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Willdan - Sewer Area Study for City Hall, Tennis Court Site & Properties UpstreamWwi LLDAN !Transmittal TO: CITY OF ROLLING HILLS DATE: January 3, 2020 NO. 2 PORTUGUESE BEND RD. ROLLING HILLS, CA 90274 ATTENTION: MS. ELAINE JENG / MR. ALAN PALERMO. TI JOB NO: 107599.01.6001.00R EC EIV E D JAN 0 6 2020 City of Rolling Hills By SUBJECT: CITY OF ROLLING HILLS, SEWER AREA STUDY FOR CITY HALL, TENNIS COURT SITE, AND PROPERTIES UPSTREAM ENCLOSED: 5 COPIES OF REVISED SEWER AREA STUDY 5 COPIES SEWER AREA EXHIBIT -EXISTING CONDITIONS (24" X 36") 5 COPIES SEWER AREA EXHIBIT -PROPOSED CONDITIONS (24" X 36"), 5 COPIES PRELIMINARY ENGINEERING PLANS FOR SEWER EXTENSION REMARKS: SHOULD YOU HAVE ANY QUESTIONS, PLEASE CONTACT CHRIS STONE OR ALEXIS ESCOBAR AT THE PHONE NUMBERS OR EMAILS BELOW. The enclosed materials are being sent for: Your review. VERY TRULY YOURS. Chris Stone, cstone@willdan.com 702-289-4247 702-280-2381 cell WILLDAN Alexis Escobar aescobar@willdan.com 657-223-8534 Engineering and Planning 1 .Energy Efficiency and Sustainability 1 Financial and EcorZdmic Consulting 1 National Preparedness and Interoperability 714.940.6300 1 800.424.9144 1 fax: 714.940.4920 1 2401 East Katella Avenue, Suite 300, Anaheim, California 92806-5909 1 www.willdan.com CITY OF ROLLING HILLS SEWER AREA STUDY INCLUDING CITY HALL, TENNIS COURT SITE, and UPSTREAM PROPERTIES PHASE II Prepared Under. the Supervision of Tyrone Peter, P.E. R.C.E. No. 81888 Date: December'30, 2019 f WILLDAN Willdan Engineering 2401 E. Katella Avenue, Suite 300 Anaheim, California 92806 (714) 940-6300 OCTOBER 2019 (UPDATED DECEMBER 2019] TABLE OF CONTENTS Introduction 1 Sewer Areas 2 Methodology 3 Sewer Pipe Capacity Analysis 5 Flow Coefficients 6 Flow Generation Analysis 7 Results 8 Conclusions 9 Appendices A San. Dist. of LA County Boundary Map and Will Serve Letters B Sewer Area Study Exhibits -Existing and Proposed C Sewer Analysis Area of Upstream Parcels D LACDPW Maintenance District Information E As -Built Plans F Zoning and Land Use Information G LACDPW Sewer Capacity Policy H LACDPW Estimated Average Daily Sewage Flows for Various Occupancies San. Dist. Of LA County Table 1 -Loadings for Each Class of Land Use J-1 Sewer Capacity and Design Analysis — Existing Conditions J-2 Sewer Capacity and Design Analysis — Proposed Conditions K-1 Design Capacity Calculations — Existing Conditions K-2 Design Capacity Calculations — Proposed Conditions K-3 d/D and Velocity Calculations— Existing Conditions K-4 d/D and Velocity Calculations — Proposed Conditions L City Hall and Tennis Court Site Parcel Information M Preliminary Construction Concept Plans N 1St Submittal Comments from City of Rolling Hills and Responses 0 1st Submittal Comments from City of Rolling Hills Estates and Responses • 1St Submittal Comments from City of Torrance and Responses Note: This Study was originally prepared and submitted to the affected agencies in October 2019. Revisions -to the text of the Study in response to the comments appear within the document within brackets and in bold 'italicized font as follows [Update, December 2019: text]. The comments and responses appear in Appendices N, 0, and P. INTRODUCTION The City of Rolling Hills, CA ("City") has retained Willdan Engineering to conduct research and analysis of the existing sanitary sewer lines in Rolling Hills Road between Palos Verdes Drive North and Crenshaw Boulevard (See Appendix B). Properties within the City upstream of this sewer are not currently served by sanitary sewer lines. This study analyzes the existing sewer system within Rolling Hills Road for the existing and proposed conditions. The existing condition analysis determines properties currently served by the sewer and the flow condition of the pipes. The proposed condition extends the sewer system south to just beyond the intersection of Rolling Hills Road and Palos Verdes Drive North to serve the "Project Area" which is the City of Rolling Hills City Hall, the City of Rolling Hills Tennis Court Site and, in the future, the properties upstream. Note that Rolling Hills Road becomes Portuguese Bend Road south of Palos Verdes Drive North. The flow generated by the Project Area properties is added to the existing system and the flow condition of the pipes is analyzed to determine the impact to the system and determine any required improvements to the existing system. The previously completed Phase I feasibility study completed for the City reviewed three alternative pipeline routes with related costs and their respective pros and cons for each. Evaluation of the alternatives ruled out one due to needed upgrades of an existing lift (pump) station, and another due to accessibility for maintenance and impacts to traffic flow during construction and the annual maintenance of the pipe in that alignment. The remaining alternative is the one being studied in this report, extending the gravity flow sewer located in Rolling Hills 1 Road approximately 1,200 feet south to Palos Verdes Drive North. [UPDATE DECEMBER 2019: See also Appendix P, Comment #2 -and it's response.] The Project Area and the sewershed downstream are within Sanitation Districts of Los Angeles County District (San District) No. 5 (See Appendix A). SEWER AREAS • Existing Sewer Area — See Appendix B The sewer currently serves parcels located north of Palos Verdes Drive North generally along Rolling Hills Road. The parcels served are within the City of Rolling Hills Estates, the City of Torrance, and Los Angeles County. The existing sewer terminates approximately 1,200 feet north of Palos Verdes Drive North, within the City of Rolling Hills Estates. From the termination point, the sewer flows north in the City of Rolling Hills Estates for approximately 2,600 feet, and then approximately 800 feet within the City of Torrance where it connects to the Palos Verdes North Slope Relief Trunk Sewer.Sec 1B CSD No. 5 in Crenshaw Boulevard. The trunk sewer pipeline is owned and operated by the County Sanitation Districts of Los Angeles County. The sewer within the City of Rolling Hills Estates is maintained by the Los Angeles County Department of Public Works (LACDPW) and the sewer with the City of Torrance is maintained by the City of Torrance. Proposed Sewer Area — See Appendix B • The proposed sewer area includes the existing sewer area plus the Project Area. To provide sanitary service to the Project Area, the sewer line must be extended south in Rolling Hills Road to beyond Palos Verdes Drive North. Again, note that Rolling Hills Road becomes Portuguese Bend Road south of Palos Verdes Drive North. Currently the waste discharge flows.from both 2 City Hall and tennis court facilities are received into an existing septic tank located on the city hall site. The residential parcels within the Project Area are not currently connected to sanitary sewer. A topographical analysis of the upstream parcels was conducted to determine which parcels may feasibly drain to the proposed sewer (See Appendix C). The analysis determined 235 residential parcels within in the upstream portion of the Project Area which are feasible to drain to the sewer system. Note that for these parcels to drain to the sewer system may require pumps and easements, which is beyond the scope of this report. METHODOLOGY This study performs analyses of the sanitary sewer line in Rolling .Hills Road in the Existing and Proposed Conditions. The Existing Conditions model determines all parcels currently conveying to thesanitary sewer line and analyzes the hydraulic characteristics of the flow in the pipes. The Proposed Conditions .model builds upon the Existing Condition model by extending the sanitary sewer south to Palos Verdes Drive North and adding the flows from the Project Area to the system. The hydraulic characteristics of the flow in the pipes is analyzed for the. Proposed Conditions also. To perform these analyses, the following information is required: 1. Information on the existing sewer: pipe size, slope, and lengths 2. Information on the zoning and land use of the contributing parcels 3. Information on the contributing parcel sizes Information for the first item was obtained through research of available as -built information online and at the Cities of Rolling Hills Estates and Torrance. Available relevant as -built information is contained in Appendices D and E. Appendix D contains the mapping of as-builts available from LACDPW: This information was analyzed and it was determined that information on documents PC07160, and PC07786 provide relevant information. Appendix E contains these documents as 3 well as information from the San District (5-P-92 Trunk Sewer Crenshaw Blvd), City of Torrance (documents ss_116 and SS -0043), and as-builts for the storm drain wthin Rolling Hills Road (SD- PD038889). Appendix E also contains an exhibit showing the location of the as-builts relative to the existing sewer system. It should be noted that as -built information was not found for the very upstream end of the existing sewer system. However, the slope can be approximated from the surface slope. The as-builts for the Storm Drain (SD-PD038889.) indicate surface slopes as steep as 6%. This is confirmed with the GIS topographical information and Google Earth. However, to be very conservative, the sewer in this area was analyzed with a slope of 1%. When the project moves to final design, field survey.will.be conducted and the slope of the sewer will be accurately determined. Information for the second and third items was obtained by utilizing topographical, land use, zoning, and parcel information available online and in GIS databases. (See Appendix F) Information from Items 2 and 3 are utilized to determine the waste flow generated by the properties. The flow generated by the parcels is a multiplication of either the parcel acreage and a zoning flow coefficient, or a multiplication of the number of units in a zoning area and a corresponding flow coefficient. Discussion on the flow coefficients is contained in a following section of this report. Once the generated flow is determined, it is added to the sewer system proceeding upstream to downstream. The pipes between successive manholes are then analyzed to determine the hydraulic characteristics. .This is accomplished by utilizing the as -built information obtained in Item 1 and performing hydraulic calculations in accordance with LACDPW requirements. The hydraulic modeling begins at the upstream end of the system and proceeds downstream. Flows from the contributing parcels are accumulated at the manholes in Rolling Hills Road where they enter the system. Each pipe segment is then hydraulically analyzed. LACDPW Capacity Policy (See Appendix G) defines capacity of the sewer mainline as: 4 < 15" diameter > 15" diameter '/2 full = 100% Capacity (flow depth / pipe diameter) 3 full = 100% Capacity (flow depth / pipe diameter) All pipes in the system are 8" diameter pipes, therefore the design capacity is 1/2 full. Each pipe segment was then compared to the 100% capacity (1/2 full) value to determine its' relative capacity, i.e., < 100% (< % full) is under capacity and > 100% (>'A full) is over capacity. Segments that are over 100% capacity are recommended to have the pipe size increased to bring that segment under capacity. As shown on the Exhibits in Appendix B, manholes 201 through 233 are within the City of Rolling Hills Estates. Manholes downstream thereof, numbers 2, 1, 9, 8, and 7 are within the City of Torrance. SEWER PIPE CAPACITY ANALYSIS As mentioned previously, the design capacity is 'A full for. pipes < 15" in diameter. LACDPW requires that the pipe flow be calculated by using Kutter's formula, which is stated below: Q = AC(RS)^(1/2) C = 41.65 + (0.00281/S) + (1.811/n) 1 + (41.65 + 0.00281/S)n (R)"(1/2) Where A = Flow Area (sf) R = Hydraulic Radius (ft) S = Pipe Slope (ft/ft) n = 0.013 It is noted that for % full, R = Diameter / 4 Utilizing Kutter's Formula, the analyses determined the Design Capacity for each pipe segment. This was calculated within the spreadsheets in Appendices J-1 and J-2. As an independent check 5 .1 of the spreadsheet formula, Design Capacities were also calculated by utilizing FlowMaster software. These calculations are provided in Appendices K-1 and K-2. [UPDATE DECEMBER 2019: See also Appendix N, Comment #7 and it's response. The City of Rolling Hills requested d/D and Velocity information to be included on the spreadsheets in Appendices J-1 and J-2. The supporting FlowMaster calculations have been included in Appendices K-3 and K-4.] FLOW COEFFICIENTS Information regarding flow generation coefficients and rates was obtained from the LACDPW and the Sanitation Districts of Los Angeles County (San District). The LACDPW table (See Appendix H) provides information on Average Daily Sewage Flows for Various Occupancies and Zoning Coefficients based on zoning. The upper table values are gallons/day and must be multiplied by 2.5 to obtain peak flow values. The lower table values are in cfs/acre and are multiplied by the appropriate acreage to achieve peak flows. Engineering analysis must be provided to determine if it is appropriate to use coefficients based on Zoning or flow generation based on. occupancy. The upper table does not provide flow generation rates for single family homes. The lower table provides values for R-1 through R-4 zonings. The Los Angeles County Zoning Ordinance (See Appendix F) was researched to provide information regarding lot sizes for R-1 through R-4 zones. A review of the zoning ordinance indicates that for R-1, the minimum lot size is 5,000 sf and zones 2 through 4 provide for more dense development. At 5,000 sf / lot, this allows for a density of 1 lot / 5,000 sf x 43,560 sf / acre = 8.7 lots / acre. The lots within the project area, and the contributing areas downstream of the project area, are much greater than 5,000 sf. The most dense development is 1.78 lots / acre (7 lots on 3.95 acres) on Singletree Lane. As the single family home development in the area has much greater lot sizes than R-1, it is not appropriate to 6 use the R-1 zoning coefficient of 0.004 cfs/acre. Therefore, the. San District information was researched to obtain appropriate generation rates for single family housing. The San District's Table 1 Loadings For Each Class of Land Use (See Appendix I) does provide a Flow of 260 gallons per day for Single Family Residential. This value was utilized in the analyses for all single family home developments and was multiplied by the peak factor of 2.5 to determine peak flow values. For the remaining development types within the area, appropriate values were obtained from the LACDPW tables. Notethat within Area 211 is Dapplegray Elementary School. Flow generation for the school is dependent upon the school enrollment. The enrollment at the school is 639 students per the California Department of Education. Supporting information is provided in Appendix F. FLOW GENERATION ANALYSIS The calculations for the flow generated by each area are shown in the tables in Appendix J. The table is a series of multiplications. For Flows Calculated by Occupancy Type, the Calculated Flow for each area is: No. of Occupancy Units x Avg Daily Flow x Peaking Factor x Conversion Factor For Flows Calculated by Zoning, the Calculated Flow for each area is: No. of Units x. Area x Zoning Coefficient The calculations proceed from upstream to downstream. The cumulative flows are added to obtain the flow within each pipe segment. This flow is then compared against the Design Capacity Flow (1/2 full) to determine the % of Design Capacity. As stated previously, < 100% (<'/2 full) is under capacity and > 100% (> '/z full) is over capacity. As stated previously, the spreadsheets 7 calculate the values for Design Capacity using Kutter's Formula and backup calculations utilizing FlowMaster software are also provided. Calculations for the flow generated by the City Hall and the.Tennis Court Site are dependent upon the parcel size. Information on the parcel size was obtained from the Los Angeles County Assessor and this information is found in Appendix L. RESULTS Existing Conditions: The calculations indicate that all pipe segments are under capacity (< 100% of Design Capacity). At the downstream end of the sewer within the City of Torrance, between MH's 8 and 9, the sewer is at 94.3% of capacity. This is due to a flatter slope in this pipe segment. Proposed Conditions: The calculations indicate that only one pipe segment is over capacity (> 100% of Design Capacity). At the downstream end of the sewer within the City of Torrance, between MH's 8 and 9, the sewer is at 142.4% of capacity. Increasing this pipe segment to a 10" diameter pipe will result in the segment being at 76.5% of Design Capacity. (UPDATE DECEMBER 2019: See also Appendix P, Comments #4 and #5 and their responses. The City of Torrance requests that the segment upstream (MH#1 to MH#9) and downstream (MH#8 to MH#7/2126) also be upsized to 10". The analyses (Appendix J-2) and calculations (Appendices K-2, and K-4) have been revised to reflect 10" pipes at these locations] 8 CONCLUSIONS The analysis provided determines that extending the existing sewer system and adding the flows generated within the Project Area will make one segment of the downstream sewer system over Design Capacity. This segment within the City of Torrance will require upsizing. [UPDATE DECEMBER 2019: See also Appendix P, Comments #4 and #5 and their responses. The City of Torrance requests that the segment upstream (MH#1 to MH#9) and downstream (MH#8 to MH#7/2126) also be upsized to 10". Increasing the pipe size in this segment to 10" will place the sewer under Design Capacity: Preliminary plans are provided in Appendix M. The plans show preliminary designs for the proposedsewer extension south in Rolling Hills Road and Portuguese Bend Road, south of Palos Verdes Drive North, and for the increase of pipe size between MH's 8 and 9. [UPDATE DECEMBER 2019: See also Appendix P, Comments #4 and #5 and their responses. The City of Torrance requests that the segment upstream (MH#1 to MH#9) and downstream (MH#8 to MH#7/2126) also be upsized to 10". Please note that these plans are preliminary. The project will move toward final design once approvals of this study are obtained from LACDPW, the City of Torrance, and the City of Rolling Hills Estates. 9 APPENDIX A San. Dist. Of LA County Boundary Map and Will Serve Letters r 3/27/2019 LACSD Website - District No. 5 AAA About Us Residents Businesses Solid Waste & Recycling Wastewater & Sewer Systems Education Environment Search LACSD Navigation All Sanitation Districts District No. 1 District No. 2 District No. 3 District No. 4 District No. 5 District No. 8 District No. 9 District No. 14 District No. 15 District No. 16 District No. 17 District No. 18 District No. 19 District No. 20 District No. 21 District No. 22 District No. 23 District No. 27 District No. 28 District No. 29 Santa Clarita Valley Sanitation District South Bay Cities Sanitation District For More Information Sanitation Districts of Los Angeles County Public Information 1955 Workman Mill Road Whittier, CA 90601 (562) 908-4288 ext. 2727 Financial Management Homepage > _ > Connection Fee, Service Charge and More ... > Rates Forms and Ordinances by District > District No. 5 Boundary Map District 5 Please dick on the arrow and select appropriate document. Please Select AREA OF INTEREST Low Graphics Version If you have any questions about: E-mail g Print • Connection Fee or Service Charge forms, rates or ordinances, please contact our offices at ,(562) 908-4288 or (800) 426-7414, extension 2727. • Annexation to a County Sanitation District, please contact our offices at (562) 908-4288, extension 2708 or 2793. Click Here for Map of County Sanitation Districts BOUNDARY MAP DISTRICT NO. 5 Slte Powered by, https://www.lacsd.org/wastewater/wastewater services/connectionfee/district5.asp 1/2 SANITATION DISTRICTS OF LOS ANGELES COUNTY 1111111. Converting Waste Into Resources Mr. Chris Stone Project Manager III Willdan Engineering 2401 East Katella Avenue Suite 300 Anaheim, CA 92806 . Dear Mr. Stone: Robert C. Ferrante Chief Engineer and General Manager 1955 Workman Mill Road, Whittier, CA 90601-1400 Mailing Address: P.O. Box 4998, Whittier, CA 90607-4998 (562) 699-7411 • www.lacsd.org November 5, 2019 Ref. DOC 5362190 Will Serve Letter for the City of Rolling Hills City Hall and Tennis Court Site Septic to Sewer Project The Sanitation Districts of Los Angeles County (Districts) received your will serve letter request for the subject project on October 15, 2019. The proposed project is located within the jurisdictional boundaries of District No. 5. We offer the following comments regarding sewerage service: 1. The wastewater flow originating from the proposed project will discharge to a local sewer line, which is not maintained by the Districts, for conveyance to the Districts' Palos Verdes North Slope Relief Trunk Sewer Section 1, located in Rolling Hills Road at Crenshaw Boulevard. The Districts' 8 -inch diameter trunk sewer has a capacity of 2.7 million gallons per day (mgd) and conveyed a peak flow of 0.3 mgd when last measured in 2017. 2. The wastewater generated by the proposed project will be treated at the Joint Water Pollution Control Plant located in the City of Carson, which has a capacity of 400 mgd and currently produces an average flow of 261.1 mgd. 3. The expected average wastewater flow from the project, described in the application as the extension of the existing sewer to the City Hall and Tennis Court sites, is 18,541 gallons per day. For a copy of the Districts' average wastewater generation factors, go to www.lacsd.org. Wastewater & Sewer Systems, click on Will Serve Program, and click on the Table 1, Loadings for Each Class of Land Use link. 4. The Districts are empowered by the California Health and Safety Code to charge a fee for the privilege of connecting (directly or indirectly) to the Districts' Sewerage System for increasing the strength or quantity of wastewater discharged from connected facilities. This connection fee is a capital facilities fee that is imposed in an amount sufficient to construct an incremental expansion of the Sewerage System to accommodate the proposed project. Payment of a connection fee will be required before this project is permitted to discharge to the Districts' Sewerage System. For more information and a copy of the Connection Fee Information Sheet, go to www.lacsd.org, DOC 5363402.D05 Printed on A) Recycled Paper :is. Mr. Chris Stone -2- November 5, 2019 Wastewater & Sewer Systems, and click on Connection Fee, Service Charge and More. In determining the impact to the Sewerage System and applicable connection fees, the Districts will determine the user category (e.g. Condominium, Single Family home, etc.) that best represents the actual or anticipated use of the parcel(s) or facilities on the parcel(s) in the development. For more specific information regarding the connection fee application procedure and fees, the developer should contact the Districts' Wastewater Fee Public Counter at (562) 908-4288, extension 2727. 5. In order for the Districts to conform to the requirements of the Federal Clean Air Act (CAA), the capacities of the Districts' wastewater treatment facilities are based on the regional growth forecast adopted by the Southern California Association of Governments (SCAG). Specific policies included in the development of the SCAG regional growth forecast are incorporated into clean air plans, which are prepared by_the South Coast and Antelope Valley Air -Quality Management Districts in order to improve air quality in the South Coast and Mojave Desert Air Basins as mandated by the CCA. All expansions of Districts' facilities must be sized and service phased in a manner that will be consistent with the SCAG regional growth forecast for the counties of Los Angeles, Orange, San Bernardino, Riverside, Ventura, and Imperial. The available capacity of the Districts' treatment facilities will, therefore, be limited to levels associated with the approved growth identified by SCAG. As such, this letter does not constitute a guarantee of wastewater service but is to advise the developer that the Districts intend to provide this service up to the levels that are legally permitted and to inform the developer of the currently existing capacity and any proposed expansion of the Districts' facilities. If you have any questions, please contact the undersigned at (562) 908-4288, extension 2717. Very truly yours, AR:ar cc: A. Schmidt A. Howard DOC 5363402.005, Adriana Raza Customer Service Specialist Facilities Planning Department SANITATION DISTRICTS OF LOS ANGELES COUNTY Converting Waste Into Resources Mr. Chris Stone Wildan Engineering 2401 East Katella Avenue Suite 300 Anaheim, CA 92806 Dear Mr. Stone: Robert C. Ferrante Chief Engineer and General Manager 1955 Workman Mill Road, Whittier, CA 90601-1400 Mailing Address: P.O. Box 4998, Whittier, CA 90607-4998 (562) 699-7411 • www.lacsd.org December 6, 2019 Ref. DOC 5363326 Will Serve Letter for the City of Rolling Hills Septic to Sewer Project The Sanitation Districts of Los Angeles County (Districts) received your will serve letter request for the subject project on October 15, 2019. The City of Rolling Hills (City) is located within the jurisdictional boundaries of District No. 5. We offer the following comments regarding sewerage service: 1. The wastewater flow originating from the proposed project will discharge to a local sewer line, which is not maintained by the Districts, for conveyance to the Districts' Palos Verdes North Slope Relief Trunk Sewer Section 1, located in Crenshaw Boulevard at Rolling Hills Road. The Districts' 8 -inch diameter trunk sewer has a capacity of 6.1 million gallons per day (mgd) and conveyed a peak flow of 2.6 mgd when last measured in 2017. 2. The wastewater generated by the proposed project will be treated at the Joint Water Pollution Control Plant located in the City of Carson, which has a capacity of 400 mgd and currently produces an average flow of 261.1 mgd. 3. The expected average wastewater flow from the project site, described in the application as the conversion of 235 existing single-family homes from septic to sewer, is 61,100 gallons -per day. For a copy of the Districts' average wastewater generation factors, go to www.lacsd.org, under Services, then Wastewater Program and Permits, select Will Serve Prograrn, and scroll down to click on the Table 1, Loadings for Each Class of Land Use link. 4. The. Districts are empowered by the California Health and Safety Code to charge a fee for the privilege of connecting (directly or indirectly) to the Districts' Sewerage System for increasing the strength or quantity of wastewater discharged from connected facilities. This connection fee is a capital facilities fee that is imposed in an amount sufficient to construct an incremental expansion of the Sewerage System to accommodate the proposed project. Payment of a connection fee will be required before this project is permitted to discharge to the Districts' Sewerage System. For more information and a copy of the Connection Fee Information Sheet, go to www.lacsd.org, under Services, then Wastewater (Sewage) and select Rates & Fees. In determining the impact to the Sewerage System and applicable connection fees, the Districts will determine the user category DOC 5442716.005 Printed on " Recycled Paper ttir Mr. Chris Stone -2- December 6, 2019 (e.g. Condominium, Single Family home, etc.) that best represents the actual or anticipated use of the parcel(s) or facilities on the parcel(s) in the development. For more specific information regarding the connection fee application procedure and fees, the developer should contact the Districts' Wastewater Fee Public Counter at (562) 908-4288, extension 2727. 5. In order for the District to conform to the requirements of the Federal Clean Air Act (CAA), the capacities of District wastewater treatment facilities are based on the regional growth forecast adopted by the Southern California Association ,of Governments (SCAG). Specific policies included in the development of the SCAG regional growth forecast are incorporated into clean air plans, which are prepared by -.the South Coast and Antelope Valley Air Quality Management Districts in order to improve air quality in the South Coast and Mojave Desert Air Basins as mandated by the CCA. All expansions of District facilities must be sized and service phased in a manner that will be consistent with the SCAG regional growth, forecast _for the. counties.of Los._.. Angeles, Orange, San Bernardino, Riverside, Ventura, and Imperial. The available capacity of District treatment facilities will, therefore, be limited to levels associated with the approved growth identified by SCAG. As such, this letter does not constitute a guarantee of wastewater service, but is to advise the developer that the District intends to provide this service up to the levels that are legally permitted and to inform the developer of the currently existing capacity and any proposed expansion of District facilities. If you have any questions, please contact the undersigned at (562) 908-4288, extension 2717. Very truly yours, • 'a4-42 Adriana Raza Customer Service Specialist .Facilities Planning Department AR:ar cc: A. Schmidt A. Howard DOC 5442716.D05 APPENDIX B Sewer Area Study Exhibits — Existing and Proposed APPENDIX C Sewer Analysis Area of Upstream Parcels APPENDIX D LACDPW Maintenance District Information Department of Public Works dpw.Iacounty.gov ewer Maintenance Home —DR Workshop mdition Assessment Program >,meowner formation Programs Irvices op The Grease (FOG) 'port Urgent oblems JUR Information " Iw Are We Doing? GENERAL INFORMATION "'lout Us SEWER MAINTENANCE intact Us Operations Maps SEWER MAINTENANCE "We provide sewer maintenance services to protect the public and the environment in a highly - efficient, effective, and responsive manner. We service: Consolidated Sewer Maintenance District County Unincorporated Areas and the following cities: Agoura Hills Diamond Bar Artesia Duarte Baldwin Park Glendora Bellflower Hawaiian Gardens Bell Gardens Hidden Hills Bradbury Industry Calabasas Irwindale* Carson La Canada Commerce Flintridge Cudahy La Habra Heights Lakewood * limited services on a contract basis La Mirada Rosemead Lawndale San Dimas Lomita Santa Clarita Malibu Santa Fe Springs Palos Verdes South El Monte Estates Temple City Paramount Walnut Pico Rivera Westlake Village Rancho Palos West Hollywood* Verdes Marina Del Rey Sewer Maintenance District Marina Del Rey Sewer Pipe Image Photographed by Kari Marie REPORTS Annual Reports Condition Assessment Reports CSMD Maintenance and Operations Manual SSMP Audit 2010 SSMP Audit 2012 SSMP Audit 2015 SSMP Audit 2018 SSMP SEWER LOCATOR Interactive Map MISC CCTV Inspection Guidelines (pdf) Iacounty.gov 1 Public Works FAQ 1 Privacy / Terms of Use 1 Feedback 1 You lID search our site.. Consolidated Sewer Maintenance District - Sanitary Sewer Network Search About Layers Help Sewer Maps and Overlays are available in PDF format, click on the desired map grid and make your selection to view. Adobe Acrobat Reader is required to view maps. Enter Address, Cross Street, Parcel No., or Manhole No.: (ex: 900 S. Fremont Ave., Fremont@Valley, 5342005904,2077-0548) _ Search .71 Project Area and Areas Downstream WAPaciif Basemap r;�y 3 HartnrN =-•tttltll N�Im�ti`Golf ¢\, 4LosAngeHarbor CotiKen Milk H.Jfiegien;rt Por n Nab31 4 4 y aceratio'n, 'S 9S `1 '" t !r V.• Eav e, x,Nresinorq or v; • igesinlp 5 d MdH }r t'EEsn'f4 -Garrr,� n .M �:l.�ii�..�d.�i✓:' t -h.Y..-_4 L " a rn JI.2.6J on Ming Monne renal» cS 1709 San 'Pea" verp emrii Servic A IN.. UI r11 2 3 S-1598 A O T o �Y S-1598 SEE SHT NO. 5-1597 C-12 / a' .�V ° 440 4 44 0 44To� ° a 'a 444 `. 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J93 374 373 r 2 ' FSTN 376 203' ° 476' 2 3 v \\� 0RI 1 Ij I; 1, I ,0 PER UGARH ILL a RI m F NCREE J7i S "1 '1 qo K DR t ° ° ° 478°;•479 SEWER S -P- -'---__'O9 357 480� '-�-ro y}y, } �e FrR fe - vG/ //// OR °rte/A THIS MAP IS INTENDED FOR USE ONLY AS OPERATIONS S FERNCREEK DR 386 v( PUMP STATION 322 323 324 370 369 ~ PERNCR \ \ 'sa. °361 \ oq 366 1gg 0° "'' �1 N ((s Cti / -// / V O A7 O ,/ 4'%4y MAP BY LOS ANGELES COUNTY SEWER a"FORCE MANN 4 385 474 EE N o °R 332 "1 2=1• , ,BO' ,8S' T4 327 \\\ z 384 365 °*;',53. 6, 1i5 9 362 e`A 2\ R `'\ 4 MAINTENANCE DISTRICTS. LES COUNTY _ a 325'a s o°1O6a 333 334 3 oECOgCR A \ 321 320 319 ^' 2J3. J2832'� 331 \ Ro ° .' _343 352 y\ 336 364 63 360 ° 383 N R. _• oR , Fa No /<< sT EXPRESSLYLOS DISCLAIMS LIABILITY FOR ANY INACCURACIES WHICH MAY • ,i SOS b. o` LN D >,' n//////'a 3'50 ° 38• :T> �2 ; 9't,,,, eo BE PRESENT IN THIS MAP. 6651-5 'ON VHS 335 m, 000 LLV•n 3 ENO 326 `\\ 318 yr 339 342 °341 ��`r3,, '•s g° RC, RQFS . p 37 338 H 354 y , J47 oZ sT JO o / 34: <t. `� �� °340 <( a 349 ''>°. 358 po 380 348 ��355 ° T77 Po 400 42 ° "� 0 • N.y 0 v( 'r `r O i r ( i J �< 029 0298 V�•.>. - •o 09 4 .357 ° 'a Si.„} -` s``� R V r (Fy 295 ° RD ``n 344 2 356 o O' 316 345 310 w• v`� 40,„, ��E ; y N/N r .I p1L'I 5 SILVER SPUR „2960 `\\ \oOF, LUNG WOOD 0294 MARL OMA ict °'306 0 31$ O \ a°o p\-�� NAU ..i c , c1 0 0 sE 309 \i= rRNN.• ' � 4 293 292 291 o `\ 2218 _,28�e 287 \a\ .�`�a - 305 0 307 304 04 �N °B AREA 0' `0 0 \ INTEREST •'4., •-1 Z f, � -' j 9�, 9H f . o 1. ,,,o. - m R DR OLLANDO \ ED°w ° •1� 314 y per N ELMDALE \ 282 KINGSPINE 284 RD 285 Np. q 1 P \• Sp°o 303 - 302 313 / O 0 5�• 10 5,074C °--o2B60RO`u DR R SEC2 JJ2° Obi' �NEARCL IFF fP\PSo tN h ° oo 28327: 277 ° 275 C/7Y Ptp,1NRRSEw ,5° •36 ° BOW ,\0 a1 1 280 /BR LN ry ° z o e 272 J279 W OCoOL 274 271 OF 311 ROLL/NG 508 ° 507 /e p51N \ tIOG H/LLS ES ' - \ \ /' • ,-'� �, o a. C N TO RANCE i ° ° ti V) ° N 0 UP 263 , 26" F 265 a 268 269 270 260 261 267 2 '962 266 \ t ° \ f ti \\sA x.0 1 e\\ RE 1,61 y' , G �• \ � s " \ \ \ S . $ I I a POR - OBELLO LUL ayr oR �• 1n ° AUTOMATED IILJIA\`IVII ,' EE 4i p\ 259 pi•41.2 \ OR 1 ///\ pE 5 i \ 238 N qSO RO / '/ 241 ° 238 �° t I I ,1 1... GRAPH CS F PWjNORN� 256 N 53 0\ \ ANwp00 9• 91 \ RO o ¢ ° 25: \\\ pEs zEC tic /�'�\`\ ?•*Oo '1 <06+ R O w ER \ °F II I 1 1 ° 233 1 QN`�t' R,cH t+• -1 GP 0 METERS 250 50 100 200 I s3' 52, ,96• o 252 253 25a 255 04 •e ° B9 ° pµ�Ipt ' iJ y�o \`, 'S. f 200 400 600 800 SAoo \ B8 9 `7 i 1R �� Pti�\ ! 1 232 20e E`' ° FEET Va.lEv �° \ RD 49 51 54 ,•°55 0- vER 5tL at • °72 257 \ E �E' -OLOR INC 860 ``\ s\7'J R °1 PL 95 'a -yo--�- \ ,e" \\ ?.i ./)<,c, ,',9,1 __0' ' LOS `\\9/,,,,, '/ `�CWt 1 NI0`N z,o•r \t° h,"- 221 �\ a 0 \ 2 p LEGEND 50 a ° B5 `\ mss' •s 4B .` z 0 57 A ° Jj RANCHV IEW 76 77 78 79 91. °\$81 84 ° ° •\ ° 5 97 p • \ ANGELES NI Ea_ `�== ry LN 3 ,,,,\, /. 3 a PI . NZ CLAY SEWERS MAINTAINED BY SMD. 8' UNLESS OTHER - WISE NOTED 47 1 y �HJ4" 1 c P x• C/TY . 0p. •o 58 ° o 74 RHE IMPROVEMENT DIST. RD 60 0 65 •B 6,21- 1(----C7-3.,,: • , 7,'P 0.4 O' e \ / Z' 66 / C7 ,'o.,9z , ° \• 160 1•• 69 7O 131 _" �q�/� 0 68 1300 b- - - . / O 67 /. 129 z,' IP \ 128 pR 136 ° p• 137 °13 SOUTH COAST BOTANICAL GARDEN \ \ - ? ;Inc A-, t�`t' r X227 v 217 ° 224E '�\ O / / M0 a "4o1-- vo / oP 216 ° ��°° 226 \ 228 ° o ! ° 215 94 O / `�' 214 p31 ° 223-N�o� 97 A „" • O••• PLASTIC SEWERS •-0-• CONCRETE SEWERS �,�CLAV SEWERS. LINED „ ,,,.,.0 CEMENT SEWERS. LINED m q ° SANTA eV -Li' ° 64 of 157 125 4' , + / / 7�/ °'44:Ps2 229 o I I S FORCE MAINS °o OF 59 ° P 40 ° 16 01\5 ° ° 63 ¢ 61 62 4', 34:5 e ° oN 4( 135 °L 115 TQLO (F} 1 d CC'L It} NF • 156 O 4, 124 0 2 114 t COUNT / 2 COUNTY '/ / 1' 210 213 m 11 196 ° r I SEWERS F,yp - 191 189 230 i 195 T ----e , NOT MAINTAINED - ' - : -17�. SMD NK - TRUNK SEWERS TRUNK 4'c ` i4 SEAHURST RD i / T 26 39 25 3� „ t+ 121 D o ' �c O, P e q 126° R 127 j 1, I co 0 \ 2 ° 506 192 "- -SADDLE I �� \ \\ 2 I S \ \ - -—CITY BOUNDARY ,9,0°R,,, ° ° Pq O•. �•• °C/ 3 /'`\• IV / 142 152 0``, a za„ 493 LARIAT LANE PUMP STATION N '21 1 I \\‘‘ /94 o F'(-�. 44 45� J3 ' \ 43 N 13 I '(q o 4 �' \ 6842 30KMORs 35� ° 2 ° a 3 32r SCA I- 46 �� o m '^ 23 24 > / 22 116 2J ° 38 /O '5s 28 ° ROGs 20 ° ,,; 101 sF40 107 n\\c4T ° ss \ ?7 < :120 FR 113 e 4 ° 122 0 1 µ0 ° 0 51 C,, I 141 117 I 14J JJ8 ° •°( 123 ° 112 .S 150 ° ' 14: r 155 h SS 2O� 5/`y0 / 49 a 4" 01P FORCE MAW d 505 4947 9' o 489 c` 4 496 �Zo-0. 499 ,o 198 2O \ ° 50 495 ° ,'° 199 ��`aT /, LE`R -` fE LN 0190 ° ) 209 206. 20¢ / o 1 a I 1 1 1e41 I 1 \ \ •\\ \ \ \ 1 9\ I O 7 1 \" I °193 -' o STANDARD MANHOLE A DROP MANHOLE O SHALLOW MANHOLE O TRAP MANHOLE 31 0 `/� a 37 ° e 106 ° `E 0 0 //� 1.4, - -- l.0)/ ,�- 18 =3•• : ti • 1O3 RANCHO y ° 0 100 PALOS y , ° 7 / - l04 ° q VERDES / 6'4 /r4{i - -__ f'r DIS - ANGELES 7. 0 '�, 139 NP ° 3W 145 ° 498 1, O 0 0 501 O� 502 48 6 485 ° e 201 / O Rg ° ^' ? H170 J71� /°� �o °x•167 1e2\ 0; 4" FORCE MAIN »l18 173 PONY LN PUMP STAT/ON \ io 180ISo 245 1BB C.O.-6 CLEANOUT L•H.�• LAMP HOLE 5 / R°` .'./ ' "/ ----- 105 BROWNOEER / 4 /Pr I / LN - I I • " 1 \ ---- 5 '° HA �i' `N CRENS / c� .P // 2 138 / EA RD W ^ /, v COUNTY v'I 144 ° W\y / i/ J1a ° -. 9 Lpry pf, Z 48 irc�'S�O I. Z 161 �\ a 169 l ! 2 503 s ' 1 T oo'/p X04 `} / // C N S R �o < ` NOS / /44 w`N IAMsauac I� ° 477 15_90 0160/6'3 n - ` 168 r 8 17 a .. 3,o• ^ a 165 174° v° '8 41 � 176 0 179 ,o m -2 LN 166 �0 1B7e 4 �, 4726, pIN ° 175 °Q3 17Bo m 28.jo /00 248 PUMP STATION TOTAL MH'S THIS MAP: 492 N 4.031.500 SEE SHT. NO. 5-1599• MAP REV 02-01-17 DATA BASE REV S-1598 01-15.92 _ _ I DATED S.M.D. • A T. 701 !)_S 2 3 O MAP REV. 03-05-13 S-1598 S-1598 `- SEE SHT. NO. 5-1597 _ C-12 m v ° 144 00.e -w. 4O 4-48 • .2, W / � N $'�l'C �7•\&4`h 44 44 u `r 1C.t v 7° `} ° o vla 418 419 li�T/ OF vTF vtA 4Q` CITY ° a7 - .G L 460 •, 7 N'E L4 �JA t F Ja .7 a 7 X59 467'1 a77 _ 464 P_M _ A_ n B ql IR -' �-- VY _r„ 17EF tLD Q FIVTO O \ *. DR //o/ N c: c, /4 / •2 < o , \ , �3 \\'4�,P / gh{ A 1 • /// 'Y 1 � O �¢`�" �` \'P ° / `_ _ _ _ 'o `� r, . " \\ `/ - rr, , r \ / r ` C-13 C-1 7 C-18 j o� \3 41� 420 421 \.\ i SOd 2 41� ''o• A fP 452 P 1 p ¢0,N o. 413 4H10 o0 423 ° 2j• 40.5 r ' e v o 0r N e-' 457 0�' p�µ� 54-4<<Qb X14 444 ,465 e<6t $t4 -06y O \ P 466 ° o .458E UCERq R -- • 9 O > 4N !n y O 0 0 � \ •4Ha \\ `\ " :0 \\ \ `\ \ \\\\\,, \\\\ l C -2t . !e!• ° v t A 15r •�°40�� Q Irl 416 ry 46 445 • 456 OUR TM Y wr 4 A, F . E4p s •` I 406 •, �J.n T N. P N/ \�� Pq 473PINZON4' •\ `\-_ ' PIY ,. �1 40• ,,, 427499�'�O 514-064 402 < 4< -�96 " n 424 Ozi97 401 425 gLONDRa Jr4 /t 42J/ X55 O , 43+ Q �z4\ b 47.. 436;�a51 430 �� ,1 1/O 6 " ELEOq N� wINC OC VT Y /ir ' , __ `` ` OP., .- `11 --7 II . �1 ' N o 426 ,1 39p,M ' 469 ppV10I1 T f 436 \ 432 ., 5 37 431 \ DR o 2 ,- ST - 4 400 PALOS VERDES ESTATES 4N C 3 C, �•` I \ 394 390 �" 475 433 OG _ �`.`:oai ^P cC �. 3°2 ref JO 0 6 374 373 Es,N `79 '371 SPEC -N0 g063.3' 476 c A ii ii \ q69 R.H.E 372 C 376 O5 C''',. 73 S.AV.D/ST.N0.,5 4R'pFCF�R ` -_____. ` a -AIRPyOR7-_ 377 375 UGARN I LL \ r 7 b h O�OCU 4 FEq'CPEEr. X ;,RWE/yP,Cant7t13n r3'� oR 324 309 �\ PUMP STATION 3_2 323 368 478 ? 79 - =- TRUAw- sf_N'£R J _\ _ 367 80 E3' \\ 361 \ 9 366 O ` ROLLING lyyh>•,F / F \ o A, ^ ,o° / /-+ �/ <<s �'� / _ ,0/; / OR s , \\°y�r+ O�\ 1>/s \ / \ 9:'\4 e THIS MAP IS INTENDED FOP. USE ONLY AS OPERATIONS MAP BY LOS ANGELES COUNTY SEWER, 38'-< V a•• FORCE MAIN 4 FERNCR 474. EE'a o R N 3's,.17I.E'. STgOFC 327 18.3•"1,06• eo• 'B'J 1ys 384 30'5''d �< �i5 lay 362 ' ? l��/ ,A\o `'• o w - \ MAINTENANCE DISTRICTS. LCS ANGELES COUNTY 325 \ \- `\ 321 04 CH o^ za.3• 'T6' a ,137333 334 3- \\, 320 319 "' 328 329' c7 o\\ Ro _i4/3 is-,i \ s, n 336 364 3634 3°^D 383 \ �N o \/ z ti4 oq �� o+ •F N` , \ \ <<C '! \ \ sT \ EXPRESSLY DISCLAIMS A.N'( LIABILITY FOR ANY , INACCURACIES WHICH MAY h� 4-'4' �OS�\ ^' . Oj, i y0 76 "82 C to yr w PO ti \\ BE PRESENT IN THIS MAP. SEE SHT. NO. 5-1544 LN 39 ;2 `t0 s. J°s � 318 or Qom- "o)' �9 LF�` /� !es. -(-)oo ^ 341 // R IFS\o_. 331 ` �7\gJ 3:Q'`P\34 7 £_ vs J, "-` " 30' . 34 h'N�\ 34c •• 349 6359 /381 `''0 358 ��o j 80 348 355 \ o sr \ \ \ coo Jioo�\ 47 o ) /j N \ . '� \ .\,\, 7� !\ '' w` l \\ \� // ¢� ,,,,. ;:p„., �/-\ „ ` Cn, 2° 29 'Q _ O aP� \ 357 V 4A-ry j\N 'JTr Ci Sn CC �P U/ 9 \� �/ �- RO �b 356 0 � 316 345 370 o \ \ \ e J 5fJ c2 R4•/N \ -3+4/ SILVER SPUR '^ 296 0 O OF'• P.OLLINGWOOD 1..' 294, MARL OMA \\ l\ 1 L� 306 375 e, l \ , \ �(<. \/bE _ J \ Fpm wa 1,0 o uoi< '/o\ SO 309. \ _ \\ w22\ 1R \ \ONO 2S o \ \'= P C.235:9:6' \ \ \ 290 2 7F� 28V ' SP 305 ' 307 0 30- Oe >374 o \ ~ b \\ A A/// � 4 4h• � �'ELMD~El OP ROLL 4ND0 p \ \N 00 AREA 3p3 OF INTEREST �� - 1 \0 1 282 KINGSPnAE 284 RD 28 aA \P I ( •-��. O1. c Sf 11 N/ R�- ,� -'C2 / 313 07 / .7 I \ ^',..../. �" o ?St 5,- P A.y • V�S�wfa o j 286 ° a ciTy P,��t _ ;,. �, 00 277 iR 1 �o a \ � 33 NBOo, rl) 1�\ P ati r1 N ti \� W -422.8 o 272/ 270 ROY -, `02,0 ROCKS<UP7- 274 27\ 3>Q�i l OF 311 I ROLLING 508 �� 507 �� As90-1 �Q:�C• ILLS STATES \ \ = d 01 "� � TORRANCCE 1- \ i a ' i z / 270 J 26,3 j 26 265 268 269 260 Q 261 �2 267 62 266 \� F, 4 1 /1 \ ,\ / / ; ;Fsl �7 0' . ac,0 4 / .a 7, ro ` ;, \ i y POR B LLO C' °T L�.oa LL) AUTOM:+TED ^ l` / 259 tNUp146 Ij'--! NPw 53 h 256 \\ \ / OP. \\\ / / GDD ° ° a 91 0 PO" ,5 tio.ti /i///�2!4J ,�~°1 52 -se; r!DRtts G / �,dC 2 •ti (,�,o-f- JL �z 5fc /1�\\ Roq\° , a 1 'I 6 ;16 i ° o 233 -[ `25- -5. w i 1 GRAPH CS L o' 1 Gr tpa\ mcHvw 0 METERS 210 50 t 001 200 v `� rye s.3• 53 254 255 N 5, (025- \\�\ 8 'w�` 89 0 9 / 3 ` O\ Oz zEo /0/ "' ` .+\ `• 071' 6 0,,�\` (8 .N 6 - '\ •zoo • a00 600 soo 237 GP 6v ` ROCK 0.O v DLLEY � 4- 5-^ �55 IL si1-`1ER 54D05a. � O 72 V 257 6/_`gC .'9�OLD .G JEP1-P F \` Q `�" \ \ \S�V e�` , PI. ....> 8\ -' 6 7\ \` x`39 \Z J� r6 CLos `\\ / /� I 1 I b11 t\)�.r7 _ O 271 \ \ o -, ' FEET �e 49 51 C./ ° \b, \ ° • °">. _ r--- \ 'O'r ^/�- - LEGEND so o a 75 P C °__ __•-----��: g5 , \ <0 ,s• '� 80 _o" - \ `\� v ! o ♦ , o \ `A 47 /p�' •` 20 /r o`^ C/� m 1 J Q _ _ > ACOP a \ , '\:',,_ __ JO v n 57 0 i 00 130 58 _ ° "' P.ANCH1,.r. 7P C78 3 39 /3 74 RHE IMPROVEMENT D/51. SO - 60 so/7.a e%- •� 65 9 6 •\61 34 e \\ 8Y 97 ° ° e 5\ACOP 130 � A / .7 �J 205. \ � //P VO.< Q Cs,°. r C.1 / J 66 / od 0.,62• _ 2'" 131 a2.. tL, Q /G�\ r•GP % •68 °-Q C 130,1, 42""D--;-,i77 ,,,,.. 67 / 128 129 DR - 4� N 136 � ` 737 .'.' ,` . \ 157 \ LE `\ ANGE 5 COAST BOTANICAL GARDEN D 1-H vzi , \ 2 _ �^ \ N �, MI .-'�ry \LN IV`s 011 217 224 J- 215 ry\�• ° 2/4 ..�° ' r4 ° rnL2'2 / J r 1 d-. D1 r,;r �22/ `° o e:;,ar �o / o. r�\�y .,226 723 215 • '' • 1191 � `223`_ e9� 229 ;1 I ' o -0-0- CLAY SEWERS MANIA INED v smp• e" UNLESS OTHER- BY NOTED ... p.....p... PLASTIC SEWERS •-O-•-0--CONCRETE SEWERS �'-O .r- CLAY SEWERS. LINED • , • - 0 0 CEIAENT SEWERS, LINED FORCE MaNs P ?' 64 ' 125/ 'it, \`� /�+ / / 7�/ \ COUNTY 213 5� y I ,jo OF 59 4 75 40 0 6/ ,1 �0 6 6'' ¢ - a., a<< 135 ti \ , f O q• Fy v\ G 715 '� Oil,• " 1-- '' HY < 1 \ 156 O 0 714 \� \``n0� 1\ 21711. W P V 153 210. /. m0 6 C 1 r I ACOP 130,-_191_189 230` ;y.. - -- 196 4- O -SEWERS NOT MA (NTA Ir!ED I BY 5Mp i 195 - TRurJK SEWERS --0--� pc 14 SEAHURST • y \ RD / , 26 39 25 3, o- 121 oR 2) ,� i \ \Qi: r>°' P - ? IZ6 127 J m / �o OLLING; HILLS ESTATES /L \ ,•' p Cl `/ 192 -- - - - G` `� �i \ SPDOLE lc? / — _ _ _ CiTr BOUNDAP., • I 90 / �. ?„ °.• OG A ) tV / yS 1 142 \ / .120 F !' �� 'Q 113 ` �° II D \S\ 117 122 \ Zr 1 141 P 14_ �\ 118 'O< 723 D 112 150 et l!' 748 $ \ 1^ e/ S6. 2O / 49-; � S - 4 \' \.y / -OS ^�, zo99 a" DIP FORCE MAIN \Li�� 15^ ro°o// 4.3649• a,. 48.9 198 20 \ �(,. i ° \ "J(J4 495 s' / 7 g _ .-A /,'� �` — °G<ET 0 i I ` \\ / \ EE ,. 0 , Fi 190 .,,;1 , I \ ` . 18s \\\� \ 209 i I 'eM1 �o\: 4r 7 206 I 793 04 1. 1841 o STANDARD MANHOLE DROP MAtJHOLE o sHAuow MANHOLE TRAP MANHOLE 31v m 37 o\ o -r 106 N t �- / \'Z //3 AA',TF1y - \\3 0 500 2 ° _, L,4,'9� >. I• s°. (/ '- J 30 o 0 0 o ~ or wN _ PA< 2T' To ° eS'{ 18 "a /Fs/ ' 29 CON RD 32 e LOS 102 9N `p��/ \ ei CK 10 Ell ; eo Q. PC s.. , 703 �G ` RANCHO P PAZ OS 9 / 7 ,--_- Plo4 �� 6 9 4 g , ' - VERDES / /96°9 //d-/ - ^0 � RD / (.1 -/ 01 • cP ---- 105 4 / v/ BROWNDEER ~! / LN 3 NI I 7 (\\ // -\'� CL \ ° 111. '. 108 719 J!r '�l 111 109 110 j ANGELES p/sr. ' �1 139 _ -'� (S --_ - I 5P1'1 ' AW 1 CP.EIdSH y '/ I o o- / EASTVALE 2 1138 ,�� /'\ RD - \ % 149 7 14 14 '` 2 2 146 1 y 745 4r COUNTY �•?' 14a !'T N 'a 4B7z /� O o s /\F . g sot 485 pF \AC 7 130 °� (/ r- ` 2 / � ItL 90 \, > ,,-4,7,, y 2 / �! �2 '73 /' J3 C' o\ ,v!LLIAMSeuRC 1 ' �Tf / /1,1 LN / 1 Y� -mil 20.. / 20 488 / 7 4 207 8` / . 2. RRN17i r.¢' U 1.77 °167 ? b 4 169 .48. �.� p Z' 161 .4C0. ° N ^/1,Q o A+,,ROLLING ) 'T' P \O" . CN . \ a-,� • C �.){) 4.57'6.1 5171 - w , 205 W T I 1621 I 183 2 \ II a- '• FORCE MAIN m 172 / n3 POA•Y LN .7---PUAtP $T4 NON rR � 180 �n 245 - � 168 • JJ4 • 1 r ,e6' a.0. ° -. ,.-� n ° 177 e HILLS ,. ES'TATES ,. ,,,,As.. 161 \ 2 �' 0 187, 4726, r"' NO. 3 175/ ° 3 175 Cr-1 2B . 244 �, 248 W 4 WE f R MANHOLE C.D.--. CLEANDUT L. H.--� LAMP HOLE 0 PUMP STATION TOTAL MH • s THIS MAP: 492 4.031 .500 SEE 5HT. NO. 5-1599 MAP REV 02-01-17 DATA BASE REV ►NSOL I3ATE3 S.M.D. S-1598 I r• or fl_R 2 3 S-1599 Sb5<-S 'ON VHS 335 000'ttl b 3 w ya >T ko am ? P w I m I -0�4 Q Cr. Q N JS d I I Q N Q MO O 0 SEE SHT. NO. 5-1598 S-1599 C 12 C-13 C-14 8 ° o \ \ 1 F 25 :', \\ \ P o. •\ % y\� 2 0P°.OE•F'P -I- 10z.B• . 0\ \ `��'3> F 27 °n J � P 0 28� n /' / PR/vATE SEWER y�$ i'/TY Dry a -T \73 29 ° ~ °\ 'Av<( Fes° 74 nl\\1\ PLUGGED �y� 60 p'O 4 °I''''1<(..„, c G,F OF 15 ° 3O'\\ `\ .400 5 Yh\`\ "Sm120 ° 6 C�,` �Od\ \ 61 16 7 \ \ \ o h 24 3 op° \`,� \ 1 e ^� ° ° ° \ v% 1 ° 62 O`A —33 21 17 ORKLON T2 <ti (ii v2 2 ° i e W35R4NCH0 0 18 -y 36 PALOS ° 79 63 4 C DNO 39 r N/(L DR t/ERDES / 37 38 DEL 09 I ° 64 DELACROIX 1 oe 4J OOCDEN gRRDW ° 65 Qy 43 44, OR o 42 (/ 67 0 4 49 BEECHGATEa.¢6 Ai 160 50 / 0069 i ° 5B 9 e° ► P° LH V1$ WESTVAL //6 eo RD \•_ _ lIB ryti� \I me zoa•o al ^r' 117 �i 119 AO(gA, (N // ° 123 c`"i / 122 A. O ,�P wl I r°P i1 177 ° °,24 ,,-� RO 174 /• el OGE ?' ? ° e ` /' N / / / 2/ / % / 1i / / ill u�il 31 - 1 \\ °i\\/ 1 \\ O� 1 11 Aie/ /� / I I °� i I 14 / i I \ `- \�N ' i i 1 / i I j I/ , I ' / / / % J / i / // / / / l I i 4'40'0; ; d� v 759 P T oP\e r R i 9C0 \ �S e0 is S ,\ > Q°'� / 02 /� / / 729 / O/ / e i u!a i j l, Pv _ �j1 ' ;;' ; Fro - N LT/1 ' / �S \< 1 / ``R0/ PP \ / \�P < ME POOR i 1 /' /" \ �_ �. _ ^ ,.. -� - /1 / Sao \ /` i <Eoc o(F,9.4- \ \ /,"• I i /,-.-2-,N r'Of ct\,•\ ' / l / --Zr, \ �\C ^' 1 1 / /' / / i / ` �j I / 11 ` j \ 1 1 I 1 /' 1 1 / / \ (-1 128 y : tie 126725 j 127 9 m m 0' .• 147 7. f �F ° 3os• p 6 x/52 153 '' 151 '°130 3/ o B. 132 733 2 134 135 36 A 137 J38 5`6• 139 ' m ° 'zp ° a 140 B7 N ° 14J 4 / ROLLING \ USE \ CITY OF HILLS ESTATES 145 144 THIS MAP IS INTENDED FOR ONLY AS OPERATIONS MAP BY LOS ANGELES MAINTENANCE SDISTRICTS. EXPRESSLYcc LOS ELES DISCLAIIMSTANY LIABILITY FOR ANY INACCURACIES WHICH MAY BE PRESENT IN THIS MAP. i /' i /1 / I ''N\ 1 I • / • / \�v'/ 'F' �'' / / ° ° ° 142 - - TEREST ID v1 O h AUTOMATED 4: 47 51 e-68 3 N / £F °521 54 v L > N V O °e .oLR° Sr.. O�'ti OJ / 4''''''f,1 5740 73 "O 75 CRENSH 9- i•D escP 65 . 0.x!0•• .O 167 77 r: mO��: �. 78 166 -0168 6, ' • = /ei 176 170 /0/769 /% O / / 2 / / • \771 750 %� s. 32...\ \1 1 ':'; \ 49oo\\O\/z2 I I �// / '''.\\. I A �',°0154 \\\\a 1 1 B99 o155\\°_ ;1 86; \ \MD� ; , R 164 156 ^ ---,-..&, \ 87/x`' /S\ `157 �^ \163 °\ ��` ^^\ /56-\ \ 9• HESTNVT• ___ \ 0175 -� / / 1/i1 I I SIJ ; I 1 I i 1 1 / / / / I / / / %r/ j /01 I I / / / / / l ' / / / / / i //// ; / 1 / , l 1 1 / / OF 1 O I I °1 1 �� 1 \I\ 11 1 \`\` �• \ / \ / / \ / / i / \\ \\\ i / l / / \ \ I 1 / % eJ1 11 1 11 I I ; I �/ ,\ \\ / 1 ¢l y'• \ TALLEY HAND/,1 OZ\ \\ I `-----, .iF \ \\ i l \\ \ __----- / / I \ /;_-- / / \\ \\\ /u't • I ( o \ \ 1 I / i90LL/lVG �,�\\\ \\`�io __ '/ °' 1 / = r -----; < :� \RANCHO O/'^ F "' / \I\ 11 �''' \ \� _ i 1PORT000ESE __ -� '--� 1 -• ---RO \\I\\ // �J�t$. 1 _-- 10.°� / / / %' R° �_- / _ \ LLS I C/TY OF ALOS VERDES \ AREA OF c-, ' ROLL/NG - =-lN — / CITY OF HILLS / ESTATES / `C�/R/// N +yG 4v HLS DI 210 M RS6000800 0 '260'40 FEET LEGEND -��— BY CLAY SMD WISE •••O O•-' PLASTIC •�•-p-• CONCRETE -m-0--.--0...- CLAY �� O O..... CEMENT FORCE 1 E BE RUNLESSNOTHIER-O NOTED SEWERS SEWERS SEWERS. LINED SEWERS. LINED MAINS NOT MAINTAINED SEWERS BOUNDARY MANHOLE MANHOLE MANHOLE MANHOLE MANHOLE HOLE STATION MAP: 176 S-1599 x°89 ' LN '\`\` _ ---_^ ` 90° -_ \1\\ I, --___ // / __' ' I I p ,/ °I \f� • { \ \\\\\, ``\` 1`Q/ \ I l 1_Z\ 1^056' - �� ^^^^ \O\ I a VALLEY VIEW ^ � ^ ^ . I RD 3 ^^^�� ``^ 92 ^^` ��^ �G S/ 250.96 85 94 ^^ /,i CRESTWIND I 105 • \J 1\ � \\\ \ DR 107 \ \ 106 ' �, \ \ 80 n R4N O ° 708 \\ \\ CITY 104 ssp• 0 10D. `\ ]CE4NA IRE 49 IO,J vEV/EW 109 9B zSB. NQ /a4 117 14,,,, ° 746 ° PALOS 1010 o 'sB,�" _ F m, p FRSti / 1 / / 1 / 1 ` \\ \ 1• 1 \ 1 / ��/ '%' `\ `\ •`\ \ \ \\ \• \ 1 • ^^RD `- drL \\ \ / 3 \�\ ' // -Lud \ / / 11 1 Ip' I 1 I ` \ 1 ^2-4-6_1)14-7.:-Z, I.r/I 1 1 'P4/ 1 \\ \\\ /'%. \\ \ 1 \ 11 • 11 \\ • 11 \�\\ i 1 I I \ \ , \ / / t / \\\ 1 I \\\\ 1\ \ \• `\ \'\ 1 1 I 1 J /\7 cWil // �W /j/ El /// ES o / I- - _ / ke BEND ----___ _ A, \ \ • 1`I \`\I I I I 1 11 \ \ \ �\ \ 1 1 1 ' 1OF // //1 /' t/1 ,,pp� /R/ 1 \`/' [_..' 11 ❑ll \ o:l I ti�• , 101 1 1\ / /2 2 / / \ •-•":::::--- Z `�\,\ T'Q u 11 I \I ----//' -‘)-r___-- ' 4 1 0 / / w/ 1 D 1 I - ..Y Q-_ -_ 7 -� \,1\I I /, • ` \ \ n= \\ i\I I 9E' \ y\\ 1\ I ol� 119•x. \. ^ V//�\\ ; YP,, S \ \ CHE5-FERE IELD `-- \•_,/7-W----,..'/ \ \\\\ \\\ • •I\ \ \ 1 1 1 I 1 I l 1 / / I 7 II 1 pl 11 ml I = J 1 % z �<�� \'\ 1, \\ \ �F '?` i t^ -40,,,,i;;,..31._ \ \ \ / /-, \ / / • K I 0 1 1 I 1 I 1 \\\\ \,\ \ \ \\\ • EgSTR ,/�� eC`O % ' / -0-O BY SEWERS - O- TRUNK — -- — CITY 0 STANDARD 6 DROP M SHALLOW 0 TRAP 8 WEIR C.O.- 1 CLEANOUT L.H.-•-. LAMP PUMP TOTAL MH'S THIS O '�99 O 4 T-._ R Y�"� VERDES 162 4.024.000 oR 5. /�a E 0° REV SEE SHT. NO. 5-1600 CONSOLIDATED S.M.D. 1 T. °,z c_I A D 2 3 0 MAP REV. 05-19-16 S-1599 SEE SHT. /vO. 5-1598 S-1599 2 8° \\\ / 25 :o,. \` '2- A 26 \ \ �a` //,i.� •414'fr 11, 10 2 \ `I y' o / °^ air m o�1 I y. • 9 CITY 0127 r. SA ti ( 72 �^9 /�Jb'I r ,/// PFNaTE SEWER �l� /0 =159 9 N / 3 F I3.9I 0'9 4_r o6 C,, iRq• I$ \ �,•/2 \LN 'wREDSTVALE /6 '' O a (/.` ss , �' \ 118 ro\ V \ os ?J 1 v� ` 117 127 '%' �0 LIi /llo SpLagryLN - 0.(1% 12_3 2/// S// e v, O N -o 2/ 759 7- F R p i // A / '`t L$ / i C �S \ `k i o - / 'Y-, / �// 00 / / / '/ ? Q- RE 125 126 0 127 12s / m 8� 147 o L-t IMPR.P �c CA, Er. -S.'9.• 753 ? - C 1 1ST J/ 130 e' C-8 2 t3 C -i4 Ou;LOR OR �A 4 °99 cc` ° Cite OF 15 `per \ e 5 �4120 \q 6 °-:\''..,, ob ,,/, , 4 3 of A 1,., `7 �/�3� 1 1U n, I\\ `\L PLUGGED ti yp 060 2 , o 4 d . 3O. \ 0 \ \ m 7�, \\ IP" S >�o\ \'\ ,C, 51 16\ `l2_\ '''\ \ 7/ V. A\ \ \/S\ \\ \I Cv�' c _ V% \ I h / 2/ 7/� !� 62 O j /I ,;11,1 \ 12 \ - 7� l wi (.�• h pl , PC 1-17,14,-,„7----,14;//24 s1 777 D j. / ,-- PC 11943—°1 �' \., �ptDGE \-„, oo s �'' o, " NI 1 �i z1 r\ // ,s,‘ \\\\ e \\ / 1 i Ci.J/,, / i O / / ; / d 1 / / o/ 179 / Q / / / Qi N�"`'`,i tF r C I % �'o i.-\ \ i/! ' // �$ \ , J ...,-./, / `\ ! ' \ \-\?° i / \,, ,_' i \'P I 1 C TAE ADOYI ! J 132 ' 133 CITY OF 134 ROLLING HILLS ESTATES 135 f p/ 730 .137 l• ,^:--_-_=..-1"-- THIS \ L ALpv 6 3'� �S 69\ % ? / 2 P DFRANCFIl 9 799 \ ti Q / �� ;6 j 9�ALOS \ ti 63 -57 ,,1 40 / `� ' ' ///9/ ; • ,I / 1 t a 1 1 1 I / '�? /l-. -�J7 1 / ' S4°°� -\ 1 Fp F �' \ \LN I / C� ca/In e4(..T\• J / 1 / I i -J / ; / 138 \ \ 139 o r \ N a. 6 I N. a 3 r2j \ mp Q / r mAINIEbIANCE \ Q 3 1•.1 �P—C' 776-2 �\' MAP IS INTENDED FOR USE ONLY AS OPERATIONS MAP BY LOS ANGELES Cl/ERDES E:<PP,ESSLY DISCLAIMS ANY- LIABILITY ANY cRax C�7 „\,;,\_ L�1v�D DC Ac R 1" 64 29Q� 47 ^O� / \ \ _\ / • 1 / /I// I I 1 r / l / I / J ; ` 1 7 o -o 142 MA1° BE PRESENT IN THIS MAP. �c O4y'� E 4.177.000 SEE SHT. NO. S-1545 G0 LDfN 4RRpa• ° d/ j'\ \ J` _ 4 \ // 69 y BEEGHGgTE •.Q6 ° 49 O/^ 69 % �P 160 • 50 .CO' / / \ ....4.,,' G�/v� / / ,/// / / / i / ' ' \I \I /' / / / 1 I / T //: / 1 1. / 1 DR NO. Q: 7\ 51 I Q s�be?S m TP N J / 52Ir i/ P 11, / : /. -- \\ •a\ / / /// \\ \ 11 , / `\ AREA OF INTEREST 54 N. / / ,SA\\\ / 72 C S``. N / 40 \F' S7q° 73 90p aF.15NP 95y/••.°I°eSCP - / F6E i>" �+F'j65 / - is O� io / 166 16763 / �� "?/ /o:% To-, ..776 170 1 /t°9 / /'J -3\U•', A8oc,1 �`'I .J. ‘,61.......:: -;:;:z := `;0172 I I CITY b. r-_ \ / I 1 , Jim �,' 141 i I / / .1 1/ 1/ /� .�� i / 1 / l / / / OF 1, I i / / ,\i�\' \\\ \, ``�`__ 1 1 I I I \\f ` \\ a/l \ / TALLEY HAND / \ \ I� '' �N\ `\ I \` \\ - - -` J \ \ . _ 1 / li v,,,,,,,\ /,� \\ \\ /I' I ; ROLLING ; \ `\ ; /, ` —__--. ` ♦ ` /::::::B1 ---;D \\1\ ,- �`Y CITY OF /ipj94/' IR ROLL/NG H/LLS /i--'-_-� ---� ;'J 50 ESTATES r I Lu aR�''%� --N %LLS , /+ G,°� OF v, O I� Lu AUTOMATED U V ¢3 '�i p9 p� ` \n 1 • 006 iC 90 0 �.,1 \ 55 \ 8y 'q.- 1.55\90 60' (°7 \ \Mp . I / \'6Q I I / / r 11 i I U I Iii IA °p• \ l /0151 \ CITY - I METERS / C� RANCHO ai °vV GRAPH I S I0 50 00 200 250 /•- e°' R°qV \ 3a -/ 756 \- 157`(\'' 163 8 f E TNT .\�- J56G•\'0� �, o I i I 1 11 I\ \\ '11 i \`\\ y\1 ----- PV/� '' ------ I �/ / (\\ PALOS VERDE \ �i, \ \ u` 21)0, aoo 600 880 FEET F9 �N ` _ 1IU l \ i --- — A\ a _ -'- \ \ 9- 1 \ \ /----_-) 1 1 �- ` • I / / .$....e.,\\\.\\ 1 / \ , / / 1. \ \ / /' 1 J \ , / I 6-A 1 / l I / ICA; 1 PORTUGUESE BEND i' IQ' ----'_--- ,pt." Q/ - / t ,� �P„-_ 1-J•! // r Tom_ \ / \ - , \ \/ 1 1 T,pa 1HI \ a\ , ,`` \ \j\ `'lc \ \a r.\ ---O—v- CLAD $EYTE R$ IAA INTA (IIEO .. BY $TAD. 8" UNLESS OTHER- WISE NOTED ...0 p... PLASTIC SEWERS •-O-•-0-- CONCRETE SEWERS '• •' O " CLAY SEWERS. LINED /\• \{ I I \'c` ,\ I \\‘')4\,, 7/ I I / / 1 11 ! I' 11 Jac. 1V' ` \'\. p O 0••••" CEMENT SEWERS. LINED rORCE MAINS \\\ tC;=9 \ \ ` - �l 1 1\Z ..--\ ;'1 r \ 1 I I I \ YJ \ \ •I 4 /\,\Ci S / \\ ` / _ �\\ pi \ \ '�� G \\ ROOK1 (aL \ NN \ gDOR�f • --O-O- SEWERS NOT MA [NTA INED 8Y SAG 'O'- —0 -TRUNK SEWERS \O\I 0 56' 91 P(,`AL ! VIEW �I 1 7jL3 92 RD 3 �� `�� QV. Zq�no'P al • 94 �`` \ / i PC 63189 • l CRESTWIN �°5 \\ '\ DR 80 106 /101/3'-1.407 \\ \♦ -nom " RANCHO los \ C//T lO4 JaO. -- JO �CE4NA o° ACOp COV o. . pq -' 109 IR /PC.' ',..•!0 E N O Iffy 97 ?°! 702 n .79 Ja0• 770 93 Z8• 1, 5 115 OF o¢ 114 5 111 146 PALOS 7012 6 5:5` °�0 99 0 0 �. \St'"' °" \� !/ERDES 162 P (' 1 / 1 \ / / \ 5S< 1, .// \ 1 _ aa\ 'Py\ , I \ 1 1 1 \ • ,\\ / / '\\\ i 1 \ i I 1 \ `\\ )\ \. \ • • •\ \ ', •\ \\ \\ 'Iol \ I IQl 1 1 lol f 1 1 I ��__ ., i \\RD -- 1 �°i / ``_��ESr �`J'�/ III i// \ _I a\ 1 1' 1 I III ' /\ 1 ti� \ ' 1 p\ I _` // , \ 211 \A' -- --if' p// a\ I A •1 \ 01\,. _ _ _ ,1 / , CI -- :: I 1 /f % / / : / / / LL / ' / , / / / . / / / a 1 / WI I _ a tr (\ ‹\ C'\\,\ O y•a ^ !-I \ V old It\�'\- -. CHEST ERF IELD \ \ //-=-�_ \ \\:`,./ /PD~ ./ \ ( \\ \ - ,` • a \ 0 IJI 1 1 t0 1 I I I I I I , 1 II `\ \\ / i l ,1 \•a \\ I 1 \ \ I , °' \\\ .- r I li \ \ I , eqs 1 ml 1 -_�`iF ) of II "' 7 /„ \ \° , --- — CITY BOUNDARY 0 STANDARD MANHOLE Q DROP MANHOLE o SHALLOW MANHOLE O TRAP MANHOLE 6 WEIP. MANHOLE C.Q.—� CLERNOUT L.H.--✓• LAMP HOLE • 0 PUMP STATION TOTAL MH'S THIS MAP: 176 N 4.024.000 OR SEE SHT. NO. 5-1600 K.. MAP REV r`g 05-19-16 00 DATA BASE REV 01-22-92 CONSOLIDATED S.V.D. S-1599 A 0 r-" T. 0/7 C-1 APPENDIX E As -Built Plans '360 X380 Sou Coast Pete bier Eq en Clundler Pa and Ctrs Roberti . H,Ie-Cotrsre Day Cart LA COUNTY, Eastvale -41 10 s 0 150 300 600 moicimIMiME Feet tc Gdn ROLLING HILLS 0 0 to esideld LA s pup r e°ern PC -07786 4" FORCE MA N IIr�e rra a Pt nsub Her 7e PD07160 SP-PD038889 qp0 SAfOrc —s Es'ti-HERE, Garmin, USGS„ Intermap, INCREMENLP'NRCan, Esri •gpan v1ETI, Esri China (Ho�"g KonglEsri�Korea, Esri (Thailand)-NGCC c) O S eetMa _co.ntributo s ansd the'GfS User'Comimun� �3 , TORRANCE 247 48 1' 152 Linden It CMMkr Pr -serve r�.�,.. lonw'''\\ J ark r"re ri60 SS -116 and SS -0043 RMINIM1 Esther LOMITAChaPn R Hills ItC 160 Club VI. CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES AS -BUILT PLANS yOt WI LLDAN I extending ur Engineering reach October 2019 U:\107599 RH Sewer Line Study P1\700-Design\706-GIS\ MapFiles\RollingHillsAsBuilt.mxd COUNTY SANITATION DISTRICT N25) OF LOS ANGELES COUNTY, CALIF. OFFICE OF CHIEF ENGINEER CONTRACT DRAWINGS PALOS VERDES NORTH SLOPE RELIEF TRUNK SEWER I B SUBMITTED .Cy/ u .4.44si� DATED—APRIL_�21972 0 C ENOIN EE ` RECOMMEND DATED —APRIL J2_1972 4557 IEF ENGINEER 'APPROVED �DATED.—AERIL-12_1972 CHIEF ENGINEER SAN FE NAN0 IFPICO 400 SANTA MONICA OCEAN PARK VENICE 0 VAN NUYS were*. PLAYA DEL REY EL SEGUND MANHATTAN BEACH HEfORM REOONDO BE ACR HOLLYWOOD RIVIERA ROL LT W000 LOS AN 1LIL 1 WUNGA LA CRESC[NTA VERDUGO CITY MONTHOB at ALTA DENA To. WVO SIERRA MADRE CLENOALE 4I� PASADENA EAGLE ROC I ND UTH PARK F PASADE U 1 61 PAM gI WATTS LLOWBR00N LYNWV00 COAPT05 WILMINGTON e of +ZONAL MILL NTBEACH CO•I •I0,011 1 0100 C BORIIE 11 AR LA BEL FLOW R GENERAL LOCATION o' LAD WOOD SUNSET BEAU Art 1(MALE CITY ROSEMEAD rt CL l MONTE AL BEACH IA ti , 'DUARTB N ALVP ANUS WRINDALE Acar BA FN LA PUENTE 'Dr✓A' CERASAS FULLERTON NAAAtInC.FK ICI GLENDORA WALNUT rAr COVINA SAN DINAS SASE nt AO P000110 2P 1,01,011 r01 -N- SCALE MILES STANDARD DRAWINGS WHERE REFERENCE IS MADE TO STANDARD DRAWINGS OR MANHOLES, THE FOLLO'W'ING DRAWINGS AND DETAILS ARE INTENDED THEY ARE HEREBY MADE A. PART OF THE PLANS FOR THE WORK COPIES ARE AVAILABLE AT THE DISTRICT OFFICE DRAWING NT S-0-201 S -o-202 S-0-203 S -o-204 S-0-205 S -o-206 S -o-207 S-0-208 S -o-209 S -o-210 S-0-211 S-0-212 S -D-213 S -o-214 S -a-215 S -o-216 S -o-217 S-0-218 S -o-219 S-0-220 S-0-221 S-0-222 S-0-79 S -a-86 S -o-223 S- a- 224 S- B- 223 TITLE STD MANHOLE, TYPE STD MAN-1OLE, TYPE "B" STD MANHOLE, TYPE "C• STD MANHOLE, TYPE "0" STD DROP MANHOLE STD MANHOLE, TYPE "E" STD 24" MANHOLE FRAME 8 COVER STD PRESSURE MANHOLE FRAME 8 COVER STD MANHOLE STEP STD TRAP MANHOLE BASE STD TRAP CASTING STD CONCRETE CRADLES 8 ENCASEMENTS STD "T" FOUNDATION STD CHIMNEY PIPE STD 36" MANHOLE FRAME 8 COVER STD HOUSE CONNECTION GAS TRAP CONCRETE PIPE SUPPORT ABANDONMENT OF EXISTING MANHOLES TYPE 41' OR'•D" RECONSTRUCTION OF BRICK MANHOLES SID PILL RING STD PROJECT SIGN TEMPORARY SEWER SUPPORT STD METHOD OF INSTALLING SADDLES STD METHODS FOR CONNECTION TO PIPE a STRUCTURES STD 30" MANHOLE FRAME 8 COVER PIPE BARREL DETAIL STD. CONCRETE COLLAR LEGEND -� PROPOSED TRL'NN SEA ER s EX'S' INS •• A� ▪ FUTURE OR UNDER CONSTRUCTION A -- EXISTING LATERAL SEWED WATER LINE 00 IV 7, 7.711777/7/7/7/IL 0-STE OF ONTG'NG OCTOBER ,19 70 OCTOBER,1970 OCTOBER,1970 JANUARY ,1972 OCTOBER,1970 MARCH,1972 OCTOBER,1970 OCTCBER,1970 OCTOBER,1970 OCTOBER,1970 OCTOBER,19'0 MARCH,1972 OCTOBER, 97q OCTOBER,1970 OCTOBER, 1970 OCTOBER,1970 OCTOBER,1970 OCTOBER,1970 OCTCBER, 1970 OCTOBER,1970 OCTOBER, 1970 OCTOBER, 1970 JANUARY,1962 AUGUST, 1970 SEPTEMBER,1971 DECEMBER, 1971 APRIL ,1972 IRRIGATION LINE STORM DRAIN GAS LINE OIL PIPE TELEPHONE CONDUIT ELECTRICAL - TELEPHONE POLE Q DEAD RAN POWER POLL GUY - LIGHT " FIRE NYC,,A,T µA"ER E. GAS VALVE FENCE PAVING CURE., PARKWAY a SIDEWALK C 5 D BOUNDARY CITY I N G NOTE REGARDING EXISTING PALOS VERDES NORTH SLOPE TRUNK SEWER THE CONTRACTOR IS ADVISED THAT PORTIONS OF THE EXISTING 12" AND ISO DIA. TRUNK SEWER PARALLELING THE PROPOSED SEWER ARE IN POOR CONDITION. THE CONTRACTOR SHALL MAINTAIN THE EXISTING SEWER IN OPERATION UNTIL SUCH TIME AS IT IS NO LONGER REQUIRED TO CONVEY THE FLOW. ALL EXCAVATION AROUND, UNDER AND ADJACENT TO THE EXISTING SEWER SHALL BE DONE BY THE CONTRACTOR IN A MANNER WHICH WILL PREVENT FAILURE OF THE LINE AND DAMAGE TO THE PROPOSED SEWER UNDER CONSTRUCTION. N.. V \V C) G ▪ f /G )i ESOP HI L.15 C- O -p 9 'P -a- SHEET INDEX ,W 4LE: /M.6GT0• 1_ 9y DISCLAIMER O. THE COUNTY SANITATION DISTRICTS OF LOS ANGELES COUNTY (DISTRICTS) PROVIDE TIDS INFORMATION "AS IS" FOR GENERAL REFERENCE ONLY. THE DISTRICTS DO NOT GUARANTEE OR WARRANT TIIE ACCURACY OF ANY INFORMATION SIIOWN OR THE DRAWINGS AVAILABLE. FOR DOWNLOAD. TTTE DISTRICTS DISCLAIM ANY EXPRESS OR IMPLIED WARRAN RIGHT OF WAX OCCUPATIONAL RIGHT OF WAY BENCH RANK PLAN B PROFILE SHEET INDEX 5—p-92 SHEET No. I ON y{TL RWI.E(L7'u C C T C /0 T • NOTE: THE CONTRA CT OR SHALL PURN/3N TWO 57 ANOA RD P ROJECT 5/GNS P FR J -O- 22/ SN • 5 "AM R TO MAN UFAdTO R/NG RIPE 'OR 45 FOOT 0/U9`= :' C URVE$ P/P2 2.4YODT9 SHALL BE SUBMITTED TO T HE.._.__. QNC/VEER FOR RAV/EW AN D APP RO✓AL, T -- -L = - -- 414X. DEFLE CTION .ANAL(. N OT EXCEE D S 'A T ANY ON E 7177771 r •. 1388 J.4' . r •92:96 P.C.C. 5�I8.43 E,C. •7 3.79 . I:1 _EuAv4:o47q, q.• 2150'.. -.. - P. #.;71' ' 4. 8C.. 5 Q0.0 OCCT�!./8.43 - ' MAN/pLl COVER -LOCATION (s eo s-o•EO$) 4 3 2 / 0 COVC. STOP Lop N07CH see O Ar yL i*T . S4OPe sHetyy� -nTORA/N sra M.'h - . • ';x _ :arc.' -- CONC: SLOP Z . NOTCH ED4*..' NOlCHArk* 47:YROF0.4p! ' :ANQ RpMOYEA Etm CON C. 10,4 SET. "23 -2/0 :20 /90 - SCALES HOF1Z r 40' ."EFT I•.= 5' Ns MB• 457=36-38 8 ¢ 6 LL 0 a IQ qZ: hLO- k SHEE T ND . 2 OF 8 SHEETS -.. (MOLVF/2D. K4R` FLOW MEA JUR ENENFI FINAL SURVEY _ e -. Si EY FIELD 8UOK VIOI IED CHECKED LATE S y; .. •A•7 Oam74 DISCLAIiRR:"T97CQBCIP 175AIRT71TT0 \'D ISTRICIS'OPL US'ANGE LES COU\" 1'Y;b6TRIC75) PQdVmI! TINSiMY7R.VIR71lSN S AS Y$" FOIiGY.\' EQN; Q F�YEkS>\,'CR.' O�' LY. TII�DISTyttZ'7'S D�.'OT GUAQANTEP. OQ WAQ QAPT TIIP. ACC URAC�O I�ATWL��OI[MAflO� SItRWN pQ'j7� DRA W IGS AVA ILABI:�FO Q DOWgTAAD. TI1E DISfR1CPS DIS CI .AI.N A\ 'Y 6XP QISS OQ MPLIF.D K�AQRA�'TY ,'17jjS INEO RMA770\ SHOULD �OP 9Y R6LI8D UPON I+ OR CU \STRUC770 N. THE I�'p OR:4fAT10. A ' ' DISC -260 :250 - 2/ 20 /9 t— ! • 74;47" grP.. 111,.H.:1? : - • rf_t7 2. 6 F. . __ _ . EX/37. JUR/A CE:: -C/ T Y OF ROLL/N6 H/LL5. E5T A..T E5 RANCHO LOS PALO5 VE RDES PROPOSED OETOJR UNDER • CONSTRUCT/ON BY Ol //L'F S, BRACT L/M/TJ 'UNA'HOWN• THE CONTRA CTO R S/MALL MA/NTA/N 77/6 RAYED OL TO Ufi, /P NNC e33AR Y. 70 JAT/SFY T/YE TRAFN/C RE /U/ft:MENTS. G R E N 5 it W .r 'r • /7 /6 /5 /4 / T Y R A ) C O /VMH8 4 •04!06:30' R•2982.' - r • (08: 96 4 V .82. B.C..14139,91 E.C. _"16':53.63. e'R'.IrE R. 33.'/R: Of TORRANCE AJUN . WAT ER EfPT 8'3E R$R.LO e—C/rr'9 TT RRANC Cl ♦ ti COUNTY OF ;,! • LOS ANGELES ci lli v INA RVLY RCA., 70. p 7RI;T ,D, TY .FA jjj OATS ' AILLONJ )IS'l'BICCc r'st''q ;y tic '''`'''Ir'••.uc rv.a. V. "".ntill IW4# ifiWb•VFK M6a6'�4HR. �:R.444W#AF:F+R F., M}fh �b Y:Tiii: RISTItielSiiH •!t*P- Otitfi*A'i'F- HRW *R R*N'ff tWF Ebitfte V.NW N.iYRINifiNIWE R) RtleE-D R�MWk flSlWthiltertflt1Rf NN17 0WI !H1EiM51R1eFSMOetWIYMNW Y.%PRYI .WH RI:NPF.If H'fW .iRRM. 'YY YiI,S4NWR f) 4* F $l.HMti) .R't1+FR)NI1 M-#�MMi. 74 t /9 AT .. N /3 /? • /2 irFUTURE SUR/ACE 0�t // 9. 7 EX7�NON.CS: _ "-- JPFOE TA/L"SN.7 . . • B LVD. 5 240 -230- 220- ._ ' 2/0- -�L-- BASER PN FI NAL S UFI!. SCALES O 2 : :4^ • • LI kitt" U z o W F W Q F- ZL • Ui in >- o F z o I� u N— h • z a a SHEET NO. 3 OF t9 SHEETS DWG . NO . 11MM#KRIY'M:iV 320-- .32 3/ 7. . •' J .J C .0 U N T Y- 29 A N G E C / T Y O F ./2 0 L. L. / N. 6 H I L L.5 E 5 TA T E S • :O : F R A N C H 0 FOR REPLACEMENT SEE DWG.. a.- p -129 CURVE :04(4. •a •30!20'35' "R-€:/0/8' T • 276.04' L• 539./2' e.C: • 30.0/.26 fLr 35.40.36 CR/VSh 4W - • 6 10. L 0 5 SPRINKLERS IN TN/9 .VIC/N/TY NOT SHOWN 28 • j • : . 27 --f RECONSTRUCT 24.OTORM oRA/N _._:5::-._ _. 330 _ : ("Nam OR OYER PROPOSED SEWER . 1 _ 70 CLE/9N As O/RtCT(O BY 7NEEAG/NIER. .1608T TO OE INCLUDED, /N THE APPROPRIATE 17 L 0 S P A /OR TEPEE 9 BN ETB/ON SEE sec. , ;• .o• t O i In L S NOTE: PROPOSED OETOUR UNDER CONSTRUCT/ON BY OTHERS. EXACT L/M/TS UNKNOWN• THE CONTRACTOR SHALL MAINTAIN THE PAYED DETOUR IF NECESSARY, TO SAT/SPY THE TRAP/C REQUIREMENTS. 23 • 22...... .... FUTURE SURFACE • 2/ - : -4 320- 290- .r UAJ^.W ON FINAL SURVEY - •l yI 5 V E R.. 0 E 4' N 15 0't Do (I) lu ZZ J \tLI O ~h 14. WW Z W Q PROF/L 5-IEET NO. 4 OF_ 8 —_SHEETS G. NO. FINAL .q. I ..e... .' .ta.. --_ .5 /� DISCL/4MER: TtIP. COUNTY SANITATION DISTRICTS OF LOS ANGELES COUNTY(DISTRICTS)PROVIDE TFIIS R�'FORMATION "AS IS" FOR GENERAL RF.PF.RFRCE ONLY.THP.DISTRICTS DO NOT GUARANTEE OR WARRANT THE ACCURACY OF ANY IR•FORMATtONS110WR OR TId�DRAWfRGS AVAD:ABLP. FOR DOWNLOAD. THE DIhTR/CT5DISCLALN A.\'�'.RXPRP�S.OR IMPLIED WARRANTY. THIS t�'F'ORMA770�SIIOUJ.D. ,TBP. RELIBt �'Y�CQN�PRRUCJI VAE .YI A V �RY.FI.F.C[ �• „ O 4. 3 _i- R A O 42 4/ - H O G O 5 CRENS11.4 /1/ V O' 30 33 L: 0 s FOR REPLACEMENT SEE DWG. 5 — p — 129. O 0.0 ooU•.Ap U 0 ,91,47A/KZ eR9 r % 4' 37 •36 _.. ..._.._..35 .... A Vl� o ct • W /NITS NOTE: REPLACEMEN T OF BU SHES DAMAGED BY CONT RACTOR:9 C ONSTRUC T/ON OPERATI ONS W/TN/N CR ENSHAW BL VD. RI GH T OF WAY WILL N OT BE R EQUIRED, THE CON TR ACTOR SHALL EX ER C/ 9E CAUT/ON 0L/ R/NG H/8 .0PERA T/ON S TO PREVENT DAMAGE 70 TREES , a N OT, S 34 A N -G 9HOWN v 33 • 32 e .. •.... 4 -- E : aYE O4T4 R 11018' •T=2z ' S3..E-71Z . 4.C..7 .3 -0=f2077.24 4 c. f$5140: 38: • R D NOTE, 1V BE'REL OUTED BY O TNE'/R! PR/ ON TO CONS TRUCTION LV NO C AW To Ti»2 CONTA,4cT OR L - SE G SEL e8 SH 8 geLocATION . .390 * B;;S.D PN FINAL SJ NyE SCALES H OPIZ s 350- ZN 0 ZZ [n In >- 0 4- 0 SHEET N O. 6 OF 8 SHEE TS p 92 r�clD sp ,;:� 1, 01 MC, I CHECKED Dr: 5 _ D ISCLAIMER: THE COUNTY SA/MINI- 0N OLS11HCIS O FLUS ANGELES COU\ i1(Din1RICI'SI YRO VIDY, T His INtukMA'110N"AS IS" FOR GEN ERAL RFYERSNCEONLY.T HE DISPRH;rs DU NOT nuARANiR g 0H WARR ANT TIME ACCURACY Ur A 'f.ii L`V0kMA TlON SHOWN ox T HE UR AwoGs AV AiLAdLH.EOR DOWNI .OAD.TXE DISTRICTS DISCL AIM ANY EXTRF SS OR IMPLIED WARRANTY. Tins INPiiRA1ATI ON SHO ULD NOT DE RELIE D UPON FORCONSTRDCTION . TIM PWOSSI ATI ON MAY REFLECT A/O TE/ /FA WATERL/NE/S LE3S TNAN J PT. "Waif ll!// ?4POSID P/ PE _THE-sesrea . P/oe' lY/7N/N 4sear NOq/goNr4L' Ly Of+' • ' 7NE/YAT ;9WT LW6. 9 NACL: BB'9NCAJCO ASO IrAVCC O. ' --88COX '(ACCCO STS:TO'Bs 49s w88427 K_ . Q/ROPR/AT9. -P/Pe/reds ) .,. .4q4. -8-3000 CrONC, . #4 rie 9'/8.. I2C. 404 • CO NC._ ENCA SEMENT._. 0ETA/L . _. SCACB_4;/!O' ;43Q. t 7-r-1410_49 • =A.. 4 COUNTY OF L 05 ANGE LES C/TY OF ROLL/N6 H/LL5 ESTAT ES R A N C H 0 0 d o -4A • -4/39 " T • lo. /e' L • R c.c.: q9 #-93./8 `(X750?72:30 A [outsrR/4N A/HAW ' TUTOR! t U. &YEL 04 LA . Jl982t: • :t. 818.70'• 't. 4.30.38' RG c.•49±-93.19 0 47 46 P A . : L: - 0 S FOR REPLACEM . NT 45 FOR 'PENe4 C s es sec. .9•SW. co—...TPA/494 tR9 i/N 7N/9 Vic/N/NP1 0I NI • • VIII 4Q 43 E R D E S 410- 400 3 370 - SCALE. H OPI I'• ' 40' VERT. 1'', 5' Zw ow'a % F 0 - W 0 L a N < • r < `Lyl.• I' n. F->7 !4`44:1 ❑ 1:2:1 SHEET N O. FINAL SURVEY l.D BOOn,,��vL�� o""rED Cef-r—` ..nFOT DATE DISCLA Ri TID? OUP TT TT \ ISrRICT SO I, OS AN P, FS (D PR F. Y" F.1� �7.Y.T D 'O U A OR, A ACLU PA .Dl' FA..�TIQ}. SIIQ .•. D RTHE RRA ;GSA YAH .AB) .F, F OR D ORTI .OAD. TIIE DISTRICI'S DISCLAIM AA' Y.EXFRF SS ORLNFLIF .DWA RRA\'7V. THIS I44FORMATIOR'SII OULDI\�T BE RELIED UP�fi OlaOAY�Rua7 0�F. TRiAOARG'F� 77(.&A� A P A . P., .Sr.'v... �Qu17.:Y. .6FfRICCSI., _D�7!! TU.13R'F.oRM�l�14.. _�15. 15". P48G RALRkFE6L'SC69.. .,ltk,4l51CBICTS Ql�. L6 9Ja IaTEH .. IY RRAR7•.' [t[E ._ �?�3.._�?'.. . _RAC �"� ...5� . _ _. .. ...�_ ..�_... .�._:. ._ .�. � ..��_.. .. - .. _. .. -.. .. _ OF ; SHEETS DWG. NO. 5-Ag-92 S1AY RE ECT .S133HS '0N 'OMa 'ON .133HS on O z 0 -< U) a9 z z' I7 mD .i r. m0 yz o0) C...{ Zz 0 z 0 NOLLYPOIOASasLL;NOLL7naJSNOD HOd NOdn amnia as LoN a'UolIS NOLLVWMOd.NISULL•A.LNVH!VM aald1N1HO SS-dadXN/.NV NIV•IJSIO SJ.3RLISIO SILL •UVO'LNMOa and a'lavRYAV SOMIMVSO aNI a0 NMOIIS Noavval0Ol1 ANY dO AJV5IJDV SILLJ..NW(VM SO aaINVavn) ION 00 5531512/0 ALL -A'LNoaJ.NSaaefda'[vadmin SOd,sl SV„ NOLLVPJSQLW STILL amAOad(S.LDDLIS10)AJ.,003 S37SONV so'I dO SiJIIIJSIO NOLLVJ.INVS ,U.NfIOO SILL .as ',2,14.41,29::7117317111 LOO/d1 7TOMO }1010///49 ON✓ i7d0 1 S370HNY/N 7-71Y 10e S.1'-N'/OPT' b/ O A 7,b,'7/d ll • 2 2.LVN1# .L7V Nd7d (WWId„NI , z9' ' 77VOS • „ b; ,7/VIJG' .: 01170W 77V.NMOHS-SW, - "'ONO 77101A0M2J/ or •ei.os •'vIr JV .7/02.20..YY7lfNm 012 0 0..9 _Lb' 7/1'130 73NNVH7 fr.,21?/,..C/ 11/91 _- • \\\ '1/9311/9113 3111 i(9 08.1032/10 CV 73NNV/12 NLOOGVS WAWA,/ • OV Na 2/29 N-7/2/72 cZ04/b1S`PI17,9?. • (tin X3) -DO.S -9J6122g5`ed/3NS bL31dYJ -.. C 77'1. V ;7/ 1611X1 - -- - /7L/ Oe9 SW/77001W 77ONNV/ 910417 1101 6'/W 79 O1.- 8111 AB 0.7173747 St, ONr NSNM NOUVI/71NNVN7 71374/1/0) 77V/1P 1N ONY 7771 01SOA0Yd. PNV A... „S/ 911/19/X7 1111 17241139 N0/L77NM07 779/7371 ODADNdsV NV 77VLS'N/ 77VNS .-Y0L7YY1A07 p/ NO/177,01 1 9N/M0770Y :(7O 710 NI away 2e at '/,'QU)1NNOJ 7'7 i7 '0750l1D7d 1111 1110779' W 770NN✓/ .24 //71/1 M077 2Hl A7Mr9.OL NO/L73NN07 279/X:74 027011'4✓ NV 7 N/' 7707/1S 4/911VNLN07 21(1 i-111/1/17110i-111/1/17110 1101(9.07177740 N3HM7YLS' • :710N -.:.. 11101/0.44 ONV 77,2/11 111/M''d77N91)7d ' 2.110.c 11/,r 60 O'00•S' 11/ s,16 / 31 VNi2.17V Nd7d 1.11/4er/,9rF !asks„SI/,/LK' (de/e„n/.zeE 0 N 211(/0/' :Ai7/SS0M67V07 7V//N1A/71N „7, .5 „1/,, NO/1.2wNNO.2 0'0040 it, 7Tb130 73NN VH i#9,..71-7 . 47 99' 01V3109/dS.:37BN00- ^Hl MW .2/ //11/197X3 1eYL ONV 7'72.6' 01SAf0Ye'2111 N77M1117 Y7NPY7AY21N/ 10//77174 O1 .Y.NO/L72NN07 90 .a7Y70 711 I S///'OV 77/M 71111/DN2 9111 '911/M ✓YO •7112 NO NMONS DY 190N11VOYdA7b71. SNO/1VA373 3d/d ON/1S/7J 710 dl'4-0'PS/0 ONV r0Y/+O A/O/JOYS„d ND/171114171.19 0/1M2S •111/10/K2 7111 d6' 110/1117173 3111 ,(d/1127 ONV 390447 7711119' 11012VY1NOJ 1111. •V NO/177NN0, AO./ _ 14/4.611/LV7 01 YO/1/d_ .840N;, V„ N0/171NN00 "' 2 71rS ON '170' / '11911771711'11//1 I r7 •A071117 •ANY •90109B1N00 1/11- - __. i/hi 1ps0d06id-:1,1-- '0H 13`-7X3-Oi7VO/133NN07 e'31'tyN113 7 .1. V - 7d/d 10 1V01109 -a_ ct OINOONVOV 79 41 b1M3t 9N/19/X' 71711$ 01SOd07d -ws7ar0Ar"- loN'9f/1710110/ 1,N219.N1 090.7. 2'3M1S d071d 4 d 721 „9 i^. I. 311!Nb731 7 V �1/2'0IT_ y 7:V'LP/X1- 11NM/Hi 01. 17111707 0.1'7'1115/71 OA/71XO V027, .15/72 01 1JINNOJ • '0W 911/1C/ra 01:171Ary0? '/11/ 0/9 72492'9 770110 701 Oiled 1901 019 7241110W0/.0011731 784i31 -=W17711.1 - N/2'L/M 53/7 NO/NM 110/1,717/101 1SOAH 1121/9 dO NO/1704 111111 710117 0/Q- 71/0#0 77971 77971 70171/711/0? 31/1'11.11N/01117119.117 01711 711 3711141, 'N3N •? '1/ 71011/1 701 ONd 10 77979 911011 9/MI '2/21N/0N111119 011?99/0 1037 ' - - 1/072'17 017/9110 5•9901091111907 1/11 AO 61411' 0750907d 7111 01 01101970 7. 39779,19 7/4119 MN471 ON/l S/X11N1 01 031011100.7.11/0-11111447W 779; '210N NO/17/111109 3000111. 710:41C7 y3NN'H7 085E '1111 N/DN1 201 117 03.1712'/0 DV ONY N3MM 73NNVN2 NLOJI/t .VI701 ON9 71/I a1379N01 N0/4)1NN02 779/7171 • 01A07/4IV NY 77VLSN/ 7.211 .. 911/1S/X; 372/.111 DNY%11071/3119' `11771 71/90 04571W H9117/4109007 11101/01912011$0 HIM 9,774 t',; AW00 :10.....7%VI.30 ,0,-,;r:971179 2't>7 ' zArw-w , L/'084I - . •281/d17b6/fNYW. 6'1 d0/d/o' 7$10.6fddb' d'Os S9N//ND'bt7 .1/10.4.7 Zed 1//119//9 r •„I '11134 S lros .. . ;0/ •,, '2 U0N #1111.###########4>t###4,4.4.✓tr IV'IJsla ' action Lc'=defieral':'; .<•A.7 .Tpq Notes and epecificetlone, contalined on this. drawing are' supple- , . ental to the "Standard Spectficatlons' for public Works Construction,_'"' 1970 Edition,and Amendments: as adopted by County Sanitation District No:`5.-.o4 Los Angelee"County dated ocober, 1970 . In all matters'where cenfltct'exiats between the'rtotes and specl!lcatione on the drawings and Standard Speelficitione, the notes%and%eliecificatlone on the drawinge,. shalt govern. - iw / •e -The Contractor sAell'not be responsible for the coat of remover, relocation or protection of existing utilities, if such utilities arc • not shown on the plane or are not identified in the specifications or, in case of aervica connections, are not located by the utility owners prior to construction. The Contractor shalt not be assessed damages for delay in comple- tion of the project when such delay results from time required by the.' Contractor to protect a utility not shown on the plans or identified in the specifications, or when delay results item time required to remove " - or relocate said utility. . . Unless otherwise allowed by'the engineer, the Contractor shall nom- plote construction at each location including the permanent resurfacing within 45 days after commencement of eonutruction at the location. Com- pletion of construction shall include all work required on the drawings end to the speclflc)ations, including manholes, house connuctlone, plant- ing. and replaceme4 or repair of damaged surface trprovemente. Failure on the part of the'Contractor to complete construction at each location, , including the permanent rosurfacing, within 45 days after commencement oZ construction at the location may result in a directive from the Engi- neer to cease progress on any or all parts of the work under contract until construction is completed including the permanent resurfacing oh all portions of the project commenced mor6 than 45 days prior to the date of the directive. No additional compensation will be allowed as a re- sult of such directive. .. Section 2 - Correction of Sanitation District Amendments to Standard lipecificationa for Public Works Construction, 1970 Edition The third sentence of the second paragraph under 306-1.13 "House Connection Sewers" on page 14 of the above -named amendments is hereby - deleted. igErj'n 3 - :oti£ication • Oho Contractor ',hall notify t::^ following agencies 48 hours prior to conrrencing construction: ci _of Torrance Mr. c. c. Powell Ausistant canter Superin,endent Mr. Glenn Weaver City Engineer ' City of Rollin? Hi,1Ls.Estates Mr. Joseph P. Leach .377-1577 City Manager f._Ay Count�Road Gecartmr_nt Permit Notification OR 4-8300 Traffic h Lighting 225 -1677 - Mr. Ed Cline Ext. 7024,: The Contractor shall notify the following peroona or firm., at least 48 hours prior to corn -.wing construction in the vicinity of their facilitita: Palos Vor•le.;_ Water: Cc:ruav- Mx. C. G. No11exb,r,ar Vice Preside,': axd General Fla:u';er Pacific Te1•:ccon'• c Fe_lay:Suh :.1r. W. C. Fiarch ,r, - 541-2438 621-3111 '673-3020 Zmt. 215 / Section 4-- Crushed'Rock Beddin%. A11 hedding from the bottom•of'the pipe to one feet over..tho '.,pipe shall be crushed rock. Crushed rock bedding.shall be 1/4•'.'to ' 3/49 size conforming_ to A3'r:4 C 33 Size 67, The Maximum- alto ieole trench widtha•'shall be`tho dienm as oho'. in tio.oabiu on•iaye 11 of:the County' sanitation D1atrLetu Amendment3 Co the Standard,Spe-• cillcatloee for'Publlc'Worko•Celiefiliction 19'/0 Edition. C)at'to-•v,� b4•'absorbed in the appropriate pipe'iteei. :, : '. :.- .: :' ' .. •. :.',fir :: l ,. Seufton 5 - Dakfill of the Trench Between Stations 5+002 and 12+001 the entire backfill of the trench shall ba mechanically denstZied to a relative compaction of Son. Between St.tttona 12+00 and .50-121 the backfill of the trench shall ho mechanically denaified to a relative compaction Df 80% to a point three feet below the existing surface, or to a point three feet bolew the future surface where the plans indicate the, future: surface to be below the existing surface. The remainder of the backfill shall be mechanically, dcnatfled to a relative completion_ of 8516. ' 'The Contractor mill import sand backfill to facilitate the attainment of minimum density requirements for a portion or for all ne the backfill, The Contractor shall obtain approval from tFw Engineer of the proposed backfill rrateiial. Beak nand from "Chandler', Palos Verdes Sand and Gravel Company" located at 25701 Crenshaw • Boulevard, Torrance, Telephone 326-1212 is en approved :naterill,. Trench backfill shall not be densified by flooding and/or.jetting. Section 6 - Traffic Req_uirementu The Contractor shall maintain two traffic lanes, ono in each u1::ection, at all times during construction between Stations 5+00 and 13+50 and between Stations 39400 and 50412. Tho Contractor shall maintain three traffic lanes, two so,(thbound and one northhound,at all times during eonutruction between Stations 13150 and 39+00. When the Contractor's operation Will not provide enough width to maintain the required traffic lanes on existing paver:ent. 113 s::a1l construct approved paved temporary dotouro. Gotour paving shall be placed on firm unyielding ground. The Contractor shall obtain . approval from the Engineer of the material and methcdn to be uood to provide a satisfactory surface for traffic lanes, :+ini,nun traffic ir.no widths shall be an required in the "Standard Bvecificationa Eor Public Works Construction, 1970 Edition". Section 7 - Resurfacing Requirements permanent trench rosurfac.i aig and toanpor,ry Jetour'paving shall 328-5310 bo 4" Type I asphaltic concrete :xcept betlrecn stations 49450 and 50+123, which shall be replaced with 5-1/2" Type I asphaltic concrete over 6" aggregate base. Temporary roaurfaciry will not he required except between Stations 49+56 anal -50•-121. , The Contractor will not he required to rereve and dilpoao of temporary dotour paving upon completion of the :ewer constructiou. • Se•:tton 8 - Bench Marks i . l: ) -: U.Id. 339 �' l.; bll.it. ,Costs•: I;lay of. stoan'•draln rBlev: 39.5.440- I•tJr.-31 Et> .spur S.. &'Crenshaw 'sled:'h-+)100' Nly Palo: - 9erdesi " /1' •or.'No..near Nip. nor. of Landfilll�- t 9l ;40D. 8.11. (P., 50) /-.1314 314 N. h •rag'wgena: Ely CVB':- ncar/0013 / �S'� e.lev: x39:44 ' at Ely cot. "Crenshaw Blvd. b halting 1(111, 2..3. _ '. • 8.11.• rite . .D. U::1; i lg V. Cb Crcn0haV u1Jd 1, Ele•{: 195::16 340; W 535' llly,'Prod: Crest. 'Ad.:w'• 5ee1l00 9 _:.Pence Relocation The Contractor may, nettle option, relocate the fence between Station 26+503 and 46:00.1 Sly within Crenshaw Boulevard as directed . ..•,by'the engineer. 'File worn Shall be paid for under the appropriate sewer pipe bid -itzm:,(Rat, ar.'erfient:of fences to original Iocalion-not• iequ eed-) Section 19_ _:'1?chole AJig tiroy [linen 'IVhero the future, our face indicated on the drawing, is 'above the existing aurface, the Contractor shall .install a maximum of six imbue of adjusting rings. tniero'the future surface ihdicated on the drawings is below tho e,cisting surface, the Contractor shall install a maximum of stx inches of adjusting ring.. below the 'future surface and complete the manhole to the existing aurface with a 24" dimneter shaft. • Seotioi. 111-. _ GPeclal 'trench Excavation Reguttlments. In addance of commencement of excavation for all excavation of trenches five feet or more in depth, the Contractor shall submit a detailed plan stowing tae design of shoring, hrauine, sloping or other provisions to be made for.vorker jiroto..tton from the hazard of caving' ground during the excapatien of such trenches. If said plan varies from the shoring system standard, ostablishod'by Industrial Safety Division, Construction Safety Order. •o, the plan shall bo prepared by a registered civil or atru•.tural'enjincer. The Contractor shall not cominr_nce excavation of ouch trenchda until the detailed plan submitted by the Contractor has Been accepted and approved in writing by the '.. Engineer. ' • B.A. 34 R.o.a.M. Tag cone. FTC folic 1 - „ , •' : ' ano(t. 358.-39 65 53)y a'. r_•rvnsF..:. a. %; - OWO. N0. is . • .. .. ,'..... - .... , .. " .".��.-• ..Pr's. _ - _ 2' .dJ 3 g� F�. THE COUNTY SANITATION DISTRICTS OP LOS ANGELES COUNTY(DISTRICTS)PROVIDE. THIS INFORMATION 'MS IS" FOR GENERAL REFERENCE ONLY. THE DISTRICTS DO NOT GUARANTEE OR WARRANT TOE ACCURACY OF ANY INFORMATION SDOW*OR Ti6 DRAWINGS AVAILABLE. FOR DOWNLOAD. TIIE DISTRICTS,OISCLAIM ANY EXPRESS OR IMPLIED WARRANTY, TIBS INFORMATION SILOME, NOT BP. RELIED UPON FOR CONSTRUCTION. TILE INFORMATION MAY REFLECT .,',r.,i .i.!ii • .DISCLAIMER: R 09.59 ENOBA Y;1TM21 2002 2955 2013 3951 2910 I%AO 1H,9. 1270 ©; Mr PORTOBELLO DR 2750 2749 0473E 8.78.8 0.81.0 2715 2734 8.07.8 0.07.0 2730 CITY OF TORRANCE 4 SANITARY SEWERS se LEGEND /32 Q EWER UNLESS INDICATED i d "EWER STA. 003TH * a 02 tam 5$.,00 LIFT STATION N.M. RAN NO. 5 COUNTY SEWER PRIVATE SEWER ARAND. SEWER & MH STREET CENTER UNE SEWER EASEMENT Os 9 03140 SHEET N0.116 DRAWN: CHECKED: DATE: Dec 18, 2008 REV: CHIMNEY 8 WQI,E .I4y 4 •a SO LSIO..A K MMI,E .2411 4 •X SO E u...PP2 F • • • =st MH 233 = MH2 • 7.7 . 3 env • a_ •1 88447. Se. Cu.. Goo : . . t0. 4•G4.% MAIN Co4ST 6' 2740 . • ROLLING • 5 ,51.29 -1 IStSt4 e a E%ItT EDaa OP PAVIA1IJINT •ALTERNATE: we1 MH 1 • 4 ' 11LL %An. PA -4FIL.L-wu....--0f Cerfl.4T* sot Ire 'iNas•OoNsa I L.2T .'MSS • } --t ' HILLS 1 I - a ti 2 :s -- - -r� �-_ c- ✓ - - _ - Peo evn-16; Stoic OYuu DR9-AK Out aisT. 6'5Tu4 Ow EOUTM Star ROCMAIEY&L bun M .o • 1 / 1- m w a n • 0 ---14 m4 ... 'O v� Rosy. 54•C.1AP. \ PIEOPo4a.a 11. In. ovum 421.4214 (Sy Nor. 6)- 16 steal. TTto1u Lorsau- (Sao liars 11). PLAN 4 PROFILE OF SANITARY SEWER IN ROLLING HILLS ROAD FROM CRENSHAW BLVD. TO 732.60' E'LY. GENERAL NOTES I. TM6 Caul 2.cXoe Si4 u. NOTIFY ALL Pueuc UTUTT COPPAP as - - - Ono 01..&4208 OR ALL PRIVAT4 FACIUTM% WITMILI Tks Aka* O► CONSTRUCTIO4 45 MRS. 1u AOwMC4 OP PRAPORMIua ANT Wpm IM4wo Asa. tt IT SMALL Dt iaM01L1Tr 0.. TNs CoMT*AGTes TO LO.J.T. APO PROTSCT ALL 44DSTLUC.T440% Swoons Ms2sO.1. TNS COMTuACTO. 024.2. dux T1. SMTO COST OR RePA11UPO APT •- • OF 5ALO S4.ST.4CTuea% DAMANp by Moot:A 14. Two - -S.�'=�•ti� = PsofacuT,ow Of M1s vberr.. tisap6Y4 c i + -_- _• 6Et4CH MARK : Pw1LUPS saai Iu U.C42 2. t l' W.OF D.CR. AT M.5.. Canon PAC -COAST MWY.. t Csswluw b...#. 1410 M.D. ' • -!W'e.of t INTsesacT10M. ELEV. 199.24E e 6. 83Poa4 esa.*Iuo 11TO AMT Rottman STsucTueee Amu Offal Flue. AecaPTANC. OP Tuts 004.142, CouuTY S oNTATIOM OISTsc.1 %MAW De 92orw. S4 IN OeoSa TW.T Rieman. I44P.CT10N Mug 4 Au. P. uirS 61.... D. O►TA1.E*D 83►Ota Dao1Nu1Na COLNTtucTIO. • - O. ALL Wos.r, Te 0. OO92i lP ACcoa5Auco WTM Ciro OoTontostal L_. te.0 tunun.t To tor.analkoLTIC. OC CITV CP61wnea. IA TP0 Ca.T.AC.To.. 4.ALL L.O4T0 Wrsls LATSSAL4 AS _. INSTR4Cso IN TMa FIOLD. - '� Y. Usa: STAuoA.p MA14wo1.a FRAMs 4 Cov4A Otaalu4 PIS A -I1. %TANO.ae MAuweLs, 01.424.14. 411. A-2.. Po -oversaw 11' STo.0 Deuu To D. CnusTRUCT.O Pew. To CO*STWCTw92 OP 4-4Crosy iaWs.. SAPP. COPTRAGTaL Te CooaowAT4 80.1. WITP STORM. 0Abou. S STAtl0WLla Is O14 5eae4 L• IO 1441140 1.241 SMALL DO AOJUST%0 To Punts Gaunt UPON COMP1aTO14 OF STea.T Wo.lc. 11. t,ea.wr Pw,Na t0AL.L Da Don. D. OTw42s0. 12. PROPo.lD 16.5704+ 04245 LATIMPI- To De CON.TRUCT.O APTaa SAM%TAar Swop. Ce*4Taucr.o* . 32441.. CouTawcT0R To Cooep1A.T. WORK Wm4 Stoat 421.42114 C014TTCAcrelb. e%I.T. 2•Co. SAP .MST GIST. Tsu,e Sews 410 XNME.CT*ONS FOR THE OSPO9AL IA INDUSTRIAL WASTES SHALL SE MADE TO SEWERS SHOWN ON THESE O4W1HG5 WITHOUT WRITTEN PERMISSION FROM THE QIIIEs ENGINEER AND GENERAL IWUGER M AI[ 40UNTT SYNTATION ERSTRICT9. LeGeND 4 SQ +^-- --+ ExtsT%KG Lima f 6 8'V.C.P. To Bt Cowin. O .MAwNOLDsToBe cower. O EXISTING MANMOLDI-", "•" WYE'S To BD COMM'. IAs sw.wum AYes't/ocr e4Ps used thro .14e.. s. a, ‘rd'a• -41 .....it x -f -s! sy l+moo. C.Q. COMPToi CII4t 4242141.1114..4242 4 1.T. 4115 OPPICS 8926141424.42 REVISIONS MAP DAn CITY OF TORRANCE ENGINEERING DIVISION DESEINED APPROVEI) Nos, *9 SHEET t 07Y ENGINEF-R R.C.E. NO.0415 SHEETS AiiiMMEggMalagraitibliteggiaiga NW corn.r qa/m 10001.3 A. N. 53.4 FY Nf of (FWD!' VERDES On N and ed5E7. N.W. of f fl//03 YEROSS Dn STD.. C.J. Bros, Mon. Nom N.M. -G- �r % NIA . P C. 7160 INDEX MAP SCALE r 1'•300' DOUBLE SCALE ' _ ROLLING. HILLS ESTATES. ..BUILDING. DISTRICT No.' 12.03 .: MORR., .. Y.•a.... i•.N aD.I Y.O•\ RESfildiff JEAN NIP,Pase,Nl , .: Ma I ✓ aY.. .�N<..,N......._.......�N...�.a..:: .14N/DIRYRITT/P/CT N• ! ' AY= Amp N..N A4.FN a••N.NYrN RO NO. -e, OII.a.YI....v. AW.AI IYfR I•ANA,Oe...Y I.• NO ...NN 0 DD.Y 10 Noe 00.0IL m. Y NNE ' P.P/I'4TE CONTRACT N! 1/60 a.N.Ne.w.m .I.IM N...e. • -_ ._ LeN ,•, N.., .a. w.nuA.IeT .•. MR 011•110 OE D..ALE CAME MOLE ... RORIE, ALIGNMENT MOGUL* Of - 077Q7 EXIStJ V C P SERER • aTV W TORRANCE i a 01011.1 ROI 0.• MP PM MO OP R - Doe u •.. OP Noes urn.. ArY. Amy MTV RIO CAR co N.ANCE Or01 ma, - w`0100 Si 0010 WON 10- --UN u OM eV IWO qam. AesAn w .N.M Y WI A®aA RI m L•112•13 IN. Was MI NMI WRY 6v..0 •CIIR OD MARI 41amv Al ar.m MON In IMO u. SM. (141•• •• um.YINN CORM u.. IR N.n SO ROY a IN. m.. a.®.R Pa •••01 RI MR DO CO▪ IORRICIP as UN aO MCwe..RvvROM MR w.. 020/11001 11100 PIE ALL an MIRAN AND LOCAL TEBIOI RARITY OWENS WOE M MOW BOWLED. • .00 RICO• BgrAa S ..n.. Ante Amu RA SWOON All Of STA oAn) W EOFKATIONS • ALE NOSE LATER. RAM AT wOKe1T LIKE MTN ROI RCM. AEA NO• *WO .NW ATT.! SLLi .. PL.. RR PERO.EO AS WIRE CO OCT. N,L PACE Q. • NOTE. epprora/ O/0.6 'Ago et' NY Ally or Ong Nn�: 5310te; does canof,rut o repr•senhaNYn es to , oceuracr of The /ocohbn Or the ov/atence or non-eratence of an, und09ro1nd .liIly pi . or atr.ctor..rmm Om lanai of Ma project. Mn.,. station, or* snoYn of me end of nova. larero/,,me location of ouch noose laterals snort not be mooed Leo grade from toe otat/o/1 indicated 230 270'. 2 -. 5 a44• RANCHO.' i �D>t° . utj RDN/ny• sei//a Estates • ® ..N,.,N,Yor SANITARY SEWERS SOS -TOO . .. _ alma N Nams mom ▪ em unwL as ORE% ROM., APO N..wfn .N.. N ..A.W u m NN ICS MOM na10140•013 War MOS 0•00•101.1.11 •• Om. OP Cers •10000 •••ll 011 Mom OP 00 FORM .Noe um. S-1 ARR ROI RIO mammy ,1. Ammo MAMMY MAAS .b RR LO RR ROMS am M L10 Amosaio wrs swam Sig wor.aPON a wN .P.a S -E1 S -O • 116000 •10•0 AMMO 81.1,1 metlass ITAV YR. AIDY�O I.-1 NTA.OA.O RES.IYMRG COACEETE .A.IoOLE - }. RA.OAI.D NO.NIBNIe.C1 =CACTI .A.NOIL Da mammas RAT OMR= ROI If ROO 1101 MRCS MS MOOR nl Saul rn Cbnl h0 Sas Co. io vhf grater Co. • APPROV PAWS YE REGIONAL ENGINEER • TO RE CONtlNRID EMPTY SADDLE � a4D AND OTHER RIGHTS OF WAY W. S. 27 6 SHEETS/ a PAGES scut i r:1 . - arrmar3, 1961 CITYQ'AYYL/Nfs HQLS t3TATES. CALIFORNIA pc -'7/60 K.G. TRANBARGER JOIN A. LAMBIE ' APPROVED BY tA15L CYYIATON CNO.IEA ENGINEER OF WORK 1 5 ►ARAMST inORR& OF CORP • e.a a ' sow OM IF 00011•010 ACCORIO SIRRO •RRAIRO AAO THE SPECIAL SPEOIICATNPN ION TR SERI. - 911[I CT OI AOLLJO N.,a ESTATES AND MOON WALL d•OR . 0•r.Aa>atiTe v ENa1.E. OF WO. Or of. •Cmei.13S . R.NsoYo.aP.sor Co RR arra 09 oat ••/ 0110110 40.0020 s. ein," ars w� 0,FrAzIONO AIM MT MK. ... ANA MA Mrs RR OMITMR Mt RORY •. .d A.O�N OS I.4 GYM. N .>mA..N W AW.•e. Mal N ' ORM a, OW 00•010 PLANS PREPARED BY ! {ND CN..QcnoiE TOR THE OMPOSAL OP -:•• W iusnar1 WATER, oval II HANK TO • snren SHOWN ON 11105E DRAWINGS :' ' WR IOU? WRITTEN PERMISSION MOM Till - 'Olaf DRAINER AND 60NCRK STRICT • •---a NC SN SAILOR DISTRICT, = KOEBIG 8 KOEBIG • ENGINEERING B ARCHITECTURE •-'�Osc%�' 27372. 'LO PLO ME DL Tq s!r / P•2 , 543-545... •, fv,ra '4l4 .\ num lots axe setWad by - / • �sr lye• \ Z J �.. B• TangloNaod LrA 3ea pay^ Ih- /6B' / 71 //3[46' • / 23' 7.8 ND I - 4�0' t B'Kc.R.S.SEr- O -P, 543-343/�/1 '._t81 RElIO1' f5ze. i✓ V V fi L 4 _i .• .!. ' �. _`,-i r_' -. 3/6.32._ :9i /0--=' — i ice_//1— = iaL _ /1/4/4/4 -4_ 1O • oN--2P1105WRAES//mvTRACT� NO. �264/65,99-/cn Nrs 5e• P°9e 4e ti oFB•_Y. L.P. Server 678.+15=37-- 8.5372/ ROLLING v of CITY OF vivrt RANCHO LOS • PALOS ISSUE NO PERM/TS See payer TRACT a NO. 264Id M. B.6J3, 99-/00 6 F 0 5 127 <2 7250 t..% 77pI' fi • /6 i_ i . AA/Cl/04 - LOS ' I 5 Cr tF . •. See poyt7 PORN t`j 2 ; /372'Trons/t line \wA� 0 a 320 3A0_ c iRANCNO LOS P1101 - Sae po9o2 RA Nil LS Amt unit / Trans!? line • iofB"V.C.PSiwer1— -- .. # _. olSt 6w.LT� SOnilory�ever R/W �� - ,� Private St./1 tin 4'1'-57-50•X :..I ' POR 't'�. / >` I '`- --- ' •_.., . i R2 513.5tS ' - / _ Si. pad. S4 ---I--• - _. . ' RANCHO . LOS.. PALOS WRDES i I - A/,a. TANGLE'N/000 RANG /10 me ==t: `•"" ocK! Oi/ o!et- Y.6P. Sewer ]VL; � .611 P� • 5t./ Tronan.I This /d served on page 48 SonitorrSewer R,/W.� See pose ILA �,. Lot H' • P-2 545-545 105 PALOS' SiERDES TO3.-N See pose SC �b RA*%% ReS01.1 Y EZTRA DEPT,/ /N MAW LIRE ANS NOo4E LATERALS Trensif line • i Sanitoy •Sree R/w. , I I - Poi corm. Those Lo! oro 1 l Son/odor; pose /A This /el serrod,n 1t'" 'Roiling Nits Rd. fj7 I3ee page 3 �6 1 `Or I hie R2 543-545 LOS IPALO1 PERDES See pose 3B /19.96-=— j _..1 Al '4% t- tat pose 6A• �• Poe Lot 7e - a2,5 -43- 545 ,R4WhV LOS PALOS f .4015 Rome M► T NQ w 1 n. qP a P2, 543-343 - !LOS : PALOS HEROES ■-,�e•,,..,.r«u.....--•—gym r -• :-. - T ;-1- K.R'-- Ii` sePa9e 3 • RANCHO , • X330. - _ .. ' ... 320- o' ' i —_— 1 No`J. . 1_._._.__ - 325.00' i2 � //O `_-'j fet page e-I : ! Transit line Ei/sl.RocKIO// Povemen • Rµt oP • E 360 330 550 --;-- i� 320 340_.1 3 L05 PALO ANDES RP 143-545 b few .......r6'N.L - . s t�ata- MCP Serer "I ,` ,r, '2/24 • 'EMPTY SADDLE RD. / 1 i �, l Pnva St./ '6:s. lr _ oo ! Q h ▪ .1.- % �► Sanitary Sewer R./iL ! I _ P-2, 5.43-545 • LOS PALOS AERDES RAA/6NO - --,--r — - -: --_ -F---;-=;' - T. r1 I !n 5.w.r Carr. Polo woo t fPTy .. w h 2O See po9e /0e Sanitary Serer I L • P. G. J6OPAGE2_ DOU6ILE 3C.�LE --i-1 I. - , 1- , 1 •V - _" '• - I"i a Sea . - 1 :' I -! I _• `1h rico .. .. ___ a /n/et e. s.otA ._- - 370 • LOS . P.h1OS SRD6S Is- s4s y FT, 10- if. poy.,4 1 14 L_:__ _ 2'6.1// 1 t a 51%k -8/L t[/.07' RD tat: v. C.P. Sewn /5/.95 N RI • P-2. 543.541 SOMtory3 Sot poy.11 LOS' PALOS 'TROIS i z 44. • See p0 'rs ?Q.,*7= may. RANCHO I LOS . • PALOS " PERMS • po ,,, R4AKNO , `SejPo P-2.543-511 e ye svMi `9.9I v J F,� �. � 1 • 41. `.e -.."":"41:4\5; \ V) - • A2, 54.5-.14.5 .. Identical L01 ' -PALOS NERAE5 .5 0w0 at "ynt 8 i I- 1 te T-" :9,.k.. . 5T0 - ; _ U: i'• e-CP. 1 -®0.60! t 1 'l t I A = I- 1 . 1. i 1.4_110'380N 360 1 1 f} , O: i r I j I! i G I 1_ I i. - 4 nod; t '1-?!'4.'4_L 101.28'. �1EATRA qE F_ LINE _L__380 390 , :.a 535.23' _2 i i .;_•__1 -.3 1.. i..-;-1= -j°t4 i . 1 :• I - ' 1 .4 105 PALOS ACROSS . \. •.. g**RANC/iV L05. PALO YERD 5 P-2, 543- 541 ` to- �, / I (EMPTY - gS4DOLE Rl/t • . g . Fence. ao.— R - SOn to'y Se war R./il \ "50ndOry 5ewer R/W. �� I b t TDis /d H served in - - \ Shown 0l n A y6 of Empty sodd/. in. Se. pay. // \ 9 RANCHO Ld3 - PALOS • AEROt5\ - - 2'6.1// .E_ Sanitary 15 ewer R./W11 / _ Sanitary Sewer R./Rt h0wn of left RAI.'t/<0 68.02 26 II L 8r6 8-.d 0, Y� /Romn9 Hi//s IRd/ o j i P- 2, 543-540 h ' S = . - LOS 'Red 05 • i'.P.DES R C.ZLQPAGEI_ , D0UBLESCALE 004/0;_': ;__ ,410420,- rew•r y T_;390400_ '_-yL p4004/0• • o�s•«" 4/0, gf- 0.4 lerGc 4 400 C CP. -390 516%i ._ 400 .1'.1 00 I 7/' • 4‘.1'` See\, R.4NNA'D`' fN K Genf Y Sulfate aver Srroer-, 8'L: C. P. 0.247 /76.n• 6' M.L. ... ... to(e'PCP -Cow 6'Wf2J - re, 2'5:W !'EMPTY SADDLE IN `/I / RANCHO LOS /PALOS vFRDES :_?__-n roa.. 9. . p• ': i 8. TRACT. a' NO. 24944 u 011" - M. B. 649, 6 -63 - t 3 00 ff 040 , - 2 M n,• q, � '4 a 00 44/0' /PhYOIe 5, 52.65%/ Saar'ory Sewer M. B. 649.62-65 TRA'•i, NO. 24944 T 1 ,s. - - 24 6 /// "i• 60.4 I '2•\ a \. D �I A PO RANCHO \ LOS a PALOS VERDES3. So.+lory 5ew.. I P.C.T& PAGE- • See pay. 88 • • Ia a o%raf of Sb. /,DDS is no/ o pay den. (Olen/ osrs/rsc/w by proper* nears an✓iorb. EATRA 4VPT/f //IMAM L/NE AND 90053 LA7ERAL5 _ urloc. Over Sewer -65 Se* pays 90 f. Sere. Pio 4P64' r: 57.25 ., 4414 NI 4 • 2/ t9' M. 8. 649, 62-63 ° ~ TRACT...... --NO. 24944. C. •6 r 26/.50 __. ..... . ._ . . .- . . LOS P4101OIRDES 1 R2, 545-54? S - `f 7)14041/..8.1.8_7 See peg. 18 oa+fo.y 5.w. 9. H' - moffiay mil, Rd/ I��_•- -i ' I ff 543- 545 RANCHO [Of! P0101 EYERDES..: P. C.7160 PAGE/0 '000OLE SCALE .J I -- II 846Y Slob Coast 87al6'Y.CP 4!1. 49 2001, Oracle to proper?" /ma - ., x: • 4 I- ., 370 -t -- -- • - ��• •1 _. t —1 -1•-• ,..t.. .. .f _: _: •1 ! . i C1. tL_•_ 1•_L— See poye BA See poye 7 _ 1 1_ 4 t Li f ' 4 is -i 1•...t -:`F • !"1-1-'77.f7117,7171 _ r I • • ;71.774-77t7•71-779 74t47-171 7; • r 1 i—r- 1 i •t'-i 1 `tom J I 1 y ..cr6e‘insr 9 ,5roifo e c.• v.C.P. AIXafe /dens/ TYPICAL ROUSE LATERAL MARKER . DETAIL NO. / : No 0' 60' TRACT ' EITRA AFPTN W ANW LINE AND 3eo ' 57/•.”. WO'.' � ' A.1• % i i _ valet P ! • I I : r=, -lfi)4./6y •-:=i ! -=! t. t--• -;370 i 4. L.I '- • t- ' _ ' r. .1._:_,...'.. _ j' 1•_L E0' 275.00' _ _- _ 3/x70 RANC/!O —�— 3 . -r- L / LOS PALOS YE/PL� S h 1 • / I / a' P -e. 545- 545 y 10 / /� POR. H / �p� �� / / 5' / _ FT. b / /1•7 / ;r� V / V Soo. Sewer R/W. NOOSE L4TERALS _ 1 ;-__4 . .. 4 I. • I •-i : _i . -i -i ,: - • . t .J - — T - i t-i- - 91r. ,(Ours&Wes _ - i._ . , •r. 504 ,`-, . i-! -• J - surf.ce i t - 390 �•1 1 ' i — — - , . `-•- 1-T I I i -11 . _1_ 380 '- L --I t '-- ....;__1_,I -- 1 -1 . 1 ' y -'- j -41.,-- ?-- - --- • -I-1_ - -1 I r -i ' `+t ar 8- if C. A' Sewer 6'N4 POR. , TT . Extra Add n,ftoi? Line - -' - { � i- i 171 NO. 2,648, 00 /8 �rJRESE LOTSSER.'D W 5NIOON•[A IE 99-/, J t Sea 2 pogo 6 / 1r I Son. Sew.- 110,rm•: M *4154' ----1.-----7017.' I -\ 8x6 rake i 1: \ e:,J./Awe en,A;e prope ' / /a2 545 45 11/*:R O - • - \LOS _ ' P1'US:.. YERAES 254 O! C ‘1" KC P 5en•.. 6 v • w\ dv[ N 1 ` Is I �2S See poye /01 ltS IIe• e'et. !'.• - off ''' Toned /ne 1. -�\ 4 se poye94 M.B. 649, 62.63 1. \17sn -TRACT NO.24944 4 P.0 NIEOPAGE12- •. :L._. OO(/aLE SCALE- . - -L - _i _ •_ TRACT NO. 24944 M.O. 649 , 62.63 • 1 {• • • n f E.M T.B.M. ELFV 323.34' L. S. Mo.. w. N. 3,4. AW/i,, Ras R! OPR <AC., I20'2 N. SA.d•.lg. I S.. F.8. /.LO -211 qt ENSHAY. C.P. 9861.13 INDEX MAP • o • SH :u .4 a: Fr EMPTY SADDLE RD. e SINGLETREE LN. LARIAT LN. BOUNDARY OF THE CITY OF TORRANCE • .\ TANGLEW000 LN. ii •'rur ADOw LN, - SCALE 6400' - BOUNDARY OF THE . CITY OF ROLLING HILLS ESTATES :. LOMITA BUILDING DISTRICT N0:12 000. •.. . CM 0 •.,.....:O:.. ...•.. Cm/MM. .•• —.a ••••••11001 .. ..•. , ... ••••••• •.••• .• •.•.•m*•• • *swarms warm . LOW - ma mama. mammal. or ..�........NrMar ....• •.•• m* .. •..•e.... W .. A•• AN SW/ NO LOCAL MAI LORI MOO WILL N roar ,.0170. ormw•un s•1.•••.e,.eMum .n•r Mu mom aomrr ••s • Law C• Ammon art samo. Nov • NOM Mem ti r•• M• •0•.401. n. •w11 r a ...0i. N•. r1 M. S•S . T. t•. 00!•.01 rT01 u.:.1.. r r 1.[...1..0• la •••-•••7•••• • • r▪ •••i••••••• wvn ••w.w Moo. •.w •r urn r r.. r.•N•r. w .••.... sal w •..... rrs. ram* .•...r r,•. A••..5A • rr .n.1V .•....•. MN r�N�•w ar Y•.0 • M 0Wl arm. ....arias wMlf m*44 •••w.w1. 0100 w WET M•1••••••11 w ▪ a. W 0.1 •• M▪ aws • 71.1� �..: ' a• ' qI ' 4.I IMM IMIO� tIR •uwAia • 1. • 4-'4-4'?' tNw t irm t0 • MOms.O. swan /1 R•10 B1Is.R I ••-•.: :, MAI IIII.IRNM BtBWWI 61001101, •1 NO CHARGE FOR CONNECTIONS • APPROVED: PAGE 1 CAPITAL PROJECT NO.9861.13 NOME, AUGNMENT AND GAN OF SANITARY SEWERS TO SERVE • ' NORTH COMFORT STATION- SOUTH. COAST. BOTANIC • GARDEN L/NUM I'S WAITSh-`-� T/lp�/��J� D M _I._SHEET ,._PAGES SCALE •Z iL1 COUNTY OF LOS ANGELES, CALIFORNIA IONY A. IMPALE FEIRUA RY tA7 COUNIT MGM. *MOVES wJ .ice/)✓� �!• .`r•s a L a rAd011At3T IKOWAIWOND sr, N_a w -0 wca �.- ...mo Porn •• son silo • smouvanne As vs Como JO • mum. am ammo ••••••• 0000... LAYOUT SIMS MONT DNOERGAOIIND �P sot/, s ; R. if -f/ Ai••7 TRACED INS prIRB7 BENCH MARRS CHECKED {EVERT FESAN7 MAINTENANCE ,,.,,�..4 F. B. µ1D INSPECTOR A. B. W.& E7 RECORD REAMS P.C. 1186 '-r17 315..,.: - 1-t-: Portia. Of Lot /3 L.A.C.A. M./ S/• APIA. A P•.#/o. of Lo+ A..CA. Let P.M. V /.40.00 M . C.AI/ 0000. ys 4,0%44 3031W COAST QOTANA: (s•ARDEN (COUNTY PROPERTY) - 9IS; + _ _ 001.'_ , — - i • 30S�-' C. P. 9861.13 PAGE 2 • t -I i t.. ' NO CHARGE FOR CONNECTIONS • _ -, BOUNDARY OF THE CITY OF • , ROLUNO NULLS ESTATES 4/' YH 216 r- t• • .1 d • rj • • z L :. PERR CREEK DR \\\ I SAITTA 99E LOS ANGELES`, L0CA010N PLAN COUNTY 600 /, 600 TROD 6RAPNK6L KALE VICINITY MAP ow woe GRAPHIC SCALE CO4 G *CO ROW \,- LO T/ s z 4tiC FlF A, Ai 00 Ty 4400 ABSPEVIATIONS PAL05 ARMS WA5ERCO. SOUTHERN CALIFORNIA GAS CO. 5AN11ARY SEWER STORM DRAIN AMOR METER REINFORCED CONCRETE PIPE CORRUGATED /6E1AL PIPE ASPHALT CONCRETE CATCH BASIN JUNCTION STRUCTURE TRANSITION STRUCTURE ELEVATION MANHOLE ROCA,. DEPRESSION CURB FACE TOP OF CURB TEST BORING BENCH MARK MGINNING CURB RETURN ROA/ UNE RIGHT OF WAY EDGE OF PAVEMENT ABANDONED ASPHALTIC CONCRETE AGGREGATE PASS MATERIAL NOT IN CONTRACT POURED IN PLACE 44,C . t4TES KNTO UL CITY 1 OF !HILLS a"• ROLLING yyHILLSP LOS ANGELES COUNTY ROOD CONTROL DISTRICT STANDARD DRAWINGS 0171 GENERAL NOTES NUMBERS IN CIRCLES INDICATE ITEMS UNDER WHICH PAYMENT Will BE MADE. 2. ELEVATOR -0 SHOWN ARE IN FEET ABOVE THE U.S.G.S.MEAN SEA LEVEE DATUM. 7-098 LOCAL DEPRESSION NO. 2 3. 7-04, STANDARD DROP STEP 2-DIW MANNOII NO. 1 7.0107 CONCEEIE RINGS. REDUCER AND PIPE FOR MANHOLE SHAFT . 4. 7-097 JUNCTION SIRIC1U7E NO. 7. 7-0113 MANHOLE NO. 4 - 1-0136 80*0*0 E IRAIAE AND COMA FOR CATCH BASINS 4-0151 CATCH BASIN REINFORCEMENT 104 ROOM MANHOLES 2-0160 CATCH BARN NO. 1 7-0162 CATCH BASIN NO. 2 A,Dtd.2 CAA.n6A7N'NO.1 7-0171 STANDARD A3IS REINFORCING MIS 6. 2-0172 CATCH BASIN KINFOPC(MEN1 2-0173.1,.7..3 PIPE SUPPORTS ACROSS TRENCHES 7-0170 REMOVABLE PROTECTION BAR OR CATCH BASS ' • 7. 2-0177 PIPE REDDING 524 TRENCHES 7-0191 • STANDARD NON-ROCA'NG MANHOLE FRAM AND COVER 2-0184 MANHOLE NO. 2 7-3149 TRAN5111074 STlUC111RE NO. 3 2-0399 CRITERIA FOR TIE DESIGN OF MORRE6 FOR EXOFIITI0ES L 2-0212.1, .2 •D• LOAD MERE FOG DESIGN OF REINFORCED CONCRETE PIPE 7-0274 CONNECTION TO CATCH BASIN.FOR APES 17 INCHES 1430009 72 INCHES. 2-0109 CATCH BASIN 60.6 2-D232 DETAIL OFCAT(M BASIN OPENING 2-0231 R011014ON FOR MAN UM AND HOUSE CONNECTION SEWERS 2-0227 FRAME AND GRATING PON CATCH BASINS 2-UE43 MEET NO. 1 2-0764 ADJUSTABLE PROTECTION BAP 5711167 2-0393 COIECRFTE COLLAR FOR 71PES IS INCHES THROUGH 66 INCHES 2-0403 SANJLE SHEET FOR Lai AS A GUIDT IN PREPARING CALCULATIONS FOR SNORING OF EXCAVATIONS 2-041: UNIFIED SOIL CLASSIFICATION SYSTEM 2-0415 LOCAL DEPRESSION N0.4 - 91 ,.2 CATCH BASIN 110.0 -PLANS SECTIONS AND.DETAILS ' 2-0O• CATCH BASIN NO.T- PLAN,SEC TON AND DETAILS GENERAL Rams (•OMTINIJEDI 11. * *710745 SHOWN ON THE PLANS FO0 EXISTING SAMTARY S' 9 NOUS_ CONNECTIONS ARE APPROXIMATE ONLY 25 SANIT••Y SEWER AND HOUSE CONNECTIONS CROSSING OVER. THE S -"M DRAIN TRENCH SHALL BE SUPPORTED IN i3 ACCORD WITH STANDARD DRAWINGS 2-1721 TO .3 AND ENCASED ' GENERAL NOTE 1 ON STANDARD DRAWING 2-0173.1 9. 26. STUB PIPES BASINS 5NAL BE 00N5TRUOTFD AT 20% GRADE UNLESS OTHERWISE 5 27. THE -C• DIVENSI 2-DII2,2-DD3AN0 OF THE 16AINLEN SHEET 710.2 LOS AN A5 INDICATED ON STANDARD 0RAWWINGS 7109 -0200 SNAIL BE ME4RAEE0 FROM ENE CENTERIJIE STRUCTURE M SKEET N0.3 SKEET N0.4 SKEET 810.5 17. NSTRUCTEO FOR FUTURE CONNECTIONS TO CATCH 14 STATIONS SHOWN ON DRAWINGS ARE ALONG CENTER UNE OF CONDUIT OR ON A LINE NODAL TO CENTER UNE OF CONDUIT. STATIONS AND INVERT ELEVATIONS OF PIPE INLETS SHOWN ON THE 46001(5 ARE AT ThE INSIDE FACE OF THE CONDUIT, UNLESS 01HERWDE 5HOWN, ALL PIPE IN OPEN TRENCH SHALL EE BEDDED ACCORDING TO STANDARD DRAWING 2-3177, CASE 118, (0CEP1 BEU AND SPIGOT SIRE WHICH SNAIL BE CASE II RIDDING, UNLESS OTHERWISE SHOWN OR MODIFIED IN 1141 SPECIFICATIONS. DELETED WHERE 1(0010(0 BY STANDARD DRAWING 2-D213.1, CONCRETE LACKFILL SHALL BE USED AROUND CONNECTOR PIPES 35 INCHES OR LESS IN DIAMETER. CONCRETE SACK FILL FOR MAIN UNE NEE SHALL N USED ONLY WHEN DIRECTED BY ME ENGINEER. TIES FOR CATCH ASIA AS SHOWN ON ME DRAWINGS ARE FROM CURB RETURN TO CENTER LINE OF CATCH BASIN, UNLESS OTHERWISE SHOWN, DELETED ,0. , (OKATIONS OF CATCH BASIN CONNECTOR PIPE JUNCTIONS WITH CATCH BASINS • AS SHOWN ON ME DRAWINGS ARE SCHEMATIC. 111S INTENDED THAT SUCH JUNCTIONS BE LOCATED AT THE DOA'NSTNEAM ENDS OF THE CATCH 6451145. IN ALL CARPS THE EXACT 18(078ON5 WILL BE DETERMINED IN THE FIELD 137 THE ENGINEER TO MEET FIELD CONDITIONS. MONOLITHIC CATCH 85124 CONNECTIONS SHALL BE CONSTRUCTED, WHERE APPLKAME, PER STANDARD DRAWING 2-0724. DELETED •Vj IS ME DEMI/ OF INLET OF CATCH BASINS IN SERIFS MEASURED MORA TOP OE CURL TO INY*RT OF CONNECTOR PIPE. 1X15050 UIUTITS S1•Ll et MAINTAINID IN MACE 6Y NE CONTRACTOR UNLESS OTHERWISE NOTED. . 14. ALL 11E SANITARY SEWERS SHOWN ON THE PLANS ARE THE PROPERTY OF TIE CITY OF ROVING KILLS ESTATES, UNLESS OTHERWISE 5HOWN. 16. S COUNTY ROAD DEPARTMENT STANDARD DRAWINGS 11. 7-39R PARTIAL CONCRETE RERACOJENT FOR CROSS QJTTER AND le. SPANDRELS 19. 20. 21. 22. 73. (0017142 DESIGNATED BV THE SYMBOL • WILL RE ABANDONED IN PACE . AND THE OWNER WILL INSTALL A NEW SECTION OF TIE AFFECTED UTILITY AT A LOCATION IN CLOSE PROXIMITY TO, BUT W MECM DOES NOT PnyUCAIIY INTERFERE WITH, EKE PROPOSED STORM DRAIN CONDUIT AND APPURTENANT 31500 1(0 FS• • WHERE UTILITIES ARE INDICATED ON THE DRAWINGS TO 6E SUPPORTED, SAID SUPPORTS SHALL BE IN ACCORDANCE WITH STANDARD DRAWING 2-0173.1, -7OR .3 UNLESS 01X1071151 INDICATED. WHEN INDICATED ON THE DRAWINGS, SANITARY SEWERS AND MOUSE CON- NECTIONS SMALL 8E ENCASED OR BLANKETED IN ACCORDANCE W11H STANDARD DRAWING 2-0001. ALL OPENINGS RESULTING FROM TIE CUTTING OR PARTIAL REMOVAL OF Al11ING CULVERTS, PIKS OR S1 W lAA STRUCTURES SHALL RE SEALED WITH B INCHES OF BRICK AND MORTAR OR 6INCHES OF CONCRETE UNLESS OTHERWISE SHOWN. Alt RESURFACING, CLERKS, GUTTERS, SIDEWALKS, DRIVEWAYSAND OTHER EX15S11(G UA96CJJENANIS TORS RKO% 971111CTE0 M A S %LONSSIIX.SIO AT THE SAME ELEVATION AND LOCATION AS THE EXISTING IMPROVEMENTS, UNLESS OTHERWISE NOTED. • REFER TO SHEET 7 FOR TYPICAL CATCH BASIN CONNECTOR PIPE PR07l5. STREET RESURFACING PAM ARE SHOWN ON MELT 7. 5011 TEST BORINGS FOR THIS PROJECT WERE MADE ON TIE DAZES INDICATED ON SHEET 6. 2 5 4 5 7 IN0EX OF DRAWINGS TOLE •MCINIM, MAP, LOCATION IAN, it -00( OF DRAWINGS, GENERAL NOTES, STANDARD DRAWINGS, ABW.EWA0ON5 6 LEGEIO. PAN, PROFILE 6 SECTION :AMA 217582 .4 11100 UNE A 11+00 10 20130 LINE A 20430 N 31-00 LINE• 34100 N 3486284 LOGS OF BORINGS • IESURFAUNG PAN 6 MISCELLANEOUS DETAILS 1 IRE M'0AN1 70w01, TELEF140NE OR GUY POLE LAN FIC SIGNAL ELECT ROISTER TREE GUI KR WATER METER 011 GAS NAM BENCH NARK ' PROPERTY LINE DRIVEWAY_ LIMIT OF CONCJEIE S1J ACE 510E DUAL SID( INI ET CATCH BASIN 4 LOCAL OMISSION -- GRATING 7971 CATCH WIN CURS TEST BORING PALM TREE WATER 00 GAS VALVI DOWN GUY STREET SIMI REMOVE TREE • 1964 STORM DRAIN BOND ISSUE CITY OF ROLLING HILLS ESTATES DEPARTMENT OF PUBLIC WORKS 3- 23 - MTV A13 l1 410 RAMS 811C800713 BY KOEBIG & KOEBIG, INC. ENGINEESBNG •ARCHITECTURE LOS ANGELES COUNTY FLOOD CONTROL DISTRICT CITY OF TORP.ANCE APP•WED 1 S7 1461 LY 97o '4( DAZE 7 - 1/ 1164 eT:.iJ�l��-.•tea` .0.4.4660' PROJECT N0.6701 ROLLING HILLS ESTATES -UNIT 3 PORTION _OF LINE A VICINITY MAP, LOCATION PLAN, INDEX OF DRAWINGS, GENERAL NOTES,STANDARD DRAIMNGS,ABBREVIATIONS 8 LEGEND 38143 1tl•LK MWc -• DWG. NO.364.6701.00I J ASSNOWN DEC. '69 19HEE1 1 0. 7 .1- Aow ASDOT, REVISIONS CDDIERS w�� }AP -TV. IDLL74 A, 8•YJ RCP-/t7A749 �Eit/ 7PPMstemD / 12'C4 SCG.155- /-/P'Ca bn. LAa! SS - SY/S . PLAN DCAUD 1•-Mj. Eaia/. 70 "PJ. P. Storm Drei" t.5 NO. /-44 34.46 Ca•NP.- sea •5we IU , 4. 1SA/ z7• e - 45•B= C-BBJ,'D•i E/. iP^•Pit Ge EA S'-R3L4 ,L CURYEDAAI: 4 •J7.55 -EB'50CA7^ R•5L5' R-5/5' r - 775' 7 • 5040 'L - ,589 G . /06.75' 6C• 2.8067 AfIC •?19956 PAC • 2 PR56 E C • 0.06. S/ a/40 l M.N. 4/44 7/'B•E/'C•JD' E/ •R'- 537/5 • P -R7/0 CB A4 B w•e/' rl =P/'RCP-/.S'.L'D %L.D A/0..4 9.9; LL//VG H/LL S E.ritl:6rad4 air, le Shvrm'LbvA'7 C..e. BJonk4 C.B. A/o. C, C4.4 Lq w• /O' eti=4/ FCP•/SLt7® MH 233-B : It. -as- * 44 C Jy o/T44 e a ■ 9/6B 7B.th/4 /D/ 6, ROAD AASEGES Ca90 /TY e%(P-SCB - 5/Cw /1 CITY OF TORRANCE APPROVED 1-2_ NOR !f hb4ng.N%/s ,fbnd.: 4 A!P.-SC6 ✓oricd CROSS SECT/O.V 874 a /6S.. '5C -41E: C Naga. /•• - 1445447 /-• 4r SEA/C11 4I4RA^ • L.e. C¢ En/�q}.�,fry//tle,/cult; a/SAv/rS end a,4; a1~sme 6142:4//i/,7N.'Pt .fbi o/ A/or/b 8+13 a.Ch' o/.Radiq /1/6S .755't .Tav/.S aF Crwia/n i BNa! 1964 STORM CITY OF ROLLING HILLS ESTATES DEPARTMENT OF PUBLIC WORKS • 77SDYFn 3- 2S— .Pac,/ on wxn.,o+urw /' RAMS PREPARED DY KOEBIG & KOEBIG. INC, ENGB6ERaG.ARC1ETECEUME Wxc Arxt�Va 1,., DY: I, Q PC E. q�4R lu J DRAIN BONG ISSUE LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PROJECT NO.6701-UNIT 3 . ROUJNG HILLS ESTATES PORTION OF UNE A CONCRETE CONDUIT 2+75.82 TO 11+00 PLAN, PROFILE 8. SECTION ?Nal ^. t ' DWG. NO.364-6701-0-08.2 AS SHOWN pEp.'89' DMEex 2 0P 7 "AS ,BUILT" D { WINC; n,.1„ PROFILE HOME SONS: I' -N' VERT. REAL 1'- 4' / %97 � BG RCP • /250'0:: MH 232 REVISIONS /35'35 RCP -%250 29530 CG -/2506. /3 /4'.. /s .. .. /6 /7 /8 BOL[/NG N/115 BNAo.P // � jJ•1A9. 7Y 03 9011/N6 N/C[S (.T47FS COS ANOCCES COONTY •Pz: • .40 If a ID 1e) I 7.B. N •2A / /4,00 Tqy�� D f�'C9i NKIb'O %G9- eBS o,p /5•�� (��Y��=,7�1r4 /moo, 6 s ts'W! 3352' SVB-trNfv 0 7J,J 4�y 4/7.SC• 5/118 n�.0010 CS. by o/%rre j'.- oat 6.6 MH 218 ▪ SS. 150/40 41//hb/ ▪ /9169} �roaei f C(/RYY DATA 4 • 28'36'33' R • SPY 5 . 4244.)' 1 • PIb.74' 55. • /7/76.57 E.G• 7100099 ' I S ;�cK?h4 Cann eb en OaS�. : AO. 4RCP /28 50.KCP✓2506 �Rynpe in/errenia po-/,one of e,/0/ray 6' Open Canc. 0io Chonne/ and Ccersh o1 © /n/c/ 5/0./ Case! .-'" Atm/ Flow w+a, .�+en ONN. em*;e/.s en10,06.74; gPnc+9rnh 88'/6' EC. - .)c/:6-•90/ %3229' 9 f is14'Cone. Open Moira B IV 5,0 090 LRss11070, 574 16/05 4'509 i . I 3/' !GROSS SECT/ON ..18 86.8 0475. A 8.5. B 0 D .00" BENCH MARK ram 4-g, S.? r4 MI Tony/enood Cana and Rolling 50%/.0 Qoad Fled. 300.57 1964 STORM DRAIN BOND S' SUE CITY OF ROLLING HILLS ESTATES DEPARTMENT OF PUBLIC WORKS r/4 MANS PROMO) BY KOESIG 8 KOESIG, INC. ENGINEERING. ARCHITECRIRE nArz Os,4e•�� 194, LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PROJECT NO. 6TO1-UNIT 3 ROLLING HILLS ESTATES - PORTION OF LINE A CONCRETE CONDUIT II+00. TO 20+30 PLAN. PROFILE & SECTION yea...: 'LSD tr•L B i �n•� DWG. NO.361-6701 3 AS SHOWN' DEC.'63�� .0S. ewm 3 of "AS BUILT" DRAWING'/ PROFILE ...am sc... VERT. SCALE: t'. C ore: For f Curve OO/a See Shf.3 ROLL N.C. (0/ante/):__ W.B9", /8 -RC. 8-/5000 L. 0. No. 2 N6 HILLS • • 22/00 T.. ecAPLALEtt N 0.o 4•.018! /63'-24'Rt, ) 50D PG @C6.Aa31Y•A7' 1 No + rrieh -ere 441---- _40' 1:''.6:..27144'a' B'SS4/Yh:Tj a� ifrTL9 4,no-13470 PPY.W-d1SK.h C O Ab.? YSC6.•25'SN—y, 531^. -� 23.06.5SA: , I '1• .o' fi3i7Sn • es OI •/ No.P /6 . P7Lea(4�, B-93 Var4,1 3. r '-i _L. ■Cone Wig TBN4-4 MH 212 �Oroide NSOYh•2'0' 27'-/8'RCP. /5000 4.0 Nat. e lr�,l-,nlrnrn t3s73/5 530.520 251Lk 1SAh2 /0 4.25' B./8' 45/1 Ai C.3/',O.30e VS- 315.00 EL R.-3/5 PO 330 BO' : 33050 arRC 27 g0' . No.0-4 AI, 07 Tt OE FCLL/AG Imis ESTAris „Ea, LOS ANGELES COU 16.66 /0 3 MH 210 0.1}•24 1/. 1,55037 EL.7 53044 c£ris3 Etude Ore,- C S/o rn 2-$.06.5 SN e35K'5N 4"PY/W 323N6 III 03 l s00 96. NO./ 5, Fist/„r, MH 207 C. B.Na6, valor 1 C. B. C See de%i/ 3h/ bo.7 /t:/B"R.C. P-15000 iarroiegiporriy /,C56y edhenr1 _- 4 Curve Op/.e_ d• /3'59'33_ R. 600.00' 1./46.53' T• 73.55' 80.V -285a (048+76.18 'P f0: 7.0.493 gra p 1250• rCr1,4 lence • IROA T S.No.3 4.85' 8•/8- 0.4' 1/4.356/' 1/2/•-35606 f. P 6•i)ro/w on C.POSS SECT/ON • STA. PS 125 . SC.4.LE : • Yo -A. /•-a` • BENCH Now 1. �Aa9 µ3.L6 7B.N. A-4 RE. tog (706/)eos/c✓6 of Ro/hng f/i//s Rd. CB 2'S,e de%%s a/ north one/ of curb /3'nor/h o! ECa. o/ /he N E. caner 5.41 A4.7 0 9 or ROLLING 11/455 RO. O„d SHADOW/ LA! rn/eTPec/ro•+. 4� /B'PC?-/5000 £/ev. 332.50 dy eldrn. • II all 1964 STORM DRAIN BOND ISSUE • CITY OF ROLLING HILLS ESTATES DEPARTMENT OF PUBLIC WORKS nt . ore conmrionttOR PICAS PREPARED BY KOEBIG & KOEBIG, INC. ENGINEERING -ARCHITECTURE DArs [k/mo. N _ Tess LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PROJECT 140.6701 -UNIT 3 ROLLING HILLS ESTATES PORTION OF LINE A . • CONCRETE CONDUIT 20+30 TO 31+00 PLAN, PROFILE & SECTION p_ ,ru/R......, a sc.ec r[ DWG. NO.364-6701-08.4 ASSHOWN fee. '69' sB[n 4 a 7'. "AS BUILT" DRAWING 7,3 Ah ao.c i kaeri oq,iv�a r duirl ZS VC drfiF oudmra[ae/.44418J IWO A •eke { y� •fie c •ez, er a s ■ • /. CD. Ib1,N•A7 V 60e.840'/N•RCR•/?Q1s) Conohed C. D. ordird 4.0 drainage chore/ .NA opening ro Op/. *el rap of C.B. A 8158388. R.rna.e ern J. A.0 dminoge cnenne/ and Cr A. C G orm /o- e' doe A'r// o/ C A. and ropcve ohdnna/ via Avo, (1 her o/' CO. Cf, . /o. "A"P !•2B'/lC. BENCH MA.PW - 7QM.P7; Co. 1:y2, Ty rcedA elf d R✓/icy ; . //e (bud./// Ab/A /M 5E. cr. of /M in! tA&»,p A&4& avid and /b/ iw Germ. der45 35 "AS' BUILT" DRAWING L06 OF BORING NO. LINE STATION lo+m DATE DRILLED Apri) 31. 1963 SR1ACE ELEVATION erA 154' N d C/L T•ngle.aad >si :SOESGCR NFE N I-• CLAY. •i4y )CHI SILT. clayey dluam•c•oae Mil) T\ red d Ba,i, --/AVERT ale Grand Water r ca.s.,.d 1.06 OF BORING 1,10. LINE + STATION SI e m DATE DRILLED rnhra.q 04. MS RFACE ELEVATION 312• • BSI DESCRIPTION -ID SILTSTONE. 21..ome3e.4. InlrmatIeW Del Of B•r3ng No Graeae irate, 2Stcam.30.4 N0/8: S/o/.'ono• E Meer/3 sho..n on /his show/ Sway/seek /hose shoal',/n Sw% Rvyer/. 0 O+3, Symbo/ or Sol/ d.ocs p/ion re o +3+4.9 /o /hr andivd Soil C/osnhia/ av Svisea oho., .. Sid Day E.DI/t. 124.406 dN TN RAV serum REVISIONS VARA DATA OCACRIATCO 0.w. . 1.06 OF BORING NO. LINE A STATION 14.44 DATE DRILLED 4+ly 23. (9 RFACE ELEVATION .4 DESCRIPTION } ` 6• A. C.A..mare 6 Ba. 11 63LT. clayey. diotern•c.ea• ere, •hale;revel (Till} CLAY. aerie,. SILT. clayey. dlalemec.ee• MID SeCI el Bering No Creased Water a30ewered OF BORING NO -- E Z STATION • DRILLED A -r" a .543 A • T ... 419 d el Darla, He Graeae Wear 54.344014 LAG OF GORING NO. I-• LINE STATION ,4 •A, DATE GRILLED 301'34. 3964 FACE ELEVATION 7 DESCRIPTION P F'R -r SILT. clayey, sill/Acne 3413. (3(11) CLAY. seedy (C4 SILT. clayey diatomaceous (MX) ,VVERT SAND. flaw. aeyey (2;) Lod of Boric. Ire Crowed Water mceuntet.d GOFBORING NO. ,-A E . STATION 4. DRILLED A, ril la. 1969 No Ground Water E0cm.3•r•d LAG OF BORING NO LINE _STATION 33.Sy DATE GRILLED - •. - URFA ELEVATIO 023 G OF BORING NO. EbSTATION 44+0 GRILLED .: •1l 3• ear N. Graeae Water a00anl.,ee LOG OF BORING NO. LNE= STATION s+.S DATE DRILLED • .e • y 19+9 SURFACE ELEVATION ;44.s DESCRIPTION 211, epL•II 6" Co.. l2" CLAY. . y •1113 (FILL) I.1);ee.m.el anal. 11403.410 161) /A/PERT 1, opetenta 9040. tier le 5.430. . (FILL) •act. I.q••'11 +0' CL•Y. .my .het, teapot.% l• v;` Ira1) (CL) CLAY, .1111 1CL7 Else al Corley 6,27' /q9r an/ M. ceensi .d Belie. 12SaS ( CIA01h0• re 1 E 4.111, Nul. 1984 STORM DRAIN BOND ISSUE CITY OF ROLLING NILLS ESTATES DEPARTMENT OF PUBLIC WORKS M111 PMACED 03 OEBIG & KOEBIG. INC, INGINEERING.ARQIRECTDR! GAT; ' 9-N IEOD DYKE �+..rNeA au. 4.. LAS ANGELES COUNTY FLOOD CONTROL DISTRICT PROJECT NO 870( -UNIT ROLLDW HILLS ESTATES PORTION OF LINE A LOGS OF BORINGS ylu/Rd .o :-Lf/r4b �y/4We� / ..sea... .r•" DaT DWG. NNo.s4-8701.89.8 AS SHOWN DEC. '89 5,E, 8 a• 7 "AS SUILY' -DRAWING REVISIONS Sinadnr DATE /O./. CAIN. EX/ST/NG RE5URCAC/NO SCNEOUG E P.4YEMENT RE5/JRFAC/,t' B /o ate 5 as ' 4-pirmrl on 6" .Tye• Bose S:bs/ohabieanrrele m 6-455.: ease G 3'Asphah.c Cevxvw/B or /1'Ay4. Be5e 4'Aaphe/hc Caxrrfa or /PAfR. Bose N S'Aepha/hc Carver's ao 6' Art Base 6'Aspde/h Cox eft am 6" A99• Base `-Exist Ground fma Cas/rac/ Asp✓ro/f Caxrefe Cva� 1 8 c Srly rte LM �F. vu',T:1i°R'°1-Ex • �\ .ir i' mabyhke>/ C/. -sbres —.49yro.9ate nose Abhors/ —4'Atphs/f i Cane,efa a, PA9Y epo/ a ,5ase Ifoferia/ SECTION A -A NO SCALE C fy Boundary ✓on Ex/S/. Pove/mai n. Exist Gea, end [ix rode on 1..'/sloµe /5 day//01 End Exist Paremen/ lbveme0/ ey afbvr_- \pev rap oF CO. L CO. cis specified elsewhere SECTION B -B NO SCALE !,te017- (By °Mora) C Remove any etsshny per✓emenl,, curb ye"/far /o nawilhm 5Ao,o/edorro a,demseiao/ "Oa/We Coxref Loco/ Depressor, and Aeevfra /ic Cone/wee Crab as shown her -eon B CB¢ /--S/n e/ . ,_ er - / Z. r i j ,yt,J" a / � CD as spec Pied on 90rxro/ plans B Street • CColeh Basin L_ TYPICAL CONNECTOR PIPE PROFILE NO SCALE \E ell! Grade - od'ealed as n door',?' P ui;i/yam . lee/Icahn/ as NOTES' 1 the change in geode of /he ron,uc%r pipe may scow/ ei/her over or rode, a, rvis/nq uhhly. The per —healer a/idly of which /he change in grade orcars is „o/ed a, //.e peeler/ d,aamgs. 4/Ana/ions where uhilly.eroesthys ore the eohher/ / pp* 'e w/i/ deroS over the v/ih %y. A/./oro/ios where lib'ly crossings are a,areedQ /he eonner/ov pipe erode w,/I hoses under the uh%/y. F. On/hose canner/0eApes where chancre in ?roof. is no/ ,nd,colyd i/is ossv,ned /ho/. the cnreeler pipe con be /olden o s/reig4/ evade Iron, /he co/eh basin h /he slave drain wi/,ov/ inlerfe Fame wd/h The Con/eac/or shall "rose rep/oratory errovo/ors /0 de/e,mrn. /he rear/ locolion and dep/h of v/ifh'es "hies are ,varied A of A..///, /he riot/Taco/is', ale el,7,/y has Been de%v.mned, dfe grade end oGyneeen/a1//e co„neefaepipe wed 6e slaked sq as lb rlro de urn/Fly. Exp/w'a/wy doriaye art tad refeare! for samrbry ' reeve" erowen e. 4 4 canc.-me cab- ,ate 44/ One 2-0!93 Shaebecredo' es" .a hho e.Sar/pi /a 9neRve d Srxhias erecea, a/7I7,cor l7. Eritt &red f[. of //no Paved F[. - ne edge oPporemen/ " E -Gbyh¢h/ Line t A.C. APRON PLAN (BY OTHERS) NO SCALE Join Exist Rave/nen/ .bin eiis/ fires QC APRON e C.B. DATA CO. fee 4 EKr 0 2Yee C 45v 0 E f' G A" /55.75 19389 294./0 ZWasn /Bo 9.0 60 O' 33735 357.65 3374/ 399./9 /00 50 0.0 T. 3c173 36/95 36185 363.44 440 40 50 F" 35275 38778 38786 38954 200 4.0 5.0 VOTES, /. f/"roams shawl, are o/ /op oP Curb Cr o/ Igo oP Co/e6 Basin. P.. 40 shoe" wad garb by o/hers 1964 STORM DRAIN BOND ISSUE CITY OF ROLLNG HILLS ESTATES DEPARTMENT OF PUBLIC WORKS Oc/o YO .‘MA —e. AOKTTEET.TF1- LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PLANS PRFPARCO ST KOEBIG & KOEBIG. INC. D ONEEl.LIG-ARCKRECTURE C,J'o r /I ,e{S AS SHOWN! DEC.'69 PROJECT Na 670I -UNIT 3 ROLLING HILLS ESTATES PCRT1ON OP LINE A RESURFACING PLAN & MISCELLANEOUS DETAILS ,. id .rev �'iLe< DWG. N0.360�8T.01-DOT eneri 7 ...L. "AS BUILT" DRAWING 1' • 1 ' _ APPENDIX F Zoning and Land Use Information Zoning in City of Rolling Hills Sa c lama pelts: Scur cs: Esi Oolanno. NAv1E0.1om'om hearer, hacrnen1 P Corp.GreCO. USGS. FAO. NPS NRCM( Geagmo. ION. Kadaster NL Ordnance Sune,: tin Japan MESS EelCtAo (Ha,g Kong). and cie G6 UsefCnarnunfy [�PF RAS-1 RAS-2 PF - Public Facility (City Hall Building) RAS - 1 - Residential Agriculture - Suburban; minimum lot size one acre RAS - 2 - Residential Agriculture - Suburban; minimum lot size two acres SOUTHERN CALIFORNIA P ASSOCIATION of GOVERNMENTS Source: SCAG. 2013 P:\ Data Map_Guide\=RTP_2016\mxds\ZN\LA\Rose mead_ZN.mxd 0 0.075 0.15 0.3 Miles skip To Content (#content) Toning Ordinance Summary - Residential Zones able of Contents • Residential Zones (http://planning.lacounty.gov/luz/summary/category/residential zones ) • Agricultural Zones (http://planning.lacounty.gov/luz/summary/category/agricultural zones ) • Combining Zones(http://planning.lacounty.gov/luz/summary/category/combining zones ) • Commercial Zones (http://planning.lacounty.gov/luzlsummary/category/commercial zones ), • Industrial Zones(http://planning.lacounty.gov/luz/summary/category/industrial zones ) • Rural Zones(http://planning.lacounty.gov/luz/summary/category/rural zones ) • Special Purpose Zones(http://planning.lacounty.gov/luz/summary/category/special purpose zones ) This is a SUMMARY ONLY of the Los Angeles County Zoning Ordinance (unincorporated area). The information herein is NOT ALL- NCLUSIVE. One other thing to also keep in mind --USES MUST BE CONSISTENT WITH THE GENERAL PLAN, LOCAL PLANS, AND/OR :OMMUNITY STANDARDS DISTRICTS. THESE MAY LIMIT THE TYPE AND INTENSITY OF USE. For more complete information, see Title 22 (Planning and Zoning) (http://planning.lacounty.gov/title22) of the Los Angeles County or stop by the office of the Los Angeles County Department of Regional Planning, Room 1360 Hall of Records, 320 W. Temple St., Los Angeles, CA. 90012. Phone: (213) 974-6411. New Title 22 - Residential Zones (effective 2019-02-28) ATTENTION Effective February 28, 2019 Los Angeles County has a new Zoning Code! (http://planning.lacounty.gov/title22) Zone R -A: Residential Agricultural Permitted Uses: • Single family residences (22.18.030.C) • Crops (field, tree, bush, berry, row and nursery stock) (22.18.030.C) Minimum Required Area: • Unless otherwise specified 5000 sq. ft./lot (22.110.130.A.4.c, 22.110.140) Maximum Height Limit: • 35 feet (22.18.040.C.1) Minimum Required Parking: • 2 covered parking spaces per single family residence (22.112.070) .standard Yard Requirements: • Front Yard: 20 feet (22.18.040) • Rear Yard: 15 feet (22.18.040) • Corner/Interior Side Yards: (22.18.040) • Reverse Comer Side: 10 feet • Lot: See 22.140.580 regarding development standards for single family residences )evelopment Standards: • (See 22.140.580 regarding development standards for single-family residences) 'one R-1: Single -Family Residence 'ermitted Uses: • Single family residences with accessory uses (22.18.030.C) Minimum Required Area: • Unless otherwise specified: 5,000 sq. ft./lot (22.110.130, 22.110.140) Maximum Height Limit: • 35 feet from existing or excavated grade (22.18.040.C.1) (unless modified by a special standards district such as a community standards district.) Minimum Required Parking: • 2 covered parking spaces per single family residence (22.112.030) Standard Yard Requirements: • Front Yard: 20 feet (22.18.040), except as provided in special Standards District • Rear Yard: 15 feet or 20% of average depth of shallow lot, but not less than 10 feet (22.18.040 and 22.110.080) • Side Yards: Interior Lot: 5 feet or 10% of average width of narrow lot, but not less than 3 feet (22.18.040 and 22.110.080) • Corner Lot: 5 feet except on reversed corner lot, which is 10 feet (22.18.040) Development Standards: • (See 22.140.580 regarding development standards for single-family residences) Zone R-2: Two -Family Residence Permitted Uses: • Two family residences (or duplex), single family residences (22.18.030.C) Minimum Required Area (Unless otherwise specified): • 5,000 sq. ft./lot (22.110.130) • 2,500 sq. ft./unit (22.110.140) Maximum Height Limit: • 35 feet from existing or excavated grade (22.18.040.C.1). See special standards district linimum Required Parking: • 3 covered spaces ,+ 1 covered or uncovered space per unit for each 2 -family residence (duplex) (22.112.070) • 2 covered spaces for Single Family Residence, same as in R-1 zone (22.112.070) Standard Yard Requirements: • Front Yard: 20 feet (22.18.040) • Rear Yard: 15 feet (22.18.040 and 22.110.080) • • Interior/Comer Side: 5 feet (22. 18.040 and 22.110.080) • Reverse Comer Side: 10 feet (22.18.040) )evelopment Standards: • (See 22.140.580 regarding development. standards for single-family residences) 'Zone R-3: Limited Density Multiple Residence Permitted Uses: • Apartment houses, uses permitted in Zone R-1 and R-2 (22.18.030.C) Minimum Required Area (Unless otherwise specified):. • 5000 sq. ft./lot (22.110.130.A.4) Density: • 30 du/ac (22.110.120.B) Maximum Height Limit: • 35 feet from existing or excavated grade (22.18.040.C.1) Minimum Required Parking: • Each bachelor apartment unit, 1 covered space • Each efficiency or 1 bedroom apartment unit, 1 1/2 covered spaces • Each 2 bedroom apartment unit, 1 1/2 covered + 1/2 uncovered spaces • See R-1 and R-2 zones • Guest parking required for apartments with a minimum of 10 units at a ratio of 1 space for each 4 units (22.112.070 and 22.112: Parking) Standard Yard Requirements: • Front Yard: 15 ft., except as provided (22.18.040) • Rear Yard: 15 ft. or 20% of average depth of lot, not less than 10 ft. (22. 18.040 and 22.110.080) • Interior/Corner Side: 5 feet or 10% of average width of narrow lot, but not less than 3 feet (22.18.040 and 22.110.080) Reversed Corner Side: 7 1/2 feet (22.18.040) 7evelopment Standards: • (See 22.140.580 regarding development standards for single-family residences) lone R-4: Medium Density Multiple Residence Permitted Uses: • Apartment houses, uses permitted in Zone R-3 (22.18.030.C) Minimum Required Area (Unless otherwise specified): • 5000 sq. ft./lot (22.110.130.A.4) Density: • 50 du/ac (22.110.120.C.), depending on the land use category Maximum Height Limit: • 13 times the buildable area (22.18.040.C.2) Minimum Required Parking: • See Chapter 22.112: Parking Standard Yard Requirements: • . Front Yard: 15 ft., except as provided (22.18.040) • Rear Yard: 15 ft. or 20% of average depth of lot, not less than 10 ft. (22. 18.040 and 22.110.080) • Interior/Corner Side Yards: 5 feet or 10% of average width of narrow lot, but not less than 3 feet (22.18.040 and 22.110.080) • Reversed Corner Side Yard: 7 1/2 feet (22.18.040) Development Standards: • (See 22.140.580 regarding development standards for single-family residences) Zone R-5: High Density Multiple Residence Permitted Uses: • Apartment houses, uses permitted in Zone R-1 and R-2 (22.18.030.C) Minimum Required Area (Unless otherwise specified): • 5000 sq. ft./lot (22.110.130) Density: • 100-150 du/ac (22.110.120.D), depending on the land use category (22.110.120.D) .daximum Height Limit: • 45 feet with stepback if adjacent to R-1 or R-2 zone (22.18.040.C.5), • 65 feet (22.18.040.C.5) (if not adjacent to R-1 or R-2 zone) linimum Required Parking: • See R-1 and R-2 zones (22.112.070) • See Chapter 22.112: Parking) Standard Yard Requirements: • Front Yard: 5 feet (22.18.040) • All other Yards: 15 feet if adjacent to R-1 or R-2 zone, or 0 feet if not adjacent to R-1 and R-2 zone (22.18.040) 'Zone RPD: Residential Planned Development Permitted Uses: • Single family residences (22.18.030.C) • Planned unit development with approved CUP (22.18.030.C) Minimum Required Area (unless otherwise specified) • 5000 sq. ft./lot (22.110.130.A.4 and 22.110.140) • 5 acres/development project (22.18.040) • Density - as established by CUP & zoning (22.18.020 and (22.18.060.C.2) Maximum Height Limit: • 35 feet (22.18.060) • As established by CUP (22.18.060) Minimum Required Parking: • See Chapter 22.112: Parking Density: • As established by CUP and zoning (22.18.020) Standard Yard Requirements: • All yards: same as R-1 (22.18.030) or as established by CUP • The Regional Planning Commission, in approving a CUP for a planned development,may modify or require greater yards than those required in a normal single-family residential development. Building separation is a minimum of 10 feet for 1 and 2 stories. Add 2 feet for each story above 2 stories (22.18.020) Development Standards: • (See 22.140.580 regarding development standards for single-family residences) • The CUP will regulate the type of structures, open space, building coverage, utilities, landscaping, and other features. Learn more about the new Zoning Code: planning.lacounty.gov/tu http://planning.Iacounty.gov/tu) Please note that effective February 28, 2019, the following Code section references have been updated as listed above. Visit Title 22 (http://planning.lacounty.gov/title22) for more information. Zone R-1: Single Family Residence 'ermitted Uses: • Single family residences (22.20.070 - 22.20.100) Minimum Required Area: • Unless otherwise specified: 5,000 sq. ft./lot (22.52.100, 22.52.250) Maximum Height Limit: • 35 feet from existing or excavated grade (22.20.110) (unless modified by a special standards district such as a community standards district.) Minimum Required Parking: • 2 covered parking spaces per single family residence (22.52.1180) Standard Yard Requirements: • Front Yard: 20 feet (22.20.120), except as provided in special Standards District • Rear Yard: 15 feet or 20% of average depth of shallow lot, but not less than 10 feet (22.20.120 and 22.48.110) • Side Yards: Interior Lot: 5 feet or 10% of average width of narrow lot, but not less than 3 feet (22.20.120 and 22.48.100) • Corner Lot: 5 feet except on reversed corner lot, which is 10 feet (22.20.120) Development Standards: • • (See 22.20.105 regarding development standards for single-family residences) ' Zone R-2: Two Family Residence Permitted Uses: • Two family residences (or duplex), single family residences (22.20.170 - 22.20.200) Minimum Required Area (Unless otherwise specified): • 5,000 sq. ft./lot (22.52.100) • 2,500 sq. ft./unit (22.52.270) laximum Height Limit: • 35 feet from existing or excavated grade (22.20.210). See special standards district linimum Required Parking: • 1 1/2 covered spaces + 1/2 uncovered space per unit for each 2- family residence (duplex) • Single Family Residence, same as in R-1 zone (22.52.1180) Standard Yard Requirements: • Front Yard: 20 feet (22.20.220) • Rear Yard: 15 feet or 20% of average depth of shallow lot, but not less than 10 feet (22.20.220 and 22.48.110) • Side Yards: Interior lot: 5 feet or 10% of average width of narrow lot, but not less than 3 feet (22.20.220 and 22.48.100) • Corner lot: 5 feet, except on reversed corner lot, which is 10 feet (22.20.220) Zone R-3: Limited Multiple Residence Permitted Uses: • Apartment houses, uses permitted in Zone R-1 and R-2 (22.20.260 - 22.20.290) Minimum Required Area (Unless otherwise specified): • 5000 sq. ft./lot (22.52.100) • 1452 sq. ft./unit or as otherwise limited by the General Plan (22.20.310 and 22.20.060) Maximum Height Limit: • 35 feet from existing or excavated grade (22.20.300) Minimum Required Parking: • Each bachelor apartment unit, 1 covered space • Each efficiency or 1 bedroom apartment unit, 1 1/2 covered spaces • Each 2 bedroom apartment unit, 1 1/2 covered + 1/2 uncovered spaces • See R-1 and R-2 zones • Guest parking required for apartments with a minimum of 10 units at a ratio of 1 space for each 4 units (22.52.1180 and 22.20.330) Standard Yard Requirements: • Front Yard: 15 ft., except as provided (22.20.320) • Rear Yard: 15 ft. or 20% of average depth of lot, not less than 10 ft. (22.20.320 and 22.48.110) • Side Yards: Interior Lot: 5 feet or 10% of average width of narrow lot, but not less than 3 feet (22.20.320 and 22.48.100) Corner Lot: 5 ft., except on reversed corner lot, which is 7 1/2 feet (22.20.320) Zone R -A: Residential Agriculture —ermitted Uses: • Single family residences • Crops (field, tree, bush, berry, row and nursery stock) (22.20.410 - 22.20.440) Minimum Required Area: • Unless otherwise specified 5000 sq. ft./lot (22.52.100, 22.52.250) Maximum Height Limit: • 35 feet (22.20.450) linimum Required Parking: • 2 covered parking spaces per single family residence (22.52.1180) Standard Yard Requirements: • Front Yard: Same as R-1 (22.20.450) • Rear Yard: Same as R-1 (22.20.450) • Side Yards: Same as R-1 (22.20.450) • Corner Lot: See 22.20.105 regarding development standards for single family residences Zone RPD: Residential Planned Development Permitted Uses: • Single family residences (22.20.460A) • Planned unit development with approved CUP (22.20.4606) Minimum Required Area (unless otherwise specified) • 5000 sq. ft./lot (22.52.100, 22.52.250) • 5 acres/development project (22.20.46081) • Density - as established by CUP & zoning (22.20.46062) Maximum Height Limit: • 35 feet (22.20.460) • As established by CUP (22.20.460) Minimum Required Parking: • Same as R-1 (22.52.1180) • Same as R-1 through R.4, depending on type of structure or as required by CUP (22.20.460) Density: • As established by CUP and zoning (22.20.460 B2) Standard Yard Requirements and Development Standards: • All yards: same as R-1 (22.20.460A) • The Regional Planning Commission, in approving a CUP for a planned development,. may modify or require greater yards than those required in a normal single family residential development. Building separation is a minimum of 10 feet for 1 and -2 stories. Add 2 feet for each story above 2 stories (22.20.460B) he CUP will regulate the type of structures, open space, building coverage, utilities, landscaping, and other features. 1 inch = 700 feet City of Rolling Hills Estates Zoning Map Legend — City Boundary Zoning Residental Low Density (1 Acre) Residental Low Density (20,000 Sq. Ft.) F-1 Residental Medium Density (15,000 Sq. FL) Residental Medium Density (10,000 Sq. Ft.) Residental Planned Development Ng Commercial General Commercial Office n Commercial Limited Commercial Recreation ® Agricultural - Institutional MI Quarry ® Open Space Recreation DIGITAL MAP PRODUCT II S CITY OF TORRANCE COMMUNITY DEVELOPMENT DEPARTMENT JEFFERY W. GIBSON COMMUNITY DEVELOPMENT DIRECTOR -E NOT TO SCALE LEGEND Q HILLSIDE OVERLAY n HAWTHORNE BLVD. CORRIDOR SPECIFIC PLAN AREA DOWNTOWN REDEVELOPMENT PROJECT O TORRANCE INDUSTRIAL REDEVELOPMENT PROJECT MEADOW PARK REDEVELOPMENT PROJECT SKY PARK REDEVELOPMENT PROJECT gINg OT 141.01,i0 CITY OF TORRANCE PROPERTY ZONING MAP UGHT AGRICULTURAL RESIDENTIAL TOWNHOUSE JULY 2015 1000 2000 3000 4000 RETAIL COMMERCIAL n GENERAL COMMERCIAL SINGLE FAMILY RESIDENML SOLELY COMMERCIAL TWO FAMILY RESIOENML UMnt° MULTIPLE FAMILY RESIDENTIAL THREE FAMILY RESIDFNML RESTRICTED MULTIPLE FAMILY R DOWNTOWN MULTIPLE FAMILY RESIDENTIAL UNMADE!) MULTIPLE FAMILY RESIDENTIAL n SHOPPING CENTER CONDITIONAL COMMERCIAL (DA RLa1Nw1LD COMMERCIAL 5000 FEET r� HAWTHORNE BLVD. CORRIDOR SPECIFIC PLAN (NT) North Torrance Sub-OSWct (PR) Pmmonode Sub -District (M-1) Del Amo Business Sub -District One -2) Del Amo Business Sub -District Teo MP) Meadow Park Sub -District 0LI151111MITED07 PROFESSIONAL OFFICE (H/ UMIIW MANUFACTURING n LIGHT MANUFACTURING HIGH RISE RESIDENTIAL I-1 HEAVY MANUFACTURING RESIDENTIAL PROFESSIONAL PU PUBUC USE EETE PCH) HaMoma BNd./PadRe Coast H.5. mee�axtion sab—DietHee (W) Wullaria Sub -District COMMERCIAL / RESIDENML TRANSITION OVERLAY PRECISE PUN ON FILE* I( )I CONTROLLED ZONING RESDENDAL MULTIPLE FAMILY 067RICT OPEN AREA, PLANTING-PARNING PUNNED DEVELOPMENT (REDEVEIAPMEM PROJECT ONLY) 1 I I 1 HOSPITAL -MEDICAL -DENTAL n RESIDENTIAL OFFICE OVERLAY • THE SYMBOL TP' PRECEDED BY A ZONE DESIGM1102, 80111 OF WHICH ARE ENCLOSED BY PARENTHESES INDICATES APPROVED ZONING SUBJECT TO F1UNG OF A PRECISE PLAN. 0 n O Fire Station O Library m Hospital A INS MAP I5 ACCURATE ONLY TD IA5T REVISION DATE FOR MORE COMPLETE 01FORMIA1NN W. PLEASE CONTACT THE COMMUNITY DEVELOPMENT DEPARTMENT AT (310) 918-5990 II I'C.DSA1eTto MNi TTY.{�I1jC2.Y'• C 1. O P M P. N T T:\BASEMAP\MAPS\ZONING201S.DWG California ooPartman, of EDUCATION 'SARC Home » Dapplegray Elementary School Accountability Report Card About This School Contact Information (School Year 2018-19) District Contact Information (School Year 2018-19) District Name Palos Verdes Peninsula Unified Phone Number (310) 378-9966 Superintendent Alex Cherniss E-mail Address chemissa@pvpusd.net Web Site www.pvpusd.net School Contact Information (School Year 2018-19) School Name Dapplegray Elementary Street 3011 Palos Verdes Dr. North City, State, Zip Rolling Hills Estates, Ca, 90274-7303 Phone Number 310-541-3706 Principal Ms. Gina Stutzel, Principal E-mail Address stutzelg@pvpusd.net Web Site http://dapplegray.pvpusd.net County -District -School 19648656116172 (CDS) Code School Description and Mission Statement (School Year 2018-19) Download English PDF of SARC for this School Translation Disclaimer Select Language • Powered by Google Translate Last updated: 12/12/2018. Dapplegray is committed to providing an educational program that will prepare students for their next level of education. Dapplegray believes each child is a gift and therefore is "gifted" iri some way. Staff and Administration agree that a strong literacy curriculum, balanced and enhanced by specialized programs in mathematics, arts, science, history and technology, will best serve our students. An important component of our mission is to implement instructional strategies that will strive to meet individual student learning needs and create a school where students feel 'safe to express their individuality. Creating an environment where the student care for themselves, each other, and their school is an important Ipart of what makes Dapplegray a special place to learn. Last updated: 12/12/2018 Student Enrollment by Grade Level (School Year 2017-18) Grade Level Number of Students Kindergarten 118 Grade 1 102 Grade 2 - 114 ti Grade 3 82 • Grade 4 107 Grade 5 116 Total Enrollment i 639 i 1 120 • I 100 Kindergarten Student 5 ) Last updated: 12/12/2018 . Percent of Total Enrollment Grade 1 Grade 2 Grade 3 Grade 4 Grade . Enrollment by Student Group (School Year 2017-18) Student Group •., Black or African American 1.1 % American Indian or Alaska Native 0.6 % Asian 18.2 % Student Group Percent of Total Enrollment Filipino Hispanic or Latino Native Hawaiian or Pacific Islander White Two or More Races Other 3.0 % . 23.9 % 0.3 % 43.5 % 8.8 % 0.6 % Student Group (Other) Percent of Total Enrollment Socioeconomically Disadvantaged 9.1 % �- - - - - - - English Learners 8.3 o- Students with Disabilities 6.9 % Foster Youth 0.2 % Questions: SARC TEAM I sarc@cde.ca.gov 1916-319-0406 California Department of Education 1430 N Street Sacramento, CA 95814 E _ APPENDIX G LACDPW Sewer Capacity Policy October 12, 2005 TO: Dean Efstathiou FROM: Dennis Hunter Land Development Division POLICIES FOR MANAGING AVAILABLE SEWER CAPACITY AND SEWAGE DISCHARGE IN EXCESS OF DESIGN CAPAC T The following will set forth Public Works' policies related to managing sewer infrastructure capacity. Design capacity of the sewer mainline is defined as follows: < 15" diameter > 15" diameter 1/2 full = 100% capacity (d/D) 3/4 full = 100% capacity (d/D) When Public Works determines there is available capacity in a mainline sewer for infill and redevelopment projects, the remaining available capacity shall be allocated on a first come — first serve basis. Sewer Advisory Committee A Sewer Advisory Committee (SAC) will be formed for the purpose of recommending courses of action to address proposed developmentconnecting to existing sewers that will cause them to be operating beyond their design capacity. The SAC will make their recommendations to Dean Efstathiou, Assistant Director. The SAC will be chaired by Waterworks and Sewer Maintenance Division and will have representatives from Design and Land Development Divisions. Each Division will appoint a Principal Engineer or Senior Civil Engineer as a representative to the SAC and will convene whenever sewer decisions are required to address developmental impacts. Sewer Maintenance will maintain records of SAC meetings and will prepare recommendations to Administration for approval. The SAC may require other Division representatives to participate on a case -by -case basis when necessary, such as Building and Safety and Programs Development. Divisional Responsibilities • Design Division 1. Support activities of the SAC. 2. Prepare sewer area studies when required. Dean Efstathiou August 25, 2005 Page 2 3. Maintain records/archive of all approved sewer area studies and flow measurements. Land Development Division 1. Support activities of the SAC.. 2. Impose sewer area study requirements for private developments if necessary and review/approve all submittals. 3. Refer cases to SAC when both sewer area studies and flow measurements indicate that a potential overload situation exists or will exist based on criteria described below. 4. Provide copies of all approved sewer area studies and flow measurements to Design Division for archiving. Waterworks and Sewer Maintenance Division 1. Chair the SAC, maintain meeting records and prepare position papers to Administration. 2. Advise the SAC when an overload condition is observed during maintenance activities. 3. Initiate effort to track and map all overload areas within the Consolidated Maintenance District. 4. Keep database of all flow measurement results. Design Criteria 1. Capacity of sewer mainlines less than 15" in diameter are considered full (100 percent) when the ratio of the depth of flow (d) over the pipe diameter (D) is equal to 0.5, expressed as d/D = 0.5. 2. Capacity of sewer mainlines equal to or greater than 15" in diameter are considered full (100 percent) when the ratio of the depth of flow (d) over the pipe diameter (D) is equal to 0.75, expressed as d/D = 0.75. 1 Dean Efstathiou August 25, 2005 Page 3 3. When an area study indicates that flow conditions based on calculated discharges is between 101 percent to 150 percent of capacity, no flow measurements and no mitigation will be required. If maintenance records warrant, a flow test may be required. 4. When an area study for a development that proposes to increase the density or change the zoning indicates that flow conditions are between 151 to 200 percent of capacity, flow measurements shall be required. If the flow test indicates that the actual flow condition is below 151 percent, no mitigation will be required. If the flow test results indicate the actual flow is above 151 percent, the case shall be referred to the SAC to evaluate options and make recommendations to Administration for approval. These options may include, but are not' limited to: requiring full mitigation from the development, assessing pro -rata shares, creation of a reimbursement district, or establishing a County Improvement (CI) district. AHN:ca P:\LDPUB\SUBPCHECK\SEWER\MISCELLANEOUS\SEWER INFRASTRUCTURE MANAGEMENT cc: Administration (Kelly) Building and Safety (Patel) Design (Kumar) Pft1>4 ,4 Land Development (D'Antonio, Burger, , Chong, Witter, Narag) Programs Development (Afshari) Waterworks and Sewer Maintenance (Del Real, Lehto) APPENDIX H LACDPW Estimated Average Daily Sewage Flows for Various Occupancies Source: Los Angeles County Department of Public Works Estimated Average Daily Sewage Flows for Various Occupancies Occupancy Abbreviation *Average daily flow Apartment Buildings: Bachelor or Single dwelling units 1 bedroom dwelling units 2 bedroom dwelling units 3 bedroom or more dwelling units Auditoriums, churches, etc. Automobile parking Bars, cocktails lounges, etc. Commercial Shops & Stores Hospitals (surgical) Hospitals (convalescent) Hotels Medical Buildings Motels Office Buildings Restaurants, cafeterias, etc. Schools: Elementary or Jr. High High Schools Universities or Colleges College Dormitories Apt Apt Apt Apt Aud Pr Bar CS HS HC H MB MB Off R S HS U CD 150 gal/D.U. 200 gal/D.U. 250 gal/D.U. 300 gal/D.U. 5 gal/seat 25 gal/1000 sq ft gross floor area • 20 gal/seat 100 gal/1000 sq ft gross floor area 500 gal/bed 85 gal/bed 150 gal/room 300 gal/1000 sq ft gross floor area 150 gal/unit 200 gal/1000 sq ft gross floor area 50 gal/seat 10 15 20 85 gal/student gal/student gal/student gal/student Multiply the average daily flow by 2.5 to obtain the peak flow Zoning Coefficients Zone, Coefficient (cfs/Acre) Agriculture 0.001 Residential*; R-1 0.004 R-2 ' 0.008 R-3 0.012 R-4 0.016* Commercial: C-1 through C-4 0.015* Heavy Industrial: M-1 through M-4 0.021* * Individual building, commercial or industrial plant capacities shall be the determining factor when they exceed the coefficients shown * Use 0.001 (cfs/unit) for condominiums only APPENDIX San.. Dist. Of LA County Table 1 Loadings for Each Class of Land Use Source: Sanitation District of Los Angeles County TABLE 1 LOADINGS FOR EACH CLASS OF LAND USE DESCRIPTION RESIDENTIAL SUSPENDED • FLOW COD SOLIDS (Gallons (Pounds (Pounds UNIT OF MEASURE Per Day) Per Day) Per Day) Single Family Home Duplex Triplex Fourplex Condominiums Single Family Home (reduced rate) Five Units or More Mobile Home Parks Parcel 260 COMMERCIAL Parcel Parcel Parcel Parcel Parcel No. of'Dwlg. Units No: of Spaces 312 468 624 195 156 1.22 1.46 2.19 2.92 0.92 0.73 0.59 0.70 1.05 1.40 0.44 0.35 156 0.73' 0.35 156 0.73 0.35 Hotel/Motel/Rooming House Room 125 0.54 0.28 Store 1000 ft2 100 0.43 0.23 Supermarket 1000 ft2 150 2.00 1.00 Shopping Center 1000 ft2 325 3.00 1.17 Regional Mall 1000 ft2 150 2.10 0.77 Office Building 1000 ft2 200 0.86 0.45 Professional Building 1000 ft2 300 1.29 0.68 Restaurant 1000 ft2 1,000 16.68 5.00 Indoor Theatre 1000 ft2 125 0.54 0.28 Car Wash Tunnel - No Recycling 1000 ft2 3,700 15.86 8.33 Tunnel - Recycling 1000 ft2 2,700 11.74 6.16 Wand 1000 ft2 700 3.00 1.58 Financial Institution 1000 ft2 100 0.43 0.23 Service Shop 1000 ft2 100 0.43 0.23 Animal Kennels 1000 ft2 100 0.43 0.23 Service Station 1000 ft2 100 0.43 0.23 Auto Sales/Repair 1000 ft2 100 0.43 0.23 Wholesale Outlet • 1000 ft2 100 0.43 0.23 Nursery/Greenhouse 1000 ft2 25 0.11 0.06 Manufacturing 1000 ft2 200 1.86 0.70 Dry Manufacturing 1000 ft • 25 0.23 0.09 Lumber Yard 1000 ft2 25 0.23 0.09 Warehousing 1000 ft2 25 0.23 0.09 Open Storage 1000 ft2 25 0.23 0.09 Drive-in Theatre • 1000 ft2 20 0.09 0.05 TABLE 1 (continued) LOADINGS FOR EACH CLASS OF LAND USE DESCRIPTION COMMERCIAL SUSPENDED FLOW COD SOLIDS (Gallons (Pounds (Pounds UNIT OF MEASURE Per Da Per Da Per Dav) Night Club 1000 ft2 350 1.50 0.79 Bowling/Skating 1000 ft2 150 1.76 0.55 Club 1000 ft2 125 0.54 0.27 Auditorium, Amusement 1000 ft2 350 1.50 0.79 Golf Course, Camp, and 1000 ft2 100 0.43 0.23 Park (Structures and Improvements Recreational Vehicle Park No. of Spaces 55 0.34 0.14 Convalescent Home Bed 125 . 0.54 • 0.28 Laundry 1000 ft2 3,825 16.40 8.61 Mortuary/Cemetery 1000 ft2 100 .1.33 0.67 Health Spa, Gymnasium With Showers 1000 ftz 600 ' . 2.58 1.35 Without Showers 1000 ft2 300 ' 1.29 0.68 Convention Center, Fairground, Racetrack, Average Daily 10 0.04 0.02 Sports Stadium/Arena Attendance INSTITUTIONAL College/University Student 20 0.09 0.05 Private School 1000 If 200 0.86 0.45 Church 1000 fl 50 0.21 0.11 APPENDIX J-1 Sewer Capacity and Design Analysis. — Existing Conditions City of Rolling Hills Sewer Service Feasibility Study - Phase 11 Rolling Hills Road Sewer Analysis - Existing Condition Calculated using Kutter's Formula with n=0.013 •• Design Capacity keeps three decimal places at least ••' Based on current land use and coefficients (and occupancy) per LA County, (Attach supporting calculations) •"• For pipes < 15", Design Capacity of the sewer mainline is defined as 1/2 Full = 100% capacity (d/D) For pipes > 15", Design Capacity of the sewer mainline is defined as 3/4 Full= 100% capacity (d/D) Kutter's Formula C = 41.65 + 0.00281/5 + 1.811/n 1 + n/R"(1/2) * (41.65 + 0.00281/S) Q = CA(RS)A(1/2) For 1/2 Full Pipe, R = D/4 Street Name Segment MH # MH # Pipe - Size Slope 8"=0.666' Design Capacity* 1/2 Full 3/4 Full <15" 15" or> (cfs) (cfs) Method 1 Flows Calculated By Occupancy Type .Avg Daily Convert Occupancy Flow Peaking gpd to cfs Type Units (gal/D.U.) Factor 1/646317 Calc'd Flow (cfs) Method 2 Flows Calculated By Zoning - Zone Area Zoning (Acres) Coeff. (cfs/ac) Calc'd Flow (cfs) Greater of Method 1 Method 2 Calc'd Flow (cfs) Cum. Calc'd Flow (cfs). As -Built Ref. Plan Cum. Calc'd Cum. Calc'd flow depth/ Flow Vel. Comment Diameter (fps) See App. K-3 See App. K-3 Jurisdiction `% of 1/2 Full Cum. Calc'd Flow / Design Capacity Rolling Hills Rd. 201 202 0.666 0.01 0.551 n/a Single Fam. 1 260 2.5 0.00000155 0.001 0.001 0.001 SP-PD038889 0.2% 0.029 0.35 RHE Rolling Hills Rd. 202 203 0.666 0.01 0.551 n/a Single Fam. 53 260 2.5 0.00000155 0.053 0.053 0.054 SP-PD038889 9.8% 0.161 1.49 RHE 0.666 0.01 0.551 n/a Institutional 3.6 0.016 0.058 0.058 0.112 SP-PD038889 20.3% 0.225 1.91 RHE Rolling Hills Rd. 203 207 0.666 0.01 0.551 n/a Single Fam. 14 260 2.5 0.00000155 0.014 0.014 0.126 SP-PD038889 22.8% 0.237 1.99 RHE Rolling Hills Rd. 207 210 0.666 0.066 1.419 n/a Single Fam. 7 260 2.5 0.00000155 0.007 0.007 0.133 PD07160 9.4% 0.158 3.78 RHE Rolling Hills Rd. 210 211 0.666 0.067 1.430 n/a Single Fam. 1 260 2.5 0.00000155 0.001 0.001 0.134 PD07160 9.4% 0.158 3.81 RHE Rolling Hills Rd. 211 212 0.666 0.044 1.159 n/a Single Fam. 153 260 2.5 0.00000155 0.154 0.154 0.288 PD07160 24.8% 0.247 4.3 RHE 0.666 0.044 1.159 n/a School 639 10 2.5 0.00000155 0.025 0.025 0.313 PD07160 27.0% 0.257 4.42 RHE 0.666 0.044 1.159 n/a Agriculture 6.977 0.001 0.007 0.007 0.320 PD07160 27.6% 0.260 4.46 RHE 0.666 0.044 1.159 n/a Open Space Rec. 31.264 0.001 0.031 0.031 0.351 PD07160 30.3% 0.271 4.59 RHE 0.666 0.044 1.159 n/a Comm. Rec. 12.233 0.001 0.012 0.012 0.363 PD07160 31.3% 0.276 4.64 RHE 0.666 0.044 1.159 n/a Inst. (Ball Field) 2.79 0.001 0.003 0.003 0.366 PD07160 31.6% 0.277 4.66 RHE Rolling Hills Rd. 212 216 0.666 0.026 0.890 n/a Single Fam. 6 260 2.5 0.00000155 0.006 0.006 0.372 PD07160 41.8% 0.317 3.91 RHE Botanical Comfort _ Rolling Hills Rd. 216 218 0.666 0.043 1.146 n/a Station 1 260 2.5 0.00000155 0.001 0.001 0.373 PD07160 32.6% 0.281 4.66 RHE Rolling Hills Rd. 218 231 0.666 0.043 1.146 n/a Single Fam. 12 260 2.5 0.00000155 0.012 0.012 0.385 PD07160 33.6% 0.285 4.70 RHE Rolling Hills Rd. 231 232 0.666 0.043 1.146 n/a Single Fam. 1 260 2.5 0.00000155 0.001 0.001 0.386 PD07160 33.7% 0.285 4.71 RHE Rolling Hills Rd. 232 233 = 2 0.666 0.052 1.260 n/a Single Fam. 1 260 2.5 0.00000155 0.001 0.001 0.387 PD07160 30.7% 0.273 5.01 RHE Rolling Hills Rd. 2 1 0.666 0.051 1.248 n/a 3.181772 0.016. 0.051 0.051 0.438 SS-116/SS-0043 35.1% 0.292 5.18 • Torrance Rolling Hills Rd. 1 9 0.666 0.022 0.819 n/a 4.080533 0.016 0.065 , 0.065 0.503 SS -116/55-0043 61.4% 0.385 4.07 Torrance SS -116 / SS -0043 / Rolling Hills Rd. 9 8 0.666 0.0104 0.562 n/a 1.700712 0.016 0.027 0.027 0.530 5-P-92 94.3% 0.483 3.18 Torrance SS -116 / 55-0043 / Rolling Hills Rd. 8 7= 2126 0.666 0.1 1.747 n/a 0 0 0.000 0.000 0.530 5-P-92 30.4% 0.272 6.93 Torrance Note: As-builts for MH's 201 to 207 were not found. Slopes are very conservatively assumed to be 1%. As builts for the storm drain SP -P0038889 in the area indicate the surface slopes are approximately 5%. Slopes will be determined when survey information is obtained for project design. APPENDIX J-2 Sewer Capacity and Design Analysis — Proposed Conditions City of Rolling Hills Sewer Service Feasibility Study - Phase II Rolling Hills Road Sewer Analysis - Proposed Condition • Calculated using Kutter's Formula with n=0.013 •• Design Capacity keeps three decimal places at least ••• Based on current land use and coefficients (and occupancy) per LA County, (Attach supporting calculations) •••• For pipes < 15", Design Capacity of the sewer mainline is defined as 1/2 Full =100% capacity (d/D) For pipes > 15", Design Capacity of the sewer mainline is defined as 3/4 Full = 100% capacity (d/D) Street Name Design Capacity Segment Pipe 1/2 Full 3/4 Full MH # MH # Size Slope <15" 15" or> 8"x.666' (cfs) (cfs) 10"=0.833' Rolling Hills Rd. 98 99 0.666 0.058 1.331 n/a Rolling Hills Rd. 99 100 0.666 0.061 1.365 n/a 0.666 0.061 1.365 n/a Rolling Hills Rd. 100 201 0.666 0.0506 1.243 n/a Rolling Hills Rd. 201 202 0.666 0.01 0.551 n/a Rolling Hills Rd. 202 203 0.666 0.01 0.551 n/a 0.666 0.01 0.551 n/a Rolling Hills Rd. 203 207 0.666 0.01 0.551 n/a Rolling Hills Rd. 207 210 0.666 0.066 1.419 n/a Rolling Hills Rd. 210 211 0.666 0.067 1.430 n/a Rolling Hills Rd. 211 212 0.666 0.044 1.159 n/a 0.666 0.044 1.159 n/a 0.666 0.044 1.159 n/a 0.666 0.044 1.159 n/a 0.666 0.044 1.159 n/a 0.666 0.044 1.159 n/a Rolling Hills Rd. 212 216 0.666 0.026 0.890 n/a Rolling Hills Rd. 216 218 Rolling Hills Rd. 218 231 Rolling Hills Rd. 231 232 Rolling Hills Rd. 232 233 = 2 Rolling Hills Rd. 2 1 Rolling Hills Rd. 1 9 1 9 Rolling Hills Rd. 9 8 9 8 0.666 0.666 0.666 0.666 0.666 0.666 COD 0.666 0.043 0.043 0.043 0.052 0.051 0.022 0.022 0.0104 0.0104 1.146 n/a 1.146 n/a 1.146 n/a 1.260 n/a 1.248 n/a 0.819 n/a 1.525 n/a 0.562 n/a '1.047 n/a Rolling Hills Rd. 8 7 = 2126 0.666 0.1 1.747' . n/a 8 7 = 2126 QOM 0.1 3.254 n/a Kutter's Formula C = 41.65 + 0.00281/S + 1.811/n 1 + n/RA(1/2) • (41.65 + 0.00281/5) Q= CA(RS)A(1/2) For 1/2 Full Pipe, R = D/4 Method 1 Flows Calculated By Occupancy Type Avg Daily Convert Occupancy Flow Peaking gpd to cfs Type Number (gal/D.U.) Factor 1/646317 Calc'd ' Flow (cfs) Method 2 Flows Calculated By Zoning Zone Area Zoning (Acres) Coeff. (cfs/ac) Calc'd Flow (cfs) Greater of Method 1 Method 2 Calc'd Flow (cfs) Cum. Calc'd Flow (cfs) As -Built Ref. Plan Cum. Calc'd flow depth/ Diameter See App. K-4 Cum. Calc'd Flow Vel. Comment (fps) See App. K-4 % of 1/2 Full Cum. Calc'd Flow / Design Capacity Single Fam. ##Tennis Ct. Single Fam. Single Fam. Single Fam. Single Fam. Single Fam. Single Fam. School Single Fam. Botanical Comfort Station Single Fam. Single Fam. Single Fam. 235 37.46 0 1 53 14 7 1 153 639 6 1 12 1 1 260 100 , 260 , 260 260 260 260 260 10 260 260 260 260 260 , . ' 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 0.00000155 0.00000155 0.00000155 0.00000155 0.00000155 0.00000155 0.00000155 0.00000155 0.00000155 0.00000155 0.00000155 0.00000155 0.00000155 0.00000155 0.236 0.014 0.000 0.001 0.053 0.014 0.007 0.001 0.154 0.025 0.006 - 0.001 0.012 0.001 0.001 #City Hall Institutional Agriculture Open Space Rec. Comm. Rec. Inst. (Ball Field) 1.22 3.6 6.977 31.264 12.233 2.79 3.181772 4.080533 1.700712 0 0.016 0.016 0.001 0.001 0.001 0.001 0.016 0.016 0.016 0 0.020 0.058 0.007 0.031 0.012 0.003 0.051 0.065 0.027 0.000 0.236 0.020 0.014 0.000 0.001 0.053 0.058 0.014 0.007 0.001 0.154 0.025 0.007 0.031 0.012 0.003 0.006 0.001 0.012 0.001 0.001 0.051 0.065 0.027 0.000 0.236 0.256 0.270 0.270. 0.271 0.325 0.382 0.396 0.403 0.404 0.558 0.583 0.590 0.621 0.633 0.636 0.642 0.643 0.655 0.656 0.657 0.708 0.774 0.774 0.801 0.801 ' 0.801 0.801 Prelim Plans Prelim Plans Prelim Plans Prelim Plans SP-PD038889 SP-PD038889 SP-PD038889 SP-PD038889 PD07160 PD07160 PD07160 PD07160 PD07160 PD07160 PD07160 PD07160 PD07160 PD07160 PD07160 PD07160 PD07160 55-116/55-0043 SS -116/55-0043 Prelim Plans SS -116/55-0043 Prelim Plans SS -116 / 55-0043 ./5-P-92 . Prelim Plans • 17.8% 18.7% 19.8% 21.8% 49.2% 58.9% 69.3% 71.9% 28.4% 28.3% 48.2% 50.3% 50.9% 53.6% 54.7% 54.9% 72.1% 56.2% 57.2% 57.3% 52.2% 56.8% 94.5% 50.7% 0.211 0.216 0.222 0.232 0.344 0.377 0.409 0.418 0.263 0.262 0.341 0.348 0.35 0.359 0.363 0.364 0.418 0.367 0.371 0.371 0.354 0.369 0.484 0.349 0.618 0.431: - 0.332 0.245 • 4.41 4.61 4.69 4.42 2.55 2.71 2.85 2.87 5.51 5.54 5.33 5.41 5.43 5.51 5.54 5.55 4.65 5.54 5.57 5.57 5.94 6.05 4.63 4.57 3.54 3.56 7.93 • ' 7.73 ' Qa2324DEP • ZIAIXDILF 76.5% 45.8% _ • 24.6% " • ` ' Q3J' aii7' O) Note: As-builts for MH's 201 to 207 were not found. Slopes are very conservatively assumed to be 1%. As builts for the storm drain SP -P0038889 in the area indicate the surface slopes are approximately 5%. Slopes will be determined when survey information is obtained for project design. # City Hall based on R-4 = 0.016 cfs/ac Per LA County Assessor, Parcel 7569-003-904 = 1.22 ac = 53,143 sf ## Tennis Ct. based on Golf Course, Camp, and Park (Structures and Improvements, 100 gpd/1000 sf Per LA County Assessor, Parcel 7569-015-900 = 37,460 sf Jurisdiction RH RH RH RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE Torrance Torrance Torrance Torrance Torrance Torrance Torrance APPENDIX K-1 Design Capacity Calculations — Existing Conditions EX - MH 201 to MH 202 'Project Description Friction Method Solve For Kutter Formula Discharge :Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.01000 ft/ft 0.333 ft 0.666 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.551 ft/s 0.17 ft2 1.05 ft 0.167 ft 0.67 ft 0.35 ft 50.0 % 0.00854 ft/ft 3.17 ft/s 0.16 ft 0.49 ft 1.09 1.21 ft'/s 1.10 ft'/s 0.00252 ft/ft Capacity :GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 50.00 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoldithadlephtewMaster V8I (SELECTseries 1) [08.11.01.03] 10/11/2019 7:20:46 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 EX - MH 202 to MH 203 'Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.01000 ft/ft 0.333 ft 0.666 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.551 ft /s 0.17 ft2 1.05 ft 0.167 ft 0.67 ft 0.35 ft 50.0 .% 0.00854 ft/ft 3.17 ft/s 0.16 ft 0.49 ft 1.09 1.21 `ft/s 1.10 ft/s 0.00252 ft/ft Capacity GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data. Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 50.00 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIfittoAILpRewMaster V81 (SELECTseries 1) [08.11.01.03] 10/11/2019 7:25:02 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2 EX - MH 203 to MH 207 Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.01000 ft/ft 0.333 ft 0.666 ft. Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type :GVF Input Data Downstream Depth Length Number Of Steps 0.551 ft /s L/ 0.17 ft2 1.05 ft 0.167 ft 0.67 ft 0.35 ft 50.0 % 0.00854 ft/ft 3.17 ft/s 0.16 ft 0.49 ft 1.09 1.21 ft3/s 1.10 ft3/s 0.00252 ft/ft SuperCritical Capacity 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 50.00 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SollitiodlephtewMaster V81 (SELECTseries 1) [08.11.01.03] 10/11/2019 7:26:12 AM 27 Slemons Company Drive Suite -200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 EX - MH 207 to MH 210 Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0:013 0.06600 ft/ft 0.333 ft 9.666 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type :GVF Input Data Downstream Depth Length Number Of Steps 1.419 ft'/s 0.17 ft2 1.05 ft 0.167 ft 0.67 ft 0.56 ft 50.0 % 0.01519 ft/ft 8.15 ft/s 1.03 ft 1.37 ft 2.81 3.11 ft'/s 2.84 ft'/s 0.01651 ft/ft SuperCritical Capacity 0.000 ft 0.00 ft 0 ,GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % • Normal Depth Over Rise 50.00 % Downstream Velocity Infinity • ft/s Bentley Systems, Inc. Haestad Methods Solattodl4eFtewMaster VBi (SELECTseries 1) [08.11.01.03] 10/1612019 8:25:26 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 . Page 1 . of 2 EX - MH 210 to MH 211 'Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.06700 ft/ft 0.333 ft 0.666 ft Half Full Results Discharge 1.430 ft3/s Flow Area 0.17, ft2 Wetted Perimeter 1.05 ft Hydraulic Radius 0.167 ft Top Width 0.67 ft • Critical Depth 0.56 ft Percent Full 50.0 % Critical Slope 0.01535 ft/ft Velocity 8.21 ft/s Velocity Head 1.05 ft Specific Energy 1.38 ft Froude Number 2.83 Maximum Discharge 3.13 ft3/s Discharge Full 2.86 ft3/s Slope Full 0.01676 ft/ft Flow Type Supercritical Capacity GVF Input Data Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth ' Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 50.00 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SolfilioAltp tewMaster V81 (SELECTseries 1) [08.11.01.03] 10/16/2019 8:26:21 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2 EX - MH 211 to MH 212 Project Description Friction Method Solve For Kutter Formula Discharge 'Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.04400 ft/ft 0.333 ft • 0.666 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 1.159 ft/s 0.17 ft2 1.05 ft 0.167 ft 0.67 ft 0.51 ft 50.0 % 0.01210 ft/ft 6.65 ft/s 0.69 ft 1.02 ft 2.29 2.54 ft3/s 2.32 ft3/s 0.01100 ft/ft Capacity GVF.Input Data Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps iGVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise .• Downstream Velocity U.000 ft 0.00 ft 0.00 % 50.00 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SoliitinflIMOtewMaster V8I (SELECTseries 1) [08.11.01.03] 10/16/2019 8:27:39 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 EX - MH 212 to MH 216 Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.02600 ft/ft 0.333 ft 0.666 ft Half Full Results Discharge Flow Area Wetted Perimeter .Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.890 fr/s 0.17 ft2 1.05 ft 0.167 ft 0.67 ft 0.45 ft 50.0 % 0.01003 ft/ft 5.11 ft/s 0.41 ft 0.74 ft 1.76 1.95 ft/s 1.78 . ft3/s 0.00650 ft/ft Capacity GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 50.00 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SolMi al4eRtewMaster V8I (SELECTserles 1) [08.11.01.03] 10/16/2019 8:28:45 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 EX - MH 216 to MH 218 Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.04300 ft/ft 0.333 ft 0.666 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 1.146 ft3/s 0.17 ft2 1.05 ft 0.167 ft 0.67 ft 0.51 ft 50.0 % 0.01197) ft/ft 6.58 ft/s 0.67 .ft 1.01 ft 2.27 2.51 ft3/s 2.29 ft3/s 0.01075 ft/ft 4— Capacity GVF Input Data 1 Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 % 50.00 % Infinity ft/ Bentley Systems, Inc. Haestad Methods SoIiftteAlE1eRtewMaster VBI (SELECTseries 1) [08.11.01.03] 10/16/2019 8:29:46 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 . Page 1 of 2 EX - MH 218 to MH 231 Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.04300 ft/ft 0.333 ft 0.666 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full • Critical Slope a Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 1.146 ft/s 0.17 ft2 1.05 ft 0.167 ft 0.67 ft 0.51 ft 50.0 % 0.01197 ft/ft 6.58 ft/s 0.67 ft 1.01 ft 2.27 2.51 ft/s 2.29 ft3/s 0.01075 ft/ft Capacity GVF Input Data • Downstream Depth Length' • Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 50.00 ' Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SolfitiodlepEtewMaster V81 (SELECTserles 1) [08.11.01.03] 10/1612019 8:30:41 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 ' Page 1 of 2 EX - MH 231 to MH 232 Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter • 0.013 0.04300 ft/ft 0.333 ft 0.666 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 1.146 ft/s 0.17 ft2 1.05 ft 0.167 ft 0.67 ft 0.51 ft 50.0 % 0.01197 ft/ft 6.58 ft/s 0.67 ft 1.01 ft 2.27 2.51 ft3/s 2.29 ft3/s 0.01075 ft/ft Capacity :GVF Input Data Downstream Depth Length • Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream.Velocity 0.000 ft 0.00 ft 0.00 50.00 Infinity ft/s Bentley Systems, Inc. Haestad Methods SolfitlodAeRtewMaster V8I (SELECTserles 1) [08.11.01.03] 10/16/2019 8:31:30 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 EX - MH 232 to MH 233 = MH 2 [Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.05200 0.333 0.666 ft/ft ft ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 1.260 ft'/s 0.17 ft2 1.05 ft 0.167 ft. 0.67 ft 0.53 ft 50.0 % 0.01316 ft/ft 7.23 ft/s 0.81 ft 1.15 ft 2.49 2.76 ft3/s 2.52 ft3/s 0.01300 ft/ft Capacity J GVF Input Data Downstream Depth 0.000 ft Length. 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 50.00 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIHeoNE>,efiitewMaster V81(SELECTserles 1) [08.11.01.03] 10/16/2019 8:32:43 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 EX-MH2toMH1 'Project Description Friction Method Solve For Kutter Formula Discharge ,Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.05100 ft/ft 0.333 ft 0.666 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type Supercritical 1.248 ft3/s 0.17 ft2 1.05 ft 0.167 ft 0.67 ft 0.53 ft 50.0 % 0.01303 ft/ft 7.16 ft/s 0.80 ft 1.13 ft 2.47 2.73 ft3/s 2.50 ft/s 0.01275 ft/ft Capacity GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 % 50.00 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SolettodlepRtewMaster V81(SELECTseries 1) (08.11.01.03] 10/16/2019 8:24:07 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 EX-MH1toMH9 Project Description Friction Method Kutter Formula Solve For, Discharge Input Data Roughness Coefficient ' 0.013 Channel Slope 0.02200 ft/ft Normal Depth 0.333 ft Diameter 0.666 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.819 ft'/s 0.17 ft2 1.05 ft 0.167 ft 0.67 ft 0.43 ft 50.0 % 0.00963 ft/ft 4.70 ft/s 0.34 ft 0.68 ft 1.62 1.79 ft/s 1.64 ft3/s 0.00556 ft/ft E— Capacity [GVF Input Data Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth . 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 50.00 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SolrittodigefitewMaster V8I (SELECTseries 1) [08.11.01.03] 10/11/2019 8:02:24 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 EX-MH9toMH8 Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal. Depth Diameter 0.013 0.01040 ft/ft 0.333 ft 0.666 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent FuII Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type e :GVF Input Data Downstream Depth Length Number Of Steps 0.562 ft3/s 0.17 ft2 1.05 . ft 0.167 ft 0.67 ft 0.35 ft 50.0 % 0.00858 ft/ft 3.23 ft/s 0.16 ft 0.50 ft 1.11 1.23 ft3/s 1.12 ft/s 0.00262 ft/ft SuperCritical Capacity 0.000 ft 0.00 ft 0 1GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 50.00 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIiatoAIlp tewMaster V8I (SELECTserles 1) [08.11.01.03] 10/11/2019 8:03:36 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 EX - MH 8 to MH 7 = 2126 'Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0,10000. ft/ft 0.333 ft 0.666 ft Half Full Results Discharge • . 1.747 ft2/s Flow Area 0.17 ft2 Wetted Perimeter 1.05 ft Hydraulic Radius 0.167 ft Top Width 0.67 ft Critical Depth 0.60 ft Percent Full .50.0 % Critical Slope 0.02103 ft/ft Velocity 10.03 ft/s Velocity Head 1.56 ft Specific Energy 1.90 ft Froude Number 3.46 Maximum Discharge 3.82 ft/s Discharge Full 3.49 ft3/s Slope Full 0.02502 ft/ft Flow Type Supercritical Capacity GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 :GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 50.00 % Downstream Velocity Infinity fUs Bentley Systems, Inc. Haestad Methods SolioAltentewMaster V81(SELECTserles 1) [08.11.01.03] 10/11/2019 8:04:34 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 APPENDIX K-2 Design Capacity Calculations — Proposed Conditions PR-MH98toMH99 Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.05800 ft/ft 0.333 ft 0.666 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type Supercritical 1.331 ft3/s 0.17 ft2 1.05 ft 0.167 ft 0.67 ft 0.54 ft 50.0 % 0.01394 ft/ft 7.64 ft/s 0.91 ft 1.24 ft 2.63 2.91 ft/s 2.66 ft3/s 0.01450 ft/ft Capacity {GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 % 50.00 % Infinity ft/s Bentley Systems, Inc. Haestad Methods Solfitiodl!]efitewMaster V81(SELECTserles 1) [08.11.01.03] 10/11/2019 11:20:50 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 PR - MH 99 to MH 100 'Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.06100 ft/ft 0.333 ft 0.666 ft Half Full 'Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 1.365 ft/s 0.17 ft2 1.05 ft 0.167 ft 0.67 ft 0.55 ft 50.0 % 0.01439 ft/ft 7.83 ft/s 0.95 ft 1.29 ft 2.70 2.99 ft/s 2.73 ft/s 0.01526 ft/ft Capacity GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 % 50.00 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SoldKodillatewMaster V81 (SELECTseries 1) [08.11.01.03] 10/11/2019 11:22:08 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2 PR - MH 100 to MH 201 [Project Description Friction Method Kutter Formula Solve For Discharge 1 Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.05060 ft/ft 0.333 ft 0.666 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 1.243 ft/s 0.17 ft2 1.05 ft 0.167 ft 0.67 ft 0.53 ft 50.0 % 0.01298 ft/ft 7.13 ft/s 0.79 ft 1.12 ft 2.46 2.72 ft3/s 2.49 ft3/s 0.01265 ft/ft Capacity GVF Input Data Downstream Depth Length Number Of Steps �r,GVF Output Data 0.000 ft 0.00 ft 0 Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise .50.00 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Soli+thadi pfitewMaster V8I (SELECTserles 1) (08.11.01.03] 10/11/2019 11:23:11 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 PR - MH 1 to MH 9 - 10" Pipe Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.02200 ft/ft 0.417 ft 0.833 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 1.528 ft'/s 0.27 ft2 1.31 ft 0.208 ft 0.83 ft 0.55 ft 50.1 % 0.00878 ft/ft 5.60 ft/s 0.49 •ft 0.90 ft 1.72 3.33 ft3/s 3.05 ft/s 0.00555 ft/ft Capacity ,GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 • GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise . Downstream Velocity 0.000 ft 0.00 ft 0.00 % 50.06 % Infinity ft/s • Bentley Systems, Inc. Haestad Methods SolfitioNgetitewMaster V8I (SELECTseries 1) [08.11.01.03] 12/10/2019 9:01:22 AM 27 Slemons Company Drive Suite 200 W . Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 PR - MH 9 to MH 8 - 10" Pipe Project Description Friction Method Kutter Formula Solve For Discharge J Input Data Roughness Coefficient 0.013 Channel Slope 0.01040 ft/ft Normal Depth 0.417 ft Diameter 0.833 ft [Results Half Full Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width. Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum. Discharge Discharge Full Slope Full Flow Type • [GVF Input Data 1.047 ft/s 0.27 ft2 1.31 ft 0.208 ft 0.83 ft 0.46 ft 50.0 % 0.00765 ft/ft 3.84 ft/s 0.23 ft 0.65 ft 1.18 2.29 ft3/s 2.09 ft2/s 0.00263 ft/ft SuperCritical E -=-- Capacity Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 'GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 % 50.00 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SollidoelaeRtewMaster V8I (SELECTseries 1) [08.11.01.03] 10/11/2019 11:25:38 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 PR - MH 8 to MH 7/2126 Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.10000 ft/ftml. 0.417 ft 0.833 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number, Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 3.261 ft3/s 0.27 ft2 1.31 ft 0.208 ft 0.83 ft 0.77 ft 50.1 % 0.02105 - ft/ft 11.95 ft/s 2.22 ft 2.64 ft 3.68 7.10 ft3/s 6.51 ft3/s 0.02514 ft/ft Capacity GVF Input Data Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 ,GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 50.06 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Sollinadltp tewMaster V81(SELECTseries 1) [08.11.01.03) 12/10/2019 9:04:45 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 APPENDIX K-3 d and Velocity Calculations — Existing Conditions Worksheet for 201 to 202 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01000 ft/ft 0.666 ft 0.001 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SubCritical 0.019 ft 0.00 ft2 0.23 ft 0.013 ft 0.22 ft 0.01 ft 2.9 % d/D 0.04053 ft/ft 0.35 ft/s ( Velocity 0.00 ft 0.02 ft 0.54 1.21 ft/s 1.10 ft/s 0.00000 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise • Downstream Velocity 0.000 ft 0.00 ft 0.00 % 2.88 % Infinity . ft/s Bentley Systems, Inc. Haestad Methods SoIlittottlepStewMaster V8I (SELECTseries 1) [08.11.01.03] 12/10/2019 9:30:10 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 202 to 203 Q=.054 • Project Description Friction Method Solve For Kutter Formula Normal Depth ,Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01000 ft/ft 0.666 ft 0.054 ft'/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full, Slope Full Flow Type • SubCritical 0.107 ft 0.04 ft2 0.55 ft 0.066 ft 0.49 ft 0.11 ft 16.1 % d/D 0.01078 ft/ft 1.49 ft/s Velocity 0.03 ft 0.14 ft 0.97 1.21 ft/s 1.10 ft3/s 0.00005 ft/ft GVF Input Data Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 ;GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 16.08 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods $otfitioAI4sFtowMaster V8I (SELECTserles 1) [08.11.01.03] 12/12/2019 11:22:34 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 202 to 203 [Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01000 ft/ft 0.666 ft 0.112 ft'/s [Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.150 ft 0.06 ft2 0.66 ft 0.089 ft 0.56 ft 0.15 ft 22.5 % d/D 0.00921 ft/ft 1.91 ft/s Velocity 0.06 ft 0.21 ft 1.04 1.21 ft /s 1.10 ft3/s 0.00014 ft/ft L VF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 ,GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise . 0.00 % Normal Depth Over Rise 22.47 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoliittoAI4eFtowMaster V81 (SELECTseries 1) [08.11.01.03] 12/1012019 9:30:47 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 203 to 207 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01000 ft/ft 0.666 ft 0.126 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.158 ft 0.06 ft2 0.68 ft 0.093 ft 0.57 ft 0.16 ft 23.7 % 0.00902 ft/ft 1.99 ft/s 0.06 ft 0.22 ft 1.05 1.21 . ft/s 1.10 ft/s 0.00016 ft/ft d/D ( Velocity GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 1 ,GVF Output Data Upstream Depth 0.000 ft • Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 23.72 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SolMfa il4er+tewMaster V8I (SELECTseries 1) (08.11.01.03] 12/10/2019 9:05:58 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 207 to 210 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.06600 ft/ft 0.666 ft 0.133 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity;Head Specific Energy Froude Number , Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.105 ft 0.04 ft2 0.54 . ft 0.065 ft 0.49 ft 0.17 ft 15.8 % d/D 0.00894 ft/ft 3.78 ft/s Velocity 0.22 ft 0.33 ft 2.47 3.11 ft /s 2.84 ft3/s 0.00018 ft/ft GVF Input Data Downstream Depth Length Number Of1Steps 0.000 ft 0.00 ft 0 GVF Output Data , Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00. % 15.76 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SoletiodlepRewMaster V8i (SELECTseries 1) [08.11.01.03] 12/10/2019 9:08:43 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 210 to 211 'Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.06700 ft/ft 0.666 ft 0.134 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.105 ft 0.04 ft2 0.54 ft 0.065 ft 0.49 ft 0.17 ft 15.8 % < d/D 0.00887 ft/ft 3.81 ft/s < Velocity 0.23 ft 0.33 ft 2.49 3.13 ft /s 2.86 ft3/s 0.00018 ft/ft GVF Input Data. Downstream Depth Length Number Of Steps :GVF Output Data 0.000 ft 0.00 ft 0 Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 15.76 % Downstream Velocity . Infinity ft/s Bentley Systems, Inc. Haestad Methods Soli+tiodlepfitewMaster V81 (SELECTseries 1) (08.11.01.03] 12/10/2019 9:10:39 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2 Worksheet for 211 to 212 Q=0.288 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.666 ft 0.288 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type [GVF Input Data Downstream Depth Length Number Of Steps 0.165 ft 0.07 ft2 0.69 ft 0.097 ft 0.57 ft 0.25 ft 24.7 % 0.00821 ft/ft 4.30 ft/s 0.29 ft 0.45 ft 2.22 2.54 ft3/s 2.32 ft3/s 0.00072 ft/ft SuperCritical d/D F— Velocity 0.000 ft 0.00 ft 0 ;GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 24.70 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Sole pFtewMaster V8I (SELECTseries 1) [08.11.01.03] 12/12/2019 11:26:45 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 211 to 212 Q=0.313 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 , ft/ft 0.666 ft 0.313 ft'/s 'Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.171 ft 0.07 ft2 0.71 ft 0.100 ft 0.58 ft 0.26 ft 25.7 % d/D 0.00817 ft/ft 4.42 ft/s Velocity 0.30 ft 0.47 ft 2.24 2.54 ft3/s 2.32 ft3/s 0.00084 ft/ft LGVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 :GVF Output Data Upstream Depth Profile Description / Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 •ft 0.00 % 25.69 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIatoAlepFtewMaster V8I (SELECTseries 1) [08.11.01.03] 12/12/2019 11:27:23 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 211 to 212 Q=0.320 :Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.666 ft 0.320 ft3/s 'Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number . Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.173 ft 0.07 ft2 0.71 ft 0.101 ft 0.58 ft 0.26 ft 26.0 % 0.00818 ft/ft 4.46 ft/s 0.31 ft 0.48 ft 2.24 2.54 ft3/s 2.32 ft3/s 0.00088 ft/ft d/D Velocity GVF Input Data Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 :GVF Output Data Upstream Depth 0.000 ft Profile Description • Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 25.96 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods So1fillodIOFtewMaster V81 (SELECTseries 1) [08.11.01.03] 12/121201911:28:12 AM 27 Slemons Company Drive Sufte 200 W Watertown, CT 06795 USA +1.203.755-1666 Page 1 of 2 Worksheet for 211 to 212 Q=0.351 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.666 ft 0.351 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type :GVF Input Data Downstream Depth Length Number Of Steps 0.181 ft 0.08 ft2 0.73 ft 0.105 ft 0.59 ft 0.28 ft 27.1 % d/D 0.00818 ft/ft 4.59 ft/s - Velocity 0.33 ft 0.51 ft 2.25 2.54 ft/s 2.32 ft3/s 0.00106 ft/ft SuperCritical 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 27.15 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoleindlgeHtewMaster V81 (SELECTseries 1) [08.11.01.03] 12/12/2019 11:28:56 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 211 to 212 Q=0.363 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter • Discharge 0.013 0.04400 ft/ft 0.666 ft 0.363 ft/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full • Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full. Slope Full Flow Type SuperCritical 0.184 ft 0.08 ft2 0.74 ft 0.106 ft 0.60 ft 0.28 ft 27.6 % E— d/D 0.00823 ft/ft 4.64 ft/s (— Velocity 0.33 ft 0.52 ft 2.25 2.54 ft'/s 2.32 ft3/s 0.00112 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0• ,GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000. ft 0.00 ft 0.00 % 27.61 Infinity ft/s Bentley Systems, Inc. Haestad Methods SoledmildileStewMaster V81 (SELECTseries 1) [08.11.01.03] 12/12/2019 11:29:37 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of. 2 Worksheet for 211 to 212 'Project Description Friction Method Solve For Kutter Formula Normal Depth ,Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.666 ft 0.366 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.184. ft 0.08 ft2 0.74 ft 0.106 ft 0.60 ft 0.28 ft 27.7 % E- d/D 0.00820 ft/ft 4.66 ft/s ( Velocity 0.34 ft 0.52 ft 2.27 2.54 ft/s 2.32 ft2/s , 0.00114. ft/ft GVF Input Data Downstream Depth Length Number Of Steps :GVF Output Data 0.000 ft 0.00 ft 0 Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 27.65 Downstream Velocity • Infinity ft/s Bentley Systems, Inc. Haestad Methods Solfittodl4eFtowMaster V81(SELECTserles 1) [08.11.01.03] 12/1012019 9:15:16 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2 Worksheet for 212 to 216 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.02600 ft/ft 0.666 ft 0.372 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.211 ft 0.10 ft2 0.80 ft 0.119 ft 0.62 ft 0.28 ft. 31.7 % d/D 0.00822 ft/ft 3.91 ft/s Velocity 0.24 ' ft 0.45 ft 1.76 1.95 ft3/s 1.78 ft3/s 0.00117 ft/ft :GVF Input Data Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 r GVF Output Data Upstream Depth 0.000 ft Profile Description ' Profile Headloss • 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 31.74 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIilittodIDOtewMaster V8I (SELECTseries 1) [08.11.01.03] 12/10/2019 9:18:25 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of. 2 Worksheet for 216 to 218 Project Description Friction Method • Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 • 0.04300 ft/ft 0.666 ft 0.373 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.187 ft 0.08 ft2 0.74 ft 0.108 ft 0.60 ft 0.28 ft 28.1 % 0.00824 ft/ft 4.66 ft/s 0.34 ft 0.52 ft 2.24 2.51 fN/s 2.29 ft3/s 0.00118 ft/ft d/D Velocity :GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 28.06 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SolhdlmeFtewMaster'V8I (SELECTseries 1) [08.11.01.03] 12/10/2019 9:21:07 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 218 to 231 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04300 ft/ft 0.666 ft 0.385 fts/s [Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.190 ft 0.08 ft2 0.75 ft 0.109 ft 0.60 ft 0.29 ft 28.5 % d/D 0.00816 ft/ft 4.70 ft/s Velocity 0.34 ft 0.53 ft 2.25 2.51 ft/s 2.29 ft/s 0.00126 ft/ft GVF Input Data Downstream Depth Length Number Of Steps :GVF Output Data 0.000 ft 0.00 ft 0 Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 % 28.51 % Infinity - ft/s Bentley Systems, Inc. Haestad Methods SoIlitioAI4efitewMaster V8I (SELECTserles 1) [08.11.01.03] 1219/2019 4:46:43 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 231 to 232 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04300 ft/ft 0.666 ft 0.386 ft3/s Results Normal Depth 0.190 ft Flow Area 0.08 ft2 Wetted Perimeter 0.75 ft Hydraulic Radius 0.109 ft Top Width . 0.60 ft Critical Depth 0.29 ft Percent Full 28.5 % Critical Slope 0.00817 ft/ft Velocity 4.71 ft/s Velocity Velocity Head 0.34 ft Specific Energy 0.53 ft Froude Number 2.25 Maximum Discharge 2.51 ft3/s Discharge Full 2.29 ft3/s Slope Full 0.00126 ft/ft Flow Type SuperCritical :GVF Input Data d/D Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 28.54 % Downstream Velocity 0 Infinity ft/s Bentley Systems, Inc. Haestad Methods SollitiodlEpFte*Mlaster V81 (SELECTseries 1) [08.11.01.03] 12/9/2019 5:13:26 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 232 to 233 `Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient ChannelSlope Diameter Discharge 0.013 0.05200 ft/ft 0.666 ft 0.387 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.182 ft 0.08 ft2 0.73 ft 0.105 ft 0.59 ft 0.29 ft 27.3 % F- d/D 0.00817 ft/ft 5.01 ft/s Velocity 0.39 ft 0.57 ft 2.45 2.76 ft3/s 2.52 ft/s 0.00127 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss • Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft • 0.00 ft 0.00. 27.34 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SolOttottlQpI teviMaster V81 (SELECTserles 1) (08.11.01.03] 12/12/2019 10:06:45 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 2 to 1 Project Description Friction Method Solve For Kutter Formula Normal Depth [input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.05100 ft/ft 0.666 ft 0.438 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type [GVF Input Data Downstream Depth Length Number Of Steps 0.194 ft 0.08 ft2 0.76 ft 0.111 ft 0.61 ft 0.31 ft 29.2 % d/D 0.00823 ft/ft 5.18 ft/s < Velocity 0.42 ft 0.61 ft 2.45 2.73 ft3/s 2.50 ft3/s 0.00161 ft/ft • SuperCritical 0.000 ft 0.00 ft 0 .GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft • 0.00 29.16 Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIBttoAI1 tewMaster V8I (SELECTseries 1) [08.11.01.03] 12/9/2019 5:10:57 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 1 to 9 Project Description Friction Method Solve For Kutter Formula Normal Depth ,Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.02200 ft/ft 0.666 ft 0.503 ft3/s 'Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.256 ft 0.12 ft2 0.89 ft 0:139 ft 0.65 ft 0.33 ft 38.5 % d/D 0.00836 ft/ft 4.07 ft/s Velocity 0.26 ft 0.51 ft 1.64 • 1.79 ft3/s 1.64 ft3/s 0.00212 ft/ft GVF Input Data Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 :GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 % 38.47 % Infinity ft/s Bentley Systems, Inc. Haestad Methods Sol6 rtl p tewMaster V8I (SELECTseries 1) [08.11.01.03] 12/1012019 8:21:58 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 9 to 8 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01040 ft/ft 0.666 ft 0.530 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number . Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.322 ft 0.17 ft2 1.02 ft 0.163 ft 0.67 ft 0.34 ft 48.3 % d/D 0.00846 ft/ft 3.18 ft/s Velocity 0.16 ft 0.48 ft 1.12 1.23 ft3/s 1.12 ft3/s 0.00236 ft/ft [GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 [GVF Output Data 1 Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 48.35 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Soliftiod1438tewMaster V81 (SELECTseries 1) [08.11.01.03] 12/10/2019 8:24:28 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA' +1-203-755-1666 Page 1 of 2 Worksheet for 8 to 2126 Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.10000 ft/ft 0.666 ft 0.530 ft'/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent FuAI Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full. Flow Type SuperCritical 0.181 ft 0.08 ft'. 0.73 ft 0.105 ft 0.59 ft 0.34 ft 27.2 % E— d/D 0.00845 ft/ft 6.93 ft/s <— Velocity 0.75 ft 0.93 ft 3.40 3.82 ft3/s 3.49 ft/s 0.00236 ft/ft Downstream Depth . Length Number Of Steps .:GVF Output Data 0.000 ft 0.00 ft 0 Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 % 27.16 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIe I4 htewMaster V81 (SELECTseries 1) [08.11.01.03] 12/10/2019 9:29:40 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page ' 1 of 2 APPENDIX K-3 d/D and Velocity Calculations -- Proposed Conditions Worksheet for Proposed 98 to 99 [Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.05800 ft/ft 0.666 •ft 0.236 ft'/s Results Normal Depth Flow Area • Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type :GVF Input Data 0.140 ft 0.05 ft2 0.64 ft 0.084 ft 0.54 ft 0.22. ft 21.1 % < d/D 0.00831 ft/ft 4.41 ft/s < Velocity 0.30 ft 0.44 ft 2.48 2.91 ft3/s 2.66 ft3/s 0.00050 ft/ft SuperCritical Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 21.09 Downstream Velocity . Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIe I pFtewMaster V8i (SELECTseries 1) [08.11.01.031 12/10/2019 11:09:07 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 99 to 100 Q=0.256 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.06100 ft/ft 0.666 ft 0.256 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.144 ft 0.06 ft2 0.64 ft 0.086 ft 0.55 ft 0.23 ft 21.6 % <'d/D 0.00824 ft/ft 4.61 ft/s ( Velocity 0.33 ft 0.47 ft 2.56 2.99 ft/s 2.73 ft /s 0.00058 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 21.64 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIBdodlelp itewMaster V81 (SELECTseries 1) [08.11.01.031 12/12/2019 11:19:52 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 99 to 100 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.06100 ft/ft 0.666 ft 0.270 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.148 ft 0.06 ft2 0.65 ft 0.088 ft 0.55 ft 0.24 ft 22.2 % < d/D 0.00825 ft/ft 4.69 ft/s Velocity 0.34 ft 0.49 ft 2.57 2.99 ft3/s 2.73 ft3/s 0.00064 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 % 22.19 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SolB!®AI€eFtowMaster V81 (SELECTseries 1) [08.11.01.03] 12/10/2019 11:11:25 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 100 to 201 'Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.05060 ft/ft 0.666 ft 0.270 ft3/s 'Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.154 ft 0.06 ft2 0.67 ft 0.091 ft 0.56 ft 0.24 ft 23.2 % < d/D . 0.00827 ft/ft 4.42 ft/s (= Velocity 0.30. ft 0.46 ft 2.36 2.72 ft3/s 2.49 ft3/s 0.00064 ft/ft GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data 0.000 ft 0.00 ft 0 Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 23.16 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Sollikodl4e tewMaster V81(SELECTseries 1) (08.11.01.03] 12/10/2019 11:12:56 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 201 to 202 Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01000 fUft 0.666 ft 0.271 ft3/s 'Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number • Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.229 ft 0.11 ft2 0.83 ft 0.127 ft 0.63 ft 0.24 ft 34.4 % d/D 0.00827 ft/ft 2.55 ft/s <- Velocity 0.10 ft 0.33 ft 1.10 1.21 fN/s 1.10 fN/s 0.00064. ft/ft :GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 % 34.41 % Infinity fUs Bentley Systems, Inc. Haestad Methods SolfithodlliteRtevvMaster V8I (SELECTseries 1) [08.11.01.03] 12/10/2019 9:42:45 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 202 to 203 Q=0.325 'Project Description Friction Method • Solve For • Kutter Formula Normal Depth Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01000 ft/ft 0.666 ft 0.325 ft3/s Results Normal Depth 0.251 ft Flow Area 0.12 ft2 Wetted Perimeter 0.88 ft Hydraulic Radius 0.136 ft Top Width 0.65 ft Critical Depth 0.26 ft Percent Full 37.7 % < d/D Critical Slope 0.00820 ft/ft Velocity 2.71 ftis . Velocity Velocity Head 0.11 ft Specific Energy 0.36 ft Froude Number 1.11 Maximum Discharge 1.21 ft3/s Discharge Rill 1.10 ft3/s Slope Full 0.00091 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 37.69 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoliaboAlLeStewMaster V8I (SELECTserles 1) [08.11.01.03] 12/1212019 11:17:43 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of •2 Worksheet for Proposed 202 to 203 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01000 ft/ft 0.666 ft 0.382 ft3/s Results Normal Depth Flow Area '. Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity - Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.273 .ft 0.13 ft2 0.92 ft 0.145 ft 0.65 ft 0.29 ft 40.9 % F- d/D 0.00816 ft/ft 2.85 ft/s Velocity 0.13 ft 0.40 ft 1.11 1.21 ft/s 1.10 ft3/s 0.00124 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 40.95 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Solttta I tewMaster VBI.(SELECTseries 1) [08.11.01.03] 12/1 01201 9 9:48:21 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 203 to .207 Project Description Friction Method 1 Solve For • Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01000 ft/ft 0.666 ft 0.396 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type Supercritical 0.278 ft ' 0.14 ft2 0.94 ft 0.147 ft 0.66 ft 0.29 ft 41.8 % d/D 0.00820 ft/ft 2.87 ft/s (— Velocity 0.13 ft 0.41 ft 1.11 1.21 ft3/s 1.10 ft3/s 0.00133 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 .ft 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss . 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 41.75 % Downstream Velocity Infinity ft/s • Bentley Systems, Inc. Haestad Methods So101toAlaefitewMaster V81(SELECTseries 1) [08.11.01.03) 12/10/2019 9:50:06 AM 27 Siemons Company Drive Sulte 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 207 to 210 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.06600 ft/ft 0.666 ft 0.403 ft3/s 'Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type :GVF Input Data Downstream Depth Length Number Of Steps 0.175 ft 0.07 ft2 0.72 ft 0.102 ft 0.59 ft 0.30 ft 26.3 % d/D 0.00821 ft/ft 5.51 ft/s Velocity 0.47 ft 0.65 ft 2.75 3.11 ft3/s 2.84 ft3/s 0.00138 ft/ft SuperCritical 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 26.31. % Infinity ft/s Bentley Systems, Inc. Haestad Methods Solie tadlQeRtewMaster V81 (SELECTseries 1) [08.11.01.03] 12/1012019 9:55:44AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 210 to 211 'Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient. Channel Slope Diameter Discharge 0.013 0.06700 ft/ft 0.666 ft 0.404 ft3/s 'Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type :GVF Input Data Downstream Depth Length Number Of Steps 0.175 ft 0.07 ft2 0.72 ft 0:102 ft 0.59 ft 0.30 ft 26.2 % E- d/D 0.00821 ft/ft 5.54 ft/s Velocity 0.48 ft 0.65 ft 2.77 • 3.13 ft3/s 2.86 ft°/s 0.00138 ft/ft SuperCritical 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 26.24 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Soltitionl4atewMaster V81(SELECTserles 1) [08.11.01.03) 12/10/2019 9:58:22 AM 27 Siemons Company Drive Sulte 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 ' of 2 Worksheet for Proposed 211 to 212 Q=0.558 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter . Discharge 0.013 0.04400 ft/ft 0.666 ft 0.558 ft/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius . Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.227 ft 0.10 ft2 0.83 ft 0.126 ft 0.63 ft 0.35 ft 34.1 % < d/D 0.00857 ft/ft 5.33 .ft/s Velocity 0.44 ft 0.67. ft 2.31 2.54 ft3/s 2.32 ft3/s 0.00258 ft/ft [GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity. 0.000 ft 0.00 ft 0.00 % 34.07 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SolililiodlfitatewMaster V8I (SELECTserles 1) [08.11.01.03] 12/12/2019 10:08:43 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2 Worksheet for Proposed 211 to 212 Q=0.583 !Project Description Friction .Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.666 ft 0.583 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.232 ft 0.11 ft2 0.84 ft 0.128 ft 0.63 ft 0.36 ft 34.8 % 0.00857 ft/ft 5.41 ft/s 0.45 ft 0.69 ft 2.31 2.54 ft3/s 2.32 ft3/s 0.00282 ft/ft d/D Velocity GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 34.81 % Infinity ft/s Bentley Systems, Inc. Haestad Methods Solfit6odlaeRtewMaster V8I (SELECTseries 1) (08.11.01.03] 12/12/2019 10:09:59 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 211 to 212 Q=0.590 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.666 ft 0.590 ft/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.233 ft 0.11 ft2 0.84 ft 0.129 ft 0.64 ft 0.36 ft 35.0 % < d/D 0.00860 ft/ft 5.43 fUs < Velocity 0.46 ft 0.69 ft 2.31 2.54 ft/s 2.32 ft3/s 0.00289 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 35.02 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoliatintlaatewMaster V81 (SELECTserles 1) [08.11.01.03] 12/1212019 10:11:33 AM 27 Slemons.Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 211 to 212 Q=0.621 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0:013 0.04400 ft/ft 0.666 ft 0.621 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.239 ft 0.11 ft2 0.86 ft 0.132 ft 0.64 ft 0.37 ft 35.9 Rio• F-- d/D 0.00873 ft/ft 5.51 ft/s ( Velocity 0.47 ft 0.71 ft 2.32 2.54 fN/s 2.32 ft'/s 0.00320 ft/ft 9VF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 'GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 35.94 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIBr3m I IUowMaster V81(SELECTseries 1) [08.11.01.03] 12/12/2019 11:12:42 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 211 to 212 Q=0.633. Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.666 ft 0.633 ft3/s 'Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.242 ft 0.11 ft2 0.86 ft 0.133 ft 0.64 ft 0.37 ft 36.3 % 0.00879. ft/ft 5.54 ft/s 0.48 ft 0.72 ft 2.32 2.54 ft3/s 2.32 ft3/s 0.00332 ft/ft F— d/D Velocity GVF Input Data Downstream Depth Length Number Of Steps :GVF Output Data 0.000 ft 0.00 ft 0 Upstream Depth 0.000. ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 36.29 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods $oIe IQpFtewMaster V8I (SELECTseries 1) [08.11.01.03] 12/12/2019 11:13:54 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 . Page 1 of 2 ' Worksheet for Proposed 211 to 212 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.666 ft 0.636 ft3/s Results Normal Depth Flow Area .Wetted Perimeter • Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.242. ft 0.11 ft2 0.86 ft 0.133 ft 0.64 ft 0.38•. ft 36.4 % E- d/D 0.00880 ft/ft 5.55 ft/s . Velocity 0.48 ft 0.72 ft 2.32 2.54 ft3/s 2.32 ft3/s 0.00335 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 ,GVF Output Data • Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 36.38 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SolettodllVAtewMaster V81 (SELECTseries 1) [08.11.01.03] 12/1012019 10:03:21 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page . 1 of 2 Worksheet for Proposed 212 to 216 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.02600 ft/ft 0.666 ft 0.642 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.279 ft 0.14 ft2 0.94 ft 0.147 ft 0.66 ft 0.38 ft 41.8 % 0.00885 ft/ft 4.65 ft/s 0.34 ft 0.61 ft 1.79 1.95 ft/s 1.78 ft3/s 0.00342 ft/ft d/D Velocity GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 :GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 % 41.84 Infinity ft/s Bentley Systems, Inc. Haestad Methods SoliflinAlgeFtewMaster V8I (SELECTseries 1) [08.11.01.03] 12/10/2019 10:05:12 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795, USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 216 to 218 Project Description Friction Method Solve For Kutter Formula Normal Depth i ,Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04300 ft/ft 0.666 ft 0.643 ft'/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent FuII Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full ' Flow Type SuperCritical 0.245 ft 0.12 ft2 0.87 ft 0.134 ft 0.64 ft 0.38 ft 36.7 % F - d/D 0.00882 ft/ft 5.54 ft/s Velocity 0.48 ft 0.72 ft 2.30 2.51 ft/s 2.29 ft/s 0.00343 ft/ft (GVF Input Data Downstream Depth Length Number Of Steps r GVF Output Data 0.000 ft 0.00 ft 0 Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth.Over Rise Downstream Velocity 0.000 ft • 0.00 ft 0.00 36.74 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SolfitiadlaeRtewrMaster V81 (SELECTseries 1) (08.11.01.03] 12/10/2019 10:08:21 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 218 to 231 Project Description Friction Method Solve For Kutter Formula Normal Depth input Data Roughness Coefficient 0.013 Channel Slope 0.04300 ft/ft Diameter 0.666 ft Discharge 0.655 ft3/s Results Normal Depth 0.247 ft Flow Area 0.12 ft2 Wetted Perimeter 0.87 ft Hydraulic Radius 0.135 ft Top Width 0.64 ft Critical Depth 0.38 ft Percent Full 37.1 % E-- d1D Critical Slope 0.00883 ft/ft Velocity 5.57 ft/s Velocity Velocity Head 0.48 ft ' Specific Energy 0.73 ft Froude Number 2.30 Maximum Discharge 2.51 ft%s Discharge Full 2.29 ft /s Slope Full 0.00356 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.090 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 37.10 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Solidi3oAl4eFtewMaster V81 (SELECTseries 1) (08.11.01.03] 12/10/2019.10:10:27 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 231 to 232 Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 . 0.04300 ft/ft 0.666 ft 0.656 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.247 ft 0.12 ft2 0.87 ft 0.135 ft 0.64 ft 0.38 ft 37.1 % < d/D 0.00884 ft/ft 5.57 ft/s Velocity 0.48 ft 0.73 ft • 2.30 2.51 ft3/s 2.29 ft3/s 0.00357 ft/ft GVF Input Data Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth Profile Description Profile'Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 % 37.13 % Infinity ft/s Bentley Systems, Inc.• Haestad Methods SoIlittodlaatewMaster V8I (SELECTseries 1) [08.11.01.03) 12/1012019 10:40:00 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2 Worksheet for Proposed 232 to 233 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.05200 'ft/ft 0.666 ft 0.657 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head • Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.236 ft 0.11 ft2 0.85 ft 0.130 ft 0.64 ft 0.38 ft 35.4 % < • d/D 0.00886 ft/ft 5.94 ft/s • Velocity 0.55 ft 0.79 ft 2.52 2.76 ft/s 2.52 ft3/s 0.00358 ft/ft L VF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description• Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 % 35.44 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIe lepStewMaster V81 (SELECTserles 1) [08.11.01.031 12/12/2019 10:00:10 AM . 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 • Page 1 of 2 Worksheet for Proposed 2 to 1 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.05100 ft/ft 0.666 ft 0.708 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.246 ft 0.12 ft2 0.87 ft 0.134 ft 0.64 ft 0.40 ft 36.9 % 0.00906 ft/ft 6.05 ft/s 0.57 ft 0.82 ft 2.50 2.73 ft/s 2.50 ft'/s 0.00416 ft/ft d/D Velocity GVF Input Data Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 36.95 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SolrittudlpMtewMaster V8I (SELECTseries 1) [08.11.01.03] 12/1012019 10:44:28 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 1 to 9 8 -INCH Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data 1 Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.02200 ft/ft 0.666 ft 0.774 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius • Top Width Critical Depth Percent Full Critical Slope Velocity Velocity. Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.323 ft 0.17 ft2 1.03 ft 0.163 ft 0.67 ft 0.42 ft 48.4 % d/D 0.00937 ft/ft 4.63 ft/s Velocity 0.33 ft 0.66 ft 1.63 1.79 fN/s 1.64 ft/s 0.00497 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000. ft 0.00 ft 0.00 % 48.43 % Infinity ft/s Bentley Systems, Inc. Haestad Methods Sol6tiwdl4efitewMaster V81 (SELECTseries 1) (08.11.01.03] 12/10/2019 10:49:08 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 1 to 9 [Project Description Friction Method Solve For Kutter Formula Normal Depth `Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.02200 ft/ft 0.833 ft . 10" 0.774 ft'/s Results Normal Depth . Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy. Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.291 ft ' 0.17 ft2 1.05 ft 0.161 ft 0.79 ft • 0.39 ft 34.9 %. < d/D 0.00730 ft/ft 4.57 ft/s <— Velocity 0.33 ft 0.62 ft 1.75 3.33 ft/s 3.05 ft/s 0.00146 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 % 34.89 % Infinity ft/s Bentley Systems, Inc. Haestad Methods Sol8tedl4eFitewMaster V8i (SELECTseries 1) [08.11.01.03] 12/101201910:48:50 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 9 to 8 8 -INCH Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01040 ft/ft 0.666 ft 0.801 ft'/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width , Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge 'Discharge Full Slope Full Flow Type SuperCritical i 0.412 ft 0.23 ft2 1.20 ft 0.188 ft 0.65 .ft 0.42 ft 61.8 d/D 0.00954 ft/ft 3.54 ft/s < Velocity 0.20 ft 0.61 ft 1.06 1.23 ft/s 1.12 ft /s 0.00532 ft/ft :GVF Input Data Downstream Depth Length Number Of Steps rGVF Output Data 0.000 ft 0.00 ft 0 Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 61.80 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods So161toMM RtetvMaster V81 (SELECTserles 1) [08.11.01.03] 12/10/2019 10:51:57 AM 27 Slemons Company Drive Sulte 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 9 to 8 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.01040 ft/ft Diameter 0.833 ft Discharge 0.801- ft3/s �— 10" Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type Supercritical 0.359 ft 0.22 ft2 1.19 ft 0.188 ft 0.83 ft 0.40 ft 43.1 % 0.00731 ft/ft 3.56 ft/s 0.20 ft 0.56 ft 1.20 2.29 ft3/s 2.09 ft/s 0.00155 ft/ft d/D Velocity GVF Input Data Downstream Depth 0.000 ft Length - 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 43.13 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIeM I4eFtewMaster V8I (SELECTseries 1) (08.11.01.03] 12/10/2019 10:54:17 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2 Worksheet for Proposed 8 to 2126 8 -INCH Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.10000 ft/ft 0.666 ft 0.801 ft3/s 'Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.221 ft 0.10 ft2 0.82 ft 0.124 ft 0.63 ft 0.42 ft 33.2 % E-- d/D 0.00952 ft/ft 7.93 ft/s Velocity 0.98 ft 1.20 ft 3.48 3.82 ft/s 3.49 ft/s 0.00532 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0:00 % Normal Depth Over Rise 33.19 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SolitioAltpfitewMaster V81 (SELECTseries 1) [08.11.01.031 12/1012019 10:56:41 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Proposed 8 to 2126 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.10000 ft/ft 0.833 ft <----- 10" 0.801 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full. Flow Type • SuperCritical 0.204 ft 0.10 ft2 0.86 ft 0.120 ft 0.72 ft 0.40 ft 24.5 % E- d/D 0.00730 ft/ft 7.73 ft/s Velocity 0.93 ft 1.13 ft 3.59 7.10 ft3/s 6.51 ft3/s 0.00155 ft/ft (GVF Input Data Downstream Depth 0.000 ft Length 0.00 ft Number Of Steps 0 [GVF Output Data • 1 Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.000 ft 0.00 ft 0.00 24.50 % Infinity ft/s • Bentley Systems, Inc. Haestad Methods Soleiodl p wMaster V81 (SELECTserles 1) [08.11.01.03] 12/101201910:58:02 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page .1 of 2 APPENDIX L City Hall and Tennis Court Site Parcel Information 0 Madan - Prod Sign In x $ LA County - Property Assess,n X f- c Q Not secure j maps. assessoraacounty.gov/GYH 2_2/Index.htmlTconfigBase=http://maps.assessor.lacounty.gov/Geocostex/Essentials/REST/sites/PAIS/viewers/PAIS by/vtrtualdirectory/Resources/Confg/Default * 0 O C- 9 AsAk me, Los Angeles County Office of the Assessor Valuing People and Property Parcel Details x < • Property records are kept at the Headquarters Ma • How frequently is this site updated? + Property Information Assessor's ID No: 7569.003-904 Address: Address Nat A Property Type: Single Fan* Residential Region / Cluster: 22 i 22267 Tax Rate Area (TRA): 7'754 • Recent Sales Information Latest Sale Date: Indicated Sale Price. t• Recent Sales 2019 Roll Values Recording Date: 12/24/1992 Land: 50 Improvements: SO Personal Property: S0 Fixtures: 10 Homeowners' S0 Exemption. Real Estate Exemption: SO Personal Property SO Exemption: Fixture Exemptions: 90 • Annual taxes • _ tax payment FAQs • - -ate Supplemental taxes Property Boundary Description MAPS POR OF LOT 21 Building Description Property Assessment Information System OPPIIN W �IlrafII ha 9L -minty i L anti Lana a genie . :+;h LACounty Street Map - �0 �Sp -4a\ VOIOS EPA, ▪ LSEA , woman 7569 1 3 :ALE 1" I50' 60 1'93 co N. • ROLLING HILLS CODE M.B. 201 -29 -35 7084 POR PREY. ASSM'T. SEE: 466 -13 • • i • C' m 0 TRACT NO: 27316 M.B. 781 -45 -46 /2-3-6¢. G707Ibs2-z 690409002 690423 92oz2S02oi600/%¢ 92ozz.5o20/laOD2--i¢ 9303/00800200/ - /4 9303/008002002 -/¢ ALL ACREAGES ON THIS PAGE ARE NET EXCEPT THOSE TABLED ASSESSOR'S MAP COUNTY OF LOS ANGELES, CALIF. 0 Widen - Prod - Sign In X $ LA County - Property Assessnre X } C © Not secure maps.assessor.lacounty.gov/GVH 2 2/Index.htmltcontiigBase=http://maps.essessor.tacounty.gov/Geocortex/Essentials/REST/sites/PATS/viewers/PAIS hvjvirtueldirectory/Resources/Config/Defauit * O o c- 0 Asststotri Los Angeles County ulfiue of the Assessor Property Assessment Information System Valuing People anq Property Parcel Details • Property recordsare kept at the Headquarters Office I • How frequently is this site updated? Property Information Assessor's ID No: Address: HI 7569-015-900 7CCT000ES Property Type: Other Region / Cluster: 22 / 22267 Tax Rate Area (TRA): 07084 • index mao Recent Sales Information Latest Sale Date: Indicated Sale Price: .earch for Recent Sales 2019 Roll Values Recording Data 10/18/1962 Land: SO Improvements: 50 Personal Property: SO Fixtures: SO Homeowners SO Exemption: Real Estate Exemption: SO Personal Property SO Exemption: Fixture Exemptions: SO Property Boundary Description ▪ I.'_-_S..OT COM AT NE COR Or _al- 25 I -I N 49¢33'40" W 173.58 FT TH 5 033,74 FT TH 566c4630"E a 1n0 1,011 Mir / l \ / LF l soR N r, ,FR OFS Rti .'anegement, Est, HERE, a m NCREMEt.IT P, 1.565, Er:., 7569 I 15 REVISED /-7-63 11E in = 150" 60 009 rh O 3 `O 6 %2,9„,-"7, s2�' . ROLLING HILLS M.B. 201-29 -35 CODE 7084 "7C 100 ,Q �° ; 0 ,41 J ^ / �') X1/4 • .r‘,-%6• ��0,•„, 90: IX 0 ee (e / S� 4p< k. /r ALL ACREAGES ON THIS PAGE ARE NET FOR PREY. ASSM'T. SEE: 466 - 13 ASSESSOR'S MAP COUNTY OF LOS ANGELES, CALIF. APPENDIX M Preliminary Construction Concept Plans APPENDIX N 1st Submittal Comments from City of Rolling Hills And Responses WWI LLDAN RESPONSE TO COMMENTS City of Rolling Hills- Sewer Service Feasibility Study -Phase II Date: December 19, 2019 Sewer Area Study Submitted to City: October 17, 2019 City Review by Alan Palermo: December 2, 2019 The City of Rolling Hills provided comments on the initial submittal of the Sewer Area Study on December 2, 2019. The comments were reviewed with the City by telephone on December 3, 2019. The following is a restatement of each City comment followed by Willdan's response. Comment 1: Add Table of Contents, list all Appendices and include description of content. Response: A Table of Contents with the requested information has been added to the Sewer Area Study. Comment 2: Flow Coefficients, Page 7, Report states Peaking Factor of 2.5 was used (also referenced in Appendix H). The October 2018 Sewer Feasibility Study prepared by Willdan uses a peaking factor of 3.0. What changed? State source of peaking factor/revise Sewer Area Study to use the correct peaking factor. Response: The discussion on Page 7 of the Sewer Area Study addresses the peaking factor of 2.5. The value of 2.5 is from the table "Estimated Average Daily Sewage Flows for Various Occupancies" in Appendix H. The table is from the Los Angeles County Department of Public Works. Beneath the upper table there is an asterisk with the note "Multiply the average daily flow by 2.5 to obtain the peak flow.". Comment 3: Appendix B Map a. Scale on Map is not industry standard b. State Scale (1" _ ....) c. Add d/D column for the sewer segments d. What are units used in Design Capacity column? e. What is the asterisk for (Design Capacity)? 562.908.6200 1 800.499.4484 1 fax: 562.695.2120 1 13191 Crossroads Parkway North, Suite 405, Industry, California 91746-3443 1 www.willdan.com Response: a. The scale has been set to 1" = 500' on the full size exhibits. The scale on the 11" x 17" exhibits has been set to 1" = 1000'. b. A numeric scale has been added to each Exhibit per a. above c. A d/D column has been added to the table on each Exhibit. d. The units "cfs" have been added to the Design Capacity column on each Exhibit. e. The asterisk has been deleted from the Design Capacity column on each Exhibit. Comment 4: Appendix C a. Half the map is blank (only elevations for contour lines is shown) Response: a. The map has been reprinted correctly. Comment 5: Appendix F a. First map is backwards Response: a. The map has been reprinted correctly: Comment 6: Appendix H & I a. Identify Source of information/standards for tables in these. appendices Response: a. Labels have been added to the information in Appendices H & I. Comment 7: Appendix J-1 and J-2 a. State units for Design Capacity column b. Add d/D column for the sewer segments c. What is the velocity in each sewer segment? Response: a. The units "cfs" have been added to the Design Capacity column b. A column "Cum. Calc'd flow depth / Diameter" has been added. The FlowMaster calculations to determine these values are contained in Appendices K-3 and K-4. c. A column "Cum. Calc'd Flow Vel. (fps)" has been added. The FlowMaster calculations to determine these values are contained in Appendices K=3 and K-4: Comprehensive. Innovative. Trusted. �� Comment 8: Appendix K-1 and K-2 a. If these calculations are supposed to represent Design Capacities (pipe half full for pipes less than 15 -inches in diameter), why is the critical depth greater than 50%? Response: a. As discussed on the telephone, the critical depth shown in the FlowMaster calculations is the depth at which the Froude No. = 1. It has no bearing on the design of the system and is just part of the substantial output values provided by the program. Comment 9: Conclusion a. Is the recommended 10 -inch pipeline a standard sewer pipeline size used by the City of Torrance? b. Has there been any discussion with the City of Torrance regarding this proposed improvement and if yes, is this acceptable to City of Torrance? Response: a. The Sewer Area Study has been submitted and reviewed by the City of Torrance. The City had a few comments but none relating to the 10" pipe size. b. As mentioned above,. the City of Torrance has reviewed the Sewer Area Study. The City is requesting that the 3 most downstream segments of the sewer system be upsized to 10" pipes. The Sewer Area Study, calculations, and preliminary plans have been revised to address this comment. Comment 10: Prepare Preliminary Cost Estimate Response: As discussed on the telephone, a preliminary cost estimate will be provided once the Sewer Area Study and preliminary plans have been approved by all agencies. Respectfully submitted, Chris Stone WILLDAN ENGINEERING Comprehensive. Innovative. Trusted. ,1 APPENDIX 0 1st Submittal Comments from City of Rolling Hills Estates And Responses Chris Stone From:. David Wahba <davidw@ci.rolling-hills-estates.ca.us> Sent: Monday, October 21, 2019 7:55 AM To: Chris Stone Subject: RE: Sewer As -builds Thanks Chris. All sounds doable. David From: Chris Stone [mailto:cstone@willdan.com] Sent: Monday, October 21, 2019 7:14 AM To: David Wahba <davidw@ci.rolling-hills-estates.ca.us> Subject: RE: Sewer As -builds David, At this point the project is a feasibility study to obtain a Will Serve Letter from the San District and agreement/approval from the LACDPW, City of Rolling Hills Estates, and City of Torrance. Once all agencies agree that the project is feasible, then it can move into the final design phase. I do not have information on the construction schedule that the City of Rolling Hills is looking at. It may be that the sewer and repaving project could be coordinated. I will provide the City with your comment/concerns. Regards, Chris Stone Willdan Engineering 702-289-4247 From: David Wahba <davidwPci.rolling-hills-estates.ca.us> Sent: Thursday, October 17, 2019 4:53 PM To: Chris Stone <cstone@willdan.com> Subject: RE: Sewer As -builds Chris, My only concern is that we don't want RH Rd. to look like a jigsaw puzzle. • We will be repaving the road in the next several years so maybe the timing of all this can be coordinated with our re -pavement project... Thanks, David From: Chris Stone [mailto:cstonePwilldan.com] Sent: Thursday, October 17, 2019 4:47 PM 1 To: David Wahba <davidw@ci.rolling-hills-estates.ca.us> Subject: RE: Sewer As -builds David, Yes, the new line is the red line on the exhibit. 1 am attaching the preliminary engineering plans, which will also be in the study. Note that the plans are only being developed to the preliminary stage at this point in time. Complete design plans are a future project. Any comments/conditions you provide will be documented and forwarded to the City of Rolling Hills in a Design Memorandum. Regards, Chris Stone Willdan Engineering 702-289-4247 From: David Wahba <davidw@ci.rolling-hills-estates.ca.us> Sent: Thursday, October 17, 2019 4:30 PM To: Chris Stone <cstone@willdan.com> Subject: RE: Sewer As -builds Hi Chris, So they would be trenching in RH Rd.? The red line is the new line, right? Or off to the side of the street? If it's in the street, we don't want to see a patch running down RH Rd Please advise, David From: Chris Stone (mailto:cstone@ willdan.com] Sent: Thursday, October 17, 2019 3:40 PM To: David Wahba <davidwPci.rolling-hills-estates.ca.us> Cc: Alexis Escobar <AEscobar@willdan.com>; Mike Goldsmith <mikeg@ci.rolling-hills-estates.ca.us> Subject: RE: Sewer As -builds David, The connection is in Rolling Hills Rd, just south of Lariat Lane. The sewer will extend south in Rolling Hills Rd to beyond Palos Verdes Drive North. For your reference, I am attaching the Sewer Area Study Exhibit which will be contained in the study. We will have a copy of the study delivered to you. Regards, Chris Stone Willdan Engineering 702-289-4247 2 From: David Wahba <davidw@ci.rolling-hills-estates.ca.us> Sent: Thursday, October 17, 2019 3:13 PM To: Chris Stone <cstone@willdan.com> Cc: Alexis Escobar <AEscobar@willdan.com>; Mike Goldsmith <mikeg@ci.rolling-hills-estates.ca.us> Subject: RE: Sewer As -builds Hi Chris, While we won't be approving the connections unless they are actually in RHE, I would still like to see the study! Thanks, David From: Chris Stone Finailto:cstonePwilldan.com] Sent: Thursday, October 17, 2019 2:11 PM To: David Wahba <davidw@ci.rolling-hills-estates.ca.us> Cc: Alexis Escobar <AEscobar@willdan.com>; Mike Goldsmith <mikeg@ ci.rolling-hills-estates.ca.us> Subject: RE: Sewer As -builds Hello David, You responded to a few of my questions a couple of•months ago regarding a project for the City of Rolling Hills to study the feasibility of connecting to the sewer in Rolling Hills Road. Willdan has prepared a sewer area study for the project and will be submitting it to LACDPW and the City of Torrance. As the sewer is maintained by LACDPW, do we need to submit the sewer area study to the City of Rolling Hills Estates for review? Regards, Chris Stone Willdan Engineering 702-289-4247 From: David Wahba <davidw@ci.rolling-hills-estates.ca.us> Sent: Tuesday, August 27, 2019 11:57 AM To: Mike Goldsmith <mikeg@ci.rolling-hills-estates.ca.us> Cc: Chris Stone <cstone@willdan.com> Subject: RE: Sewer As -builds Hi Chris, The City of RHE has transferred most, if not all, of our sewer lines to the LACOPW / Sanitation Districts, who also maintain the lines. Please contact LACOPW for more info. Thanks, David David Wahba Director of Community Development & Public Works 1 City of Rolling Hills Estates 1 4045 Palos Verdes Drive North 1 Rolling Hills Estates 1 CA 1 90274 3 310.377.1577 ext 1031 310.377.4468 (FAX) 1 davidWARollingHillsEstatesCa.gov 1 www.RollingHillsEstatesCa.gov From: Mike Goldsmith Sent: Monday, August 26, 2019 6:39 AM To: David Wahba <davidw@ci.rolling-hills-estates.ca.us> Subject: FW: Sewer As -builds David Could you respond to this . Mike Colclsmitl7 /1/faintenance 5upervisor 1:71.5 10 -W -1577X 157 Dire c t.. 510-578-4 504- ,4X•.310 578-5988 mikeg@ci.rolling-hills-estates.ca.us From: Chris Stone [mailto:cstone(awilldan.com] Sent: Friday, August 23, 2019 2:59 PM To: Mike Goldsmith Cc: Alexis Escobar Subject: RE: Sewer As -builds Hello Mike, You provided assistance to us regarding sewer as-builts. We are working on a project for the City of Rolling Hills to study the feasibility of connecting to the sewer in Rolling Hills Road. We are in the early stages of the study. Ultimately we will need information regarding what fees, permits, easements, and agreements would be required for the construction of the improvements and conveyance of the wastewater. If you know this information, please send it. If you do not know, do you know who I should contact for this information? Attached is an exhibit showing the proposed sewer connection. Thanks for any assistance you can provide. Regards, Chris Stone Willdan Engineering 702-289-4247 4 From: Chris Stone Sent: Tuesday, August 13, 2019 9:51 AM To: Mike Goldsmith <mikegPci.rolling-hills-estates.ca.us> Cc: Alexis Escobar <AEscobar@willdan.com> Subject: RE: Sewer As -builds Mike, Thank you for your effort on this request. Regards, Chris Stone Willdan Engineering 1 Comprehensive. Innovative. Trusted. 702-289-4247 702-280-2381 cell From: Mike Goldsmith <mikeg@ci.rolling-hills-estates.ca.us> Sent: Tuesday, August 13, 2019 9:34 AM To: Chris Stone <cstonePwilldan.com> Cc: Alexis Escobar <AEscobar@willdan.com> Subject: RE: Sewer As -builds Good morning All My apologies for late response, I have searched and verified with our planning department, we do not have anything for sewer as builds in the location requested Mike Mike Goldsmith ,4//aintenance 5upeivisor- Pti..310-377-157X 137 Direct.) 10 -)79 -1 -501 - FAX., /0- 378-3988 mikeg@ci. roIIn- hills-esta tes. ca. us From: Chris Stone [mailto:cstonePwilldan.com] Sent: Tuesday, August 13, 2019 8:41 AM To: Mike Goldsmith Cc: Alexis Escobar Subject: RE: Sewer As-builts Hello Mike, I am working with Alexis on this project. He will be out of the office the rest of this week. Please include me on any emails that you send to him regarding as -built information. Feel free to contact me directly if you have any questions. 5 Regards, Chris Stone Willdan Engineering I Comprehensive. Innovative. Trusted. 702-289-4247 702-280-2381 cell From: Alexis Escobar <AEscobar@willdan.com> Sent: Wednesday, July 24, 2019 11:54 AM To: mikeRPci.rolling-hills-estates.ca.us Cc: Chris Stone <cstonePwilldan.com> Subject: Sewer As-builts Hi Mike, Per our conversation, we are looking for as-builts for a sewer on Rolling Hills Rd. We have a maintenance map from LA County that shows which system we are looking for. Since this system is within Rolling Hills Estates, we hope to find as- builts in the City. The second attachment shows more detail on the requested lines. Our main priority for our study is the line highlighted in red. It will be useful to have information on the lines highlighted in yellow. You mentioned these might be in City Hall. Please advise if you require my assistance in searching for the as-builts. Thank you, Alexis Escobar Willdan Engineering I Comprehensive. Innovative. Trusted. 2401 East Katella Avenue, Suite 300, Anaheim, CA -92806-6073 W. 657.223.8534 • aescobar(c�willdan.com 6 APPENDIX P 1st Submittal Comments from City of Torrance And Responses WI LLDAN RESPONSE TO COMMENTS City of Rolling Hills- Sewer Service Feasibility Study -Phase II Date: December 19, 2019 Sewer Area Study Submitted to City: October 17, 2019 City Review by Ted Symons: November 26, 2019 The City of Torrance provided comments on the initial submittal of the Sewer Area Study on November 26, 2019. The following is a restatement of each City comment followed by Willdan's response. Comment 1: Submit $1994 sewer study review fee. Response: A check in the amount of $1994 is being transmitted to the City., Comment 2: (Regarding Introduction, paragraph 2) —Provide a map showing the path/route of the three alternatives. Response: Information regarding the route of the three alternatives is attached. The routes were described in the Proposal for the Phase I Study (see attached Exhibit A and its corresponding exhibit): The description of the evaluation of the alternatives was contained in the Phase I Study (also attached). The 3 routes evaluated all convey to the sewer within Rolling Hills Road. Comment 3: (Regarding RESULTS - Proposed Conditions) - Note, the City of Torrance Sewer Master Plan (1992) did not analyze this segment of sewer on Rolling Hills Rd. so no comparison can be made to this study. Response: Noted. No comparison is made to the City of Torrance Sewer Master Plan. The information contained in this Sewer Area Study analyzes all parcels conveying to the sewer in Rolling Hills Road in the existing and proposed conditions: 562.908.6200 1 800.499.4484 1 fax:. 562.695.2120 1 13191 Crossroads Parkway North, Suite 405, Industry, California 91746-3443 I www.willdan.com Comment 4: (Regarding Conclusions) — Need to upsize the portion of sewer between MH#8 and the LACSD trunk line because the portion between MH's #8 & 9 is to be upsized and a restriction may cause plugs. Response: Concur. The Study, analysis and plans have been revised to upsize this segment to 10" pipe. • Comment 5: (Regarding Conclusions) — It's advisable to also upsize the portion of sewer between MH's #1 and 9 because it will be flowing @ approx. % at peak after new flows are added. Response: Concur. The Study, analysis and plans have been revised to upsize this segment to 10" pipe. Comment 6: (Regarding Will Serve Letter) — Missing will serve letter. Response: The Will Serve Letter's issued by the San. District have been incorporated into Appendix A. Respectfully submitted, Chris Stone WILLDAN ENGINEERING Comprehensive. Innovative. Trusted. 1 J1 AA EXHIBIT A December 4, 2017 Mr. Raymond Cruz City Manager City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, CA 90274 WI LLDAN Subject: Proposal for Study of Sewer Line Requirements to Serve City Hall and Tennis Court Site Dear Mr. Cruz: Willdan is pleased to submit this proposal to provide a sewer line requirements study to serve the City Hall and tennis court site. The following is an Itemized list of our proposed scope of work to complete the study. Introduction The maln purpose of this study is to determine the requirements and provide a cost estimate to construct an 8 - inch sewer line that will serve the City Hall and tennis court site along with a possible future development of 200 homes. There are three alternatives that Willdan will investigate. Alternative 1 Altemative 1 involves the line running from the existing septic tank location at City Hall to Palos Verdes Drive North to 1,385 feet north on Rolling Hills Road to connect with an existing sewer line (see map exhibit endosed). The existing sewer continues down Rolling Hills Road to the Los Angeles County Sanitation District's (LACSD) Palos Verdes Drive North slope relief trunk line in Crenshaw Boulevard. Alternative 2 Alternative 2 involves the Jine running from the existing septic tank location at City Hall to Palos Verdes Drive North to 775 feet north on,Rolling Hills Road to connect with an existing sewer line (see map exhibit enclosed). The existing sewer line goes down Palomino Lane under several additional streets to the Pony Lane pump station. The pump station drains back to Rolling Hills Road. The pump station does not meet current code standards, and LACSD stated the pump station requires an expensive upgrades that the City may not want to participate in. Alternative 3 Alternative 3 involves the line running from the existing septic tank location at City Hall to Palos Verdes Drive North to 540 feet west on Palos Verdes Drive North to Sunnyfield Drive (see map exhibit enclosed). The Sunnyfield Drive sewer travels down an easement area that joins a sewer line In Lariat Lane and connects to the sewer line in Rolling Hills Road. This site is less desirable due to traffic along Palos Verdes Drive North and the difficulty of maintenance access in the easement section of the existing sewer line. However, the cost could be less. Studyphase Below Is a brief outline of each item of work related to completing preliminary engineering. 1. Complete preliminary base mapping utilizing available existing information. 2. Perform utility research to determine possible conflicts with underground utilities such as water, gas, electrical, telephone, and cable. Existing sewer as-builts will be used for invert elevations. 3 Calcuiate sewer flows for the area. 4. Meet with LACSD to determine if the Palos Verdes Drive North slope relief trunk sewer has capacity for the additional flow from the City Hall and tennis court site and the additional future 200 homes. Connection fees will also be obtained. Engineering and Planning 1 Enemy Efficiency end Cuntnhabinty 1 Ftnenoiel end Economic Consulting 1 national Preparednosa and lntwoswabely 582.900.0200 1 000.99.4484 1 'ter 602.095.2120 1 13191 Crossroads Parkway North, Sufte 405, industry, California 91748-3443 1 wurw.wllIdan.00m Legend Pra seed Sewer Pipe Coady Pump SUUons --- IACounty8MD Swear Apes o lA County SMD Bower Manholes .••-..-> lACounty Trunk Sewer • LACounyfmnk Sewer Manholes d PobMW County TrunkSewer ConnecdenPoYde QCy of Rain Hats Sew Drainage /use ..7.i CAy Boundaries • l ROLLING . -..•, ' CITY HALL • CITY OF LLING HILLS PROPOSED SAN TARY SEWER LINE AND POTENTIAL CONNECTION POI TS TO LA COUNTY TRUNK SEWERS sw TORRANCE ". gip e�• • _ LOMITA: epseWr:J. 2017 CITY OF ROLLING HILLS SEWER FEASABILITY STUDY INCLUDING CITY HALL AND TENNIS COURT SITE Prepared Under the Supervision of Ray Wellington, P.E. R.C.E. No. 25131 iv* WI LLDAN Wlldan Engineering ' 2401 E. Katella Avenue, Suite 300 Anaheim, California 92806 (714) 978-8200 OCTOBER 2018 INTRODUCTION The City retained Willdan Engineering to conduct research and prepare an engineering feasibility evaluation for sanitary sewer pipeline service to the city hall and adjacent tennis court site. The existing and proposed facilities to be discharging to the new sewer pipeline include: 8 -sinks, 8 - toilets (existing) plus 2 -sinks, 1 toilet, and 1 -drinking fountain (proposed). The study evaluation scope of work included: review of three alternative pipeline routes with related costs and their respective pros and cons for each. In addition to serving the above described sewering facilities, the study is to address the possibility of serving an additional 200+/- residential units of future connection development within the City. Currently the waste discharge flows from both city hall and tennis court facilities are received into an existing septic tank located on the city hall site. This type of `onsite waste treatment system' (OWTS) is prevalent throughout the city and the Palos Verdes peninsula area. During the past 75+ years, Los Angeles County and the State of California have developed and imposed more rigorous installation standards, technical requirements and sophisticated equipment for septic systems. The regulations are updated frequently and each time, they are more restrictive. Their purpose, in part, is to preclude the contamination of water (ground water, surface water, streams, rivers and the oceans) from the release of harmful elements into the environment. Those standards further address the saturation of soil that could contribute to a failure in stability of slopes. The increase in governmental regulation of OWTS may sometime in the future, preclude their installation and use. To date, changes in the regulations have resulted in higher installation and maintenance costs and recently have added monitoring/reporting costs for OWTS users. Such costs will undoubtedly continue to rise as additional controls are implemented. Local septic systems have been in place since the start of development of the private community in the mid -1930s and over time, tanks, seepage pits and leach field facilities have aged, and some have been replaced. For the 684 homes in the City of Rolling Hills, 671 (98%) utilize septic systems for containing and processing household wastewater and sewage. As housing stock continues to age, property owners should anticipate updating or replacing septic systems as homes remodel or septic systems fail. Both the continuing increases in regulatory mandates and future costs for septic system improvements are important consideration points. Waste discharges to a sanitary sewer pipeline also have associated capital, maintenance, and treatment costs. These costs are usually shared costs with all the other users of those waste system facilities. Such facilities typically have a longer service life than OWTS facilities that are typically located on the local user's parcel. OBJECTIVE Discussion regarding alternatives. The objective of this evaluation is to deter ine the viability and associated costs of connecting a new sewer pipeline from the City of Rolli g Hills to an existing sewer pipeline within Rolling Hills Estates, then through a pipe in the City Torrance sewer system to reach a regional trunk sewer within Crenshaw Blvd. The trunk sewe iDeline is owned and operated by the County Sanitation Districts of Los Angeles County. There were three preliminary alternative pipeline routes, as described in the proposal by Willdan, but initial evaluation ruled out the alternatives that were costlier due to needed upgrade of an existing lift(pump) station, and the other due to accessibility for maintenance and impacts to traffic flow during construction and the annual maintenance of 1 the pipe in that alignment. The remaining alternative involves utilizing the existing gravity flow sewer located in Rolling Hills Road that is approximately 1,500 feet north east of the city hall site. While the connection is for the City Hall a adjacent tennis courts, the city also foresees utilizing this connection for future connection deve pments. Southwest of the city hall, there are 235 residences currently on septic that may pote tially connect to the sanitary sewer system that is the focus of the evaluation. The feasibility of c nnecting those additional residences is included as part of this study. FEASIBILITY ANALYSIS Discussion regarding alternatives. To accomplish a thorough evaluation this analysis includes.waste flow generation, evaluation of existing pipe capacity downstream, and the downstream agency acceptance and criteria, identifies stakeholders and permitting requirements, and provides an estimated cost associated with permitting and construction of any proposed pipe facilities. Sewer Connection Analysis The City is anticipating a conventional gravity sewer connection to the existing downstream pipelines. For the purposes of this study, the conceptual design presented is in accordance with LACDPW Sewer Maintenance Division Standards; an important note presuming the City will contract with the LACDPW for maintenance of the sewer system and dedicate the appropriate easements for construction and maintenance. The proposed sewer line is an 8" pipe that will be constructed within the .City of Rolling Hills Estates in the existing Rolling Hills Road public street easement. Ideally, the proposed sewer line will have a depth of 7.5 to 10 feet to minimize capital cost due to excavation and to comply with common practice. Design Requirements The following are the typical LACDPW Maintenance Division design parameters for gravity sewers: Minimum pipe diameter 8 -inch Minimum Depth Approximately 7.5 -8 feet, provide 6 feet of cover at Property line Maximum Depth less than 20' 20'-25 or more required concrete cradle Greater than 25' jacked in steel casing Minimum Slope 0.0040 — for 8" pipe Subminimum Slope 0.0024 — for 8" pipe Depth of flow ratio 0.50 depth of flow divided by the diameter of the pipe (d/D) Minimum Velocity 2-3 feet per sec, to maintain self-cleaning scour velocities Manhole Spacing 300 feet Waste Water Flow Calculations The existing sewer system pipelines down -stream of the potential connection point were evaluated for capacity to determine if existing pipes have the capacity to convey potential future flows. These flows are for City Hall in addition to the 235 residences currently on septic. 2 0 0 U a -o N 0 0 0 9 — 5:53pm Dec 20, 20 U:\107599 RH Sewer Line Study P1 \900—PS&E\901—Plans\PL—TITLE-0 CITY OF ROLLING HILLS CALIFORNIA PRELIMINARY CONSTRUCTION CONCEPT PLANS TORRANCE AREA 1 sLSHEET 2 FOR SEWER STUDY FOR CONNECTION TO CITY HALL PROJECT LOCATION / t-i r r / r / nett , t.totGEh4IMY ',IJt , A BM / 10, h'1oilAco :Clifton T 1Ltri111Cf ----. -�SOt1JIL ictsrOticE I olrance, Blva._ EAST SCAil t C (211) s 6 Lomita? rr�lgc Walteria!, Municpu 1 ESIEW, 3 sY rN "p - !� .,.EDIui v roJpd �''4Bh uric Alr warwl t.Hc1Gn VA1� fE1MtE a i wear .s- � . ,I.; --.. Loraate.Bivd` .Vt Liiotita Btrd : 1, ` t _ AYENUE. �`i• :. `yam 4 z a/n a 1.I. v ( 4 PatiGt Coast Hti>y - 7 @`° vurnyEttE'—n .FtauL.��os$ Z. i Rvlhng Hill. Aageles Estates LUtfili, FINE; 4 ,i H h xl '�' WI UIHiG1Clt CErJege -.: '� Edaulir�i 5ti clis, Q;,sl +� U 5 t Dl.,yrsse ; 3 { oIIIU lire I rt1 Gr'n ' ten u 4 ctJ fir'' c�atd�'pey 9 I Hill, r !'dirt Is• SILVER SYI:R u,o ',M1i ru - � Purr ��+ `San Fr Pedro. 1 -t W Carson s[ I —a-� E,Cas nSt Carson Sriutrtda Blvd; 'Ave I Village ESepulveda Bad Minleste' VICINITY L18..At6.5t w 9th Sy, ''vulLCuIHlu R� ti v1AP NO SCALE ROLLING HILLS ESTATES rA,A$'�l1iL "t1tricirFt't: LA COUNTY PROJECT LOCATION MAP NO SCALE TUMIUAIG 7tl r E Pacific [oastklt'of r1 J t1 .• wt._Pa$.o A AREA 2 SHEET 3 tits. f 47-1 1— #F "_F — / ROLLING HILLS Is CITY WALL r TEN\ IS ,"OUR —It SITE Know what's below. CaII before you dig. REVISIONS NO INITIAL DESCRIPTION APPROVED BY DATE w WI LLDAN extending your Engineering reach 2401 East Katela Ave, axle 300, Anaheim, Caifofnia 92806 714/978-8200 fax 714/978-8299 SCALE: AS SHOWN DATE DRAWN BY AE 12/20/19 DESIGNED BY AE, CS 12/20/19 CHECKED BY CS 12/20/19 PREPARED UNDER THE SUPERVISION OF 12/20/19 TYRONE PETER, P.E. R.C.E. 81888 DATE CITY OF ROLLING HILLS CITY ADDRESS No. 2 PORTUGUESE BEN ROAD, ROLLING HILLS, CA 90274 CITY OF ROLLING HILLS APPROVED PUBLIC WORKS DIRECTOR: DATE SEWER STUDY FOR CONNECTION TO CITY HALL TITLE SHEET SHEET 10F 3 DWG. NO. ti 11.1 I. 1, L, _. it L 1l1 ROLLING HILLS ESTATES MH #1 tted By: AEscobar Q E 0 Jan 03, 2020 rn O J CL c C 0 0 Line Study P1\900—PS&E\90 :\107599 RH Sewe 250 LACSD MH 2126 240 PROFILE SCALE HORIZ.: 1 "= 20' VERT.: 1 "= 4' EXISTING GRADE AT TOP OF PIPE 30 TORRANCE MH #8 L 1II 10" VCP — EXIST 8" VCPI i J CONSTRUCT 31 LF 10"VCP 1 +00 BREAK INTO EXISTING MANHOLE AND CONNECT 10" VCP EXIST 72" STORM DRAIN 10" VCP 7 XIST 54" CMP 2+00 EXIST 8" VCP CONSTRUCT 204 10"" VCP LF TORRANCE MH #9 BREAK INTO EXISTING MANHOLE AND CONNECT 10" VCP 3+00 4+ 00 10" VCP 5+ 00 EXIST 8" VCP CONSTRUCT 346 LF 10" VCP 6+00 BREAK INTO EXISTING MANHOLE AND CONNECT-10"-VCP L- LJ 7+ 00 1" = 20' r s i r r r < 20 10 0 20 40 SCALE FEET Know what's below. Call before you dig. REVISIONS NO. INITIAL DESCRIPTION APPROVED BY DATE 11✓ W I L LDAN extending Engineering reach 2401 East Katela Ave, Suite 300, Anaheim, Catania 92806 714/978-8200 fax 714/978-8299 SCALE: AS SHOWN DATE DRAWN BY DESIGNED BY CHECKED BY AE AE, CS CS 1/3/20 1/3/20 1/3/20 PREPARED UNDER THE SUPERVISION OF 1/3/20 TYRONE PETER, P.E. R.C.E. 81888 DATE CITY OF ROLLING HILLS CITY ADDRESS No. 2 PORTUGUESE BEN ROAD, ROLLING HILLS, CA 90274 CITY OF ROLLING HILLS APPROVED PUBLIC WORKS DIRECTOR: DATE SEWER STUDY FOR CONNECTION TO CITY HALL PLAN AND PROFILE STATION 1+35 TO STATION 6+95 SHEET 2 OF 3 DWG. NO. r I 1' tted By: AEscobar E ❑. Dec 20, 20 v —Plans\PL—SEWR-0 :\107599 RH Sewer Line Study P1\900—PS&E\90 / PROFILE SCALE HORIZ.: 1 "= 40' VERT.: 1 "= 8' 440 430 420 410 37 00 EXIST 8" VCP 38 00 BREAK INTO EXISTING MANHOLE AND CONNECT 8" VCP EXISTING GRADE AT TOP OF PIPE 8" VCP - 38+00 LACDPW MH #201 39 00 40 00 / PROTECT EXIST SEWER CONSTRUCT 433 LF 8" VCP / / 41 00 CONSTRUCT MANHOLE MH #100 40 00 460r 43 42 00 ;0 PROTECT EXIST SEWER CONSTRUCT 134 LF 8" VCP 00 44 00 43-00 r 460 8" CONSTRUCT 336 LF 8" VCP 45 450 440 VCP CONSTRUCT MANHOLE MH #98 / 510 -- / w 0 CONSTRUCT M NHOLE H #99 w 0 U EXISTING GRADE AT TOP OF RIPE / 00 46T00 47 00 r CONSTRUCT 436 LF 8" VCP 0) 48-00 49 00 50-00 CONSTRUCT 4 LF 8" VCP 00 490 480 470 460 450 40 20 0 40 80 1"=40' SCALE FEET Know what's below. Cali before you dig. REVISIONS NO. INITIAL DESCRIPTION APPROVED BY DATE w your WI L LDAN extending Engineering reach 2401 Eaat Katela Ave, bode 30 , Anaheim, Ca fore a 92806 714/978-8200 fax 714/978-8299 SCALE: AS SHOWN DATE DRAWN BY AE 12/20/19 DESIGNED BY CHECKED BY AE, CS CS 12/20/19 12/20/19 PREPARED UNDER THE SUPERVISION OF 12/20/19 CITY OF ROLLING HILLS ITY ADDRESS o. 2 PORTUGUESE BEN ROAD, ROLLING HILLS, CA 90274 CITY OF ROLLING HILLS APPROVED SEWER STUDY FOR CONNECTION TO CITY HALL PLAN AND PROFILE STATION 37+27 TO STATION 50+81 SHEET 3 OF 3 DWG. NO. TYRONE PETER, P.E. R.C.E. 81888 DATE UBLIC WORKS DIRECTOR: • DATE li 1 _.I ' I j I 1 City of Rolling Hills Proposed Sewer Drainage Area Residential Agricultural Suburban -f--( '+,£ t.,F .'" irtr ,I�• ,�"<`�r €, i a t .7' ,"" + �M1' �;(42 ' I � cZ,-r�260• i i �,� r+-f., �'C� �j tC�yp' F• js ti ,� f i 1 I I , i_J, p �1300 r, l R 1I I I( ^ SRi +7A�° l,J ` / ' € I ..+� t t 5 ,}� / �—(�`-j fix ��€') iQ�� 4:� ° . 13 Source iEsri, Di'itaIGlobe; GeoE e, Earthstar,Gero raphics-; ONES/�Riarbus(DS„ USDA,IUSGS„IrAeroGRID,IGN;�and,theC O�W rO ` _ = 0_ - Community` 0 150 300 600 imicimiumm Feet 1 inch = 400 feet CITY OF ROLLING HILLS SEWER ANALYSIS AREA & EXISTING LAND USES WWI LLDAN Engineering August 22, 2019 extending your reach U:\107599 RH Sewer Line Study P1\700-Design\706-GIS\_MapFiles\Rolling Hills Sewer Study - Exhibit 1.mxd ail 2, A!�� I I I City of Rolling Hills Proposed Sewer Drainage Area Residential Agricultural Suburban City Boundaries 0 150 300 600 Feet 1 inch = 400 feet ' Jill Arrows indicate flow paths as dictated by the topography. The parcels outside of the black boundary are not feasible to convey to the proposed sewer in Rolling Hills Road. CITY OF ROLLING HILLS SEWER ANALYSIS AREA & EXISTING LAND USES WI LLDAN Engineering extending your reach August 22, 2019 U:\107599 RH Sewer Line Study P1\700-Design\706-GIS\MapFiles\Rolling Hills Sewer Study - Exhibit 1.rnxd I AREA DEVELOPMENT NO. OF UNITS AREA (Ac) 201 Single Fam. 1 202 Single Fam. 53 Institutional 3.6 Single Fam. Single Fam. Single Fam. Single Fam. School Agriculture Open Space Rec. Comm. Rec. Inst. (Ball Field) Single Fam. Botanical Comfort Station Single Fam. Single Fam. Single Fam. 233 233A 233B 233C `,1,180-- 1.120 1 oso CO CO tt .o (o.0° 77/IL rt�. ,sssaU 1. 7 1 153 639 7.0 31.3 12.2 QIIIng tints Ito' Hdl3 f P,slad 1.260 - 1229 Rpllux] Hdto CouN-ry' -L1ay Gaca `. rrrrrr r rIII rrr r. 1 Jurisdiction Boundary LA County SMD Sewer Pipes Tributary Area 0-20 soul coast .y WPeto 'Vobor E)rr fun G t -r,- Ssuh Coast arkelorutor Pal s ardes WrilNl do . Verdes IWOl ed) Tennis Court Site Rolling Hills City Hall. 233C= MH,18: 233A= MH1 Httto�,�6 " 9 • 2126= MH7 680 233B= MH9 et Rd Ala Linda n H. P:al,41,1 :os Verdes_ IDrr It alhny 1l 111].E o ,tl -7-iil-rwaF-111- -rot- s !. a Vgr4 0,,2_al 6 it+444N "•*\,.„:„4"; ^--�i !Riff- t T�/`�i� �\-' pHf r ' •,� y�✓x j�'� `� '•,) \1 \`lam"/ V::I_.., V r/ . /-l',.„,...,,0 � Segment Pipe Size Pipe Slope Design Capacity 1/2 Full (cfs) Cum. Calc'd Flow (cfs) d/D % of Design Capacity =i,at}„e ^ -: 1'�. `C o 0.20--- MH# to MH# 201 202 8" 0.01 0.551 0.001 0.029 0.2% 00 202 203 8" 0.01 0.551 0.054 0.161 9.8% 8" 0.01 0.551 0.112 0.225 20.3% !' 203 207 8" 0.01 0.551 0.126 0.237 22.8% :N 207 210 8" 0.066 1.419 0.133 0.158 9.4% 210 211 8" 0.067 1.430 0.134 0.158 9.4% 211 212 8" 0.044 1.159 0.288 0.247 24.8% 8" 0.044 1.159 0.313 0.257 27.0% 8" 0.044 1.159 0.320 0.260 27.6% - 8" 0.044 1.159 0.351 0.271 30.3%• 8" 0.044 1.159 0.363 0.276 31.3% %1; -� ;a)\ 8" 0.044 1.159 0.366 0.277 31.6% 212 216 8" 0.026 0.890 0.372 0.317 41.8% 216 218 8" 0.043 1.146 0.373 0.281 32.6% - X 218 231 8" 0.043 1.146 0.385 0.285 33.6% to 231 232 8" 0.043 1.146 0.386 0.285 33.7% 232 233 = 2 8" 0.052 1.260 0.387 0.273 30.7% 2 1 8" 0.051 1.248 0.438 0.292 35.1% 1 9 8" 0.022 0.819 0.503 0.385 61.4% 9 8 8" 0.0104 0.562 0.530 0.483 94.3% 8 7 = 2126 8" 0.1 1.747 0.530 0.272 30.4% Sorurce��Esri, t HERE,'Garm, USGS, Interm p, INCREME�\T`P,/NIOj�n/�Es i J/�p n, METUI ,Esri China (Hon Kong),�{Esri,�ore srl r� � / aIa an NGCC, (e) Open treep co ti=i u lhe GI ser s 0 150 300 600 900 1 in = 500 ft (For 11x17: 1 in = 1000 ft) Feet .;I CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES SEWER AREA STUDY EXHIBIT - EXISTING am_ ' WI LLDAN extending your Engineering reach December 2019 U:\107599 RH Sewer Line Study P1\700-Design\706-GIS\ MapFiles\RollingHillsSewerAreaExist.mxc 4w damPsWilif1 DEVELOPMENT Rolling Hills City Hall Tennis Courts Single Fam. Single Fam. Single Fam. Institutional Single Fam. 207 Single Fam. 210 Single Fam. Single Fam. School Agriculture Open Space Rec. Comm. Rec. Inst. (Ball Field) Single Fam. 217 Botanical Comfort Station S 0 150 300 Single Fam. Single Fam. Single Fam. Feet I1r1rrrr a Ir ■r r II rr NO. OF UNITS 14 7 1 153 639 ,rna Ho' D AREA (Acj fro rgkidla CyP. -nJ 7.0 31.3 12.2 2.8 Rallupj !thlla Courdry Day Care Jurisdiction Boundary Proposed Sewer LA County SMD Sewer Pipes Tributary Area 2)» 600 900 1 in = 500 ft (For 11x17: 1 in = 1000 ft) 'Sour• Coal k P t. ,Vaa.r ur, C r tr ids Coast anvlormKrPa4 :rats Wrdhll de Rolling Hills City Hall 640 660 ,s 233A= MH1 ,U��r��=tr - 410, \ / 1 011 Segment MH# to MH# 100 201 202 203 207 210 211 212 216 218 231 210 211 212 216 218 231 232 232 233 = 2 2 1 1 9 1 9 9 8 9 8 8 7 = 2126 8 7 = 2126 Pipe Size Pipe Slope 0.058 0.061 0.061 0.0506 0.01 0.01 0.01 0.01 8" 0.044 8" 0.044 8" 0.044 8" 0.044 8" 0.044 10" 8" 10" 8" 10" 0.043 0.043 0.022 0.0104 0.0104 0.1 0.1 233C= MH ,3 Design Capacity 1/2 Full (cfs) 1.331 1.365 1.365 1.243 0.551 0.551 0.551 0.551 1.159 1.159 1.159 1.159 1.159 0.890 1.146 1.146 1.525 0.562 1.047 1.747 3.254 Sourc`es(Esri,'HiREj''�Garmin, SGS, nterrj ap, INCREMENT P,NRCan,\Esria�lnpen- �� G.ammuAnity � � "I ,/I r\ ` �{: `� � � � ( l ��i'""'.._��- CITY OF ROLLING HILLS Ln.knH. -.CtnrWar .. Preaar.e rs. ruy.iIJ7,.- Phlriu�r 111-X1- Ira-- 8- Cum. Calc'd Flow rgrra ct Esr' �. Os 1 r, 4-IA4 0.236 0.211 0.256 0.216 0.270 0.222 0.270 0.271 0.232 0.344 0.325 0.377 0.396 0.418 0.590 0.621 0.636 0.642 0.655 0.656 0.774 0.801 0.801 0.801 0.801 EMI, EsrrChina (Hari PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES SEWER AREA STUDY EXHIBIT - PROPOSED U:\107599 RH Sewer Line Study P1\700-Design\706-GIS\ MapFiles\RollingHillsSewerAreaProposed.mxc 0.348 0.350 0.371 0.371 0.484 0.349 0.618 0.431 0.332 0.245 AliMit ;iv, "fat i , 1 i 116, tiff 7 0 10, Q00 _____ 1003111 Gearya F !trio and Thih % of Design Capacity 21.8% 49.2% 71.9% 28.4% 28.3% 48.2% 50.3% 54.9% 72.1% 56.2% 57.2% 57.3% 142.4% 76.5% 45.8% 24.6% (Thailand'j;`NGCr(c OpelnStreetMap contrit) tors, and the GI.,'User row rr bVI�Q� \� 400- WILLDAN Engineering I!I extending your reach December 2019