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Home My WebLink AboutProject Report for San Sevaine Channel 1 PROJECT REPORT FOR SAN SEVAINE CHANNEL �. (FROM SAN BERNARDINO COUNTY LINE TO FOO'I'IBLL BOULEVARD) SAN BERNARDINO COUNTY, CALIFORNIA l Irr / N aro z� GL I I ,� ✓1✓ gay vais r.e OUR JOB NO. 86325.1 �• RSA �. APRIL 1990 C O N S U L T I N G C I V I L E N G I N E E R S A N D L A N D S U R V E Y O R S as Corporate Office • 17782 Sky Park Blvd. • Irvine, California 92714 • 714/261-2222 ma we , , PROJECI` REPORT FOR SAN SEVAINE CHANNEL (FROM SAN BERNARDINO COUNTY LINE TO FOOTHILL BOULEVARD) ----- SAN BERNARDINO COUNTY, CALIFO , LI 12261 ' ■ p, 'N ■ * rn Project Manager ‘ ,.\v/ . / / \ <1,.cr rli. R. R. Schmid, RCE oyz ,--- .... ( ,.„ --2 Project Engineers `.47.r- (‘6-Cs, No 12550 J. . Natsuhara, RCE \\I!‘j-74,4",_.---0C-FIV .4c Exp 3 31 _.. -'' „, vs3 , ., 4 F, / ..., . „ ' \ - ‘ciebyiK 6,& . 1 , c ,..... : , ,,,o 35715 . 1, ' EXP 9/i4 /9/ 1:), ' W.F. Young, RCE ‘\ / \ civil ,, M.H. Seits, RCE 0 ii of ESS/0 -- ;.., 'vl 0 0„.90( ■ I . seii‘s, et, 0 u) _ a .k. 41103 Z z tic a if cn rrl 1 z = i 0 _ u) April, 1990 EXP. 3-3 */ 2 < '-/ N - , _I - § '''' ■ '' ,,(42 F C WiS> 86325.1 RSA 04-90 TABLE OF CONTENTS Chapter Title Page No. 1. Summary 1 2. Introduction 4 3. History/Background 8 4. Discussion of Alternatives 10 5. General Discussion 13 5.1. Criteria 13 5.2. Hydrology 13 5.3. Local Drainage 15 5.4. Hydraulics 15 5.5. Water Conservation 17 5.6. Geotechnical Investigations 18 5.7. Alignment & Rights -of -Way 18 5.8. Utilities 19 5.9. Land Use 19 6. Agreements, Permits & Approvals 20 7. Environmental Considerations 22 8. Preliminary Cost Estimate 23 9. Financing 25 10. Operation and Maintenance 27 11. Surveys 28 12. Specifications 29 0 13. Scheduling 30 14. Conclusions/Recommendations 31 z z 0 2 J .w` J_ 86325.1 RSA 04-90 TABLE OF CONTENTS Lin OF FIGURES Figure No. Title 2.1 Vicinity Map 2.2 San Sevaine Channel Drainage Plan 3.1 1969 Flood Overflow Map 4.1 San Sevaine Channel Recommended Design Discharges • 0 0 0 2 .71 86325.1 RSA 04-90 TABLE OF CONTENTS LIST OF APPENDICES Appendix Title A Photo Log B Preliminary Plan & Profile C Preliminary Cost Estimates TECHNICAL APPENDIX (under separate cover) U Z Z O J J 86325.1 RSA 04-90 1. SUMMARY This report is a supplement to the "Report on the Day, Etiwanda and San Sevaine Creeks Drainage Plan" by Bill Mann & Associates, dated March 1983, referred to hereafter as the Bill Mann Plan. The supplemental report focuses on a specific reach of San Sevaine Channel from the San Bernardino /Riverside County line to Foothill Boulevard. Proposed modifications to the Bill Mann Plan include an additional detention basin, rectantular channel sections in lieu of trapezoidal, and a reach of double reinforced concrete box. The basic concept of the Bill Mann Plan remains intact. The objectives of this report are: 1. Develop and analyze the addition of another detention basin to the Bill Mann Plan. 2. Provide a document for communication and coordination with public and private agencies. 3. Provide preliminary plan and profile sheets for the San Sevaine Channel from the San Bernardino/Riverside County line to Foothill Boulevard. The Upper Etiwanda Creek/San Sevaine Channel system within San Bernardino County has a drainage area of approximately 51 square miles. During the 1969 flood event, storm runoff generated from the watershed overflowed the existing earthen channel. Though improvements to the system were made, much of the channel system remains inadequate to 0 contain a major storm event. U 0, Over fifteen alternative channel/basin scenarios were considered in this this study. The final scenario presented in this report contain these o components: a J 86325.1 RSA 04-90 1 • Etiwanda Creek flows in excess of 4600 cfs at Summit Avenue will be diverted to San Sevaine Basin 4/5; • Victoria Basin is not considered for flood control benefit within the Upper Etiwanda/San Sevaine system; • Foothill Basin is added to attenuate peak discharges downstream of Foothill Boulevard; • Hickory Basin will attenuate peak flows from West Fontana Channel; • Banana Basin may be used in lieu of Hickory Basin; • Jurupa Basin will reduce 100 -year peak at County line to 12300 cfs. The San Bernardino County Flood Control District Hydrology Manual published in 1986 was used for hydrologic procedures. Unit hydrograph and basin routing models were based on 100 -year return frequency applying AMC III. U.S. Army Corps of Engineers and Los Angeles County Flood Control District design manuals were used as guidelines for preliminary hydraulic design. Regime of flow is supercritical with Froude numbers ranging from 1.7 to 2.4. Cross waves, appropriate Mannings' "n" value, and freeboard . \ requirements were considered in the analysis. Air entrainment, bulking 0 and sediment transport were considered to be insignificant factors an were, therefore, not included. N 0 V z Concurrent studies by other agencies may require minor geometric o modifications to the channel. Since these studies are not final, this report `) was based on the approved Bill Mann Plan. 86325.1 RSA 04 -90 2 A drainage fee program has been adopted by the County of San Bernardino and the Cities of Rancho Cucamonga and Fontana. The program will ensure an equitable fair share is apportioned to all property owners benefitting from construction of the channel improvements. Scheduling of channel improvements may proceed but must be controlled so that increased flooding does not occur on any properties due to the improvements. It is concluded that the addition of the Foothill Basin and construction of the box facility does not significantly affect the overall cost nor the basic concept associated with the Bill Mann Plan. It is recommended that this report be adopted as part of the Master Plan for the Upper Etiwanda/San Sevaine channel system and Foothill Basin be a permanent detention basin facility. The estimated cost of the project from the County line to Foothill Boulevard is $40,000,000. 0 0 ® Z Z 0 2 4 JJ_ 86325.1 RSA 04-90 3 2. INTRODUCTION This report for the Upper Etiwanda Creek and San Sevaine Channel is intended as a supplement to the study entitled "Report on the Day, Etiwanda and San Sevaine Creeks Drainage Plan" by Bill Mann & Associates, March 1983 (hereafter referred to as the Bill Mann Plan). The basic concept of the Bill Mann Plan is augmented by the addition of another detention basin and use of a rectangular channel section as the basic geometric conveyance facility. A reach of reinforced concrete box has also been proposed by one development (namely the Inland Empire Commerce Center by Kaiser/Lusk Company). The Upper Etiwanda Creek and San Sevaine Channel watershed has a drainage area of 51 square miles within San Bernardino County (see Figure 2.1). The channel extends northerly from its outlet at the Santa Ana River in Riverside County to the peaks of the San Gabriel Mountains in San Bernardino County (see Figure 2.2). The channel system services the Cities of Fontana and Rancho Cucamonga in San Bernardino County, as well as unincorporated areas of both Riverside and San Bernardino Counties. The main focus of this report is on the reach of the San Sevaine Channel from the San Bernardino/ Riverside County line to Foothill Boulevard. The objectives of this report are: 1. Develop and analyze the addition of another detention basin to the Bill Mann Plan. 2. Provide a document for communication and coordination with public and private agencies. 3. Provide preliminary plan and profile sheets for the San = Sevaine Channel from the San Bernardino/Riverside County cn line to Foothill Boulevard. 2 86325.1 RSA 04-90 4 S 3F RJ\J' \RDJNO r Ti PROJECT 15 SITE ONTARJO so MINI r�J PSIDE rJ� 11 SCALE N/A W WILLIAMSON %SCHMID DRAWN BY AT VICINITY MAP SURVEYED BY 17782 SKY PARK BOULEVARD CHECKED BY IRVINE, CALIFORNIA 92714 (714) 261-2222 FIELD BOOK FIGURE 2.1 DATE APPROVED BY JOB NO. 86321.5 ,. _� 1 CIF �r. L £7 'c . ! '' • �� .I 1. . ▪ � h � ' • = .:. .:, _ '� uoQI!IYdlo�9,� _ 1 OI' 6 1 - " • - .. C c li ,£•� `_ � v $ \ �• I � - _ :a • • '..,•, 1 }� S' >, 9 ' a r s \ 1 , � °, ° o ' er '' - :r.•'-'111,1: i •' y \ . \ I ,. 2 I Y n --. 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' r7 'r : J *,mot, � , l'r, t , .,, ; � .r,'• ;r 7 �d;d , � ; f `i ce Ilw I � % r C r /' r ' \ I • T � M I • �, fV11�, f P � '" '�.) , i • • g,, ,v i.., ' , ,_ ! _ ',- -, ( ,, ,, ' \•1� t' r, r . , ' `, , a P 1 r t �[.5. , aq IC T r / ( � ) -- ' ,. t r � • 1 ' r 1„' r 1 `� c ' „' r \ e / }, t � • r. � inc •vr , I ,• / �• ? .17=7,...f--. �:, r (� / f , lr � 1 a, y � ,l� �, _ . t�ti'� l/ "w� , •r r r /` �, • ' 1 l • �-” ( , � • �', inc. • 1 � � i 1 " ♦ r • r / , ^ E w w,rt ` F' V r �} +1� 7 d i ar ,k, S 7 c " t • �r --,/,- -✓, t r -, i f ,, H/ SY , s 9' • fr p j�� -44 4)' f , . ' \ ., ti -.j ' '*� ' ; � I A '' - p ', ) c, , U �' j ,: 'd ' •` ,y `_ [ . I, - • h _ �yI . - C , ' \e S 1 ,� r( , r N a s, '%' �.' ) • 111/4 'r � • . , ' . -�' � � }gR � J ' b �'�r ` /' ��i .� .�.� li � - 't"�( - 11 , l � h I �,' `° �) � r ' 1 { • ,v �►�1� •I ' � � 3 I �� .r \( T 'I'�'_I 4-4 L • 1 : 4 j � / ,. ` },N ,,, . 1 , v , I' 1' \ „ , ----4-. rte � .r--r' , .. , -. ;. . , 44)4' ' • � � 1 . ( '�.1,• ` 4 4 t { . 1 /8 ' , t , 1 0 / . a ,.• i R � 4/ L ' + e l� 1 � 3 :* i <<1, i t � 1" V ; \ , Jti \ r �� • / � ( M, - 4 � � f , b .L-I-- l � -- L -. 4 , �' ♦ ' 100 vr., . ' y y.. 1 ' I „fi , • `•t ,\ \ .-.; ; i ' \ , e �" . -•r, ', � [ • A ( 1 - g - iX - ' ' )6,, ; , 0 i ` 1 , %. This report is intended to be used in conjunction with existing reports which concentrate on specific areas within the watershed as well as the above referenced Bill Mann Plan which encompasses the entire watershed. No attempt is made in this report to discuss all aspects or components of the entire channel system. Where appropriate, other reports will be referenced and summarized. 0 U 0 Z z 0 Q) 2 J 86325.1 RSA 04-90 7 3. HISTORY/BACKGROUND The Bill Mann Plan was developed primarily for two purposes: (1) to develop a plan for adequately conveying existing flood flows, as well as increased flows due to development, to the County line; and (2) to develop a water conservation plan. The existing flood control system is inadequate to control storm flows generated from the watershed. The drainage overflows as evident in the 1969 flood were shown in the Bill Mann Plan and are included here as Figure 3.1. As is shown on the overflow map, there is a potential for significant flood damage to private property as well as major transportation facilities (e.g. I -10, 60 Freeway, AT &SF and SP Railroads) and utility systems (e.g. water and gas transmission lines). The existing Upper Etiwanda Creek and San Sevaine Channels are, for the most part, inadequate earthen channels (see Appendix A). The upper reaches of both systems are natural drainage courses heavily laden with debris and sediment. Improvements to the reach of the parallel Etiwanda/San Sevaine Channel between Foothill Boulevard and I -15 has just been completed for the Ultimate 100 -year peak discharge (per the Bill Mann Plan). The lower reach of Upper Etiwanda Creek is a natural floodplain from Airport Drive to Foothill Boulevard. The reach downstream from Airport Drive (to its outlet to Wineville Basin) is a concrete lined trapezoidal channel which was designed based on the ultimate diversion of Etiwanda Creek at Foothill Boulevard. The lower reach of San Sevaine 0 Channel (from the County line to Foothill Boulevard) is an earth channel with rail and wire revetment. 0 z z O g " J 86325.1 RSA 04 -90 8 4. ALTERNATIVES Over fifteen alternative channel/basin scenarios were studied and compared to optimize the use of the existing and proposed detention basins. The ultimate goal was to minimize the channel costs south of Foothill Boulevard. The scenarios included analyses of the San Sevaine Basins, Etiwanda Debris Basin, and Upper Etiwanda Creek Channel alternatives studied by Fuscoe Williams Lindgren & Short (FWLS), as well as alternative uses of the Victoria, Foothill (proposed), Hickory, Banana and Jurupa Basins analyzed for this report. All basins except Foothill are existing at this time and utilized to a minor extent. In most cases, the peak flow reduction of these basins is negligible in their present condition. When considered in the analyses, the basins wre assumed to be ultimately improved. The major components of the alternative scenarios were as follows: • With and without diversion of Etiwanda Creek flows to San Sevaine Basins 4/5 (studied by FWLS); • With and without Ultimate use of Victoria Basin for local discharge and/or peak attenuation of Upper Etiwanda Creek; • With and without addition of Foothill Basin (Ameron property south of Foothill Boulevard) for peak attenuation of Upper Etiwanda Creek flows only (interim and/or ultimate) or combined Etiwanda/San Sevaine flows; • Use of Hickory Basin for local or San Sevaine peak flow attenuation; z O • Use of Banana Basin for local peak attenuation (west Fontana a Channel); J 86325.1 RSA 04 -90 10 • Use of Jurupa Basin to provide interim and ultimate peak flow attenuation for San Sevaine Channel. The final scenario recommended in this report was based on the following components (see Figure 4.1): • Etiwanda Creek flows in excess of 4600 cfs at Summit Avenue (90- percent of existing 100 -year peak discharge) are diverted to San Sevaine Basins 4/5 (per FWLS); • Victoria Basin is not considered for ultimate peak attenuation (local or Upper Etiwanda Creek) per the City of Rancho Cucamonga and SBCFCD; • The Ameron Property south of Foothill Boulevard, west of San Sevaine Channel, is used for a 500± acre -foot detention basin facility (Foothill Basin). Upper Etiwanda Creek and San Sevaine Channel flows are assumed to be combined upstream of Foothill Boulevard (requires modification of existing double channel section). All flows in excess of 10,000 cfs south of Foothill Boulevard are assumed to spill -over into the basin (side weir flowby structure); • Hickory Basin (240 acre -feet of storage) is used for peak flow attenuation for the West Fontana Channel; • An expanded Banana Basin may be used in lieu of the Hickory Basin; • Jurupa Basin is used to limit the ultimate 100 -year peak u discharge at the County line to 12,300 cfs. The basin may also be used during interim watershed development to allow phasing of ultimate channel improvements (i.e., control increases in flow due to development). 86325.1 RSA 04-90 11 - _ • 0 \ - „ S 'S ° - o '3, ' S 1 ? - - Ir y . ° W 1 w y � = '. I a 1 t i � cc 1 t1 � w ` ! ,,, 4 , ^ M f t (� a ",- w n t r` ^� - : s,. - 'c - . v . T! q 1 - { �F''' t dk ! �:•.` -,- 7 : ".. uai, . i - - , - __ _ - A `` -- _ Z W • I ^ y l °�I '�"' 'uun ; ,� — . - ,•�' `- i -'' , 'f 'I / w. y `. 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Criteria The standards and criteria established in the main report by Bill Mann & Associates shall apply. Foothill and Jurupa Basins will be designed in accordance with criteria identified in San Bernardino County Flood Control Districts (SBCFCD) publication entitled "Detention Basin Design Criteria for San Bernardino County ". A mathematical model will be used to determine geometrics of the side weir facilities. Standards and criteria identified by SBCFCD Standard Plats, Los Angeles County Flood Control District (LACFCD) Standard Drawings and U.S. Army Corps of Engineers Hydraulic Design of Flood Control Channels (EM 1110 -2 -1601) are used for design of the channel. 5.2. Hydrology The hydrologic procedures used in this report were based on the 1986 San Bernardino County Flood Control District (SBCFCD) Hydrology Manual. The unit hydrograph and basin routing models were based on the 100 -year return frequency event with AMC III. The hydrologic modeling was performed by the Advanced Engineering Software (AES) program FLOOD (Ver. 3.0A). The watershed geometry and hydrologic parameters were based on the Bill Mann Plan with some modifications due to the subsequent drainage studies. In the report "San Sevaine Creek Etiwanda Creek Hydrology and = Basin Routing ", dated February 1989, Fuscoe Williams Lindgren & Short (FWLS), modeled the Upper Etiwanda Creek and San Sevaine Channel z from the mountains to the County line based on the ultimate diversion at o Foothill Boulevard. „ J 86325.1 RSA 04-90 13 In their model, FWLS used input from studies by Bill Mann & Associates, Hall & Foreman, Engineering Science, and Rivertech for the majority of the watershed tributary to the San Sevaine Basins. Fuscoe Williams Lindgren & Short also proposed a diversion of flows from Etiwanda Creek to San Sevaine Basins 4 & 5. By expanding the capacity of Basins 4 & 5, FWLS proposed to mitigate the effects of development of the area tributary to Upper Etiwanda Creek north of Summit Avenue without adversely impacting the San Sevaine Channel. For the purpose of this report, the FWLS model was used for the area north of I -5. The City of Rancho Cucamonga's Master Plan of Drainage for the Etiwanda Area (1989) was also incorporated into the model. Hydrologic parameters (i.e., rainfall, loss rates, etc.) for the area south of I -15 were computed in accordance with the 1986 SBCFCD Hydrology Manual. Area- averaged rainfall values were determined from the isohyetal maps provided in the manual and are shown in the Technical Appendix along with the interpolation plots for intermediate durations. Soil loss calculations were also in accordance with the manual and are contained in the Technical Appendix. LAG times were calculated using the U.S. Army Corps of Engineers LAG formula. The hydrology manual allows the use of the LAG formula for large watersheds with approval from the District (which was obtained by FWLS for their model). Since the watershed contains several existing detention basins (e.g. Rich Basin, San Sevaine Basins, and Jurupa Basin) and the proposed additional Foothill Basin hydrograph routing was required for the model. Separate FLOOD (AES, hydrograph routing program) runs were required for each concentration point due to the rainfall depth -area reduction o factors. Each run, or file, was edited from a master file (supplied by FWLS) to ensure model consistency. The Rich and San Sevaine Basins were N modeled as flow - through basins and the Jurupa and Foothill Basins were modeled as flowby basins. Recommended design discharges are shown on Figure 4.1. 86325.1 RSA 04-90 14 5.3. Local Drainage Locations of existing major local drainage facilities are identified on the plans. Outlets for these structures will be modified to be compatible with the geometrics of the main channel. Cost for modifications of these structures are included in the total cost of the project. Concurrent with this report are several engineering reports identifying tributary laterals entering the main channel. Because these reports are not final, they are not identified on the plans, however, it is believed that channel geometrics identified in this report will accommodate entries of these laterals. A Master Plan of Drainage (MPD) is currently being prepared for the City of Fontana and San Bernardino County adjacent to San Sevaine 1 Channel. Preliminary concepts for the MPD are not in agreement with the r t ,�`� Bill Mann Plan for San Sevaine Channel. This design report is based upon the approved Bill Mann Plan and may not, therefore, be consistent with the J City's MPD. 5.4. Hydraulics Preliminary hydraulic design of the channel has been based upon criteria recommended by the U.S. Army Corps of Engineers (USCoE Engineering and Design Manual, "Hydraulic Design of Flood Control Channels ", EM 1110 -2 -1601, 1970) and the Los Angeles County Flood Control District (L.A.C.F.C.D. Hydraulic Design Manual). The hydraulic analysis utilized computer programs developed by Advanced Engineering Software (AES) to calculate water surface profiles for the channel. The program (HELE 1) calculates the water surface using the standard step method of solving Bernoulli's equation for total energy and Mannings' equation for friction losses. Pressure + Momentum analysis was used to calculate the a water surface profile at major confluences and for head losses due to box culvert piers. Hydraulic control water surface for the hydraulic analysis 86325.1 RSA 04-90 15 was assumed to be normal depth in San Sevaine and Upper Etiwanda Channels upstream of their confluence at Foothill Boulevard. Other assumed depths are taken downstream of Foothill Basin and Jurupa Basin. Further studies will be required at and downstream of the side weirs for Foothill and Jurupa Basins to determine the depth of flow. Trapezoidal and rectangular geometric sections were considered in the preliminary design of San Sevaine Channel. To mitigate cross wave action at transitions with high velocities a rectangular section is recommended. A Mannings' "n" of 0.014 was used for hydraulic analysis of the rectangular and box sections. Air entrainment was considered in the design of wall and box heights. With the Froude number between 1.7 and 2.4 in most sections of the channel, air entrainment made less than five percent difference in the depth of flow and is considered insignificant. Ci Bulking of flows due to debris and sediment transport are not ! ) 0, 9 recommended in this design. The use of headwater debris basins and full n . channel lining downstream reduce the possibility of debris and sediment loadings. The freeboard is defined as the additional height to the top of wall or levee to insure adequate protection of adjacent property from flows within the channel. The recommended freeboard for this channel is 2.0 feet for rectangular channel sections where adjacent ground is a minimum of 2.0 feet above the top of channel wall. In locations where the top of channel wall is above adjacent ground, 3.0 feet of freeboard should be used. Recommended freeboard for box culvert sections is 2.0 feet. In locations where cross waves may occur, such as transitions or curves, freeboard 0 should be increased to account for wave heights, see LACFCD Hydraulic Design Manual. z z O 2 86325.1 RSA 04-90 16 A Master Plan of Drainage for the South Fontana Area is currently \ AP being p City lanned for the Cit of Fontana and the County of San Bernardino. Preliminary layouts of storm drain systems reflect a diversion of flows from the existing drainage pattern as shown and adopted in the Bill Mann Plan. This design report for San Sevaine Channel has assumed that drainage patterns would remain as shown on the Bill Mann Plan and the adopted Master Plan of Drainage for the City of Rancho Cucamonga. A separate hydrologic and hydraulic analysis has been prepared for the San Sevaine Channel as it would be affected by the Proposed Master Plan of Drainage for the South Fontana Area. The additional flows between Randall Street and San Bernardino Avenue would be 860 cfs and would increase the box culvert size from double 16.5 x 14 to 16.5 x 14.5. The additional flows between San Bernardino Avenue and Valley Boulevard would be 1600 cfs and would increase the box culvert size from double 16.5' x 14' to 16.5' x 15'. Below Valley Boulevard the increase in flows would be 3,190 to the Mulberry Channel confluence. The box culvert and open channel in this area would need to increase in height by 1.0 to 1.5 feet. The water surface profile for San Sevaine Channel is shown on the Preliminary Plan and Profile (Appendix B) based on the design discharges as shown on Figure 5.1. The detailed hydraulic calculations are contained within the Technical Appendix. 5.5. Water Conservation Water conservation issues for these watersheds are addressed in a report entitled "Day, Etiwanda, and San Sevaine Creeks Drainage Plan, Water Conservation Report" prepared by Bill Mann & Associates in March U 1983. 0 z 0 2 86325.1 RSA 04-90 17 -„ 5.6. Geotechnical Investigation Prior to final design, soil conditions should be investigated along the project length to ascertain soil characteristics, groundwater, perched water table foundation conditions and lateral loading on structures. Additionally, where culverts, bridges or special concrete structures are contemplated, sufficient soil borings must be obtained for final design. Soil borings should extend a minimum of 10 feet below the invert grade line and greater than 10 feet if undesirable material is encountered. 5.7. Alignment and Right -of -Way The proposed centerline alignment for San Sevaine Channel is consistent with the existing channel alignment from the County line to the San Bernardino Freeway, and from the AT &SF Railroad to Foothill Boulevard. Approximately 25,000 square feet of additional right -of -way will be needed in these reaches (see Appendix B). From the San Bernardino Freeway to the AT &SF Railroad the channel is proposed to be realigned approximately 250 feet to the west. This portion of the channel will be a box culvert structure below future street right -of -way within the proposed Inland Empire Commerce Center industrial development. Additional right -of -way required within the reach will be dedicated by the development and a joint use agreement prepared for those sections within street right -of- way. cn U 0 Z Z 0 cn 2 J J_ 86325.1 RSA 04-90 18 5.8. Utilities A preliminary utility investigation of San Sevaine Channel has been prepared from the County line to Foothill Boulevard. The locations were obtained from information provided by the various agencies and utilities in the area. Prior to the final design, this inventory should be reviewed and updated. The design engineer should attempt, if possible, to avoid the relocation of those facilities location and disposition, if any, of the existing utilities (see Appendix B). 5.9. Land Use The existing Upper Etiwanda/San Sevaine Channel watershed is a mixture of natural, residential, commercial and industrial land uses. The area north of I -15 (see Figure 2.2) is mostly undeveloped with a large portion of the area contained within the San Bernardino National Forest. The area south of I -15 is dominated by low density residential with some agriculture (north of Baseline Road). There is also existing commercial and industrial (namely the Kaiser Steel Plant) development south of I -15. General Land Use Plans currently exist for the County of San Bernardino, and the Cities of Rancho Cucamonga and Fontana. According to these plans the ultimate development within the watershed is predominantly low to medium residential with pockets of commercial and industrial. The ultimate land use designations were used in the hydrologic model loss rate calculations (see Section 5.2). 0 0 Z Z O J 86325.1 RSA 04 -90 19 6. AGREEMENTS, PERMITS AND APPROVALS Before construction can be initiated, the project engineer will be responsible for initiating and obtaining agreements, permits and approvals from governmental and private agencies. A. Federal Agency 1. U.S. Army Corps of Engineers: Under Section 404 of the Federal Water Pollution Control Act a permit from the Corps may be required. 2. U.S. Fish Wildlife Services: This agency will review the project for the U.S. Army Corps of Engineers. B. State Agency 1. California Regional Water Quality Control Board Region 8: The regional boards have the responsibility of monitoring and implementing regulations of the Clean Water Act. Requirements include temporary construction dewatering and/or diversion of stream flow. 2. California Department of Fish and Game: Under the appropriate sections of the Fish and Game code, the Department of Fish and Game will review the project for affects on fish and wildlife resources. 3. California Department of Transportation: An encroachment permit is needed for any construction within Caltrans right-of- way. 2 J 86325.1 RSA 04-90 20 C. Local Agency The channel system traverses through two cities and unincorporated county areas. Section 21151 of the California Public Resources Code must be satisfied with an assessment of the environment. In accordance with Section 65402 of the Government Code, the project must have findings of conformity with local planning agency having jurisdiction. City of Rancho Cucamonga: Request a General Plan amendment allowing the Ameron site to be used for a permanent detention basin facility. This must be an early item of work. D. Private agencies 1. Utilities: Owners of utilities should be contacted and consulted during design of the facility. 2. Property Owners: A purchase agreement or dedication of right -of -way from property owners affected must be made. 3. Railroad: Work within railroad right -of -way will require approval of construction plans and specifications. A long lead time is necessary for review and approval. Improvement to the channel will require an agreement or license agreement with the Railroad. R U 0 Z Z 0 2 J 86325.1 RSA 04-90 21 7. ENVIRONMENTAL CONSIDERATIONS An Environmental Impact Statement was completed and a FONSI received from the federal government. Since the original Bill Mann Plan consisted of a concrete channel system supported by detention basins, the concept remains unchanged with the addition of the Foothill Basin and providing a covered conduit in lieu of an open rectangular channel. The Foothill Basin site, is a vacant lot prone to flooding from Upper Etiwanda Creek. The existing ground cover is a mixture of weeds and brush. The City of Rancho Cucamonga has identified the area as a temporary basin site in their Master Plan of Drainage. The City will be requested to process a General Plan amendment by private entities to identify the proposed basin site as a permanent flood control facility or a multi - purpose facility (i.e., flood control, recreation and open space). During the construction of the channel there will be some minor short term negative impacts. The plans and specifications should provide for mitigation measures including but not limited to dust control, noise control, public safety, public convenience, sanitation provisions and site cleanup. U 0 Z 0 g J 86325.1 RSA 04-90 22 8. PRELIMINARY COST ESTIMATE Cost estimates for this report are based on the present dollar value (1990). The actual construction costs may be higher at the time of construction due to the effect of inflation. Preliminary cost estimates are based upon the following unit costs: Portland Cement Concrete: Vertical Wall $130.00 /CY R.C.B. 150.00 /CY Reinforcing Steel $0.45/LB Structural Excavation $6.50 /CY Structural Backfill $8.00 /CY Excavation - Basin $2.00 /CY Right -of -Way: Foothill Basin $70,000.00 /AC Additional Channel $2.25/SF ✓3 Clearing and Grubbing (including removals) $45,000.00 /mile The cost analysis in this report (based on the recommended scenario as summarized in Section 4) was compared to the Bill Mann Plan. To obtain a fair construction cost comparison of the two systems the channel systems were compared as rectangular channel systems, as recommended o by this report, with the cost of land for Foothill Basin not considered. A cost U for the Bill Mann Plan based on rectangular channel (instead of trapezoidal) was determined by estimating a rectangular section using the Bill Mann Plan design discharges. There was less than a $250,000 0 difference in cost (less than 1- percent) between the two systems. Since the Q two systems closely compare in construction costs, the additional cost to El upgrade the system to reinforced concrete box culvert from I -10 to AT &SF 86325.1 RSA 04-90 23 Railroad should be borne by the development wis g to upgrade, namely the Inland Empire Commerce Center (IECC). A more detailed cost estimate should be completed during the channel construction plan preparation phase of IECC to determine the actual increase in construction cost for the RCB section. The estimates cost by reaches are: 1. County Line to I -10 $11,700,000 2. I -10 to AT &SF Railroad $17,641,000 3. AT &SF Railroad to Foothill $4,065,000 4. Foothill Basin $5,401,000 5. Jurupa Basin $978.000 $39,785,000 A breakdown of the estimated construction costs for the recommended plan is provided in Appendix C. U 0 Z »+ Z O 2 J 86325.1 RSA 04-90 24 a I 9. FINANCING The County of San Bernardino and the Cities of Rancho Cucamonga and Fontana have adopted drainage fee programs for improvement of the Upper Etiwanda Creek and San Sevaine Channels. The County of San Bernardino adopted Ordinance No. 3357 (Nov. 1989) establishing drainage fees of $9,790 and $4,405 per net developable acre for Upper Etiwanda Creek and San Sevaine Channel, respectively. The City of Fontana adopted the same fees (Jan. 1990) for the drainage areas within their jurisdiction. The City of Rancho Cucamonga adopted Resolution No. 89 -379, establishing an updated drainage fee of $9,760 and $2,530 per net acre (Nov. 1989) for all developments within the Upper Etiwanda Creek and San Sevaine Channel drainage areas, respectively. The adoption of a drainage fee program is necessary to ensure that properties benefiting from the channel improvements will ultimately pay for the channel improvements. Fee programs alone, however, are normally not adequate to fund the entire planned facility within the necessary time periods. In some cases, developers may be required to construct improvements in excess of their fair share. In such cases, future drainage fees may be used to reimburse developers for the excess costs in accordance with City or County ordinances. Other sources of funds may also be available to help expedite the construction of the needed facilities. These include formation of Assessment and Mello -Roos Community Facility,, ureau of Reclamation loan. Revenues from the adopted drainage fees could then be used to repay o the bonds and/or loans. nr U Z O 2 86325.1 RSA 04 -90 25 The project covered in this report would be included in the County of San Bernardino and City of Fontana drainage fees. Since the adopted drainage fees were based on the 1983 Bill Mann Plan, they do not reflect the cost of the proposed Foothill Basin nor the potential savings in ultimate channel costs downstream of the basin. The fee ordinances do, however, allow for periodic updating of the fees. Even though the construction cost of the basin (excluding land cost) is essentially equal to the savings in downstream channel cost (for an open trapezoidal or rectangular channel), the basin may need to be included in the fee program to ensure the basin will be constructed and maintained. U Z Z O J JJ_ 86325.1 RSA 04 -90 26 10. OPERATION AND MAINTENANCE San Bernardino County Flood Control District will be responsible for maintaining the San Sevaine Channel. Existing service roads along the channel and access ramps to the channel invert provide access for maintenance of the proposed facilities. The proposed facilities will have 3— inch minimum clearance to steel reinforcement on the invert with a hard steel trowel finish to reduce channel wear due to the higher velocities. Maintenance required for the proposed channel will include access roads and ramps, weed control within the right -of -way, debris and silt removal, slope repair, and rodent control. Annual maintenance costs for this facility are expected to be between $6,000 to $10,000 per mile of rectangular concrete channel and $4,000 to $6,000 per mile of box culvert. cn U Z Z O 2 m >J 86325.1 RSA 04-90 27 11. SURVEYS The plans in this report provide an accuracy level commensurate with concept identification and use as a guideline. Topographic maps prepared in June 1966 by the San Bernardino Flood Control District are used. Quality topographic maps of appropriate scale should be used for final design. 0 0 0 Z O U) J 86325.1 RSA 04-90 28 12. SPECIFICATIONS The "Standard Specifications of the State of California Department of Transportation" (CALTRANS) and the "Los Angeles County Flood Control District Standard Drawings" should be used whenever possible. The channel section which crosses under the San Bernardino Freeway (I -10) should conform to CALTRANS Standard Plans and Specifications. Any utility, railroad, road improvement, or relocation must conform to the standard plans and specifications of the appropriate jurisdictional agency. 0 0 0 Z Z 0 0) 2 86325.1 RSA 04-90 29 13. SCHEDULING Scheduling of the improvements to San Sevaine Channel must be controlled such that no additional flooding occurs on any properties due to the channel improvements. The existing channel sections must either have adequate capacity or be improved to safely convey the 100 -year storm runoff for all phases of watershed development. Depending on how the watershed develops, temporary mitigation of any increase in flows due to development may be required. Additional interim analyses and reports may be needed for interim or phased construction to accommodate development prior to completion of the ultimate downstream improvements. When a main channel system is supported by detention basins to attenuate peak discharge it is desirable to utilize the basins at the earliest opportunity (i.e., immediate benefits could be obtained by storage of storm flows). The addition of the Foothill Basin to the system will increase the opportunities to improve the main channel when giving due consideration to downstream constraints. The commitment to and construction of the Foothill Basin is crucial to the channel improvements proposed in this report. 0 0 0 Z Z O 2 J 86325.1 RSA 04-90 30 14. CONCLUSIONS AND RECOMMENDATIONS Conclusions The addition of Foothill Basin and covering the channel system is compatible with the Bill Mann Plan of 1983. The basic concept of a concrete main channel with detention basins is intact. Addition of another basin adds more flexibility to the channel system. The overall cost of the master planned system is not significantly affected by the addition of the Foothill Basin. The construction cost of the basin is approximately equal to the savings in the downstream master planned facilities (i.e., open channel section). The basin does, however, provide a significant savings in channel costs for the reinforced concrete box facility proposed in this report from the I -10 Freeway to the AT &SF Railroad. The hydraulics of the system is in the supercritical flow regime and velocities range from 38 to 42 fps which compares very closely to the original plan velocities. Addition of Foothill Basin site may provide a multi- purpose use to the public. Foothill Basin will have the primary purpose of flood control but may also have recreational activities. Recommendations 0 On the basis of the supplement to the master plan the following recommendations are made: z 1. Adopt this supplement as a part of the Master Plan for the z Upper Etiwanda/San Sevaine Channel system; J JJ_ 86325.1 RSA 04 -90 31 2. Adopt the proposed Foothill Basin as a permanent detention basin facility; 3. Adopt the revised San Sevaine Channel plans and profiles from the San Bernardino/Riverside County line to Foothill �. Boulevard; 4. Pursue a General Plan Amendment with the City of Rancho Cucamonga revising the Ameron site to include a permanent flood control facility. 0 N 0 Z , Z 0 2 J wn 86325.1 RSA 04 -90 32 r . I is 11111 Atek- A -1 Looking downstream (south) at Foothill Boulevard crossing San Sevaine & Etiwanda channels. A -2 Looking upstream (north) from Foothill Boulevard at dual channel (San Sevaine & Etiwanda). Exhibit A Sheet 2 of 13 1 1 1 _*, , MS I . Jul ,, ....„ „.„.... .. 6. , _ . AreP-6--...--, _ -..:-.. - 4 ,-. _ . - .„ 1 . ., _ .6. „,„ . 6, , ,, . . 1 .... . - . , 6 , .' 6 ....... , .., „ ... . ,, 6 , 1 .. 1 A -3 Looking upstream (north) at Foothill Boulevard culvert. 1 , : c .i. ..-.. :J • �� . . 1 A -4 North side of Arrow Highway culvert. 1 Exhibit A 1 Sheet 3 of 13 1 1 1 .. 1 1 A -5 Looking downstream (south) from Arrow Highway. 1 1 I .., _ , : 1 - T Y 1 -,se . r► , 1 S . A -6 San Sevaine Channel looking upstream (north) from Whittram Avenue. 1 Exhibit A Sheet 4 of 13 w ' r� � ' i . `� 44 "141 1, 1 i 4 V 1 1 A -7 San Sevaine Channel looking downstream (south) from Whittram Avenue. 1 1 1 4 . ` , F N IL +eta i 1 1 A -8 San Sevaine Channel looking upstream (north) from I Hickory Basin confluence. Exhibit A Sheet 5 of 13 1 1 1 . _ :aroma is y F ' 1 ' A -9 San Sevaine Channel looking upstream (north) from Kaiser Steel service road to railroad spur. 1 ,--- -- -. 3i : 1714 •tom t , r ; ` 4� • 4 ti :� ♦'WA .. ' .% 1 A -10 San Sevaine Channel looking downstream (south) from railroad spur bridge to service road. 1 Exhibit A 1 Sheet 6 of 13 1 1 W e 1 4. 1 ' 1 : � .. M ,. R .. + 1. 1 1 A -11 San Sevaine Channel looking upstream (north) at railroad spur bridge and San Bernardino Avenue. (4 -12' x 6' ) 1 1 ..... "n,„, : 1 r rrr.r.w■ I 4 • F A -12 San Sevaine Channel looking upstream (north) from railroad spur bridge at San Bernardino Avenue. 1 Exhibit A Sheet 7 of 13 1 s flat .: 1 Y I 1111111t*: 1 . - -...1 ` 1 I A-13 San Sevaine Channel, San Bernardino Avenue culverts. ' t_ • , ' i : I ; r \ ti e . f A -14 San Sevaine Channel at San Bernardino Avenue looking r downstream (south). I Exhibit A Sheet 8 of 13 t 1 1 _ . 1 . 1 _ rt A J F " 1 s piel A45 Looking downstream (south) from railroad spur bridge near I San Bernardino Avenue. 4 r �* e ar . " 1A1/ r"� t .nom c lFr .� , 7• - . 1, .. t .- f b •. 1 1 1 A -16 San Sevaine at Valley Boulevard looking upstream (north). Exhibit A Sheet 9 of 13 1 i . 3., : X 51 - .4..'L. . y ` - 1 1' . ^ K 'Ts \ .«�„ r 1 1 A -17 North side of Valley Boulevard at San Sevaine Channel, crossing 3 -72" CMP's. 1 1 .1_- -� • ..:ttitiss - .,- '•^ . . i , 4 . - it w .. _ • . 1 I A -18 San Sevaine looking downstream (south) from Valley Boulevard to I -10 bridge. I Exhibit A Sheet 10 of 13 1 IF 1 1 +.: ti 1 1 1 1 A -19 Southern Pacific Railroad north of Stover Avenue looking upstream (north). (5 -72" RCP's) C 1 kie ' F I ,,, 1 I A -20 Concrete riprap over rail and wire revetment, San Sevaine Channel south of Stover Avenue. ■ Exhibit A Sheet 11 of 13 1 1 r �,.� ` 14,11 ' ...c x.a # i • i , ,.. 1 A -21 San Sevaine Channel inlet to Jurupa Basin. 1 1 1 i, i . ., .. - - 1111 1 ., 1 1 A -22 Marlay Avenue looking downstream (south). (7 -72" RCP's) 1 Exhibit A I Sheet 12 of 13 1 1 • " 'fie fs 1 A -23 Slover Avenue looking upstream (north). 1 1 1 1 1 1 1 1 1 Exhibit A Sheet 13 of 13 1 1 > N = J � o m < N Y Z cc Z a LL y > J a Y < < co 0 J N ui J 0 z r r > Q W 1— LL W Z ? J he W �- w g CC Z W w >„ CL 3 CI > 0 z Z V 0= s o N W 1-- Z z G v o Z a- co < m z cc� Q Z ,J < Z cc a. w.J� J co cc m ° o C!) Z o Z w W o a Z N `_ Q Z >� cc o u. co Q cc o = Q . 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