Area 14 is carried southerly on Euclid Street and discharged into the ABC Channel near the southerly boundary of the City. Runoff from Drainage Areas 19 through 23 discharges into the ABC Channel via inlets and storm drain pipes within the city limits. Runoff in Drainage Area 14 travels from north to south through Euclid Street storm drain line which discharges into the ABCC approximately 1,800 feet south of the Katella Avenue. This report discusses and identifies existing deficient drainage areas within the ABCCTA in the City of Anaheim that are subject to flooding, recommends drainage improvements to reduce or eliminate the deficiencies, and presents the probable cost for construction of these improvements. 1.2 Drainage Area 4 Drainage Area 4 as defined on the City Drainage District Maps includes a large portion of the unincorporated area of the County. Since this report is only concerned with areas within the limits of the City of Anaheim, the portion of Drainage Area 4 in the unincorporated County area is not included in the analysis. Therefore, Drainage Area 4 is divided into two separate areas. The northerly portion drains approximately 230 acres and is generally bounded by Orange Avenue on the north, Nutwood Street on the east, Mojeska Park and Ball Road on the south and the westerly City limit on the west. The southerly portion drains approximately 38 acres, and is generally bounded by the Union Pacific Railroad easement on the north, Brookhurst Street on the east, Katella Avenue on the south and the westerly City limit on the west. Generally, water flows over land to streets and then through pipes from the northeast to the southwest, and ties into the Gilbert Street storm drain (CO3 P08) at the City limits with the City of Garden Grove. Runoff from the northerly portion of Drainage Area 4 is collected in a storm drain in Ball Road, which then turns south at South Gilbert Street and travels approximately 1.4 miles through unincorporated County and the City of Garden Grove before discharging into the ABC Channel. 4 Runoff from the southerly portion of Drainage Area 4 travels west in Katella Avenue, which then joins the flow in the S. Gilbert Street storm drain and drains to the ABC Channel. The City of Anaheim Storm Drainage Manual for Public and Private Drainage Facilities defines the allowable flooded width on local streets and arterials. Hydraulic analysis indicates that the City's flooded width criteria along portions of Ball Road, Brookhurst Street, Coventry Drive, Valley Street, and Agate Street are not satisfied. The proposed improvements in Area 4 consist of construction of new storm drains in these streets at an estimated construction cost of $3,807,000. 1.3 Drainage Area 12 Drainage Area 12 drains approximately 792 acres and is generally bounded by Ball Road and Orange Avenue on the north, Euclid Street on the east, Katella Avenue on the south, and Brookhurst Street on the west. Generally, water flows over land from the northeast to the southwest and then from north to south via the Brookhurst storm drain which discharges into the ABCC approximately 2,200 feet south of Katella Avenue, in the City of Garden Grove. Hydraulic analysis indicates that the City's flooded width criteria are not met in the following: 1. Katella Avenue 4. W. Chalet Ave 7. W. Harriet Lane 2. W. Crone Ave 5. S. Hacienda St. 3. S. Trident St. 6. Dallas Dr. Improvements to the existing facilities are recommended to satisfy the City's requirement of conveying the 10 -year storm event and also the flooded width criteria. The improvements consist of parallel storm drains, relief drains, extensions of existing systems, and replacement of existing facilities. The estimated cost for constructing the improvements is $16,357,000. 1.4 Drainage Area 14 Drainage Area 14 drains approximately 633 acres, and is generally bounded by Broadway on the north, ABC Channel and the Union Pacific Railroad easement on the east, Southerly City limit on the south, and Euclid Street on the west. Generally, water flows over land and then through pipes from north to south through Euclid Street storm drain line which discharges into the ABCC approximately 1,800 feet south of the Katella Avenue. The capacity of the existing facilities ranges from 20 percent to 100 percent of a 10 -year storm, which means that at certain locations, the City's flooded width criteria during a 10, 25 and 100 -year storm event are not met. Improvements to the existing facilities are recommended to satisfy the City's requirement of conveying the 10 -year storm event and also the flooded width criteria. The improvements consist of parallel storm drains, relief drains, extensions of existing systems, and replacement of existing facilities. The estimated cost for constructing the improvements is $6,732,000. 1.5 Drainage Area 19 Drainage Area 19 drains approximately 643 acres, and is generally bounded by East Street on the east, Ball Road and Vermont Avenue on the south, Walnut Street on the west, with the northerly boundary of the Drainage Area meandering along Lincoln Avenue, Santa Ana Street and Broadway. Generally, water flows over land and then through pipes from east to west and ties into the South Street storm drain flowing westerly which joins Walnut Street storm drain and continues south to ABCC. The capacity of the existing facilities ranges from 37 percent to 100 percent of a 10 -year storm which means that at certain locations, the City's flooded width criteria during a 10, 25 and 100 -year storm event are not. Improvements to the existing facilities are recommended to satisfy the City's requirement of conveying the 10 -year storm event, and also to satisfy the flooded width criteria. The improvements consist of parallel storm drains, relief drains, extensions of existing systems, and replacement of existing facilities. The estimated cost for constructing the improvements is $13,867,000. This includes approximately $1,702,000 in storm drain improvement costs within the I -5 Freeway right -of -way. 1.6 Drainage Area 20 Drainage Area 20 drains approximately 815 acres. A large portion of the Drainage Area is on the east side of the I -5 Freeway and is generally bounded by State College Road on the east, Ball Road on the south, and Vermont Avenue on the east and north. Flow from the east side of the I -5 is carried across the Freeway through two underground conduits along Ball Road. The flow is then augmented by the runoff from the portion of Drainage Area 20 west of the I -5. The portion of the Drainage Area west of the 1 -5 is generally bounded by the I -5 on the east, Disneyland Theme Park on the south, Union Pacific Railroad track on the west and Ball Road on the north. Generally, water flows over land and then through pipes from east to west and discharges directly into the ABC Channel. The capacity of the existing facilities ranges from 17 percent to 100 percent of a 10 -year storm which means that at certain locations, the City's flooded width criteria during a 10, 25 and 100 -year storm events are not met. Improvements to the existing facilities are recommended to satisfy the City's requirement of conveying the 10 -year storm event, and also to satisfy the flooded width criteria. The improvements consist of parallel storm drains, relief drains, extensions of existing systems, and replacement of existing facilities. The estimated cost for constructing the improvements is $30,952,000. 1.7 Drainage Area 21 Drainage Area 21 drains approximately 305 acres, and is generally bounded by Ball Road on the north, Harbor Blvd and Walnut Street on the east, Katella Avenue and Cerritos Avenue on the south and ABC Channel on the west. Generally, water flows over land and then through pipes from east to west and discharges directly into the ABC Channel. The capacity of the existing facilities ranges from 30 percent to 100 percent of a 10 -year storm which means that at certain locations, the City's flooded width criteria during a 10, 25 and 100 -year storm event are not met. Improvements to the existing facilities are recommended to satisfy the City's requirement of conveying the 10 -year storm event, and also to satisfy the flooded width criteria. The improvements consist of parallel storm drains, relief drains, extensions of existing systems, and replacement of existing facilities. The estimated cost for constructing the improvements is $2,677,000. Figure 1 Study Area 1.8 Drainage Area 22 Drainage Area 22 drains approximately 940 acres, and is generally bounded by Lewis Street and the Union Pacific Railroad easement on the east, Katella Avenue on the south, Ninth Street and Walnut Street on the west and Ball Road on the north. Generally, water flows over land and then through pipes from east to west and drains into the double 8' x 8.5' RCB storm drain in Katella Avenue. The capacity of the existing facilities ranges from 16 percent to 100 percent of a 10 -year storm which means that at certain locations, the City's flooded width criteria during a 10, 25 and 100 -year storm event are not met. Improvements to the existing facilities are recommended to satisfy the City's requirement of conveying the 10 -year storm event, and also to satisfy the flooded width criteria. The improvements consist of parallel storm drains, relief drains, extensions of existing systems, and replacement of existing facilities. The estimated costs for constructing the improvements is $13,381,000. This includes approximately $1,208,000 in storm drain improvements costs within the 1 -5 Freeway right - of -way. 1.9 Drainage Area 23 Drainage Area 23 drains approximately 266 acres, and is generally bounded by West Street on the east, South City limits on the south, west City limits on the west and Katella Avenue on the north. Generally, runoff from 3 /4 of the Drainage Area flows over land and then through pipes from east to west and discharges into the ABC Channel via Euclid Street storm drain. Runoff from Stoddard Park is collected at a sump inlet within the Park and is pumped directly into the ABC Channel, without impacting runoff on any of the City streets. Runoff from a small portion of the Drainage Area immediately west of Stoddard Park sheet flows to inlets at the intersection of Eileen Drive and Flippen Way drains directly into the ABC Channel. The rest of the Drainage Area located east of Jannette Lane surface drains southerly via Jacalene Lane into the City of Garden Grove. The capacity of the existing facilities ranges from 66 percent to 100 percent of a 10 -year storm which means that at certain locations, the City's flooded width criteria during a 10, 25 and 100 -year storm event are not met. Improvements to the existing facilities are recommended to satisfy the City's requirement of conveying the 10 -year storm event, and also to satisfy the flooded width criteria. The improvements consist of parallel storm drains, relief drains, extensions of existing systems, and replacement of existing facilities. The estimated cost for constructing the improvements is $3,529,000. 7 Z.� aEa U= — LL � o ; Q •:� ' �I ✓� —' M1 I .__ Y j III lr I � i I i I . I Il due �• - !� 'Y I� �1�L.. ' c I -�� .. K�� R ��'•• �"� ' �i�� a . Y, lJ� ��I � j,' — _ � 141 T\g�, ` t — F I i� ` I 1 _ 11 P 1 II _ �� I Lf�l� I LI If 1 r 1 I �/ ! T -- L L Ej ft IIi I lG >.., I I J i L -1 C- L ek I i _k y d y t T i j ( ' jc YID I , S33tl15 - - ' - -_ �•~. `` � _� 1-' � Z L_� rl cr y J r a _ j IL J — � I r. E E ul�� Figure 2 Proposed Improvements 2. Introduction 2.1 Purpose The purpose of the City of Anaheim Master Plan of Storm Drainage for the Anaheim - Barber City Channel Tributary Area (ABCCTA) is: 1. To identify deficiencies in the flow capacity of the streets based on the maximum allowable flooded width and depth specified in the City's Storm Drainage Manual for Public and Private Drainage Facilities, dated August, 2005. 2. To provide comprehensive long -range planning for the implementation and development of drainage facility improvements in the area. 3. To determine the cost of implementing the facilities, and discuss funding of the improvements. 2.2 Background In 1973, the City published a Master Plan of Drainage for the City of Anaheim that divided the City into 43 drainage areas. The Master Plan of Flood Control & Drainage Facilities in Orange County, last revised by OCFCD on February 10, 1999, identified ABC Chaiulel as Facility CO3. Drainage Areas 14, and 19 through 22 drain into the ABC Channel within the City of Anaheim. Runoff from all but 35 acres of the easterly portion of Drainage Area 23 also discharges into the ABC Channel immediately downstream of the City limit. Runoff from Drainage Areas 4 and 12 crosses the City limits and continues southerly approximately 2,000 feet through the City of Garden Grove before discharging into the ABC Channel. 10 S E F 2 �0�10�� I I i � � �!z U n \ \�' a � _ �. � lec' 1 �` ,% / 1 SF r_ ' -'1 �� -nom II I ` IT IS C F _ � �� r 1�ti � ' x,. � � e� - ' � . � > - \ �I it I �17 i j j j JE1 I i Wv r. F ' - � pp �" -- j C'`J I I I L :7 ✓ d i..i AN ' ILE 71F Lu IL trams I 77 _L__J 3. Technical Criteria 3.1 Hydrologic Analysis The hydrologic analysis for the City of Anaheim Master Plan of Storm Drainage for the ABCCTA was performed in accordance with the City of Anaheim Department of Public Works Storm Drainage Manual, dated August of 2005. The methods, data, and criteria integrated and incorporated are consistent with accepted methods of analyzing storm water runoff throughout Orange County as outlined in the Orange County Hydrology Manual, except where superseded by the City's Storm Drainage Manual. GIS Facility Maps and AutoCAD drawings were obtained from the City, which contained streets, existing facilities, and drainage areas for the ABCCTA. The drainage patterns were revised after a review of project plans to reflect new development in the area. A field review was then conducted, and the drainage patterns were further refined. Land use data was obtained from the City of Anaheim's May 2004 General Plan and soils information was obtained from the 1986 Orange County Hydrology Manual. Land use, soils information and subarea information was input into the Advanced Engineering Software Computer Program RATOC which is based on the 1986 Orange County Hydrology Manual. 3.2 Hydraulic Analysis Street flooded width analyses were performed in accordance with the City of Anaheim Department of Public Works Storm Drainage Manual, dated August of 2005. Results of the street flow hydraulic analysis are summarized in spreadsheets in Appendices A and B. The street segments that do not meet the City's flooded width criteria are identified on the spreadsheets in Appendices A and /or B. The proposed storm drains were analyzed using Maruling's Equation for uniform steady state flow. The analysis assumed uniform flow in pipes. The input data consisted of the peak flow, the pipe slope, friction coefficient and diameter. Results of the analysis can be found in Appendices A and B. The hydraulic analysis assumed that the streets would be free and clear of any major obstructions and that the storm drains would be adequately maintained so that blockage would not occur. Street capacity analyses assumed that all streets conformed to the City of Anaheim's typical street sections. Street widths were determined from street plans and as- built drawings. The results of hydraulic analysis in some cases indicate that in order to meet the City's maximum flood width criteria, it would be necessary to construct new storm drain improvements that would impact more than two traffic lanes in the street. This would likely have a very significant impact on traffic and utility service. Therefore, it may be more practical to mitigate street flooding with the combined use of storm drain improvements and development of retarding basins on properties adjacent to the street such as parks and school athletic fields. The development of retarding basins must be studied and analyzed at the project level and may require but not limited to the following actions: 11 • the acquisition of property • re- grading of the terrain to effectively collect surface run -off • the possible relocation of private property as well as commercial businesses from whom land has been purchased • pest abatement or treatment of stagnant water • the installation of pumps, pipes, valves and fences 3.3 Flow at City Boundary The ABCCTA is bordered on the south by Garden Grove. This study evaluates the capacity of each proposed storm drain facility up to the City limit. The approach for the proposed hydraulics at the boundary of the City limit is to recognize the adjacent agency's downstream parameters. The latest Master Plan of Drainage for the City of Garden Grove was published in September of 1991. According to this master plan, the existing downstream facilities at the City limits are adequate per that agency's criteria. In this study, when existing downstream facilities are determined to be unable to convey the flow from the City of Anaheim's master plan storm drain at the City limits, excess flow at the City boundary is proposed to be resurfaced onto the street through equalizers. However, this report recommends that the City consider storing the flow in underground systems as a means of peak flow mitigation, whenever possible. 12 4. Drainage Area 4 Drainage Area 4 as defined on the City Drainage District Maps includes a large portion of the unincorporated area of the County. Since this report is only concerned with areas within the limits of the City of Anaheim, that portion of Drainage Area 4 found within the unincorporated County area is not included in the analysis. Therefore, Drainage Area 4 is divided into two separate areas. The northerly portion drains approximately 230 acres and is generally bounded by Orange Avenue on the north, Nutwood Street on the east, Mojeska Park and Ball Road on the south and the westerly City limit on the west. The southerly portion drains approximately 38 acres, and is generally bounded by the Union Pacific Railroad easement on the north, Brookhurst Street on the east, Katella Avenue on the south and the westerly City limit on the west. Generally, water flows over land to streets from the northeast to the southwest. Over 90% of the northerly portion of Drainage Area 4 drains directly to the Ball Road storm drain (Facility No. B01 -P03). Runoff from the rest of the northerly portion also drains westerly on the surface of Colchester Drive and Vancouver Drive and crosses the City limit onto unincorporated County land. This runoff then flows southerly and is picked up in the Ball Road storm drain (B01 -P03). This line joins Facility CO3 -P08 at South Gilbert Street, which runs south and continues through unincorporated County area and the City of Garden Grove, and discharges into the ABC Channel approximately 2,000 feet downstream of Katella Ave. Runoff from over 80% of the southerly portion drains south onto Katella Avenue via a parkway culvert and the end of the Gardenaire Lane cul -de -sac and crosses the City limit onto unincorporated County land. Runoff from the rest of the southerly portion also drain westerly on the surface of Crestwood Lane and crosses the City limit onto unincorporated County land. This runoff then flows southerly onto Katella Ave outside the City boundary. 4.1 Hydrologic Analysis The hydrologic analysis for Drainage Area 4 was performed in accordance with the hydrologic criteria outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage Area 4 can be found in Appendix D. The following table highlights the flow rates at the key drainage nodes for the Area. Table 1 shows associated drainage areas and flows for 10 -, 25 -, and 100 -year storm events. 13 Table 1 — Drainage Area 4 Summary of Hydrology Node Location Drainage Area 10 -Year Flow 25 -Year Flow 100 -Year Flow (ac) (cfs) (cfs) (cfs) 433 Ball Road at City Limit 209 232 289 386 437 Colchester Drive at 9 13 16 22 City Limit 442 Vancouver Dr at City 12 18 23 30 Limit 453 Crestwood Lane at 7 12 15 20 City Limit 459 Ball Road at City Limit 31 44 55 7 4.2 Analysis of Existing Improvements Runoff in Drainage Area 4 is conveyed via street curb and gutters and underground storm drains. As shown in Table 1, runoff concentrates at five points along the City limit. The following is a description of each concentration point: 1. Ball Road is an east -west primary arterial that crosses the City limit between Brookhurst Street and S. Gilbert Street. The tributary area to this street consists mostly of single family residential areas and some commercial developments. An existing storm drain in the street varying in diameter from 48" to 72" collects the runoff and carries it westerly towards S. Gilbert Street. Hydraulic analysis of indicates the street does not meet the maximum flooded width criteria for the 10 -, 25- and the 100 -year storms between Coventry Drive and the City limit. In addition to Ball Road, this study found that portions of Agate Street, Chateau Avenue, Valley Street, Coventry Drive and Brookhurst Street, tributary areas to Ball Road, also do not meet the City's maximum flooded width criteria. 2. Colchester Drive is an east -west residential street located north of Vancouver Drive. The tributary area to this street is made up of single family residential areas. This street complies with the City's maximum flooded width criteria. 3. Vancouver Drive is an east -west residential street located north of Ball Road. The tributary area to this street is made up of single family residential area. This street complies with the City's maximum flooded width criteria. 4. Crestwood Lane is an east -west residential street located immediately south of the railroad easement. Hydraulic analysis of the street flow indicates this street complies with the City's maximum flooded width criteria. 5. Katella Avenue is an east -west primary arterial. Hydraulic analysis indicates the street meets the City's flooded width criteria between Brookhurst Street and the City limit. The existing street flow hydraulic calculations for Drainage Area 4 can be found in Appendices A and B. 14 4.3 Proposed Improvements As discussed under Section 4.2, runoff from Drainage Area 4 concentrates at five (5) different points along the City limit. Of these five locations only Ball Road fails to meet the City's maximum flooded width criteria. The specific recommendations for the area are discussed in more detail below. In addition to the hydraulic deficiency in Ball Road, this study found that portions of other streets within the tributary area to Ball Road do not meet the City's maximum flooded width criteria. This report recommends construction of new storm drain improvements to convey the full flow of the 10 year storm along the following streets: 1. Install 800 Ft of 30" RCP in Agate Street from Niobe Ave to Chateau Ave 2. Install 1170 Ft of 30" RCP in Chateau Avenue from Agate Street to Valley Street 3. Install 1060 Ft of 48" RCP in Valley Street from Niobe Ave to the upstream end of the existing storm drain at the intersection of Coventry Drive and Minerva Avenue. Furthermore, as shown in Appendix B, in order to meet the flood width criteria, it will be necessary to improve the existing storm drain capacity in Coventry Drive, Brookhurst Street and Ball Road. The alternatives for increasing the storm drain capacity in these street segments are presented below. Drainage Area 4 Alternative Improvements: Alternative 1 (Recommended) - This alternative calls for replacing the existing 54" RCP in Coventry Drive between Minerva Avenue and Ball Road and in Minerva Ave between Coventry Dr and Valley St with a new 8' x 4.5' RCB. The reason for using a box conduit is the limitation on the depth of cover. A pipe with an equivalent conveyance would have a diameter. of 78" and would not have the 30" minimum required depth of cover. This study also considered alternatives to installation of a new conduit in this street by constructing a retarding basin within the drainage area. The only site within the drainage basin is the 4.5 acre athletic field at Barton Clara Elementary School located at the intersection of Chateau Ave and Agate St. However, a retarding basin on this lot may be too far upstream of the drainage area outlet to have a significant impact on the peak flow. It also calls for replacing 650' of the existing 42" RCP along Brookhurst Street north of Ball Road with a new 48" RCP. Finally, in order to comply with the flood width criteria, this Alternative calls for replacing the existing 60" to 69" RCP in Ball Road between Coventry Drive and Brookhurst Street with a 78" RCP and the existing 72" RCP between Brookhurst Street and the City limit with a 90" RCP. At the City limit the 90" RCP transitions back to an existing 72" RCP and creates a condition where excess flows are to be expected. To handle excess pipe flows at the City limits, it is necessary to install an equalizer structure to allow the flows that exceed the capacity of the 72" RCP, to flow back out to the street surface. 15 Alternative 2 - This alternative uses the flow capacity of the existing storm drain improvements and augments them with new parallel storm drains. Therefore, this Alternative calls for constructing a 60" RCP parallel to the existing 54" RCP in Coventry Drive between Minerva Avenue and Ball Road; a 24" RCP parallel to the existing 42" RCP along Brookhurst Street north of Ball Road; and a 60" RCP parallel to the existing 60" to 69" RCP in Ball Road between Coventry Drive and Brookhurst Street. In order to determine the full cost of Alternative 2, it will be necessary to perform detailed analysis of its impact on the existing utilities. Since that level of analysis is beyond the scope of this report, it is recommended to use Alternative 1 for budgeting purposes. However, during final design, it is recommended to analyze the feasibility of constructing the parallel storm drains in Alternative 2. 4.4 Cost Estimates The estimated cost summarized in Table 2 include construction, engineering, design, surveying, and construction management. Pipe costs are per linear foot of pipe and have been increased to include excavation, shoring, bedding, backfill, compaction, removal of excess material, and trench resurfacing. The detailed cost estimates for Drainage Area 4 can be found in Appendix E. Since the construction of the recommended facilities will be spread out over a number of years, the total cost of master plan implementation will be subject to future construction cost increases. Therefore, it is recommended that the funding programs established for implementation of the Master Plan of Storm Drainage make provisions for the increased cost of deferred construction. Inflation factors should be applied to reflect a specific year's total cost over the 2008 total costs. Summarized in Table 2 are the construction cost estimates by project location for Drainage Area 4. 16 Table 2 — Drainage Area 4 Cost Estimate (2008 Dollars) Drainage Street Type of Size Estimated Cost Area Facility 4 Chateau Ave (from Valley New 30" RCP $634,000 to Agate St) Agate St (from Chateau to New 30" RCP Niobe Ave) 4 Valley St New 48" RCP $475,000 (from Niobe to Minerva) 4 Coventry Dr /Minerva Av Replacement 8'x4.5' RCB $677,000 (from Ball Rd to Valley St) per Alternative 1 4 Brookhurst St Replacement 48" RCP $426,000 (from Ball to Brookmore) per Alternative 1 4 Ball Rd (from Brookhurst to Replacement 78" RCP Coventry) per Alternative 1 $1,595,000 (from Perdido to Replacement 90" RCP Brookhurst) per Alternative 1 TOTAL $3,807,000 17 5. Drainage Area 12 Drainage Area 12 drains approximately 792 acres and is generally bounded by Ball Road and Orange Avenue on the north, Euclid Street on the east, Katella Avenue on the south, and Brookhurst Street on the west. Generally, water flows over land and in storm drains and is collected in the Brookhurst- Cerritos- Nutwood storm drain (CO3 -PO9). This storm drain crosses the City limit into the City of Garden Grove at Katella Avenue. The storm drain line then continues south and discharges into the ABCC approximately 2,200 feet south of Katella Avenue. 5.1 Hydrologic Analysis The hydrologic analysis was performed for Drainage Area 12 in accordance with the criteria outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage Area 12 can be found in Appendix D. The following table shows the flow rates at the outlet of the Drainage Area for 10 -, 25 -, and 100 -year storm events. Table 3 — Drainage Area 12 Summary of Hydrology 5.2 Analysis of Existing Improvements Presently the main storm drain in Drainage Area 12 begins in Nutwood Street approximately 1,400 feet north of Ball Road and continues south to Cerritos Avenue, where it turns westerly and continues to Brookhurst Street. Hydraulic analysis indicates with the exception of small segments of W. Crone Ave and S. Trident Street, the roadways in Drainage Area 12 north of Ball Road meet the flooded width criteria. However, Katella Avenue from Brookhurst Street to Humor Drive (about 4,300 feet east) along with several local streets south of Ball Road do not meet the maximum flooded width requirement. This segment of Katella Avenue does not currently have any significant storm drainage facilities. The existing street flow hydraulic calculations for Drainage Area 12 can be found in Appendices A and B. 18 Location Drainage Area 10 -Year Flow 25 -Year Flow 100 -Year Flow E1275 (ac) (cfs) (cfs) (cfs) Brookhurst Street at 792 708 900 1211 City Limit 5.2 Analysis of Existing Improvements Presently the main storm drain in Drainage Area 12 begins in Nutwood Street approximately 1,400 feet north of Ball Road and continues south to Cerritos Avenue, where it turns westerly and continues to Brookhurst Street. Hydraulic analysis indicates with the exception of small segments of W. Crone Ave and S. Trident Street, the roadways in Drainage Area 12 north of Ball Road meet the flooded width criteria. However, Katella Avenue from Brookhurst Street to Humor Drive (about 4,300 feet east) along with several local streets south of Ball Road do not meet the maximum flooded width requirement. This segment of Katella Avenue does not currently have any significant storm drainage facilities. The existing street flow hydraulic calculations for Drainage Area 12 can be found in Appendices A and B. 18 5.3 Proposed Improvements As mentioned under Section 5.2, several streets in Drainage Area 12 do not meet the City's allowable flood width requirement. This report recommends construction of new storm drain improvements to convey the full flow of the 10 year storm along the following streets: • Install 175 Ft of 36" RCP in S. Trident Street from Crone Ave to Niobe Ave. • Install 775 Ft of 42" RCP in W. Crone Ave. from Broadview Street to S. Trident Street • Install 310 Ft of 36" RCP in S. Trident Street from Ball Road to W. Juno Ave. • Install 925 Ft of 39" RCP in W. Chalet Ave from Nutwood St to S. Hacienda St. • Install 1075 Ft of 39" RCP in S. Hacienda St. from Chanticleer Road to Cerritos Ave. • Install 1050 Ft of 51" RCP in Dallas Drive from Woodworth Road to Cerritos Ave. • Install 475 Ft of 45" RCP in W. Harriet Lane from Pembrooke Lane to Scarborough Lane • Install 525 Ft of 39" RCP in Pacific Ave. from Lamar St. to 550 ft. East • Install 550 Ft of 42" RCP in Lamar St. from W. Harle Ave to Pacific Ave. • Install 235 Ft of 42" RCP in W. Harle Ave. from Brookhurst St. to Lamar St. • Install 1700 Ft of 60" RCP in Katella Ave. from Brookhurst St. to Dallas Drive • Install 2550 Ft of 54" RCP in Katella Ave. from Dallas Drive to Humor Drive There is currently a storm drain system at the downstream end of each of the street segments listed above. This report recommends construction of new storm drains within these street segments that would tie into the existing systems downstream. The following street segments that do not meet the maximum flooded width requirement currently have underground storm drain systems but do not have sufficient flow capacity. As shown in Appendix B, it will be necessary to improve the storm drain capacity on Brookhurst, Nutwood, and a short length on Katella. Alternatives 1 and 2 below provide the approximate sizes of conduits to replace or augment the existing storm drain capacity, respectively. Drainage Area 12 Alternative Improvements: Alternative 1 (Recommended) - This Alternative calls for replacing the existing 60" RCP in Cerritos with a 10' x 6' RCB east of Dallas Dr. and a 12' x 9' RCB west of Dallas Dr.; replacing the existing 39" RCP and 48" RCP in Nutwood with a new 54" RCP and a 10' x 5' RCB respectively; and replacing 160' of existing 33" RCP in Katella with a new 60" RCP. It also calls for replacing the existing 63" RCP in Brookhurst with a 10' x 8' DRCB all the way to the City limit. At the City limit the 10' x 8' DRCB transitions back to an existing 66" RCP and creates a condition where excess flows are to be expected. To handle excess pipe flows at the City limits, it is necessary to install an equalizer structure to allow the flows that exceed the capacity of the 66" RCP, to flow back out to the street surface. 19 Alternative 2- This Alternative calls for constructing a 9' x 8' RCB parallel to the existing 63" RCP in Brookhurst; constructing parallel to the existing 60" RCP an 84" RCP east of Dallas Dr. and a 126" RCP west of Dallas Dr. in Cerritos; constructing a 42" RCP parallel to the existing 39" RCP and constructing a 72" RCP parallel to the existing 48" RCP in Nutwood; and constructing a 57" RCP parallel to the existing 33" RCP in Katella. In order to determine the full cost of Alternative 2, it will be necessary to perform detailed analysis of its impact on the existing utilities. Since that level of analysis is beyond the scope of this report, it is recommended to use Alternative 1 for budgeting purposes. However, during final design, it is recommended to analyze the feasibility of constructing the parallel storm drains in Alternative 2. In order to minimize the size of the proposed storm drain improvements in Brookhurst St., this report also recomrnends the City consider constructing a retarding basin within Modjeska Park located at the northwest corner of Woodworth Road and Nutwood St. 5.4 Cost Estimates Summarized in Table 4 are the construction cost estimates by project location for Drainage Area 12. The cost estimates were prepared as discussed in Section 4.4. The detailed cost estimates for Drainage Area 12 can be found in Appendix E. 20 Table 4 — Drainage Area 12 Cost Estimate (2008 Dollars) Drainage Street Type of Facility Size Estimated Area Cost 12 S. Trident St New 36" RCP $123,000 (from Crone to Niobe) 12 Crone Ave New 42" RCP $332,000 (from Broadview to Trident) 12 S. Trident St New 36" RCP $168,000 (from Ball to Juno) 12 W. Chalet Ave New 39" RCP $371,000 (from Nutwood to Hacienda) 12 Hacienda St New 39" RCP $429,000 (from Chanticleer to Cerritos) 12 Dallas Dr New 51" RCP $489,000 (from Woodworth to Cerritos) 12 Harriet Ln New 45" RCP $229,000 (from Pembrooke to Scarborough) 12 Pacific Ave New 39" RCP $246,000 (from Lamar to 550' East) 12 Lamar St New 42" RCP $259,000 (from Harle to Pacific) 12 Harle Ave New 42" RCP $144,000 (from Brookhurst to Lamar) Katella Ave New /Replacement 60" RCP (from Brookhurst to Dallas) per Alternative 1 $1,896,000 12 (from Dallas to Humor) New /Replacement 54" RCP per Alternative 1 Nutwood St Replacement per 54" RCP (from Chateau Ave to Ball Rd) Alternative 1 $3,116,000 12 (from Ball Rd to Cerritos Ave) Replacement per 10'X5' RCB Alternative 1 12 Cerritos Ave Replacement Per 10'x6' RCB (from Brookhurst to Dallas) Alternative 1 $3,516,000 (from Dallas to Nutwood) Replacement Per 12'x9' RCB Alternative 1 12 Brookhurst St Replacement Per 10'x8' DRCB $5,039,000 (from Cerritos to Katella) Alternative 1 $16,357,000 TOTAL 21 Drainaqe Area 14 Drainage Area 14 drains approximately 633 acres, and is generally bounded by Broadway on the north, ABC Channel and the Union Pacific Railroad easement on the east, Southerly City limit on the south, and Euclid Street on the west. Generally, water flows over land and then through pipes from north to south through Euclid Street storm drain (CO3 -P10) which discharges into the ABCC approximately 1,800 feet south of the Katella Avenue. 6.1 Hydrologic Analysis The hydrologic analysis was performed for Drainage Area 14 in accordance with the criteria outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage Area 14 can be found in Appendix D. The following table shows the flow rates at the outlet of the Drainage Area for 10 -, 25 -, and 100 -year storm events. Table 5 — Drainage Area 14 Summary of Hydrology Node Location Drainage Area 10 -Year Flow 25 -Year Flow 100 -Year Flow (ac) (cfs) (cfs) (cfs) 14119 Euclid Street at ABC 633 485 613 832 Channel 6.2 Analysis of Existing Improvements Presently the main storm drain in Drainage Area 14 begins at the intersection of Gilbuck Drive and Brande Avenue and continues west to Euclid Street through Brande Avenue, Loara St, and Crone Avenue. It then continues south along Euclid Street storm drain (CO3- P10) until reaching the ABCC. The storm drain varies in size from 45 -inch RCP to a 10.5 - foot x 9 -foot reinforced concrete box (RCB) and can convey a maximum of 618 cfs during a 10 -year storm. The City's maximum flooded width criteria is not satisfied for Crone Avenue between Arden Street and Euclid Street. The storm drain along Crone Street has a capacity of 147 CFS, which is greater than the peak 10 -year runoff. However, the residual 100 -year flow on the street exceeds the street flow capacity. Further downstream, the storm drain also fails to remove enough flow from the street in the event of a 100 -year storm to meet the flooded width criteria on Euclid Street between Chalet Avenue and Palais Road. Lastly, the storm drain is also found to have insufficient capacity in the event of a 100 -year storm from the Southern Pacific Railroad through the remainder of the storm drain to the ABCC. Hydraulic analysis indicates the following street segments do not meet the City's maximum flood width requirements: 22 1. Gilbuck Drive from Rene Drive to Brande Ave 2. Loara Street from Tedmar Ave Avenue to Brande Ave 3. Loara Street from Beacon Ave to Ball Rd 4. Ball Road from Roberts St to Gilbuck Drive 5. Chanticleer Road from west end cul -de -sac to Loara St 6. Cerritos Avenue from Euclid St to 1400 feet to the east 7. Crone Ave from Arden St to Euclid St 8. Euclid St from Chalet Avenue to Buena Vista Ave 9. Euclid Street from the Union Pacific Railroad to ABC Channel The existing street flow hydraulic calculations for Drainage Area 14 can be found in Appendices A and B. 6.3 Proposed Improvements As discussed under Section 6.2, several streets in Drainage Area 14 do not meet the City's allowable flood width requirement. Several of these street segments currently have no underground storm drain improvements. This report recommends extending existing storm drains in order to convey the full flow of the 10 year storm along the following streets. • Install 1025 Ft of 42" RCP in Gilbuck from W. Brande to W. Central Park Ave • Install 1475 Ft of 39" RCP in Loara Street from Brande Ave to Tedmar Ave. • Install 700 Ft of 45" RCP in Loara Street from Ball Rd to just past Minerva Ave. • Install 850 Ft of 45" RCP in Ball Rd (south side) from Roberts St to Loara St. • Install 1175 Ft of 36" RCP in Ball Rd (south side) from Loara St to Gilbuck Dr. • Install 1525 Ft of 42" RCP in Chanticleer Road from Loara Street to Euclid Street replacing an existing surface storm structure connecting Chanticleer to Euclid. • Install 1300 Ft of 39" RCP in Cerritos Avenue from Euclid Street to the east. There is an existing storm drain at the downstream end of each of the street segments listed above. The proposed storm drains within these street segments would tie into the existing systems downstream. The following street segments that do not meet the maximum flooded width requirement currently have underground storm drain systems but do not have sufficient floe capacity. As shown in Appendix B, it will be necessary to improve the storm drain capacity in Crone Ave., and Euclid St. Alternatives 1 and 2 below provide the approximate sizes of conduits to replace or augment the existing storm drain capacity, respectively. 23 Drainage Area 14 Alternative Improvements• Alternative 1- This Alternative calls for replacing the existing 6.5' x 4' RCB in Crone Ave between Euclid Street and the west side of Willow Park with a new 72" RCP; replacing the existing 8.5' x 7' RCB in Euclid Street between Chalet Avenue and Chanticleer Rd with a new 11'x7' RCB; replacing the existing 10.5' x 9' RCB in Euclid Street from the Southern Pacific Rail Road to ABC Channel with a new 7.5'x9' DRCB, reinforcing the structure through the railroad right -of -way for 24'. Alternative 2 (Recommended) - This Alternative calls for constructing a 30" RCP or 1.5' x 4' RCB parallel to the existing 6.5' x 4' RCB in Crone Ave between Euclid Street and the west side of Willow Park; constructing a new 60" RCP or 3.5' x 7' RCB parallel to the existing 8.5' x 7' RCB in Euclid Street between Chalet Avenue and Chanticleer Rd; constructing a new 42" RCP or 1.5' x 9' RCB parallel to the existing 10.5' x 9' RCB in Euclid Street from the Southern Pacific Rail Road to Sumac Lane and a new 69" RCP or 3.5' x 9' RCB parallel to the existing 10.5' x 9' RCB between Sumac Lane and the ABC Channel. It is recommended to construct new RCB conduits attached to existing storm drains per Alternative 2. This option is anticipated to have the least impact on traffic and utilities. Also, flow will be more readily distributed by providing equalizer windows between the new and existing box conduits. In order to minimize the size of the storm drain improvements in Euclid St., this report also recommends the City consider constructing a retarding basin within Loara High School athletic field located at 1765 W. Cerritos Ave. Refer to Section 3.2 for more information. 24 6.4 Cost Estimates Summarized in Table 6 are the construction cost estimates by project location for Drainage Area 14. The cost estimates were prepared as discussed in Section 4.4. The detailed cost estimates for Drainage Area 14 can be found in Appendix E. Table 6 — Drainage Area 14 Cost Estimate (2008 Dollars) Drainage Street Type of Facility Size Estimated Area Cost 14 Gilbuck Dr New 42" RCP $429,000 (from Central Park Ave fork to Brande) 14 Loara St New 39" RCP $545,000 (from Tedmar and Brande) 14 Loara St New 45" RCP $227,000 (Between Minerva and Ball) 14 Ball Rd New 45" RCP (from Roberts to Loara) $759,000 (From Loara to Gilbuck) New 36" RCP 14 Chanticleer Rd New 42" RCP $607,000 (from west end cul -de -sac to Loara) 14 Cerritos Ave New 39" RCP $498,000 (from Euclid to 1400ft eastward) 14 Crone Ave Parallel RCB per 1.5'X4' RCB $309,000 (from Arden to Euclid) Alternative 2 14 Euclid St Parallel RCB per 3.5'X7' RCB $576,000 (from Chalet to Chanticleer) Alternative 2 14 Euclid St Parallel RCB per 1.5'X9' RCB $2 +782,000 (Union Pacific Railroad to Alternative 2 Sumac) (Sumac to ABC Channel) Parallel RCB per 3.5'X9' RCB Alternative 2 $6,732,000 TOTAL 25 6. Drainage Are 19 Drainage Area 19 drains approximately 643 acres, and is generally bounded by East Steet on the east, Ball Road and Vermont Avenue on the south, Union Pacific Railroad and Walnut Street on the west, with the northerly boundary of the Drainage Area meandering along Santa Ana Street, South Street, Lincoln Avenue, and Broadway. Generally, water floes over land and then through pipes from east to west and ties into the South Street storm drain flowing westerly across the I -5 Freeway which then joins the Walnut Street storm drain flowing south then Ball Road storm drain flowing west to the ABC Channel. 7.1 Hydrologic Analysis The hydrologic analysis was performed for Drainage Area 19 in accordance with the criteria outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage Area 19 can be found in Appendix D. The following table shows the flow rates at the outlet of the Drainage Area for 10 -, 25 -, and 100 -year storm events. Table 7 — Drainage Area 19 Summary of Hydrology Node Location Cumulative 10 -Year Flow 25 -Year Flow 100 -Year Flow Drainage Area (cfs) (cfs) (cfs) (ac) 1970 West Bellevue Drive & 484 537 667 859 1 -5 Fwy 1978 Ball Road at ABC 643 615 786 1067 Channel 7.2 Analysis of Existing Improvements Currently the major storm drain system Drainage Area 19 begins in South St. east of S. East St. and continues west along South St. and confluences with several laterals. The line continues to Harbor Blvd, where it confluences with a major storm drain system at the intersection of South Street and Harbor Blvd. The Harbor Blvd storm drain line begins as a 24" RCP at a flow bifurcation structure on a 93" RCP at the intersection of Harbor Blvd and Lincoln Blvd. It continues south and crosses under a 42" RCP at Broadway. Excess flow from the lateral is then forced up an existing junction structure box to the 42" RCP in Broadway. The lateral continues south and increases to a 72" RCP before it confluences with the 78" mainline RCP in South St and transitions to a 96" RCP in South St. The storm drain continues west to Bellevue Drive, where it turns southerly and transitions to a 12'x 6' RCB. The RCB then turns westerly and crosses under the I -5 Freeway to Hampshire Drive, then south on Walnut St. , west on Ball Road and discharges into the ABC Channel. 26 As shown in Appendix B, the estimated flow diverted from the 93" RCP in Lincoln Blvd to the 24" lateral in Harbor Blvd is estimated to be 24 CFS. This analysis assumes flows in excess of this amount in the lateral, will be diverted to the 42" RCP in Broadway. The following street segments do not meet the City's flooded width criteria: 1. Harbor Blvd from Santa Ana St to South St. 2. South St. from Harbor Blvd to Bellevue Dr. 3. Bellevue Dr. from South St. to I -5 4. Hampshire Ave. from Disneyland Dr. to Walnut St. 5. Walnut St. from Hampshire Ave. to Ball Road 6. Ball Road from Walnut St. to ABC Channel The existing street flow hydraulic calculations for Drainage Area 19 can be found in Appendices A and B. 7.3 Proposed Improvements As discussed under Section 7.2, several streets in Drainage Area 19 do not meet the City's allowable flood width requirement. A few of the street segments currently do not have underground storm drain improvements. This report recommends construction of new storm drain improvements to convey the full flow of the 10 year storm along the following street segments: • Install 700 Ft of 39" RCP in West St from Santa Ana St. to Water St. • Install 810 Ft of 39" RCP in Janss St from Water St. to South St. • Install 270 Ft of 39" RCP in Dickel St. from Hampshire. to Clementine St. • Install 530 Ft of 39" RCP in Hampshire Ave. from Harbor Blvd to Dickel St. The remaining street segments that do not meet the flood width requirement currently have underground storm drains but do not have sufficient flow capacity. Appendix B provides the specific improvement options for the street segments listed in Section 7.2 in order to meet the flood width criteria. Alternatives 1 and 2 below provide the approximate sizes of conduits to replace or augment each existing storm drain capacity, respectively. Alternative 3 is a combination of Alternatives 1 and 2 where the smaller sized conduits are removed and replaced and the larger conduits are protected in place and augmented with new parallel conduits. 27 Drainage Area 19 Alternative Improvements• Alternative 1- • Harbor Blvd from Santa Ana St to South St.- Remove and replace existing 60" and 72" RCP from Santa Ana to South St with a new 84" RCP. • South St. from Harbor Blvd to Bellevue Dr: Appendix B shows the proposed new conduits as RCP. However, because of the large sizes of the required pipes, it is recommended to replace the existing storm drains with reinforced concrete box conduits, as follows: o South St. from Harbor to CitronSt. - Remove and replace existing 96" RCP with a new 8.5' x 8' RCB South St. from Citron St. to Bellevue Dr.- Remove and replace existing 96" RCP with a new 12' x 9.5' RCB • Bellevue Dr. from South St. to I -5- Remove and replace existing 12' x 6' RCB with a new 11.5'x 9' -7" RCB. • CalTrans I -5 Crossing at Hampshire from W. Bellvue to Disneyland Dr: Remove and replace the existing 12' x 6' RCB with a 13.5' x 10' RCB. • Hampshire Ave. from Disneyland Dr. to Walnut St.- Remove and replace existing 2 -8' x 5' RCB with a new 2- 9.5' x 8' RCB. • Walnut St. from Hampshire Ave. to Ball Road- Remove and replace existing 6.75' x 10.5' RCB with a new 13' x 11.5' RCB. • Ball Road from Walnut St. to ABC Channel- Remove and replace existing 6.5' x 11' RCB with a new 13' x 11.5' RCB. Alternative 2- • Harbor Blvd from Santa Ana St to South St: Construct a new 72" RCP parallel to the existing 60" and 72" RCP between Santa Ana and South St. • South St. from Harbor Blvd to Bellevue Dr.- It is also possible to increase the underground storm drain capacity by constructing new storm drains as shown below. However, this option would require extensive utility relocation and may create conflicts with existing sanitary sewer laterals. o South St. from Harbor to Citron St.- Construct a new 51" RCP parallel to the existing 96" RCP. o South St. from Citron St. to Bellevue Dr.- Construct a 114" RCP parallel to the existing 96" RCP. • Bellevue Dr. from South St. to I -5- Construct a new 10.5' x6' RCB parallel to the existing 12' x 6' RCB. • CalTrans I -5 Crossing at Hampshire from W. Bellvue to Disneyland Dr.- Construct a new 8.5' x 6' DRCB parallel to the existing 12' x 6' RCB • Hampshire Ave. from Disneyland Dr. to Walnut St.- Construct anew 10.5'x 5' DRCB parallel to the existing 2 -8' x 5' RCB. 9:1 • Walnut St. from Hampshire Ave. to Ball Road- Construct anew 9'x 6.5' DRCB parallel to the existing 6.75' x 10.5' RCB. • Ball Road from Walnut St. to ABC Channel- Construct a new 9' x 6.5' DRCB parallel to the existing 6.5' x 11' RCB. Alternative 3- (Recommended) Harbor Blvd from Santa Ana St to South St.- Remove and replace existing 60" and 72" RCP from Santa Ana to South St with a new 84" RCP. • South St. from Harbor Blvd to Bellevue Dr.- Appendix B shows the proposed new conduits as RCP. However, because of the large sizes of the required pipes, it is recommended to replace the existing storm drains with reinforced concrete box conduits, as follows: South St. from Harbor to CitronSt. - Remove and replace existing 96" RCP with a new 8.5' x 8' RCB South St. from Citron St. to Bellevue Dr.- Remove and replace existing 96" RCP with a new 12' x 9.5' RCB • Bellevue Dr. from South St. to I -5- Construct a new 10.5' x6' RCB parallel to the existing 12' x 6' RCB. • CalTrans I -5 Crossing at Hampshire from W. Bellvue to Disneyland Dr: Construct a new 8.5' x 6' DRCB parallel to the existing 12' x 6' RCB • Hampshire Ave. from Disneyland Dr. to Walnut St.- Construct a new 10.5' x 5' DRCB parallel to the existing 2 -8' x 5' RCB. • Walnut St. from Hampshire Ave. to Ball Road- Construct a new 9' x 6.5' DRCB parallel to the existing 6.75' x 10.5' RCB. • Ball Road from Walnut St. to ABC Channel- Construct a new 9' x 6.5' DRCB parallel to the existing 6.5' x 11' RCB. 29 7.4 Cost Estimates Summarized in Table 8 are the construction cost estimates by project location for Drainage Area 19. The cost estimates were prepared as discussed in Section 4.4. The detailed cost estimates for Drainage Area 19 can be found in Appendix E. Table 8 — Drainage Area 19 Cost Estimate (2008 Dollars) Drainage Street Type of Facility Size Estimated Cost Area 19 Harbor Blvd. Replacement 84" RCP $1,383,000 (from Santa Ana to per Alternative 3 South) 19 South St. Replacement 8.5'X8 RCB (from Harbor to Citron) per Alternative 3 $2,691,000 (from Citron to Bellvue) Replacement 12'X9.5' RCB per Alternative 3 19 Bellvue Dr. New Parallel per 10.5'X6' RCB $790,000 (from South to 1 -5) Alternative 3 19 CalTrans 1 -5 crossing New Parallel per 8.5'x 6' DRCB $1,702,000 (from Belvue to Alternative 3 Disneyland Dr.) 19 Hampshire Ave. New Parallel per 10.5'x 5' DRCB $3,380,000 (from Disneyland Dr to Alternative 3 Walnut) 19 Walnut St. New Parallel per 9'x 6.5' DRCB $894,000 (from Ball to Alternative 3 Hampshire) 19 Ball Rd. New Parallel per 9'x 6.5' DRCB $2,067,000 (from Walnut to ABC Alternative 3 Channel) 19 West St. New 39" RCP $302,000 (from Water to Santa Ana) 19 Janss St. New 39" RCP $330,000 (from Water to South) 19 Dickel /Hampshire New 39" RCP $328,000 (from Clementine to Harbor) TOTAL :� $13,867,000 30 7. Drainage Area 20 Drainage Area 20 drains approximately 815 acres and comprises of two general areas: a larger eastern portion and a smaller western portion. The large portion of the Drainage Area is located the east side of the I -5 Freeway and is generally bounded by State College Road on the east, Ball Road on the south, Harbor Blvd on the west and has a northern boundary that meanders along Vermont Avenue, South Street, East Street, and Broadway. Flow from this large eastern portion of the Drainage Area is carried westward across the 1 -5 Freeway via two underground conduits along Ball Road. The smaller portion of the Drainage Area west of the I -5 is generally bounded by the I -5 on the east, Disneyland Theme Park on the south, Walnut Street on the west and Ball Road on the north. Generally, water flows over land and then through pipes from east to west and discharges directly into the ABC Channel. 8.1 Hydrologic Analysis The hydrologic analysis was performed for Drainage Area 20 in accordance with the criteria outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage Area 20 can be found in Appendix D. The following table shows the flow rates at the outlet of the Drainage Area for 10 -, 25 -, and 100 -year storm events. Table 9 — Drainage Area 20 Summary of Hydrology Node Location Drainage Area 10 -Year Flow 25 -Year Flow 100 -Year Flow (ac) (cfs) (cfs) (cfs) 2015 Ball Road at Harbor 320 318 408 553 Blvd 2018 Harbor Blvd at Ball 443 356 464 634 Road 2016 Ball Road Downstream 778 652 847 1168 of 1 -5 2021 Ball Road at ABC 815 652 847 1168 Channel 8.2 Analysis of Existing Improvements The major storm drain in Drainage Area 20 runs along Ball Road and discharges directly into the ABC Channel. The storm drain varies from 36" RCP east of East St. to a double 7 x 7 RCB at the ABC Channel. Seven storm drain laterals feed into this storm drain within Drainage Area 20. The largest of these laterals is along Harbor Blvd, which consists of a 90" RCP and turns westerly at Ball Road and continues parallel to the storm drain in Ball Road until it crosses the I -5 Freeway and then confluences with the storm drain mainline. The confluence of these two storm drains is marked as node 2016 on the hydrology map. Table 9 above provides a summary of the drainage area and peak flows at this node. 31 The City's flooded width criteria are not satisfied along Ball Road, Harbor Blvd, Turin Avenue, Avocado St. and Norman Ave. The existing street flow hydraulic calculations for Drainage Area 20 can be found in Appendices A and B. 8.3 Proposed Improvements As discussed under Section 8.2, several streets in Drainage Area 20 do not meet the City's allowable flood width requirement. Several of these street segments currently have no underground storm drain improvements. This report recommends construction of new storm drain improvements to convey the full flow of the 10 year storm along the following street segments: • Install 450 Ft of 30" RCP in Elder St from Elm St to Santa Ana St • Install 1705 Ft of 48" RCP in Santa Ana St from Elder St to join existing storm drain at Haven Dr • Install 480 Ft of 42" RCP in South St from Elder St to join existing storm drain at Barrett St • Install 490 Ft of 36" RCP in Diana Ave from the cul -de -sac to Verde St • Install 800 Ft of 39" RCP in Verde St from Diana Ave to Tyrol Ave • Install 375 Ft of 39" RCP in Tyrol Ave from Verde St to Wayside St • Install 290 Ft of 39" RCP in Wayside St from Tyrol Ave to Vermont Ave • Install 1275 Ft of 39" RCP in Vermont Ave from Wayside St to Join existing storm drain at Avocado St • Install 585 Ft of 42" RCP in Norman Ave from McCloud St to Avocado St. • Install 435 Ft of 42" RCP in Avocado St from Norman Ave to Turin Ave • Install 850 Ft of 51" RCP in Turin Ave from Avocado to join the existing Storm Drain at the intersection of East St and Turin Ave. The remaining street segments that do not meet the flood width requirement currently have underground storm drains but do not have sufficient flow capacity. As shown in Appendix B, in order to meet the flood width criteria, it will be necessary to improve the storm drain capacity in Ball Road and Harbor Blvd. Alternatives 1 and 2 below provide the approximate sizes of conduits to replace or augment the flow capacity of each existing storm drain, respectively. Alternative 3 is a combination of Alternatives 1 and 2 where the smaller sized conduits are removed and replaced and the larger conduits are protected in place and augmented with new parallel conduits. 32 Drainage Area 20 Alternative Improvements: Alternative 1- • Ball Road from East St. to Olive St.- Replace existing 36" RCP and 48" RCP with 10'x4' RCB. • Ball Road from Olive St. to Ox Rd.- Replace existing 48 ", 51 ", 54 ", and 57" RCP lines with 10'x5.5' RCB from Olive St. to Ox Rd. • Ball Road from Ox Rd to ABC Channel- Replace existing 2 -7x7' and 2- 8'x6' -2" RCB with 2 -12.5' x 7' RCB. • East St from Turin Ave to Ball Rd- Replace existing 36" RCP with 10' x 4' RCB. • East St from Santa Ana St to South St- Replace existing 54" RCP with 72" RCP. • East St from South St to Vermont Ave- Replace existing 84" RCP with 102" RCP. • Vermont Ave from East St to Harbor Blvd- Replace existing 90" RCP with 9.5' x 9' RCB. • Harbor Blvd from Vermont Ave to Ball Rd- Replace existing 90" RCP with 10.5' x 8' RCB. Alternative 2- • Ball Road from East St. to Olive St.- Install new parallel 51" RCP. • Ball Road from Olive St. to Ox Rd- Install new parallel 96" RCP. • Ball Road from Ox Rd to ABC Channel- Install new parallel 12.5'x7' RCB. • East St from Turin Ave to Ball Rd- Install new parallel 72" RCP. • East St from Santa Ana St to South St- Install new parallel 60" RCP. • East St from South St to Vermont Ave- Install new parallel 102" RCP. • Vermont Ave from East St to Harbor Blvd- Install new parallel 93" RCP. • Harbor Blvd from Vermont Ave to Ball Rd- Install new parallel 96" RCP. Alternative 3 (Recommended) - • Ball Road from East St. to Olive St.- Replace existing 36" RCP and 48" RCP with 10'x4' RCB. • Ball Road from Olive St. to Ox Rd.- Replace existing 48 ", 51 ", 54 ", and 57" RCP lines with 10'x5.5' RCB from Olive St. to Ox Rd. • Ball Road from Ox Rd to ABC Channel- Install new parallel 12.5'x7' RCB. • East St from Turin Ave to Ball Rd- Replace existing 36" RCP with 10' x 4' RCB. • East St from Santa Ana St to South St- Replace existing 54" RCP with 72" RCP. 33 • East St from South St to Vermont Ave- Replace existing 84" RCP with 102" RCP. • Vermont Ave from East St to Harbor Blvd- Replace existing 90" RCP with 9.5'x 9' RCB. Harbor Blvd from Vermont Ave to Ball Rd- Replace existing 90" RCP with 10.5' x 8' RCB. In order to minimize the size of the storm drain improvements in Ball Road., this report also recommends the City consider constructing a retarding basin within Traveler's World RV Park located at 333 W. Ball Road. Refer to Section 3.2 for more information. 34 8.4 Cost Estimates Summarized in Table 10 are the construction cost estimates by project location for Drainage Area 20. The cost estimates were prepared as discussed in Section 4.4. The detailed cost estimates for Drainage Area 20 can be found in Appendix E. Table 10 — Drainage Area 20 Cost Estimate (2008 Dollars) Drainage Street Type of Facility Size Estimated Area Cost 20 Norman Ave /Avocado St New 42" RCP $428,000 (from Turin Ave to McCloud St) 20 Turin Ave. New 51" RCP $395,000 (from Avocado to East) 20 East St. Replacement per 10'X4' RCB $1,408,000 (from Turin to Ball) Alternative 3 20 East St. (Santa Ana to South) Replacement per 72" RCP Alternative 3 $2,924,000 (South to Vermont) Replacement per 102" RCP Alternative 3 20 Harbor Blvd. Replacement per 10.5'X8' RCB $2,129,000 (from Vermont to Ball) Alternative 3 20 Ball Road (East St to Olive St) Replacement per 10'X4' RCB Alternative 3 $8,256,000 (East St to Ox St) Replacement per 10'X5.5' RCB Alternative 3 20 Ball Road (Ox St. to ABC New Parallel per 12.5'X7' RCB $4,806,000 Channel) Alternative 3 20 Santa Ana St (Haven Dr to Elder New 48" RCP $715,000 St) 20 South (Elder St to Barrett St) New 42" RCP $222,000 20 Diana Ave (Cul -de -sac to Verde) New 36" RCP $705,000 Verde St/ Tyrol Ave/ Wayside St New 39" RCP 20 Vermont Ave (from Wayside to New 39" RCP $491,000 Avocado St.) 20 Vermont Ave (from East St to Replacement per 9.5'X9' RCB $8,283,000 Harbor Blvd) Alternative 3 20 Elder St (Between Elm St and New 30" RCP $190,000 Santa Ana St) TOTAL $30,952,000 35 8. Drainaqe Area 21 Drainage Area 21 drains approximately 305 acres, and is generally bounded by Ball Road on the north, Harbor Blvd and Walnut Street on the east, Katella Avenue on the south and ABC Channel on the west. Generally, water flows over land and then through pipes from east to west and discharges directly into the ABC Channel. 9.1 Hydrologic Analysis The hydrologic analysis was performed for Drainage Area 21 in accordance with the criteria outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage Area 21 can be found in Appendix D. The following table shows the flow rates at the outlet of the Drainage Area for 10 -, 25 -, and 100 -year storm events. Table 11 — Drainage Area 21 Summary of Hydrology Node Location Drainage 10 -Year Flow 25 -Year Flow 100 -Year Flow Area (ac) (cfs) (cfs) (cfs) 21023 ABC Channel at Cerritos 63.8 81 100 132 21024.5 ABC Channel Downstream 132 167 206 271 of Cerritos Ave (Ninth) 21037 ABC Channel at Castle Ave 36 43 53 69 and Hampstead St 21057 ABC Channel at Calle De 58 69 86 113 Las Estrellas 21065 ABC Channel at Kimberly 7 11 13 17 Ave 21069 ABC Channel Upstream of 6 11 13 17 Katella Ave 21075 ABC Channel Downstream 2 3 4 5 of Katella Ave :1 9.2 Analysis of Existing Improvements Presently the major storm drain in Drainage Area 21 is a 72" RCP and a 48" RCP along Cerritos Ave that both discharge directly into the ABC Channel. The main tributary lateral to this line is a 72" RCP in Walnut Avenue. A 42" RCP in Magic Way discharges into the Walnut Ave storm drain. The City's flooded width criteria is not satisfied along Cerritos Ave between the ABC Channel and Walnut Ave, along Walnut Ave between Cerritos Ave and Magic Way, along Magic Way between Walnut Ave and Disneyland Dr. and along Calle De Las Estrellas between Ninth St and Hampstead St. 0 The existing street flow hydraulic calculations for Drainage Area 21 can be found in Appendices A and B. 9.3 Proposed Improvements As discussed under Section 9.2, several streets in Drainage Area 21 do not meet the City's allowable flood width requirement. This report recommends construction of new storm drain improvements to convey the full flow of the 10 year storm along the following street segment: • Install 250 Ft of 36" RCP in Calle De Las Estrellas from Ninth St up to Hampstead St. This line would tie into the existing 42" RCP at Ninth St. The pipe diameter for the recommended storm drain lines is designed to carry the full calculated 10 year flow. The remaining street segments that do not meet the flood width requirement currently have underground storm drains but do not have sufficient flow capacity. As shown in Appendix B, in order to meet the flooded width criteria, it will be necessary to increase the storm drain pipe sizes in Cerritos Avenue between the ABC Channel and Walnut Avenue, in Walnut Avenue between Cerritos Avenue and Magic Way, and in Magic Way between Walnut Avenue and Disneyland Drive. Alternatives 1 and 2 below provide the approximate sizes of conduits to replace or augment the each existing storm drain capacity, respectively. Drainage Area 21 Alternative Improvements: Alternative 1 (Recommended) - This Alternative calls for: • Replacing the existing 48" RCP in Cerritos Avenue between ABC Channel and Walnut Avenue with a new 7'x4' RCB. • Replacing the existing 72" RCP in Walnut Avenue between Cerritos Avenue and Magic Way with a new 81" RCP. • Replacing the existing 48" RCP in Magic Way between Walnut Avenue and Disneyland Drive with a new 78" RCP. • Replacing the existing 18" in Laster Ave. between the end of the cul -de -sac on Laster Ave. and the ABC Channel with a new 21" RCP. Alternative 2- This Alternative calls for: • Constructing a 66" RCP parallel to the existing 48" RCP in Cerritos Avenue between ABC Channel and Walnut Avenue. Constructing a 45" RCP parallel to the existing 72" RCP in Walnut Avenue between Cerritos Avenue and Magic Way. • Constructing a 69" RCP parallel to the existing 48" RCP in Magic Way between Walnut Avenue and Disneyland Drive. 37 • Constructing a 12" RCP parallel to the existing 18" RCP in Laster Ave. between the end of the cul -de -sac on Laster Ave. and the ABC Channel. In order to determine the full cost of Alternative 2, it will be necessary to perform detailed analysis of its impact on the existing utilities. Since that level of analysis is beyond the scope of this report, it is recommended to use Alternative 1 for budgeting purposes. However, during final design, it is recommended to analyze the feasibility of constructing the parallel storm drains in Alternative 2. 9.4 Cost Estimates Summarized in Table 12 are the construction cost estimates by project location for Drainage Area 21. The cost estimates were prepared as discussed in Section 4.4. The detailed cost estimates for Drainage Area 21 can be found in Appendix E. Table 12 — Drainage Area 21 Cost Estimate (2008 Dollars) Drainage Street Type of Facility Size Estimated Area Cost 21 Calle de las Estrellas New 36" RCP $142,000 (from Ninth to Hampstead) 21 Magic Replacement per 78" RCP $928,000 (from Walnut to Disneyland) Alternative 1 21 Walnut Replacement per 81" RCP $652,000 (from Magic to Cerritos) Alternative 1 21 Cerritos Replacement per 7'X4' RCB $846,000 (from Walnut to ABC Channel) Alternative 1 21 Laster Replacement per 21" RCP $109,000 (from west end cul -de -sac to ABC Alternative 1 Channel) TOTAL $2,677,000 9. Drainage Area 22 Drainage Area 22 drains approximately 940 acres, and is generally bounded by Ball Road and Cerritos Avenue on the north, Lewis Street and the Union Pacific Railroad easement on the east, Katella Avenue on the south, and Ninth Street and Walnut Street on the west. Generally, water flows over land and then through pipes from east to west and drains into the double 8' x 8.5' RCB storm drain in Katella Avenue. 10.1 Hydrologic Analysis The hydrologic analysis was performed for Drainage Area 22 in accordance with the criteria outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage Area 22 can be found in Appendix D. The following table shows the flow rates at the outlet of the Drainage Area for 10 -, 25 -, and 100 -year storm events. Table 13 — Drainage Area 22 Summary of Hydrology Node Location Drainage Area (ac) 10 -Year Flow (cfs) 25 -Year Flow (cfs) 100 -Year Flow (cfs) 2294 Katella Ave (at Ninth St) 940 883 1107 1404 10.2 Analysis of Existing Improvements Presently, the major storm drain system in drainage area 22 consists of a 51" RCP originating at Allec St. on Cerritos Ave. running west to Anaheim Blvd, where the stream turns south in a 60" RCP line to Katella Ave. The line crosses under interstate 5 as a private Caltrans line for this portion of the run. The drain turns west and runs along the northerly side of Katella Ave to harbor where 2 parallel 63" RCP and 72" RCP lines confluence with the main storm drain line on northerly side of Katella. The main line becomes a 12'x7 RCB continuing to the west. Along the way, a 66" RCP cross - connector diverts some of the flow from the northerly line to a line running along the southerly side of Katella (to be described shortly), two laterals from Disneyland (66" RCP and a 36" RCP) join the main northerly line, and another two parallel lines (48" RCP and 42" RCP) transition together just before confluencing with the main northerly line at Disneyland Drive. The main line continues past Disneyland Drive to the west in a 12.5'x7.5' RCB to a point just east of Walnut St where it confluences with the southerly Katella storm drain line. The City's flooded width criteria are not satisfied along Allec St. from Cerritos Ave to approximately 2,100 feet upstream, along Palais Road and Claudina, Guinida Lane, Winston Road, Palm St., Anaheim Blvd at the I -5, Manchester Ave between Harbor and 1 -5, Katella Ave between Harbor and Ninth, and Walnut St. The existing street flow hydraulic calculations for Drainage Area 22 can be found in Appendices A and B. 39 10.3 Proposed Improvements As discussed under Section 10.2, several streets in Drainage Area 22 do not meet the City's allowable flood width requirement. This report recommends construction of new storm drain improvements to convey the full flow of the 10 year storm along the following street segments: • Install 1425 Ft of 51" RCP in Allec St from Cerritos Ave. to the north • Install 590 FT of 39" RCP in Allec St from the end of the 51" RCP to the north. • Install 925 Ft of 42" RCP in Claudina from Palais Rd. to the northwest. • Install 675 Ft of 45" RCP in Palais Rd from Anaheim Blvd to Claudina • Install 250 Ft of 39" RCP in Palm St from the existing 36" RCP to Winston Rd • Install 600 Ft of 39" RCP in Winston Rd from Palm St to Claremont St. • Install 925 Ft of 39" RCP in Guinida Lane from Palm St to the east. The pipe diameters for these recommended storm drain lines are designed to carry the full calculated 10 year flow. The remaining street segments that do not meet the flood width requirement currently have underground storm drains but do not have sufficient flow capacity. As shown in Appendix B, in order to meet the flood width criteria, it will be necessary to improve the storm drain capacity in Cerritos Ave., Katella Ave., Anaheim Blvd, Manchester Ave, Walnut St., and Ninth St. Alternatives 1 and 2 below provide the approximate sizes of conduits to replace or augment the each existing storm drain capacity, respectively. Alternative 3 is a combination of Alternatives 1 and 2 where the smaller sized conduits are removed and replaced and the larger conduits are protected in place and augmented with new parallel conduits. Drainage Area 22 Alternative Improvements: Alternative 1- This Alternative calls for: • Replacing the existing 42" to 51" RCP in Cerritos Ave with a 60" RCP from Anaheim to Allec. • Replacing the existing 36" RCP in Manchester Ave with a 42" RCP from Harbor to Interstate 5 Freeway. • Replacing the existing 2 -6' x 5' RCB in Anaheim Blvd with a 2 -7'x5' RCB from Disney Way to Anaheim Way. • Replacing the existing 63" RCP in Anaheim with a 8' x 5' RCB from Katella to Disney Way. • Replacing the existing 42" RCP in Walnut St with a 48" RCP from Katella to Kimberly. 40 • Replacing the existing 63" & 60" RCP on the northerly side of Katella with 10' x 5' RCB between Anaheim and Harbor. • Replacing the 12'x7' RCB on the northerly side of Katella with 2- 8.5'X7' RCB from Harbor to halfway between Harbor and Disneyland. • Replacing the existing 10'x4' TRCB just upstream of Walnut on Katella with a 10.5'x4' pentuple (5) RCB squash box. • Replacing the existing 12.5' x 7.5' RCB on the northerly side of Katella with 2 -10.5' x 7.5' RCB halfway between Harbor and Disneyland to Walnut. • Replacing the existing 2- 8' x 8.5' RCB on Katella with 2- 12'X8.5 RCB between Walnut and Ninth and replacing the 96" RCP connector to the ABC Charmel with a 9.5'x8' TRCB. • Replacing the existing 27" RCP with a 30" RCP on Ninth St from Katella to Holgate. Alternative 2- This Alternative calls for: • Constructing a 39" RCP parallel to the existing 51" RCP in Cerritos Ave from Anaheim to Allec. • Constructing a 27" RCP parallel to the existing 36" RCP in Manchester Ave from Harbor to Interstate 5 Freeway. • Constructing a 3'x5' RCB parallel to the existing 2 -6' x 5' DRCB in Anaheim Blvd from Disney Way to Anaheim Way. • Constructing a 66" RCP in Anaheim parallel to the existing 63" RCP from Katella to Disney Way.. • Constructing a 30" RCP parallel to the existing 42" RCP in Walnut St from Katella to Kimberly. • Constructing a 78" RCP parallel to the existing 63" and 60" RCP respectively on the northerly side of Katella between Anaheim and Harbor. • Constructing a 5'X7' RCB parallel to the existing 12'x7' RCB on the northerly side of Katella from Harbor to halfway between Harbor and Disneyland. • Constructing a 8'X7' RCB parallel to the existing 12.5' x 7.5' RCB on the northerly side of Katella halfway between Harbor and Disneyland to Walnut. • Constructing a 11'x4' DRCB squash box parallel to the existing 10'x4' TRCB just upstream of Walnut on Katella. • Constructing a 10'X8.5' RCB parallel to the existing 2- 8'x8.5' RCB on Katella from Bayless to Walnut. • Replace the existing 96" RCP with a 9.5'x8' TRCB, connecting both the existing 8'x8.5' DRCB and the proposed 10'x8.5'RCB together, routing the combined flow into the ABC Channel. • Constructing a 12" RCB parallel to the existing 27" RCP on Ninth St from Katella to Holgate. 41 Alternative 3 (Recommended) - This Alternative calls for: • Replacing the existing 42" to 51" RCP in Cerritos Ave with a 60" RCP from Anaheim to Allec. • Replacing the existing 36" RCP in Manchester Ave with a 42" RCP from Harbor to Interstate 5 Freeway.. • Constructing a 3'x5' RCB parallel to the existing 2 -6' x 5' DRCB in Anaheim Blvd from Disney Way to Anaheim Way. • Replacing the existing 63" RCP in Anaheim with a new 8' x 5' RCB from Katella to Disney Way.. • Replacing the existing 42" RCP in Walnut St with a 48" RCP from Katella to Kimberly. • Replacing the existing 63" & 60" RCP on the northerly side of Katella with 10' x 5' RCB between Anaheim and Harbor. • Constructing a 5'X7' RCB parallel to the existing 12'xT RCB on the northerly side of Katella from Harbor to halfway between Harbor and Disneyland. • Constructing a 8'X7' RCB parallel to the existing 12.5' x 7.5' RCB on the northerly side of Katella halfway between Harbor and Disneyland to Walnut. • Constructing a 11'x4' DRCB squash box parallel to the existing 10'x4' TRCB just upstream of Walnut on Katella. • Constructing a 10'X8.5' RCB parallel to the existing 2- 8'x8.5' RCB on Katella from Ninth to Walnut. • Replace the existing 96" RCP with a 9.5'x8' TRCB, connecting both the existing 8'x8.5' DRCB and the proposed 10'x8.5'RCB together, routing the combined flow into the ABC Channel. • Replacing the existing 27" RCP with a 30" RCP on Ninth St from Katella to Holgate. On Katella Avenue at Ninth St, there is an existing inverted siphon that passes underneath a 24" sewer line that will require a more detailed analysis during the final design. In order to minimize the size of the storm drain improvements in Katella Ave., this report also recommends the City consider constructing a retarding basin within one or both of the following sites: 1. The north portion of the parking lot on the south side of Katella Ave between S. Harbor Blvd and S. Haster St. 2. The existing commercial lot at the northeast corner of the intersection of East Katella Ave and South Haster St. Refer to Section 3.2 for more information. 42 10.4 Cost Estimates Summarized in Table 14 are the construction cost estimates by project location for Drainage Area 22. The cost estimates were prepared as discussed in Section 4.4. The detailed cost estimates for Drainage Area 22 can be found in Appendix E. 43 Table 14 — Drainage Area 22 Cost Estimate (2008 Dollars) Drainage Street Type of Facility Size Estimated Area Cost 22 Allec St New 51 " RCP (from Cerritos to 1425' N/0 Cerritos) $835,000 (from 1425' N/0 Cerritos to 2015'N/0 New 39" RCP Cerritos) 22 Palais Rd New 45" RCP $316,000 (from Anaheim to Claudina) 22 Claudina St New 42" RCP $384,000 (from 925' N/0 Palais to Palais) 22 Guinida Ln New 39" RCP $371,000 (between Palm & Iris) 22 Palm St New 39" RCP $145,000 (from Winston to 250' N/0 Winston) 22 Winston Rd New 39" RCP $265,000 (from Palm to Claremont) 22 Cerritos Ave Replacement per 60" RCP $1,052,000 (from Anaheim to Allec) Alternative 3 Anaheim Blvd New per Alternative 3 3'X5' RCB (Disney Way to Anaheim Way) 22 $1,208,000 (Katella to Disney Way) New per Alternative 3 8'X5' RCB 22 Manchester Ave Replacement per 42" RCP $343,000 (from Harbor to 5 -Fwy) Alternative 3 22 Walnut St Replacement per 48" RCP $460,000 (from Katella to Kimberly) Alternative 3 22 Ninth St Replacement per 30" RCP $143,000 (between Katella and Holgate) Alternative 3 22 Katella Ave Replacement per 9.5'X8' TRCB (from ABC to Bayless) Alternative 3 (from Bayless to Walnut) New per Alternative 3 10'X8.5' RCB (Squash box upstream of Walnut) New per Alternative 3 11'X4' DRCB (North side from Walnut to Midway New per Alternative 3 8'X7' RCB between Disneyland Dr and Harbor) (North side from midway between New per Alternative 3 5'X7' RCB Disneyland Dr and Harbor to Harbor) (North side from Anaheim to Harbor) Replacement per 10'X5' RCB Alternative 3 $7,859,000 TOTAL $13, 381, 000 44 10. Drainage Area 23 Drainage Area 23 drains approximately 266 acres, and is generally bounded by West Street and Jacalene Lane on the east, the City of Garden Grove on the south, Euclid Street on the west, and Katella Avenue on the north. Generally, runoff from 72% of Drainage Area 23 flows over land and then eventually captured into the main storm drain pipe on Orangewood Avenue. This pipe flow continues to travel from east to west. It turns north on Euclid Street and eventually discharges into the ABC Channel. Runoff from Stoddard Park is collected at a sump inlet within the Park and is pumped directly into the ABC Channel, without impacting runoff on any of the City streets. Runoff from a small portion (8 %) of Drainage Area 23, immediately west of Stoddard Park, sheet flows to inlets at the intersection of Eileen Drive and Flippen Way, and drains directly into the ABC Channel. The east portion of Drainage Area 23 located east of Jannette Lane surface drains southerly via Jacalene Lane across the city boundary and into the City of Garden Grove. Lastly, the remaining south portion of Drainage Area 23, located south of Orangewood Avenue, surface drains across the city boundary and into the City of Garden Grove. However, the city boundary encloses this area from the West, South, and East. Runoff on Cindy Lane and Ord Way floes toward the west boundary, turns south on Euclid Street and flows across the city boundary approximately 100 feet south of Ord Way. Runoff on Della Lane, Loara Street, and Waverly Way flows across the city boundary to the South. Finally, surface flow from Atlanta Street travels south and turns east on Ord Way and flows across the city boundary to the East and into the City of Garden Grove. 11.1 Hydrologic Analysis The hydrologic analysis was performed for Drainage Area 23 in accordance with the criteria outlined in Chapter 3 and can be found in Appendix C. The hydrology map for Drainage Area 23 can be found in Appendix D. The following table shows the flow rates at the outlet of the Drainage Area for 10 -, 25 -, and 100 -year storm events. 45 Table 15 — Drainage Area 23 Summary of Hydrology Node Location Drainage 10 -Year Flow 25 -Year Flow 100 -Year Area (ac) (cfs) (cfs) Flow (cfs) 2307 Jacalene Lane at 35 44 54 71 City Boundary 2383 Waverly Way at 4 7 9 11 City Boundary 2388 Ord Way at City 8 11 14 18 Boundary 2389.3 Loara St at City 9 11 14 18 Boundary 2390.4 Della Lane at City 9 13 16 21 Boundary 2391.6 Euclid St at City 19 22 27 36 Boundary 2373 Flippen Dr at ABC 18 28 35 45 Channel 2359 Euclid St at ABC 164 146 185 248 Channel 11.2 Analysis of Existing Improvements Presently the major storm drain in Drainage Area 23 runs along Euclid St to Orangewood Avenue, and along Orangewood Avenue to Ninth St. The City's flooded width criteria are not satisfied along Wakefield Avenue from Gail Lane to Jannette Lane, Gail Lane from Wakefield to Orangewood Avenue, Orangewood Avenue from Gail Lane to Ninth Street and from Eileen Drive to Euclid Steet, and lastly Euclid Street from Cindy Lane to the southern city boundary near Ord Way. The existing street flow hydraulic calculations for Drainage Area 23 can be found in Appendices A and B. 11.3 Proposed Improvements As discussed under Section 11.2, several streets in Drainage Area 23 do not meet the City's allowable flood width requirement. This report recommends constructing the following storm drain improvements to convey the full flow of the 10 year storm along the following street segments: • Install 870 Ft of 51" RCP in Wakefield Ave from Janette Lane to S. Gail Lane and in S. Gail Lane from Wakefield Ave to Orangewood Ave • Install 210 Ft of 54" RCP in Orangewood Ave from S. Gail Lane to Ninth St. • Install 870 Ft of 33" RCP in Euclid Street from Cindy Lane to the southern most city boundary (near Ord Way). The adjacent City of Garden Grove has a proposed 39" 46 RCP to be installed beginning at this same (city boundary) location to carry the flow further south along Euclid St. It is recommended that this 33 "RCP be installed concurrently, and be tied into the City of Garden Grove's 39" RCP. As shown in Appendix B, in order to meet the flood width criteria, it will be necessary to improve the storm drain capacity in Orangewood Ave between Euclid St and Ninth St. Alternatives 1 and 2 below provide the approximate sizes of conduits to replace or augment the existing storm drain capacity in Orangewood Ave., respectively. Drainage Area 23 Alternative Improvements: Alternative 1 (Recommended) - This Alternative calls for: • Replacing the existing 72" RCP in Orangewood Ave from Eileen Dr to Euclid St. • Replace the existing 72" RCP in Euclid St. with a new 96" RCP from Orangewood Ave to the ABC Channel. • Construct 2- 9'x3' RCB squash boxes in parallel with the existing 10'x3' RCB at the corner of Orangewood and Euclid. • Construct 2- 9'x3' RCB squash boxes in parallel with the existing 10'x3' RCB in Euclid just upstream of the ABC Channel. Alternative 2- This Alternative calls for: • Constructing a 75" RCP parallel to the existing 72" RCP in Orangewood Ave from Eileen Dr to Euclid St. • Constructing a 75" RCP parallel to the existing 72" RCP in Euclid St from Orangewood Ave to the ABC Channel. • Construct 2- 9'x3' RCB squash boxes in parallel with the existing 10'x3' RCB at the corner of Orangewood and Euclid. • Construct 2- 9'x3' RCB squash boxes in parallel with the existing 10'x3' RCB in Euclid just upstream of the ABC Channel. In order to determine the full cost of Alternative 2, it will be necessary to perform detailed analysis of its impact on the existing utilities. Since that level of analysis is beyond the scope of this report, it is recommended to use Alternative 1 for budgeting purposes. However, during final design, it is recommended to analyze the feasibility of constructing the parallel storm drains in Alternative 2. 47 11.4 Cost Estimates Summarized in Table 16 are the construction cost estimates by project location for Drainage Area 23. The cost estimates were prepared as discussed in Section 4.4. The detailed cost estimates for Drainage Area 23 can be found in Appendix E. Table 16 — Drainage Area 23 Cost Estimate (2008 Dollars) Drainage Street Type of Facility Size Estimated Area Cost 23 Wakefield Ave New 51" RCP $402,000 (from Gail to Janette) 23 Gail Ln New 51" RCP $5151000 (from Orangewood to Wakefield) 23 Orangewood Ave New 54" RCP $151,000 (from Ninth to Gail) 23 Orangewood Ave Replacement per 96" RCP $1,431,000 (from Eileen to Euclid) Alternative 1 23 Euclid St New 33" RCP $323,000 (from Cindy to city boundary near Ord Way) 23 Euclid St Replacement per 96" RCP w/ 2 -9'X3' $707,000 (from Orangewood to Alternative 1 RCB Squash Boxes ABC Channel) TOTAL $3,529,000 48 11. Storm Drain Impact and Improvement Fee To finance storm drain improvements and to mitigate the flooding and storm drainage impacts caused by new development and /or by additions and expansions to existing development within the South Central City Area of the City of Anaheim, the City Council previously adopted an ordinance and storm drain impact fee. The ordinance for storm drainage impact and improvement fee for the South Central Area can be found under Chapter 10.14 of the Anaheim Municipal Code. The storm drain impact fees for the South Central Area can be obtained from the current Fee Schedule of the City of Anaheim Department of Public Works. A portion of the ABC Channel Tributary Area is within the South Central Area and the storm drain impact and improvement fee will be used to finance the improvements for this area which includes Drainage Areas 14 and 19 through 23. Table 17 provides a total summary cost estimate for these Drainage Areas, as well as Drainage Areas 4 and 12, which are outside the boundaries of the South Central Area. Table 17 - Cost Summary of Storm Drainage in ABC Channel Tributary Area (2008 Dollars) Drainage Area 4 $3,807,000 Drainage Area 12 $16,357,000 Drainage Area 14 $6,723,000 Drainage Area 19 $13,867,000 Drainage Area 20 $30,952,000 Drainage Area 21 $2,677,000 Drainage Area 22 $13,381,000 Drainage Area 23 $3,529,000 TOTAL (ABC Channel Area) _ $91,293,000 49