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Phase II Sewer Area Study including City Hall, Tennis Court Site, & Upstream Properties May 2020CITY OF ROLLING HILLS SEWER AREA STUDY INCLUDING CITY HALL, TENNIS COURT SITE, and UPSTREAM PROPERTIES PHASE II LACDPW #ESTU201 9000732 LACDPW #PC12523AS Prepared Under the Supervision of Tyrone Peter, P.E. R.C.E. No. 81888 (wi LLDAN Willdan Engineering 2401 E. Katella Avenue, Suite 300 Anaheim, California 92806 (714) 940-6300 May 2020 SEWER AREA STUDY APPROVED APPROVED BY: Pedro Romero RCE NO. DATE 5/6/20 CHECKED BY: DATE COUNTY OF LOS ANGELES DEPARTMENT OF PUBLIC WORKS LAND DEVELOPMENT DIVISION THIS APPROVAL IS ONLY GOOD FOR TWO YEARS FROM THE DATE OF SEWER AREA STUDY APPROVAL 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 Subarea Areas, 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 O 1St Submittal Comments from City of Rolling Hills Estates and Responses P 1st Submittal Comments from City of Torrance and Responses Q 1St Submittal Comments from LACDPW INTRODUCTION The City of Rolling Hills, CA ("City") has retained Wilidan 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 Road approximately 1,200 feet south to Palos Verdes Drive North. See also Appendix P, Comment #2 and its' response. The Project Area and the sewershed downstream are within Sanitation Districts of Los Angeles County District (San District) No. 5 (See Appendix A). 1 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. The termination point is shown as MH 201 on the exhibit. 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 area south of MH 201 includes parcels adjacent to Rolling Hills Road that convey to a sewer that conveys east in Palomino Lane. These parcels include the New Horizons Child Development Center and the Peninsula Heritage School. Flow from these parcels as well as other parcels to the east convey to a lift station and ultimately discharge to the mainline in Rolling Hills Road at MH 211. It is noted that after the 1st submittal it was determined that the initial analysis included extraneous area in the sewer watershed for MH 211. The areas previously identified within area 211 as "Agriculture" (6.977 acres) and "Open Space Rec." (31.264 acres) were determined to convey north and east and are not tributary to MH 211. The analysis has been revised to not include these extraneous areas. 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. 2 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 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 the sanitary 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 3 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 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 within Rolling Hills Road (SD- PD038889). Appendix E also contains an exhibit showing the location of the as-builts relative to the existing sewer system. As -built information for the upstream portion of the sewer was provided by LACDPW. The as -built information for MH's 201 to 207 is contained in the plans for Rolling Hills Estates Sanitary District No. 3., PS005727. 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 the parcel acreage and a zoning flow coefficient for existing development. For proposed developments, the flow generated by the parcels is based on the occupancy type. 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 4 they enter the system. Each pipe segment along the critical path is then hydraulically analyzed. LACDPW Capacity Policy (See Appendix G) defines capacity of the sewer mainline as: < 15" diameter 'A full = 100% Capacity (flow depth / pipe diameter) > 15" diameter 3/4 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% (<'A full) is under capacity and > 100% (> 1/2 full) is over capacity. Segments that are over 100% capacity are recommended to have the pipe size upgraded 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 5 It is noted that for 1/2 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 of the spreadsheet formula, Design Capacities were also calculated by utilizing FlowMaster software. These calculations are provided in Appendices K-1 and K-2. See also Appendix N, Comment #7 and its' 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 San District flow generation rates were utilized for the Tennis Court Site. 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. This table is typically used for proposed development, however the occupancy types listed apply to the Botanical Comfort Station, City Hall, Dapplegray Elementary School (639 students), Peninsula Heritage School (115 students), and New Horizons Child Development Center (70 students). Information regarding the student populations is included in Appendix F. The lower table values are in cfs/acre and are multiplied by the appropriate acreage to achieve peak flows. The lower table is typically used for existing development and is therefore used for City of Torrance Multi -Family and City of Torrance Commercial parcels. The parcels in Rolling Hills and Rolling Hills Estates in the study area are large. Per the City of Rolling Hills zoning 6 information in Appendix F, the parcels in the study area are RAS-1, minimum lots size 1 acre, and RAS-2, minimum lot size 2 acres. The .zoning information for the City of Rolling Hills Estates in Appendix F indicates the residential parcels in the study area are Residential Low Density (1 acre) and Residential Low Density (20,000 sq. ft.). The comments received from LACDPW indicate that the zoning coefficients to be used for large residential lots is to be based on a proration of 0.001 cfs/ac as follows: Rolling Hills: RAS-1, minimum lot size 1 acre (43,560 sf): Coefficient = 0.001 cfs/ac x (43,560/43,560) = 0.001 cfs/ac RAS-2, minimum lot size 2 acres (87,120 sf): Coefficient = 0.001 cfs/ac x (43,560/87,120) = 0.0005 cfs/ac Rolling Hills Estates: Low Density Residential (1 acre) (43,560 sf): Coefficient = 0.001 cfs/ac x (43,560/43,560) = 0.001 cfs/ac Low Density Residential (20,000 sf): Coefficient = 0.001 cfs/ac x (43,560/20,000) = 0.0022 cfs/ac 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. 7 For proposed development, the Calculated Flows for each area is determined as: No. of Occupancy Units x Avg Daily Flow x Peaking Factor x Conversion Factor For existing development, the Calculated Flows are determined as: 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% (< Y full) is under capacity and > 100% (> 1/2 full) is over capacity. As stated previously, the spreadsheets 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 is based on the building size and the Tennis Court Site is 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 92.6% of capacity. This is due to a flatter slope in this pipe segment. Proposed Conditions: The calculations indicate that two pipe segments are over capacity (> 100% of Design Capacity). At the downstream end of the sewer within the City of Torrance, the existing 8" sewers are over capacity between MH's 1 and 9 (121.5 %) and between MH's 9 and 8 (181.4%). Upgrading the pipe size between MH 1 and MH 9 to a 10" diameter pipe reduces the 8 % of Design Capacity to 65.5% and upgrading the pipe size between MH 9 and MH 8 to a 10" diameter pipe reduces the % of Design Capacity to 97.8%. As this is near 100% of Design Capacity, the City of Torrance requests that this pipe segment be upgraded to 12" diameter pipe. This requires that the next downstream pipe segment, between MH 8 and MH 7 also be upgraded to 12" diameter. CONCLUSIONS The analysis provided determines that extending the existing sewer system and adding the flows generated within the Project Area will make two segments of the downstream sewer system over Design Capacity. The lower three segments of the sewer system will require upgrading to 10", 12", and 12". Upgrading the sizes in these segments will place the sewer under Design Capacity. As these improvements will be within the City of Torrance they have been discussed with and reviewed by the City of Torrance. Preliminary plans are provided in Appendix M. The plans show preliminary designs for the proposed sewer extension south in Rolling Hills Road and Portuguese Bend Road, south of Palos Verdes Drive North, and for the upgrading of pipe sizes downstream of MH 1. Please note that these plans are preliminary. The project will move toward final design once final approval of this study is obtained from LACDPW. 9 APPENDIX A San. Dist. Of LA County Boundary Map and Will Serve Letters 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 click on the arrow and select appropriate document. Please Select • AREA OF INTEREST If you have any questions about: QE-mail 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 Site Powered by, Low Graphics Version https://www.lacsd. org/wastewater/wastewater_services/connectionfee/district5. asp 1/2 SANITATION DISTRICTS OF LOS ANGELES COUNTY 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 t1 Recycled Paper PA4 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 (5.62) 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 .pr_eparedyby 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, Adriana Raza Customer Service Specialist Facilities Planning Department AR:ar cc: A. Schmidt A. Howard DOC 5363402.D05 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 perday. 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 Program, 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 A' Recycled Paper :..: 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, 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 R CHO' \VERbE3 DOLLING' HILLS �4, tip:) � /�• � EST�T S / j` • /� y� -Palos Verde&Dr N ra Legend LA County SMD Sewer Pipes .. : Jurisdiction Boundary • , 't. O Tributary Area • ZONING Agricultural Commercial Commerdal Recreation Institutional Open Space Recreation Residential ", Residential Agricultural Suburban• ;. + Residential Multi -Family '•""4"'5"&4:4 cI� 150]00 000 900 CITY CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES SEWER AREA STUDY EXHIBIT 'WILLF DArN Much 2020 CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES SEWER AREA STUDY EXHIBFT EXISTING (PAGE 2 OF 2) March 2020 Segment Pipe Size Pipe Slope Area (ac) or Peak Flow (cf)• Design Capacity 1/2 Full ( s) Cum. Calc'd Flow (cfs) d/D Comment % of Design Capacity MH# to MH# 201 202 8" 0.0888 0.53 1.654 0.001 0.019 Min 20,000 sf lot size area 0.1% 202 203 8" 0.0888 27.14 1.654 0.061 0.104 Min 20,000 sf lot size area 3.7% 8" 0.0888 3.67 1.654 0.120 0.141 Institutional 7.2% 203 207 8" 0.0688 7.79 1.455 0.137 0.158 Min 20,000 sf lot size area 9.4% 207 210 8" 0.066 3.43 1.425 0.144 0.163 Min 20,000 sf lot size area 10.1% 210 211 8" 0.067 1.35 1.436 0.147 0.164 Min 20,000 sf lot size area 10.3% 211 212 8" 0.044 57.83 1.164 0.274 0.241 Min 20,000 sf lot size area 23.6% 8" 0.044 33.18 1.164 0.308 0.254 Min 1 ac lot size area 26.4% 8" 0.044 0.025 1.164 0.333 0.264 Dapplegray Elem. School 28.6% 8" 0.044 0.004 1.164 0.337 0.266 Peninsula Heritage School 28.9% 8" 0.044 0.003 1.164 0.340 0.267 New Horizons Child Ctr. 29.2% 8" 0.044 12.233 1.164 0.352 0.271 Comm. Rec. 30.2% 8" 0.044 2.79 1.164 0.355 0.272 Inst. (Ball Field) 30.5% 212 216 8" 0.026 2.97 0.894 0.361 0.312 Min 20,000 sf lot size area 40.4% 216 218 8" 0.043 0.001 1.150 0.362 0.277 Botanical Comfort Station 31.5% 218 231 8" 0.043 7.34 1.150 0.378 0.282 Min 20,000 sf lot size area 32.9% 231 232 8" 0.043 0.58 1.150 0.380 0.283 Min 20,000 sf lot size area 33.0% 232 233 = 2 8" 0.052 0.65 1.265 0.381 0.271 Min 20,000 sf lot size area 30.1% 2 1 8" 0.051 3.182 1.253 0.432 0.289 Multi -Family 34.5% 1 9 8" 0.022 4.081 0.822 0.497 0.382 Multi -Family 60.5% 9 8 8" 0.0104 1.701 0.565 0.523 0.479 Commercial 92.6% 8 7 = 2126 8" 0.1 0 1.755 0.523 0.269 29.8% • Area (ac) or Peak Flow (cfs) Left justified values are Areas in (acres). Used for parcel peak flow rates calculated as Area (ac) x Zoning Coeff. (cfs/ac). Right justified values are peak flow rates in (cfs). MH 211 to MH 212, Dapplegray Elem. School: (10 gpd/student) • 639 students • 2.5 • (1 cfs / 646317 gpd) = 0.025 cfs MH 211 to MH 212, Peninsula Heritage School: (10 gpd/student) • 115 students • 2.5 • (1 cfs / 646317 gpd) = 0.004 cfs MH 211 to MH 212, New Horizons Child Dev. Ctr.: (10 gpd/student) • 70 students • 2.5 • (1 cfs / 646317 gpd) = 0.003 cfs MH 216 to MH 218, Botanical Comfort Station based on Apt 3 bdr = 300 gpd • 2.5 • (1 cfs / 646317 gpd) = 0.001 cfs %, �aOLLING Peninsula Heritage School ""7 \""t,""7' CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES SEWER AREA STUDY EXHIBIT Palos Verdes Dr -N - IN 0 • s i Legend Proposed Sewer LA County SMD Sewer Pipes Tributary Area Jurisdiction Boundary ZONING Agricultural Commercial Commercial Recreation Institutional Open Space Recreation Residential Residential Agricutturat Suburban Residential Multi -Family 1, 1 ISO= 600 900 W' WIELn �N March2020 CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES SEWER AREA STUDY EXHIBIT PROPOSED (PAGE 2 OF 2) March 2020 Segment Pipe Size Pipe Slope Area ac or Peak Flow lac) ( )• Design Capacity 1/2 Full g P tY (cfs) (cfs) Cum. Calc'd Flow d/D Comment % of Design Capacity MH# to MH# 98 99 8" 0.058 488.11 1.336 0.244 0.214 Min 2 ac lot size area 18.3% 98 99 8" 0.058 233.51 1.336 0.478 0.294 Min 1 ac lot size area 35.7% 98 99 8" 0.058 0.014 1.336 0.492 0.298 Tennis Ct. Area 36.854 98 99 8" 0.058 0.01 1.336 0.502 0.301 #City Hall 37.5% 99 100 8" 0.061 0 1.370 0.502 0.298 36.6% 100 201 8" 0.0506 0 1.248 0.502 0.311 40.2% 201 202 8" 0.0888 0.53 1.654 0.503 0.272 Min 20,000 sf lot size area 30.4% 202 203 8" 0.0888 27.14 1.654 0.562 0.287 Min 20,000 sf lot size area 34.0% 8" 0.0888 3.67 1.654 0.621 0.301 Institutional 37.6% 203 207 8" 0.0688 7.79 1.455 0.638 0.325 Min 20,000 sf lot size area 43.9% 207 210 8" 0.066 3.43 1.425 0.646 0.330 Min 20,000 sf lot size area 45.3% 210 211 8" 0.067 1.35 1.436 0.649 0.330 Min 20,000 sf lot size area 45.2% 211 212 8" 0.044 57.83 1.164 0.776 0.402 Min 20,000 sf lot size area 66.7% 8" 0.044 33.18 1.164 0.809 0.410 Min 1 ac lot size area 69.5% 8" 0.044 0.025 1.164 0.834 0.417 Dapplegray Elem. School 71.7% 8" 0.044 0.004 1.164 0.838 0.418 Peninsula Heritage School 72.0% 8" 0.044 0.003 1.164 0.841 0.419 New Horizons Child Ctr. 72.3% 8" 0.044 12.233 1.164 0.853 0.422 Comm. Rec. 73.3% 8" 0.044 2.79 1.164 0.856 0.423 Inst. (Ball Field) 73.6% 212 216 8" 0.026 2.97 0.894 0.863 0.490 Min 20,000 sf lot size area 96.5% 216 218 8" 0.043 0.001 1.150 0.864 0.428 Botanical Comfort Station 75.1% 218 231 8" 0.043 7.34 1.150 0.880 0.432 Min 20,000 sf lot size area 76.5% 231 232 8" 0.043 0.58 1.150 0.881 0.432 Min 20,000 sf lot size area 76.6% 232 233 = 2 8" 0.052 0.65 1.265 0.883 0.411 Min 20,000 sf lot size area 69.8% 2 1 8" 0.051 3.182 1.253 0.934 0.426 Multi -Family 74.5% 1 9 8" 0.022 4.081 0.822 0.999 0.560 Multi -Family 121.5% 1 9 10" 0.022 1.525 0.999 0.398 Upgrade to 10" 65.5% 9 8 8" 0.0104 1.701 0.565 1.024 0.733 Commercial 181.4% 9 8 10" 0.0104 1.047 1.024 0.493 Upgrade to 10" 97.8% 9 8 12" 0.0104 1.736 1.024 0.376 Upgrade to 12" 59.0% 8 7 = 2126 8" 0.1 0 1.755 1.024 0.375 58.4% 8 7 = 2126 10" 0.1 3.254 1.024 0.276 Upgrade to 10" 31.5% 8 7 = 2126 12" 0.1 5.393 1.024 0.216 Upgrade to 12" 19.0% • Area (ac) or Peak Flow (cfs) Left justified values are Areas in (acres). Used for parcel peak flow rates calculated as Area (ac) x Zoning Coeff. (cfs/ac). Right justified values are peak flow rates in (cfs). MH 98 to MH 99, Tennis Ct. based on Golf Course, Camp, and Park: 100 gpd/1000 sf = (100 gpd•37,460 sf/1000 sf)•2.5•(1 cfs/646317 gpd) = 0.014 cfs MH 98 to MH 99, City Hall based on Office Bldg: 200 gpd/1000 sf gr. fir. area: 200 gpd'13,000 sf/1000 sf) •2.5•(1 cfs/646317 gpd) = 0.010 cfs MH 211 to MH 212, Dapplegray Elem. School: (10 gpd/student) • 639 students • 2.5 • (1 cfs / 646317 gpd) = 0.025 cfs MH 211 to MH 212, Peninsula Heritage School: (10 gpd/student) • 115 students ' 2.5 • (1 cfs / 646317 gpd) = 0.004 cfs MH 211 to MH 212, New Horizons Child Dev. Ctr.: (10 gpd/student) • 70 students • 2.5 • (1 cfs / 646317 gpd) = 0.003 cfs MH 216 to MH 218, Botanical Comfort Station based on Apt 3 bdr = 300 gpd • 2.5 • (1 cfs / 646317 gpd) = 0.001 cfs APPENDIX C Sewer Analysis Area of Upstream Parcels Legend Sewer Pipes Sewer Manholes a LA County Trunk Sewer LA County Trunk Sewer Manholes a City of Rolling Rills Proposed Sewer Drainage Area Zoning Residential Agricultural Suburban F7 Residential n Residential MuItiFoMly ® Commercial Commercial Recreation Open Space Recreation OAgricultural _ ! Institutional Terrain Contours City Boundaries /t_ tkm ,• 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. • Y. B A ALik o Inc so we Feet 1 Inch - dap het CITY OF ROLLING HILLS SEWER ANALYSIS AREA & EXISTING LAND USES 9 WIIkL,D I �++s APPENDIX D LACDPW Maintenance District Information Department of Public Works dpw.Iacounty.gov paver Maintenance Home DR Workshop -- dition ?ssment „ jram )meowner .mation _gams Irvices The Grease 3) sport Urgent Urns Information )W Are We Doing? GENERAL JFORMATION gout Us SEWER MAINTENANCE :act Us ,orations 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 Artesia Baldwin Park Bellflower Bell Gardens Bradbury Calabasas Carson Commerce Cudahy Diamond Bar Duarte Glendora Hawaiian Gardens Hidden Hills Industry Irwindale* La Canada Flintridge La Habra Heights Lakewood La Mirada Lawnda1e Lomita Malibu Palos Verdes Estates Paramount Pico Rivera Rancho Palos Verdes H�i'I�i6s IR-Abu Rik •f(Pa. Rosemead San Dimas Santa Clarita Santa Fe Springs South El Monte Temple City Walnut Westlake Village West Hollywood* * limited services on a contract basis Marina Del Rey Sewer Maintenance District Marina Del Rey Sewer Pipe Image Photographed by Kari Marie REPORTS Annual Reports Condition Assessment Report: 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 j Privacy / Terms of Use 1 Feedback 1 n m ,��, search our site.. Consolidated Sewer Maintenance District - Sanitary Sewer Network nriTAWM Search Layers 1 About l( Help 1 Sewer Maps and Overlays are available 'n 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©µalley, 5342005904, 2017-0548) Search IV ot Project Area and Areas Downstream gel art of WPaci Basemaps tee PorA Ilm i f Y' f\ eGor 6o4 S,z �_ 4 1� Harto Co hg t t v }y`i, 1 Y- 14 Fig lg. I nd Mdfidc, It:+nt'F.sri; fiF, tE'Garrt` IN. 0 0 0 S-1598 % I `r S--1598 To SEE SHT NO. 5-1 59 7 c-12 v1A� er.. 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J < 2• ,� \�� 029: -.p 09 y �P _357 °316 •4k•., STS T °/ 1 RD 2 s f<< ° 295 ° RD �`,p 344 �A SILVER SPUR 2,296m F. ° � . r` �OLLINCWOOD n°294 MARL DMA 356 0 ;,' 45 310 e a ° 306 315 O° \ 3° � 1 ,` '"cZ MORq,/N c a J Kti 56 p , o_e 1a sE 309 z2 i • 293 292 291 Op 290 289 25� e 287 DR K 5• i b ROLL ANDO 11 .N°a 305 307 304 W LN• DD�"E0o 0' AREA OF ° 314 4, \ INTEREST I- 9' Z 4 S 9L 4,I, ( - p' ` s' 6 �'�� 015 // P ' SEE SHT. NO. 5-1544 ELMDALE 282 KINGSPINE 284 RD 285 . 4' 0'P 303 3 1X302 313 //' PI. - . /' ' °e' ° b 286 °R A. P'Ea 312 .- // c fP\St h e 0O 283 2777 276 •-• C/� aTav' a 4 ,,, f,0 27 ° ° 33 W V) ,J a1 BOW ry 250p ,279 o ° 272 274 271 ° Ce(UFP OF 3Jo/° ROLL/NG 508 507 1 S N MOG HILLS ES ' \ \ !f � ,/°" / Q QQ ^ /� C TORRANCE V cC s. ° = 265 N ;.0 270 263 26 0 268 269 260 267/462 266 267 259,`°,�� • ti F4,., /7 7' °•,\;,y, lz0-° //P `w ry, `\ \ $ $ i a Po- D. LLD r °yr K PR oR ' 11 �ut\\A AUTOMATED n 4+P �'+ NE HPWTH° 53 256 �\ 253 -`. OR � gopNWpOD a ° 91 25c `♦ ,4 .s0 'ID / // 241 238 e�Ee SE�T1B %//�1\\ 2R0° 9•i<ro°+�°c 1 11'11 „II I o 233 Z < GPMPN��` . �� E D GRAPH tS 0 50 METERS 200 250 52, WE °,S3 252 254 255 a �N \ e. 89 o aRo)ts` 5 s y0p \\ `c, f I m ;, £ r 200 600 800 S4poot 88 ° •'` °7 /,3 /z Fti.\., II 232° EL• -p R CK-, �� \ RD ^. 49 SJ 54 •°5$ aE SILVER o Y 72 257 E. '92GOLORIN ♦ RI. G p 86 �`` S1�v es�J 1. • ° . _ ..,o• - • le" ./ ♦ Z?s "1 \ 9 /i 4`' LOS \ \\\ or, bl I 21o,- �O ,.cp O 221 r H/ .Zi\ O• - _ ° PN.- \ a p ° FEET LEGEND so 0 g 56 57 // 75 ,.�80 77 75 79 s � . q \ \ • , 0 1 I �P ^� F 4m 1 ut I\1` a $5 RD ° 6o A o • 128 SANTA BELL 65 ./ 1'/ �P 0 oD.,sz, 137 z" D <v� M1 ° 6B 69 129 130 w' b--- • / (J� 67 / �° $1' P ° pR 136 o e b• 137 4ti' 1'� 1 157 1250 SDUTH COAST BDTAN 1 CAL GARDEN \ \ 216 �' �' 0 214 ems° LJ�27 \ oP ° 22B ° ( \ 215 68 e 922• ul o-1 197 O p92 229 ' I I • CLAY SEWERS. LINED •••• ^• ••••O•• •• CEMENT SEWERS. LINED FORCE MAINS 701. OF 59 e e 64 63 4'04,,:v 4 135 1 << /' �/ ' COUNTY 211 213 6� \• m I I ° ° v 6 yo JS a0 61 62 °<9 115 (, fy I NF ova ° 124 <%I, WY o 114 1 Ni756 20 ° 0 210 // ° 196 / I ` `o -__191 189 230,1 I M'OT} - ° ° °I `95 - -4-SEWERS NOT MAINTAINED SAD TRUNK • b - TRUNK SEWERS 4fY 14 SEAHURST 39 RD / 3: 26 25 �P /� • VPe 121 OH 2 1 \ o q° 7260 127 1 m m 2 506 192 -- -- - - I G'` \ SADDLE I�� --- CITY BOUNDARY o qp if ° —0^ 2 44 45°o r . 33 \ 43 r 13 ° \sB• e „ \ 4.q„ 34 42 k 4J 30 hpR 35'. 12 / ''..'0.,; / ° c PAS /7.---' 73;7--/ CA 46 e e ro° '_A 23 24 > 21 / 22 116 a ° 38 /° 5 '9DG 28 ° SS 20 a' 101 f4U !g c e� JO7 o.'°. Z•• •Y� `S I(l / J42 \ o S A 27 120 <f y 4 •�d H 113 0 122 0 1 o RO 0 51 or I 141 117 1 143 -' 123 a 112 rS 150 ° �' 178 ° < T 148 493 C/ \O ° h,M1 zBl. J LARIAT LM•E PUMP STATION 155 B. 20.i SNC(\ */ 49 oo �� - 4" DIP FORCE MAW / c 505 494�e;D' o 489 ° 4 0 496 ° •' • 499 �0 /20•°'• a 198 20 495 °> //� o -AV'? °•504 ,o /,Q 199 -_ W p ?RfE O 1 , _ LN N 190 N 1.1185 -° ' I 209 1 204 206 - 1841 1 204 / \`\ 1 1 \ \\ 194 I \ • O I o \ \ \ \ I 1 ti \ `\ \ I ' 'ao` I o I 193 2 STANDARD MANHOLE DROP MANHOLE - O SHALLOW MANHOLE 0 TRAP MANHOLE 37 e e 4 106 y 0 R 18 °\ Tfs/ 4 °—e //� C" _ 0 n N\ _ _ Y I' e . - LNI� o 3 ' Y O o Q "' ° 0 Goa Fq 11'0 TO ° oo tP • 2g °N R 32 J 5 102 / 44 Po PIILOJ %°° /�_� 1D4 C/i l/EROES / m; 6.4 / 4,d{/ / _ / e 5 ' °� _ o ` 105 BROWNDEER - 4 / P/ LN ` I j I �C\� 0 0 \ 1 108 1J9 J� / _ —° fie' / ANGELES D15T. �/' 139 _ _ _ _o• 5 .o'' / REN W y / C SHA /� p` P / EASTVALE 2 138 / RD 749 J4. ° 147 0 146 ° ° N 3`O 145 co COUNTY 144 e ° �, 483 Jsoo e /\, 498 6 • 4pfL / �.c� a 502 v° / a N 9 / / �• YZ / / / y lG / X43' \i, ZQ i• 503 / / WRLIAM5BUR0 /' N o / /3 I 477 Li,' �/ 20% 202 • 6111 °P Q, _ .. 170 '` U 171 ° 2 ,° 48 • `'Dry 2 761 �'` p 169 0,n 1 TR O� �OMiN b J o •. //\�Ct (N •'•/ 159'° a 1R(J/6 3 e _ a 1 182 17'j 0167 - �TR 80 168 - 5 165 174 ° + 177 �0 176 179 .' N 766 To L e 2 178 IN �•2 P 175 a m PONY LN �PVMP STAT/ON ° 188 245 • ,� a• /•24 • J' / g. E.O. m 1 0 187°/, zs. 213 4 ,1 47 ze•/ ,, �•o 0Q� p 248 $ WEIR MANHOLE O.—. ttEANourJ L. H. -y LAMP MOLE PUMP STAT I ON - TOTAL MH' S THIS MAP: 492 N 4.031.500 SEE SHT. NO. 5-1599 MAP REV 02-01-17 • DAT15-92E REV S-1598 � : . I I DATED S. M. D. 2 3 M5.0217.1598 A B I C 1 D 1 S-1598] - qo I! 1 11 3 • MAP REV. 03-05-13 1 v,'�'. p�M. .�.� , dQc6-44.-._'," 1` ,. , 5., 4; _. ri, i o 4f•L' I ,,,,,,-°' T1a J 419 , �, .ti•�Y g-.: -'•aa - 46 ',„-. (• L. I4. CR �50 Jfi'1-) ,L.( 4/ -Ci w•, l• �G 57'x. -E• 14 i6c ]a' 4U= '-a.-5>:..... .'4° J1-7 ----- . P1 � /�G r, `,.-•_- \c .Z • S- >d1• - c u Uf ERc "R -Es 4, - .O- C=L. .;_ aI J,JC.pa J . .▪ E9 • L ��; • "' .Y' PALOS IVERDES ESTATES _ - j- ',•' ;,',6 ,;-gT -0 6 SPEC _ :4, • •- • 1' C eS = -- HE HE. Ply. -a-3 F3 . .' E.P ,. _ - - 1 I I a,. -_ - _ s i ;t_ ,oar• -"IA(y 1115 16e /�/w' ^ - -- u -EF'. _T5.5 :y • -\ SPUF - ' n `nLLildiN•ir� J :y4 P„Cc-735_96: oL. _,E. RI C,. . -4228 -WY o r ,..:4a F' 1 , Apr r 1 fQ: • RBI I . ACOPI 130 =1 1, ' 5 C/lY OF 1 • 1;. RANCHO r P PAALOS 6 9 VERDES EP 5"IEECF J i— ' - LOS 5- Z., .I` JI t, • ,'6 • St aro OF 3. • 9 ELD DP Y!, 45' EL EDa oI DP ,r • C/7 -Y AREA OF INTEREST BOLL/NG /LLS 0 1 1 _ , X05 ACOP 30 �h 1 Pl G 52�1.nr. • y — 1 !�\V \ tov \\ � ^V I T. 1' _ \ - n 1 �t / _ \41.1 9 .G I = _ r ;- ANGELES _ ; id a; • , \ it ;COUNTY l s�-.Pcj c I. 1 '11 • y v nuaevPC STATES ANGELES n Fr 11 kr- �! OF 11 I� co Cb J!' COUNTY ACOP 130 OLLING: HILLS ESTATES, I SEWER. NO..3,<.:' - TORRANCE 7 1 6 0; id 11 .T IIEGP, L I Fr �t- THI L'�F I[. a 7E,IC'FL• r^•F a� rlPEF ' T, d if I.1A.F• F. L.-. -,LIr-ELL•t II T E.:EF' TE 4l [.c.TF'' L' `: =.I II: E' L'IJT E PFE IL I L'I E' L'-'_•.4.11.' -1•I I LI.E:ILTI 5'"F '5 11 • IF -. IE' . 1-1l• F BE 1"-"'F'E_E a HI'. •,•.F 0 [ 1= .• F_ A 4.404E v. a EL • LIT •F :IEF PE -E • •F.NEI -eI15 F:P •F r • ..::P. - E =F TF.. 'AL IM. _C 'Pr 14110r. ' 14110:r. F C 4 =11IEE r•, NE �. IT L 2 3 1 S-1598 54.5 FE U1 64.E PE 1' L11'iEr r S -1598j O 1 O 3 O S-1599 D S-1599 SEE SHT. NO. 5-1598 2 v •\\\ 1 P 8^, 25 :P. \\ \ • E - o. 26 \• 0.$(' LN VIS WESTVAL 16 QO _ \ RD 58 118 a^^ j/ / J '� f 4- y O 2/ / 159 4? �O TR / / q m y b y ^9\ 147or '•� PiL : C -B C-12 oa dy F` /olI N ' / // o= // Q 127 128/ O OARLON OR ;,3 13 $ p 4 <<Ff 9 F OF is p°Sm12o ° 56 1\1., 24 ° 9 � --33 ° I 29 ,4 I cf= o : \ 1\ PLUGGED 0 60 ° 3O • \� `\ d� '//\\ \\ 06.\ ° 61 ° \�� 1 \\1 21 17 CP I 62 00 ° ? , 123 122 � wj I 4,P . of 1 177 ,24 ,,-J 0 174 /• • pGEI'. Ro i/ rc m ii ` RI I \I \I ? / I 1 O i //l // 1 / / /j / / 129 ; Cu4c.. I / ` e� ��/ ;;' FRo N / -" 0// / / F`S 4\4- / \•\ / / t, I i i ME POOW �i 132 C/TY OF BOLL/NG HILLS ESTATES 135„ ° 133 > ,34 36 ° 137 21° to La' 22 ° <,1, J) v`r fg RANCHO ° 18 o ti ° 0135 36 0 0 63 PALOS f9 4 <ONCN/L< 39 " / VERDES DR 37 3a / oy ° a0 ,' •',' i i /' / I ' / 1 1` 1 14 / I I I / /^� .. __- -` _/i S90 .... �,• -, \ `LN it i / / �f�C4<YPJfBQCK\, \ •.'//'' \I I j / "'........... \<4, 1\....._./,/ 1 // i I / � / / I I / / / / 136 13g m �1 \ ° S.e• a 40 81 145 �` ° 144 143 m 141 . THIS MAP IS INTENDED FOR USE ONLY AS OPERATIONS MAP COUNTYLOS SEWERANGELES MAINTENANCE DISTRICTS. LOS ANGELES COUNTY EXPRESSLY DISCLAIMS ANY OR ANY FWHICH 044cRoa, eo I�� 64 me o4/ RO GOLDEN -_�\ I I 5 . . 1 I /' r/ /1 / I I 1 / / 1 , ,, ° ° lag INACCURIACIESLITY MAY BE PRESENT IN THIS MAP. ,viz, 4, , ✓ /4"/ \ I 1 — — 65 43-�° OW OR o 42 \ 6 7/ ° 66 ~� m4 49 BEECHGATE e. 46 / 4/ 160 0 50 ,0069 `v " vv n� / / �7// /! / \II 11 / / //// II II f DR NO. 4: 47 51 068 3 f�` 52l 54 <v "_` �F ,�./ P 1 -' ,/ ,\ \ v / / \ \ / / \\�\\ '\I\ AREA OF TEREST In to ti F1'eos 46 o 71 �El 57go 73 X00 V 75 °as74 F \ ,,/� 1s 6 o • .0167 77 ° 78°"= 166 °j55 m: 168 4/ /a= ;;Q/ 0176 170 /169 /� 82 0•,150 n2..1 O\171 L``I I P. �, \......:_:;-43.• 172 1 1 C/TY 63 0 1` 1 z 1 I t.0 ; _ -- /�/ ! I / / / / l� // / / / // // i/ I ; I , ' / / / //� / / j1 1, OF , I 1 1/ 11 I I I I 011 ' \\ 1 �1i\ / / TALLEY HAND,/// O\ \\ 11 - -ti • \\ / I . 1 _- ---- ,,',/ 1 1 ,---- i -,1‘\\\\ \\ 1 P... 11 BOLL/lVG I b /� \ 1 IQ \ /��-[N — l -RO \111\ /JN�E CITY OF I��R ROLL/NG HILLS 11� / ----,_i / % R° ESTATES - - - - �_--� i p r p¢�`%' <N; LLS I G�;=-' ul CITY OF ko _ h LLI AUTOMATED 11, 1 1 8 1A 34°�a°154 \\moo I By°'° 55\ f I I 86/x' ze0. \5555\MORON' ; ,\164 1 1 I / 1I D" /, Ili i 1CI 21 i -�// OI \I PI -� '\ I a �, RANCHO ,y u' PALOS I/ERDES < GRAPH CS METERS ID 50 100 200 2 156 <�1 \ 870/^ /-`' - 157 ��° a 163 CH �� 158\ \ 8" fSTNUT\ _ \ 0175 m1n ___ I 1 .1 ; ;�� I \ \ 1 I I \\\. !! �`\` ,,II / / \ •\ ,___-- %�'�� --__- 'I �•--' / ' \1\ -� \ \, - - II I` \ 0 200 400 600 800 0 FEET LEGEND x69 LN�'\ \` ----- \ _ 9°° -- _ �\ \I _ _ ,I \\ I / - / \ I I \0 \I I 1 :PF�\ 14 \\ /9 \ \ /L'p/ // 40\\\\ / / / YA \ \ / / A4. \ \/ //' 1 I ) 11 i I 1 1121 I I 1 1 / / 1 1 i / 1 I I 1 ` 1 _ PORTUGUESE BEND_ -- ,1Q1 -- ,,ppQ/ /Q/ •-i I \,//- /�� / AODN -tt, \ .•_TR'-t �V///\\\\ -� \ \ \ 1' II \ \ \ \ .S\ \\�.t� \�'G • -0 \\ \ F \�••t\\ \ `, ` O--�i—CLAY .EWERS MAINTAINED BY WISE NOTED UNLESS OTHER- •'•0 0••• PLASTIC SEWERS •-c-•-c-• CONCRETE SEWERS �W--.-O-'� CLAY SEWERS. LINED O O CEMENT SEWERS. LINED FORCE Olt ,._ I- 1 y\ b So. \ — �` r•SA 9/ "'I VALLEY VIEW �� ` ��� I \`\ 1I I 1 11 1/ I \ G (4/ 1 / `'' \ I / \ / / I \ _ \ 1 \1/ C' -- V\\ .: ROC '�_ K!N '�,4\I 11 RQORS \ E '6 \\ CHEST ERE IELD y\\\ __-�-_\ \ MAINS -0 --6-SEWERS NOT MAINTAINED TRUNK SMD b - SEWERS — - - — CITY BOUNDARY ° g2 RD% 3 ............ ���� `��� {/� tlG• 81' ``_� `� 'y�/- 250•96 95 594 � CRESTW ND I 105 I -- \\\ \ 1111 I 1 \'�\ I I I I I 17 ' `1`\I I I O I I ¢II I I ��o� I\ - / J ( 1/)) \\ -'� RD �/ \\\ \ / ,-, \ \\\ / / \, II o II '11 1 1 O STANDARD MANHOLE 0 DROP MANHOLE [7 SHALLOW MANHOLE 0 TRAP MANHOLE O •e OR 60 106� 107 \\\ •\\\ RAN O 108 \\ `\ CITY 104 SSG• 0 a . ° ry act, EAN41RE n° '/O,g vEv/E 109 ° \1\\ /�' \ \ I I \ \ \ 1 \ I `\\\\\ \\. \'�•\ .101 1 __ e \ CC/ `\/\I E4Tq \ t\ 1 I ,1 / 1 1 ,\.----- / I I W -_-_- 1 1 }% I II 11 I ) 1 \ \ \ , i ,,l \\\\ ii WEIR MANHOLE C.O.--. CLEANOUT L.H.� LAMP MOLE O 'r' O,Q t./ 97 ?e! 1° N °,�, ? 110 98 Z39• 11,5 OF P.4LOS im 1°4 °a.\11 146 99 1010 wm 9 \ eF'P,„, ° J,.o. O,Q VEf�DES ,62 A ° .'9 a? 117 f °� \• \ I •SsO. `� \� I I � 1°1 I I 4, �__` I`7 �I /� O` ``WfST ``J0 �1 /� /// / 1 1 / / / / / ' /// 4 /� // 0 / it 1I v,I 1 x ` � 1 \ vl� OI°' -� I I ,\\\ I I •\ \ 1 1 .- \ \ 1 1 fgST J 1311 11 1 / /� ,If`O // ■ PUMP STATION TOTAL MH'S THIS MAP: 176 _ 4.024.000 SEE SHT. NO. 5-1600 MAP REV 'r° 05-19-16 cR DATA BASE REV D,-22-92 CONSOL I DATED S.M.D. S-1599 5.0715.1599 A B C D 21 31 I I MAP REV. 05-19-16 S-1599 1 rs'9' G .- CITY - m, -T:.;. •- 1 r �9� '11'u OF ' eL ) ,7 0 0 �t _ss 6' # RANCf s9 Q9 I�C ` ,675eALOS • VERDES °F IEEE. •' ,L• V r�v • I; • I : 9. CITY - Fp 4Cpp :fgp'r PC 1 ,I • ''` _ •_ACOPy<O` RANCHO OF • PAWS VERDES C/TY 5 5 6 5r 05 L. 0 fl li TP`4,15_4• 1 LIa \WEtT 'ALE '• "7F, „f_.• !� PU h �;fi`o,.� �•� IYf1 , is CG' PC '4 7— ;_ PC 11943 C pS P`T• _ IEEE eft:_ LLS ft* Fr. P,G 7690 f,F I J' S -1599i C -B C-13 C-14 TH'_ I.a<P I' IIiTEIICED FCC "IJL OPEP TP:4." MAP E L''' AIIGELE> II IT S.EV EF I:.4,il!TEl.41 : E D!E.TF-IC T': -Il' ELE^ E PPE`_•EL C•S':L=IE'c =-II L'AEILIT F':P AI. IE :'HI''H I•J.`. BE FFESE.IT IN THIS I.iLP. AREA OF INTEREST CITY OF ROLLING HILLS ESTATES CITY OF RANCHO PALOS VERDES •6FrTr. p t�T;tl.1A TEC' 1.7ETCp CEET LL 'E IC E� WILE' 'TNE F. * 'E LE • "FETE :rC,'' .--'- - SE 3EF`. 1'IE : EIAt,,' iErvEF• LI IEC' -- r -'F .E ML,115 E:YEF_ . 'T It I. e JAL Tr'-" :Cv(CF ' 63.111 .F _11 _FI r\AIIIr[ -C C _'•At ..:rv. MAtMCII TF_F .ILIMJLE I- -.-. a lr •—TL_• L • Etal '7 t1,IF r+CIL E J,AF ' T:.T•:if l T :1 -• 'AI i F I/,.F : 2' I S-15991 I I I 1 I A n APPENDIX E As -Built Plans . on 1, peo Ot Chandler an! Cly O N P.ellr,h It Lola! my Ha Rollny Hdlg Ca'tre,y Caro n. LA, COUNTY 56a °-ao 600\ le S 0 150 300 600 Feet SOu Coast el[ eber 5-P-92 Trunk Sewer Crenshaw Boulevard P. ,a Verdes L dtkk IClo err) South Park'c eatlleld PC -07786 LA COUNTY 159 477 x,500 4e Paws Verdes l ,ldlill (Closed 4" FORCE MA N F Hills Hall ler Her SS -116 and SS -0043 SFylat� O' PD07160 PS005727 loo 84 400 °' TORRANCE FAR ` MA1 245 46 Linden _— Clnrdler — -- Preserve Rall, 247 48 1' 152 W � S,¢Srces Es'ri`HERE, Garmin, USG; ` In erlmap` INCREM,N.T-P'NRCan, Esri•kapkanpMETI Esri China (Hogg Kong),,EsriiKorea Esri (Thailand)-NGCC (c) /0,08treelMap_co.nt.ributors�.,ahsd the GI t�ser Commun)ty _160 180 200 .22 Hale Caa- Club Cie 4 0- \ I 7/0 / CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES AS -BUILT PLANS WILLDAN ,)4/ Engineering extending your reach October 2019 U-\107599 RH Sewer Line Study P1\700-Design\706-GIS\ MapFiles\RollingHillsAsBuilt mxd COUNTY SANITATION DISTRICT NE 5) OF LOS ANGELES COUNTY, CALIF. OFFICE OF CHIEF ENGINEER Froo.' SAN PER AND IA G a VONSN:., 5NTA MONICA OCEAN PARK Cl 5 ERMAN OAKS PLAYA DEL NET EL SEGUNDO wNNBAu[H HE RU BEACDNA H REDONDO BEACH HOLLYWOOD RIVIERA 0 0 a BURBANK LOS AN CCITYER DUST LE NON NAWIHORNE TWUNGA A CRESCENIA CLENOALE pal EAGLE ROC VERNON WOOD • Coup cw, SOUT! GATE ALTA RE NA VCR a CONTRACT DRAWINGS PALOS VERDES NORTH SLOPE RELIEF TRUNK SEWER CTION I B SIERRA MADRE BRADBURY /WY at MVA 1474:?" Cairo.. A MVO PA SA DE SOUTH 'PARANDUNI afr 5.0 AL Ar MILL L• G BEACH Ft6FO Boy SOP 4 BEL FLOW RO SUNSET BOAC GLENDORA ARCA)IA DUARTE.. ALVO NI ATUSA v[ OAR IRWINPACE RNV/ , TEMPLE CITY `B LDWIN ROSEN E AD EL DIET CAL BEACH COWAN A PUENTE STJA- C61T,Sb9A N/wa[rnMr[ C•ROCRi 6.0a, 0 EA GENERAL LOCATION SAM INC ,r SAN DIUA5 444 • CLAKEN OUT i P000I rw\\.w KALE •IMS Cr SUBMITTED dOtZeLe DATED 12 1972 0(Ji1GF+ENGINEER RECoMMENDFP DATED__APRIL /2_1972 APPROVED ASST CHIEF ENGINEER �• � -�r/V DATED APRIL 12 1972 CHIEF ENGINEER APRIL STANDARD DRAWINGS WHERE REFERENCE IS MADE TO STANDARD DRAWINGS OR MANHOLES, THE FOLLOWING 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 NY S -D•201 S -o-202 S -o-203 S-0-204 S -o-205 S-0-206 S-0-207 S-0.208 S -o-209 S-0-210 S -o-211 S -o-212 S -o-213 5-0-214 S -o-215 S -o-216 S -o -2I7 S-0-218 S -o-219 S -o-220 5-0-221 S -o-222 S-0-79 S-0-86 S -o-223 S- o- 224 S- 0- 225 TIT= OATE. OF DRAV:NG STD MANHOLE, TYPE "A" OCTOBER, 1970 STD MANHOLE, TYPE "B" OCTOBER ,1970 STD MANHOLE, TYPE "C" OCTOBER, 1970 STD MANHOLE, TYPE "D' JANUARY ,1972 SID DROP MANHOLE OCTOBER ,1970 STD MANHOLE, TYPE "E" MARCH,1972 STD 24" MANHOLE FRAME S COVER OCTOBER,1970 STO PRESSURE MANHOLE FRAME B OCTOBER,1970 COVER STD MANHOLE STEP OCTOBER ,1970 STD TRAP MANHOLE BASE OCTOBER ,1970 STD TRAP CASTING OCTOBER,1970 STD CONCRETE CRADLES B ENCASEMENTS MARCH, 1972 STD "I" FOUNDATION OCTOBER, 970 STD CHIMNEY PIPE OCTOBER, 1970 STD 35" MANHOLE FRAME B COVER OCTOBER, 1970 STD HOUSE CONNECTION GAS TRAP OCTOBER,1970 CONCRETE PIPE SUPPORT OCTOBER, 1970 ABANDONMENT OF EXISTING MANHOLES OCTOBER, 1970 TYPE ..AY OR '"D" RECONSTRUCTION OF BRICK MANHOLES OCTOBER, 1970 STO PGLL RING OCTOBER, 1970 STD PROJECT SIGN OCCTOBER, 1970 TEMPORARY SEWER SUPPORT OCTOBER,1970 STD METHOD OF INSTALLING SADSLFS JANUARY, 1962 STD METHODS FOR CONNECTION TO AUGUST, 1970 PIPE B STRUCTURES STO 30" MANHOLE FRAME a COVER SEPTEMBER,1971 PIPE BARREL DETAIL DECEMBER, 1971 STD. CONCRETE COLLAR APRIL ,1972 LEGEND PROPOSED TRUNK SEHTO Own a EXISTING •• . FUTURE OR UNDER CDNSTPUCT'ON 3 EXISTING LATERAL SEWER w• WATER LINE RA " IRRIGA•ION LINE 00 STORM DRAIN " GAS LINE " GIl PIPE RC " TELEPHONE CONDUIT FC " ELECTRICAL - • TELEPHONE POLE @ DEAD MAN 7":”t/1711/7/./RITZ '/./'Y.=/1x,T< " LIGHT . FIRE HYCI3AST •• WATER 6 GAS VALVE " FENCE • PAVING CURT, PARKWAY B SIDEWALK " C 5 D BOUNDARY " CITY RIGHT OP WV? OCCUPATIONAL RIGHT OF WAY BENCH NARK PLAN B PROFILE SHEET INDEX NOTE REGARDING EXISTING PALOS VERDES NORTH SLOPE TRUNK SEWER TIE CONTRACTOR IS ADVISED THAT PORTIONS OF THE EXISTING 12 AND 16A 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. 1V I4 0 E. CA VII, # 0 y 9 �(o Q' V ,c e�h�0 hi' 4y �Oh e Qr�J�Q o� el" �(� i sky o�e�' P 0 c, TlC / o y O C- ~ L..s,:-%. - J� 0 'l l'AtO % l /- 2g 0. •• </N C t. L5 q O Z V \V di1 - -a- SHEET INDEX SCALE: /Na6OO' 'A 1- 5-p-92 nlRrl AIN,RP L'1 t 6 �Cwlw [Oq•rof�iJGo Hi rnIIN'TT'NA NIT Al.'''. IIICTRI['TCFAPIFIX ONF:EI CC rnIINTL' ITEICTPICTC, PPnVInc THIN INcnHMAT,nN•ACpc. cnO nTN00•I0ccr0cNrcnAl v rue nlcrOrrrc nn wrvr H•NTcc no STIR., a Nrruc •PI -Id arrnu a'u n.vu nP rur noa,Tnwrnc .Val,.P,P cno nnnrwlr n. n rur nlrrorrrc nIenr„••• ww0S'CAPPP FIR r TACT'rn Tav`RP a ur. Tula TVFTE,••• Inua6nnr n RInrv,. CI" n,+5,•..M,nN SHEETrNo. Iv 0 /0 T • 9 8 R NOTE: THE CO NTRA CYO R SHALL PO RN/SN TWO 5Z 4N ARO P RO✓LrC T SIGNS PE R 3-a- 22/ 7 5 PR /OR TO MANLFA C%OR/NO 'PIPE fO R fqg S fOOT 10;14.4.- CURVES PIPE LAYdUTS SH ALL Be S'UBAl/TTEO TO T»E..;. __ -' ENO //VE ER FO R RgV/EW ANO APPROVAL. Y:'- „L a ": 41AX. OEFLECT/ON .$//ALL NO T EXCEE D SAT ANy ONE / 7 Y C s, it T j V -"ZIIRY�"OA(ii; 1Q°48 L14o _/f.• 282' - 9496 _. JQS. 36 RC. C. 5#18.43 E. C, • 7.x.79 NOTE:4 . ALL FUTURE CONSTR UCT/ON { : TO Be DONPr BY OTLNeR3 . - coNc. stop r o. Norc.9 EO/orNOT CH iY1T/y TYROF Oim p ANQ' RfAIOVE 'ART CONL: mase r . N O' $ GICB F ' ;. • 9 • 7 - 6 5 \ 4 • J p 2 , CURY6�OAlAt E77' '!• 18:43' - • F AMAH RoLE COYER . LOCAT/O N PR•P OSOO P .., (sOTEJ•o+?09, 5 sra OM/kg . AT ST A. 37yt- L$5 we No ._ (MOGVP /EO..PQR'eLOW MIA WP!MENTI I TINGI SURVEY FEND BJ tDr;cD c'. - __ ¢ V 5-,0^:92 NO salt S' )B' IL',/i�7 e. ,. _.• DKI R.A. c one. STOP LOO NO rCN See 4ArA/L 4T "'WI WIL Y!'" h 7 .7 -23 2. -2/C -20 1.90- BASCD ON FINAL SURVEY+ r A. Cr o N_ M .B . 4 57=36-3 8 SCALES }IORIZ I'•np' .FR .F"I'• .5. / a 4 / 6 • • I : I i I Q ❑U tfl OF OR (3 T1.177E- U) SHEET NO. 2 ov 8 SHEE TS C/TY Of ROLL/N5 &/L L 5 E 5 TA_TE5 RANCHO LO S PALOS VERDES NOTE • PROPOSE D DETOWA UNDE R CONSTRUCT /ON er OT // ..S, BX ACT-'L/M/TS at/10014W THE CONTRACTO R SNAIL MA/NTA/N T//E FAYE4 DE?ONR, /P NEC ESSAR Y, TO SAT/SFY HE TRAFF /O REQU/RE..IENTS. CR. EN SHA YCO perTVIZA COUNTY Of LOS ANGEL ES /9 /8 /7 /,6 /5 /4 t. • C / •T T Y A C 71r . . i- - O T 1-4 • 04206.:30' A • 2. 982"- r 164;96 4 ; 313. 82. B.C. • L4L39.8/ E. C.: lGr g3. 63 ErliAT O ..O.O'ff-OP' 6 fORRANCE A/UN. IATER'OOP B' Se/YCR IOC. YAR/C3 C/7Y Of TORR 1 • T O R N 4 MH 2126 = MHO Z' ..�. .., l 't.. $.-i - 7-1 . .! 9. I • ?� x019.' � J. 4 $*v4q;#q4 °, 0• ,9\4)� N ,, GQtO'� G0 PO �,.0 4. t.. 0 • o0 �f1G `� P 05 .5. 1.C. 4 I) IT ' 7 // 6 /0 -°- --= -: 4 L VO. 5 4 a • Xi- FI NAL .5544 SCALES 40' FRI 1 5. / 1 2/0— 0 Q Q 0 SHEET N O. 3 OF 8 SH EE TS r'CL--7 J!.G q::"if L •; ''NEC.KEOj DATE DWG . N O. FINAL. SUIIVEY.--. J!. 92 .32 _3 -34 -330 -320 r-.:_.:___ .3/ :i C O U N T -Y- R H FOR REPLACEMENT SEE DWG. Si -p-I29 • CURVE( OA19 • .20261_...33 - RI: /O/8 ' T• 276,04' L1139.12' B.G . 30.044 E l._.33 +40.38 E /VSNA W .-.�������3�33 �.�.�_.-•--ems "'�. =• W J L :O . f O 29 28 27 . I . ._ L O 5 SPRINKLERS IN THIS VICINITY NOT SHOWN 26 25 24 2.3 22.... �. . .. . -1 :: L .,.. RdcoNSTRUCT 24' 3>ORM ORA/N =.2... 3O- 4___.. UNDER ON OVER PROPOSED SE/YBR 70CLE/(RAS,ORd67EOaYT7/EENO/NQER. 'COST TO 8E INCLUDED /N THE APPROPRIATE - �—' PIPE ITEM. __ _..._..}- f 1 .1 _:. 1 ._._ .�.. A N G e L e 5 L 0 S' P A 0 0. S E sec 9,9NJET 8/ON yt. 4/ h C N i T Y / L L S O F RO L. L /NG S E5 TA re S NOTE: PROPOSCO DETOUR UNOCR CONS TRUC7/0N BY0TNEAS. EXACT L/AI/TS UNKNOWN - THE CONTRACTOR SHALL MAINTAIN THE PAVED DETOUR IF NECESSARY, 70 SAT/SPY THE TRAPP/C REOU/REMENT3• h BLVD.. :i . .. 1 { - 0-1 • 3 290 - Z !n ^!�� 0 W. '- "c LUASED bN FINAL SURVEYII — 4 - s Z` _^ 4. in . I t/11s ❑ kkiki Z JLg y = U oL Q 04 m 0a4- zz '/ \ W kW d h W W Z • Q PROF/LE S -+EET NO. —4 — OF 8 SHEETS lr;L.. S./'h; c./Q : OA I• • rI /I..ld 0140 .40 5-p-92 ae-o'-s 'ON 'O/1O 1 •. , c3Atlri5 1vn13 S133HS 15TJO S •ON 133H5 in ,v • ;s;z— II 71 r, D c a y r "o m❑ tr,Z � I U i n lw' '0 �3s gas 49 coy 171 co 5 p♦ t Nrs IVNIJ Nd c]sws t• 3AOadcJV A, SE 09E -E N011VJO d/OL26 ,1NOJ 57iV1 0.1 ON NO/1.7//.91Swp, 01 8O/8d- SW.7R10 .(B OB1Y9977,4 J8 al S ZE J 1. 0 •210N 3 A •S37J'1 01 99YWVO JN3A011e 01 SNO/1Vd'Bd0 '/M 9N/D'/70 NO/10Y.2 2S/Jb37 77VNS L'017VL'1NO.7 W1 'O9N/PO3L 39 JON 77M7 ,(YM 10 LN9/L '0A79 MV/fSN3,J NIN1/M SNO/LYJ'3d0 NO/10/71aSNO.2 67L'01JYd'LN09 A9 01N/$Y0 Sii/9/79 10 LN3W39V7d3t! :31ON NMONS 7 9. N V • virst/ix'jdnng EE frE 9E ON 0 Ct ,(1 /N/k//1 7 d S O 7 9E -- Le - - 8e 11 7 6'Nd7NN/YdS 631 - d - 5 '0M0 33S 1N31N33V1d3e1 dOd s O i 0 oaoti ity 0 Ps Y)YI'til )ri"WOYdY•t M1.-'/ys/\/ 7 2 "7 0 H ' /V 1 N O O O 6E Ofr V • -09E- 6E ' more/ //fA IVATERL/NE/J ZE.55 THA N /T ABGYE T/EPRO POSED P/PE .77E75EWE R paw. wiroi?N '. 4.F1Sr NOR/ZONTAL 4r OP ' TbEIYaT6FTC/N 6'9NALL=B0-6NCAJ EQ :43:O r4' eQ BECOIOTAC CCOST S: T?B6 AdSORBEQ7K THE .AQ/?Po PRUTS.'P/PE /rens.) 6. 0-8 -3000 CONC, : �_,`' F': "'-. w.. � ` Y-°r1'R 7 CONC. _ 4 c4SEMENT. O TA/L sc4ci/ /'o." 430-t : 49 C/ TY O,= ROLL/NG H/L.L5 es TA TE5 R A N C H 0 05, 'CORY F70 -Ark: (i-4.9"47'3.4.* R• 22. 5=- i 10.18' L• R• C.0 f, C zaFi2 30 e O 48 47 46 45 • COUNTY OF L0.5 ANGEL 55 euarLa4M. 4e- 27' 06'40' =goat - :t.:2 818.70• 430. 38' RC. C.• 49. ? 93.19 0 co PALO S FOR REPLACEM NT FOR/Wife' e ..t ee SCG9 SA! 9C •l. J� QR/NK4aRJ ' rN/S , ,/N V/f/N/TV Ney ,j 3 0/i .• ? ti� I 3 U� h 44 V E R D 43 . 4-388 • I ;a BASLD ON '.FI NAL Slid"".I . E S SC.J.. ES HO P.Z VERT I + 5 410- - • - -_1 400 ,! . • } N yt 3901 • i , N u tn Qi 0 v UI- �z 37o -1 Ill 0 Q LI z� nW PRO/ /L E SHEET NO. 0 o. oo ( wr 3-13 OF : S HEETS ,,I •Y ov'r. NO . [FINAL SUHVEY -o B00 1I11_0 B C:HECKEEir WE. 5-p-92 I 2.45 2.40'' V a0tl kQ1. j cl)0 X� '?O b O� Qya�yT,'�''O V y 1. : U St/RA-ACC ' 23O (51 11 0 • EY7sf 14 `C:O• I slq' • . 4D • Pti 234 0� <<./2069 `o • ll0 • : v __PROP/L'E F- SCAl(5 year ' i s/ SUB P/PE LAYOUT DRAWINGS FOR APPROVAL PR/OR TO MANUFACTUAE. _ fPBQE. /2'PGP SE.14'C 73Z. M ♦ EXIST./2.',91P/OR ./Sa0doo Ex/sue e�ce. TD BB BANb h� 0. 6. ... -V. 0 ..,0 �C)�C ,dyy9 P_L.AN DETA/. L....OA'.. CONN.l!.,4" NWE_ CONNECTION NOTE, ALL H.CXp/1/1.ARE. CONNECTED 70 TN! EX/S7/NO /RONK SEWER SHALL BE •CONNECTED ro rNE PROPOSED SEWER BY THE CONTRACTOR AS 0571/LEO HEREON, ;WHEN O/RECTED BY THE LNC/NEER. TN/3 WORE SHALL BE PAID TOR VNOER H. C. ITEN. $'HERE REOU/RED BYTNE ENG/NEER, THE CONTRACTOR SHALL PLACE CRAM "BEb LIHOER THAT PORT/ON of EACH NOOSE CONNECT/ON WHICH LW W/IH/N TN EAN:BAWER 8104 VA7/ON. CRAYBL BED 1081 PAID FOR ORDER GRAVEL BID /TEM. CONNECT TO ex/57 N.C. OR EXTEND EX/S7 N. C. TO CONNECT •TO C/N�/NNEY ' /'ET/ST. N•G� its- 7 cower -To... EX/J7/716 1108/f 45 ¢PROP SEWER COAL ENCASEN7 /OR OE/A/E3 NOT ,SL(4µ'N SEL . . 'JT0-0}YC'S'�4.-d/4 PROPOSED SEVER EztsT/HG SEWER re; BE ABANDONED --BOTTOM OF P/PE ALTERNATE..../ . A. L TERNA. TE.2 .C.OA'NECT/OAL.O.L_ EX.L.FT...H.C. _.: 0: PROPOSEO7,5EWE - THE CONTRACTOR.NAY.ENPLOY.E/THER.ALTCNNATE. I.DES. _ N0344LE STp�yH a '5 LT 4;7: 9,r e0 104/ 26 g EX/S7. B ✓CR (To BE ABANDONED) rq CONSTROCTM•N AROVND CA/JT. XCR- .BREAROL/T_ AND REMOVE-1X/ST/NB ✓. C.R, INSTALL AA/ APPROVED fLEX/BEE CONNECTION CONCRETE PILL AND PORM' SMOOTH ' CHANNEL WREN AMP A5 DIRECTED 81771E ENO/NEAR. Plod MTN BRICK i NORTAR ie3 1.G 3S. BO 'CHANNEL. DtTAIL AZ.....Q+ SCALE Ar "..• .._ .CONNECTION "A _NOTE• -PRIOR TO LAY/NO'FIPE -FOR 'GONHECTION .4 • 171E CONTRACTOR -SHALL EXPOSE AND VER/1.Y 75/6 ELEVATION OF THE EX/3T7ND 'SEWER?AT CDVNECTION ("STN 7/ON 0+44.OH AND Or36.0=, /P THE EXIST/NB PIPE ELEVATIONS' YARYFROM THOSE. AS SHOWN .THE. DRAW/NS, THE ENGINEER WILL AO✓UST THE GRAM' CIE CONNECT/ON 4' TO PRECLUDE /NTERTERENCE BETWEEN IUE.PAOP SEO 6' Y. C.R AND 17/1 EX/ST/N6 /2' MA C.P. _ TYPICAL. V. C. P. VO/NTS 47- ALL. MANHOLES _. XALf.: CHANNEL _DETAIL AT. O"OO. O X.446- 4,'.C/40.** NOTE, 1WNEN DIRECTED 1PO INS GNO.[KEER THE CONTRACTOR SHALL %NS7ALL AN APPROVED FLEX/IiB CO NECT/ON TO'CARRY .THE FLOW THRU'T/IB' MANHOLE TO ALLBW 17/1 PROPOSED. I/.C.P CONNECTLOk. To 8E L9N1 IN THE 0RY. FOLLOW/NS Y, 4 R CONNECT/ON 7715 COVTRACTOR SHALL INSTALL AN APPROVED FLE X/8LE CONNECTION BETWEEN THE EXIST/716 /5" ..NR.C.P. AN.? 'PROPOSED' Y.C. R_ AND NC SHALL COMPLETE 771E CNANNELIZAVON WHEN AND AS DIRECTED BY "'NE ENG/NEER. '7a SCROD .FOR EN/SIR MANHOLE REMODEL/N6 LVD /TCM_ • • ♦ A'o • 47°2 AT 5,00.0 49".t.47 507/2.3 PLUG. NRCP_ .WITH BRICK AND MORTAR _ EX/ST./1.' NR•CP. ' , tom` -,♦.-y 'ERIC/( at/EA-HEAD ¢, PLA5TER SMa07T/ CHANNEL AO DIRECTED ',BY THE ENG/NEER. • EXIST /S"NR.ch PLOW - 5 /h'&34141- ' .,,S.s`� G,fiAVEL F/LG �� ' , . COPTCdP SHEEP. URRACE. .51.01.1. 722 LWA/N. 25' LT P..8.. STA /8^07.8 L v CHANNEL .DETAIL AT 5+Oa p •SIMILAR-OPrA/L AT 57A. 30+/2.30 O" REMOVE BELL END. 45.-.S/MWN AIL AROVNO DETA/L 'A _: NLLSCALE FIFE WALL O N N 6 a z SCALE, AS SHOWN SHEET NO. 7 CONNECT/ON ' 1 " Ir°• r r� .NrNc,N.r,r.„Nnicr°w-r. �,N�� ��� .ter„��r° r�,°°.,,o„rr„.C.No„o.,,rI.N nom co °rcr°rN,.row. ..r.. or°„-ro� N r..,,o,Nr« o..,,o°,Nrr,.°,00no, uv,Ne„ou,b, NC..,,,,Nno-ono N,.o.,,....°.oono N.,,,..our. nn-ro.,roMC, ,.,,,NS/°v°°«C °MIDI len,V,°°,AI„ r.,.0 �� °14 TIANCnonnn raFOF F� o �F or„Nt-ron rHFiNF„omerrem OF a SHEETS DWG. NO. / . •• • v 017 Air.- q. S'ictlon' 1:'='C .The notes and specifications, contained en,this. drawing are'supple- ntal_to the `'Standard Specifications for public Works Construction,.' 1970:Edition, and, Amendments as'adopted by County Sanitation District o: 5.,•ot Loeb Angeles County dated'October, 1970, In all matters where onflicE'eillete'between the notes and apecificatione on the drawings and.: 8tanderd' Speoificatioiis, tihe notes%and:'aliecificatlone oh the drawings.:' 0h71l'.;gover"n. lea •-The Contractor e1iell. not be responsible for the cost of removal, relocation or protection of existing utilities, if such utilities are not shown on the plans or are not identified in the specifications or, 10 case of service connections, are not located by the utility owners prior to construction. The Contractor shall 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 from time required to remove or relocate said utility. unless otherwise allowed by'the engineer, the Contractor ehdl.l cam- piete construction at each location including the permanent resurfacing within 45 days after commencement o1 construction at the location. Com- pletion of construction shall include all Work required on the drawings sod in the apeciflatlons, including manho.lee, house Connections, plant- ing. and replacement or repair of damaged surface Lnprovemente. Failure on the part of the'Contractor to complete construction at each location, including the permanent resurfacing, within 45 days after commencement of 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 more 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 Jyseclfications for public Works Construction, 1970 Edition The third sentence of the second paragraph under 306-1.13 °House Connection Sewers" oil page 14 o1 the above -named amendments is hereby .deleted. lcctien_ 3 _-Notificatior. • The Contractor shall notify th^ following ngc'ncies 48 hours prior to commencing construction: City of Torrance Mr. C. C. Powell 328-5310 Aasiatent Water Supecin•_erdent Mr. Glenn Weaver City Engineer • City of Rolling Hills Estates Mr. Joseph P. Leach 377-1577 City Manager J .!•_ Coun Road C22artmr_nt permit Notification Traffic 6 Lighting Mr. Ed Cline ' OR 4-8300 225-1677 Ext. 7524: The Contractor shall notify the following persons or firms at leant 42 hours prior to com'cancing construction in the vicinity of their fu,:iliti?s: pales V_er•Ie:;_W::'.c:: C�:roa nv Mx. C. 0. 1',llern:,c,__ 541-2438 Vice Presidcn': :cd r;c::erel maneeer Pacific Tel c1oo:• .; tu1r•�Suh. ..Cod•?e inL Sou t'i•t Yr. C'..life.' •' Cv:: r:o. :11. 3:. 3•iarcl' . .: _ �_ 621-3111 • 573-3020 Ext. 214 "Section 4-- Crushed•Rock Beddln)j ' 3/4:! eine conforming.to.ASTM 5 .?3. 'size 'The axlmum-A116Wpble. lei:Cab:Ter-bad in 'the aPPrOliiiite • Section 5 - Ba1kfi•11 of the 'french Between Stations 5+0C1 and 124001 the entire ba^_krill of the trench shall be mechanically densified to a relative compaction of 907.. • Uetween Stations 12+00 and 504121 the backfill of the trench shall ho mechanically densified to a relative compaction of 80% to a point three feet below the existing surface, or to a point three feet below the future surface where the plans indicate the future' surface to 'be below the existing surface. The remainder of the backfill shall be mechanically denutfied to a relative compaction of 83". ,•'The Contractor may import nand backfill to facilitate the attainment of minimum density requirements. for. a portion or for all of the backfill, The Contractor shall obtain approval from tie Engineer of the proposed backfill material. Beak sand from "chandler's Palau Verde? Sand and Gravel Company" located at 25701 Crenshaw Boulevard, Torranco, Telephone 326-1212 is an approved material,. Trench backfill shall not be densified by £locoing 'and/or je'ctin'3. Section 6.- Traffic Requirements , The Contractor obeli maintain two traffic lanes, ono ir. each ' di::ection, at all times during construction. between,Stations 5+p0 and 13+50 and between Stations 39400 and:50412. • The Contractor shall maintain three traffic lane?, two so'.{thbound and ono northbound,at all times during'conotruction between Stations 13+50 and 39400. When the Contractor's operation will not provide 000031h width to maintain the required traffic lanes on existing paverent. ho shall construct'approved paved temporary detoure. Detour peeing shall be placed on firm unyielding ground. The Contractor shall obtain approval from the Engineer of the material and methods to be vend to provide a satisfactory surface for traffic lanes, Minimu'o traffic leno widths shall be as required in the "Standard ep':ciflcations for Public Works Construction, 1970 Edition". Section:7 - Reeurf.hcing Req'iirements • Permanent trench resurfacing and temporary Detour' paving shall ho 4" Type I asphaltic concrete ':xcept betueon Stations 49456 and '50+12±, which shall be replaced with 5-1/2" Typo I asphaltic con•:rote over 6" aggregate base. Temporary resurfacing will not be required • except between Stations 49+56 and 50+121. The Contractor will not be required to remove and dispose of temporary detour paving upon completion of the senor construction. N 1. t. Sevtfon 8 - Bench Marks B.M. 84 R.D.B.7. Tag cone. 170 ivir 358.79 65' lily a` Crnhal.,. , , IP: 131 • 1.8. . 1),9 ... .6,411.N•r !e .Coi '. ttlrig':oE: orm:St drain • • Blew. 335,£365 (1.3 133'. Ely,aptirok. O'`Crennhew ' Blvd, h •4;700' Nly, Palos :'Ierdes • Dr.'No.:near Nly.. cot. bf. Landfill . �2: , - ;)1. 1400 B:M (P:. 50) '314 'r: N, 6Tag. gen. .. Ely C0:' near` BCIi , E.tev 939:41'' at Ely col. Cransilaw Blvd: '0. • 'Rolling 33i114 108. :9:. 9CM. A1? '3t.D'.U'..(4: 'f.(g W, Cis:+6Yen,latI u1vd" Ele•{: ,195:56 ±40 W £:135' Nl'y •Prod. Croat. Ad.-' f5 • Section 9 -Fence eolocation The Contractor may, at his option, relocate the fence between Station 46+501 and 46+001 sly within Crenshaw Boulevard as dlretted ..,by'the Engineer. The work shall be paid for under the appropriate sewer pipe bi'I 0t110.,(ReOlacerhenlbffei ce9 t0 original locafiorrroh required.) Se_tion 10 �_xa•^.bole n�iastir_'y,tilrys Where the futuro.surfaeo indicated on the'drawinga is ;above 'the existing surface, the Contractor shall install a ma.i!mtn of six inches of adjusting rings. Where'the future surfs':e lndlceted on ' the drawings ix below the existing, surface, the Contractor shall install a maximum of six inches of'adjuatirtg tinge below the `future surface and complete the manhole to the existing surface with e 24" diameter ahaEt. ' Sactimi 1'1 _ _Opeclal TrPA,EA ExeaVatlen Reguirementa In advance of commencement of excavation for all excavation of trenches fire feet or more in depth, the Contractor shall submit a detailed plan showing the design of shoring, hraciing, sloping or other previsions to be made for'uorker protection from the hazard of caving ground during the excavation of such trenched. if said'plan varies from the shoring system standards established by Industrial Safety Division, Construction Safety Orders, the plan shall be prepared by ' a registered civil. or structural' engineer. The Contractor shall not comiience excavation of ouch trenches until the detailed plan submitted by the Contractor has been accepted and approved in'writing by the Engineer. j: • n cc 1.' aS r 4 B.BB,.j Y;18.21 2907 2188 8.82.5 8.82.5 2182 2158 1.88.8 I I 1.18.12181 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —I — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — I — — — — — — — — — — — — I 4 I 5 I I CITY OF TORRANCE SANITARY SEWERS TT DATE: Dec 18, 2008 KFD NA Rey. DRAWN: (:H f 8s 8 8.- O 'D :3 ou LEGEND 8- SEWER UNLESS INDICATED STA DEPTH t U TO WS) AS -700 — — COUNTY SEWER --- --- PRIVATE SEWER ASAND. SEWER 8 MN STREET CENTER LINE 8 —.7.&3713— .O 1V t119� . .ss = Is.am•PORTOBELLO DR 5. 2.41.1711 27184.81 .5 113 114 115 118 118 SHEET N0.116 62.1 IORIrl .Ir11 r ♦aye zrllR.eR -L= X 5O -I °1, .6 r0- EalsT So. C+2-. GAP - -w CO. 4'GA.s MAI carom. •71144b �1e te • RO /LING MH 233 = MH2 '47.28 &a$87 ECR62 OP ...APEM5NT •ALTERMATE 4141 MH 1 __ 16,.44 �og eeulfrf 1,0E r . It SO 31.10111 9 • LING = 4 VERT. 1'.4' MORIZ. (.40' _ HILLS • A 4 • 0 Q LLc.Ty I 4 PI LOT LAWS ILLS 4. • 0 BRAN OUT EXIST. 0'5TUD ON SOUTH SIOE a RECHANNEL BASE MH 9 h -O Ili 10.53' L� 14•-O2'-20• 7662- r u• • mN Pe Poscti18'575628 Mama t Y dN a PRoFosso 18. 570¢..1 17,4..4 LATwAL, (Sa. Uora 12) • O 0 ` \ O A• • _ \ EosT. 84-C.YR \ • Pawos.Pa T2' 5TOS... 0625.5.4 1 Scs No,. 8Y 0 Omer. n.a._eey - -- ..T I3ENCH MARX : PIPS -UPS SKIM IN 1.1.0N18 L I' W. OP B.4 4. AT N. e.. COsuaa. Duo-COMM Very •- t 015u5MAw Dur4. t40.11.5. ' • t 141 rassacTIO41. ELEV. 139.240 PLAN PROFILE OF SANITARY SEWER • IN ROLLING HILLS ROAD FROM CRENSHAW BLVD. TO 732.60' E'LY. GENERAL NOTES THE CONTRACTOR 5.454.1.. MOTIW ALL PUBLIC UTILITY COMPA41IG♦ /MID 004/545 OP ALL PR1vAT. PACALlTICs WITHIN TNe AREA Oa Cd1OTRUCTIOU 48 Mts. 141 AOvANCa OP PeZaoQMl11. Amy Wont IM SNo Mink. IT SMALL be TN62 RPsopHMB1LITY OF TNS CoNTSAcTOR To LouTa ANC. PRoTacT ALL OUIsTCUCTUYLI 5.40541 HCm0N. TI45 COUTVACVO% BILL DaAR TM. 841T.1.1. Co%T Oa RSPAIWNO Our Oa 5510 SUI5TRUCTUS621 OAP/A0•10 DT MIY.OULIU• TNa PROSECUTION OF 1115 WORN. _y 3. 06240,.6 Issuouraula INTO ANY 841571/15. ST5ucTUSLS AND _ -.. FINAL ACCEPT5.MCa O. Tuts Wear., CO1PITY SANITATION 01•7¢.c.7 IAusT DB Mo-1. to IN Oboes TMAT R8Q11I5s. IN%VeCTIOM M►Y D. ♦ usa . 4. ALL PRINIT's 8445.2-1. Da 06275.141,.4 062••015. D5oll•Li • CoWTlucT10M __ S. Al.LWORK To boo Boma IL ACCa4A o A.Pa WITN CITY 0aT I►l31Mca5TloNs TO tortnurp.c.riou OP CITY eNsINeaa. -717 • • Toe C.OPTRAGTo.. i.45.LL L.04TB 4y15 E LATesALs As - 1we aucTao lM ills FIELD. 7. U♦E: STANOA>b MANNOLA Fy1Ma 4 Covs . Mumma MS A-12. STAMwso MAUI.oLr 0s..••11••• WI A-2. 8. PRo.Osa4 71.5-r055..1 ORAIM To D,. COMSTTtuc7ao 9¢44762 TO COMSTa1K.TWN OP <Y11TA1.Y SERER. Swoon CONTO.KTOL To CooIA0...Ta WORJL WIT.4 STORM [REM. ID OTATIo.I45 Is 041 Spoon 4.• VS MANHOLI8 SMALL Dtr ADJUST%o To FINIS). GCA.DE UPON COMPIAR\ON OR •7562.7 WOQK. 6262 515.1 PAv5M4 SMALL Da Gout. by 07.462¢5. 42. PROPosso 18'570¢5. DRAIN LATtra.L To bo CO415TRUOT.O AFTER SAMITARY SEasa C 215T4NCT10.4 . SEWER COUT4ACTOs TO CoOCpM&T6 \W).1c WITs4 STONY DRMN CONTRALTO'.. Ems, I2' Co. SAN. GIST. 01ST. TRUM6 S85a5 'ND D 44X710443 FOR THE 0554044,. ID UIDUSTRML WASTES SHALL RE MADE TO Ammo SHOWN ON THESE DRAWINGS WITHOUT WRITTEN PERMISSION FROM THE &NSF ENGINEER AND GENERAL MANAGER «7445 QTY SANITATION DISTRICTS. 0 Q 8X1575.40 MANHOLG4 \VYrsTo Ear CoNST. > IALTRXMATB 8" V.C.P. LEGEND .1 EXISTING Llwo 6 8'V.C.P. To Ibr CowsT. MAN KOL.os To Bt COMM'. Jee:re/00r pPe an./ ti►e i4•..i. As woo de 7-7-i9 ij. ZI.y.0. C.Q. COMP -row CM, 8113,41540. L.A. Co. 1T. MR 5 Y S 41 OPF•le •4101.2662¢ REVISIONS PARK DATE OESCRIRIDN CITY OF TORRANCE ENGINEERING DIVISION .= taMny = 70E-42 <.• +a4zK�ro41� " DRAWN �. E.W. HInLeY K.MKO OI E.W.1iUQLes./ CHEMED m e,�Er4.. .I... APPROVED Nov. .9 4.1 CITY ENGINEER R.C.E NO. 84115 SHEET t OF 1 SHEETS 3"1 As 5Movn+ PLAN Nn SS -43 B.M 4 9 - 6 ELEV 47.9'973 /,960 H.AY. corner Palos 'areas Or. N. 93.4 ft N.E of E PALOS YERDES Art/ and P05fr. NW. of t P4LO3 YEPOES Or. 170. C.5 . Brost won. 510m B. M. 96- - J • E 5 for ode/Mona/ 8.40 see prr.ded hst COUNTY RDLLING _ i I �1 1 II II I11 i1 I OF MglB ROLII P.C. 7160 INDEX MAP SCALE M I•• 300' • 250 5'20 2 ,- _ 270.00'___ DOUBLE SCALE ROLLING HILLS ESTATES BUILDING DISTRICT No. 12.03 O W DNA 01 PM. r„�•CIAr.n00101®.AMEN �PGY!/. I//dS17114El SE1frA AINOiff,Oar . PAGE I AA OW SENT. 03.�b.INNaMMOOa.,r.E.rwrr.a n6A .f6Y�%/1.P1!P/$/P�l%M! ! WOW 1116=11 A Pa NIN NO Le. WKaMY CLAIM MOMS IIN SR µAr•Oieee.se.e SW AIRY) MO LOna A: RAP NO L TA LOT Al torn -' IN ANNA MAIM AS TO marrow '`PAYMTE CONTRACT N! 7/60 A ONO Arses.MM INN A IMO. AIWA. nT Os Gaul. a wasuE OVER YrER i LO ' Nona FEO/SF, IIGNAI@lT AND GRADE Of MAN w u •a Or N. TAKEN MIEN OET0 AB. tea cue. a SAP. OKA INNER EXIST -6.V C P SEWER CITY OF TORRANCE try Approra/ W My yon or Me dy, W Rd/ S9 NtlH £5101.4 do.f OP. C0Ra/,INS o representation Or to occurocr of Me Incot/on Or Me or/ate aro or non -e ntenc. a ono And. 9,OAnd utility pipe or structurC rrnl/n me binds of Inn project. A✓nfro S/Ol/ona Ore 500rn of 010 end al house /a 1. ro1S, lnO location of such house laterals 500/1 not oo mooed I¢• grade from tho station Indicated E Erist.B"i.'C.o Sorer City of Torrance Grya� • To/ranCe 1110233 112 T. 250 270 .. ' d‘• RANCHO G/f at 12o/h)29 writ/a Estates 806 Ys • Nom •" i- • .4:04', 4 PIN. AI 046E1 A MX P wpm NON NOON RN WIEN wNI a NPMPPNw MIN w MA Pa IMP 10 POEN NA ANN At ONO 0.7 DOS 0, PIM INEALE WNW ES 1001 TIONOWAI MOW =MN MYR • CM NM= INA ET AN IN MY TO POW= AM All ANN NNW Now SS HORN. SW nr of 00614 NO• LI. MelP.i. in AMP, I WON ON. MN IN Mal YR RIM. RR* ESN...ESN..E5L100 AYAa Si INN NM ounara MT WOW NANA TN __ 03.16110•1010411100=0 P. CANON PPP MR IMMO Parr AO TN LONNAOS• s•.LL r0 Au LOIN O 1 .1.11101 MAN. ALL STATE AND LOCAL 15501 EARN OMOIS W4 EE LOSSY DOOECELI. RIVIIRICOVDIRL4 MR LENIN Ai OF srs'ONEI SrEVltOTONS • ALL MINE LAYEOAS MASS AT MOaQTT wE MN MOP AMCTO AILS MO. MANE 010 OTIS EWE E.ASTr M.AE AnAONo As Aa.• d MTN Sal AAOE A. • MI LOON= 0012 WINN. 6. NW= PARNINF. M AYS Ai NW= OS SALO = 10A 011160 a .Dm. win NAM 0 RR aw N MON . P N e `mm NM APOWW. ra 6•61.110 59T.97' q0 0.1.11.12001 FP LE PIJORI MARRY RUN 1•0 LORR Lp PRIMO liFAMISM LSO V ARIAN ME NT= II -ES are.. Nnvr Are UOPNTr1a wo OEN e E- M 5 TAINWO MN. Mt N LEIST ateaso• LILY MGR rYN aOIR.[ LE SEANDARD REOFO I NCED CONCRETE 1ANNOIE STANDARD NON-RENCONCS CONNATE NANIM2-__LS ..r®ar INUIT ParAm MEIN AO 1.011N o m aD•0 A. A Awon, V o, Pater Ytnles .AS VE'D> NTIN' REGIONAL ENGINEER CHECKED R.E. .566S JAM 26 / IOro® PL....e SANITARY SEWERS TO EE Comity 1OED RI • EMPTY SADDLE I(CAD AND OTHER RIGHTS OF WAY W. S. 27 6 SHEETS, /2 PAGES SCALE m. rI•f,.' PC T/6O Lirt:T.4I9 R, IV64 C/TYQ'Roij/NG mar ESTATES, CALIFORNIA K.G. TRANBARGER ENGINEER OF WORN JOHN A. LAMBIE APPROVED By USE. SA.nATOM ENNNEI'R A O. P5ARXMIRSTT 0101. CO CNN I7�L� AEEOY® KAM um.IMaraV T MOKEE. EC? E•CeNAIE WM 'WE LOOT? pSLINTY or MANN N •011 NOM 00 PINN0 M@�Iin`• o nroiu.w•oWO OP MCI MT MP. 000 ON 11110 dieing OA MO MOR nROWAFICIVI MI RVF MAI NA • 64 IN IAN 0011. OP 1110. MOO 6.6.110101 Mad.r • PIN PEATT NI AM.. NOW =MA WT ft a010s T INN EN.4. AOs.Mow MUM( IWO 81 RVIRTRVO FR MAUL ®MONO NO RR AUA 1.01 A. INN NAM A FM P T. 016016 PLANS PREPARED BY KOEBIG a KOEBIG ENGINEERING A ARCNRECTURE `.270 290 s432%. • q •IZ .- . . . . _. -. _-. .. . 273.72' 270.00' ___�_ ..-__ _ i _...: / 'n •LOS pfYLW "ERA" 7' j/no \ , / i / P• 2 , 543- 545 . / IP / ol6MVO4 / r / POR. LOT "N" •.. /TnaSe /oh Ara se Pad by /� f Stf CN\ / 2 / rangloutYod [n. 100 pag -: — r$ ' / / /6B' (}� //346' / 23• rt. 9, 9MIy. MD ODrAACTLONS FOR TIE 1 NIAAAF- OF PRISRNL WASTES WIALA Si MADE TO • SEWERS SNOW* ON TNESE DRAWREO3 • I.- OTTIIOI/T WRITTEN FEINNES00 FROM TIl PREF ENGINEER AND GENERAL EIANAGER —GTE TIE ODuNiS' SANITATION DISTRICT& b Taw., lE Nor ✓. C.R SaASer -,.-•- CITY Of ROILING N/LLS E5TATE5- CCUNTY Of LOS AN6ELES�— /5505 N0' PERM/TS MN 232 Soepeva 4S II ti i--60.04 11 P -P, 545-545 COs PALOS &2h'4^fs • See poyo 3A R AI: 1 /TAN6[E/y00 �R2,I/t3-51s 2 �aac� iisNV i IWV. \COQ/O t 1 iaBs....a AL/16.55,99-/00� /Prf s/fs`. • / = k' 6. o4 Ooprf6 9 9�'b' 45.42 ANGELE5 NO PER.H/r5 POR. N P-2, 513-5.15 • v..* L. _. /5- �_i•. /b.i. - / RAMCNO2 • LOS 2s'I 3 • y�5. fib` G•_ Saa o9a7 PORN N /37.2�'Trons/tp/ina h 1 C 3/0 320 1 -. f P. C.7I6OPAGE 3 P.0 Lb_O..PAGE 4 - OOU/BLESC4LE .�7 • .141 � r • RANCNO Poe. Lai %% o b 4 ......1. 't 4.1 to Transit lino s / _l RANCHO EXTRA OEPTN /NA/A/N L/NE AND I/0(41 LATERALA 360370 9. 340 350 /68.79 : LOS PALOS PERMS .. RArICHO 82,543-545 'sue 01/ ovomont of 6' ke..P. Sower._ N � eS/ a 5f./ Tionaa.li h, ot served on pogo 4B Sanitary Sewer R/W. Sao pogo 48 �� Lot -H. a AL• /dent/co/' r.B/2 a 2 545-545 / LOS PALOS IIERDES RA*!CHO / / tr I ./,‘,,,• b'f 0 5a i Por. Lot %/- t0. e /T4NGL EWOOD I P;/vat. 5t. /_ 2- // al, Oil t. - ' i0! /2/ Transit /ine I SGniioy 5gwor R/N. I I I I I Poe. Lot r1 Those lot aro I I Sarvad on Po9a 44 0.442 • /985/ . . . - .. • LOS PALOS PERMS TRACT /10.264/6 I +. Ale. 563- 545 . 4f.8.66J , 99-/00 '9 I This lot sarmdo, 'Rolling Hills Rd. fja/ Isao page l$' I tpr )t6 LOS PALOS 545- MERDES e.� i �'za'• v. 8a" �t, ..., _t •o _.320330 L_330 350 — 330 L. 350. f : -. 96.05 26a99,. :._ I..; .,,L,,, . t!_.. .. 2.:,,,,_,...8 : . .: _ :. 5.i _L._ 6 '' L . i _. : _ALA. t_ T 0 TRACT TH65f LOTS ' SERI'ED /N ROLL/h6 MILLS R • ND. 26418 See poga3 M.B.6B3, 99-/00 —30' 6 7 B 6 TSI4,O ftt See po9a 38 AC. .7/_QPAGEF - ; - COI DLE SCALE 330 ' v 330 .1 ' = Z. . aer i..:. e�r 5 320 ur B.Pyw 2• U -$ • /19.96-1, /o• TRACT N0.264/9 M. B.6B3, 99-100 5 +r...12=0d 895 G• Por. Lot Y% ao pop 6A• 3/' r� R2, 43-545 ,R4Wh OLDS PAALOS CROES R2, 543-45 S'oele If! O. �N• • • 4.12y •i S— 1 I . 1* • - r 6�;y8 ... _ 325.00' _.. .1-_,_ _ ''-'4-.11'. I I : ` RAN(/0 - LOS PALOS STAVES y Sea pay* 3 - 1 P.2 943-545 h $h 6"V L1 /EMPTY SADDLE RD./ IPnvote St./ • I -r - p I / Se" poje 3 p! I r RANCHO \. %2124 +� 00 Sanitary Sawer 17.1W2 545-545 LOS P4105 NERDES : _ f RANCHO 2d 7402 /PI/7" Sri ADDLE .350 370_ • 6 P.L. 7 6 PAGEL DOUBLE SCALE • • 1 SIP' ! i -I 370 7 6•"(n/et °a sank P4105 (ROES 45-1 545 I ea payae4 t aj S1%�'�P/L CLOY t OF � Y. C. P. _Sewer /5195 I 6N.L. I I,I_ RD' ' I •_ I n 7:00154.va r RI So/0147 Sower R. W. ' P -p• 545.545 i 50 Sea o /! RIP f LOST PALOf MIRDES P p` :360 ,. RANCHO see papa .1.44-Z-_ • nl /04.2e 1 105 PALOS NEROES I See Po P -?.545-545 ''4% 94°4, J.1 'I i "... I ,P. /K, /s Sea papa 94 RANCHO f ��E.rTR4 04'Pr/I AWN LINE "T --r- .1 : i. 555.29' LOS PAL 05 IERDE3 P-2, 545.545 (EMPTY .1 -1 -SADDLE RD. fences 1191 /04C.2 e/ CY 9e j% _� vvL� �O �y b��� �, - - Sontory Sawar R./w. • o° '13•• `� 'I> �i' I,; Q_ �p�` ,aft _ This let is sorvod in Sae • . Q v y �r ,pr� of Empty Soddlo Ln. 3eo pope // 0' y{•� de a2. 545-5 \ .. identical yo"n RANCif1r0�`'� �� 105 PAL01 MERDES 51'"'"''''''' RANCHO - - 2.6.///- �S0nitary Salvor R/W. Shown of n9h ' A2, 943.54, Ld5 PALDS f'ERDts • a AC.7J QPAGEB Sae pa9a 108 DOUBLFSCALE 004/0 , _ ___ i , 4/0 420. �. '. 0420 S./6�''T' j90400._ :_:.._�L p`400 410.1 f3•r '� `4/0, • ------- • ryC - _ 390_,4 5d.7/ . . .. . . _ , . 6 7 - RANCHO LOS PALps VERDES 545-545 / .Sanitary awer R/Wn. Son,tory Sewar R./W. hown O/ kW, .RAAICf/0 712.6 2r6 6KL ?"1 0°.hb /Raging Hilts IRd) P 2 std-Jt5 1.)° 011'. • LOS 'Pr':05 i'f DES 400. 5' 8., Y 8.N A /si -EIEV-47A/ii .-.(7W/ NI if/G7 4, "-rr✓/.,.. .76 573579/ \ srrr 4,4417 sy7 .... e/psw44A' "ff/.TLJ" •• •4EY`CAy, OO!/BLE SCALE .POLL/NG /-1/LLS ESTATE'S' BUILDING DISTRICT No./?.03 See page 9 4GY/N 7%f Ceu/Tl4CR.5Sv4[, LGT4,N 0501 /Iceto,r IS ..2505/77, to t re CG/1 53677413.: Lar/MfeLESeere'TT /4400/4Ienarr 0.25010,20. vs'"i rnii;=, .07 O`arIL. w.irii / 1 /NOIrX 4144D /ROLL/,r6 /N/Llr #.97271 ' saI/YYAP O/fT.P/Ll *'!'3 5C4CF /' A LGIO' 350 340 330 320 (PONY a-. t/-72 .. sR 7751 74"..): /IY /f9 X JET: ,70-/73 7 es r .Y, A/ wm out P.M o 7.0 Kowtow" 1.2M.~..0.., n MISA2 rr 0,11:472•11^J LOOM if !MOW alt: Ale All0,13V elmeewn.vw.msrsf C n.I.nr,o 0▪ 0.00.....-. .n wP Jr.5 A4 TNT- Y, ...trove AT A. IA, ••••••••••••• .,..• .w[5 i mom _ N. -- _ .I/AI M comma. me.ETHIC;.• novo AN 0313 a bm' . ��M coo cum ..• .. uO 'ArKW /0 r sM-r/ Or 0,0100 OA a�®uu . vONO •• COCA .1.1 OM .11 20M1 LOOMS NIKON •I0 ADM MI WW1 Tr AU Ammon.eon". o iM lwr Ave .��� t .4rr xlsnr.'� br. �-r-u-o- ...: ar."Ams�i..,Arresise `77`47 area. Asewn AND IOC. TRHIOP SANTT ONTO SAW, Roan, TO seep 7,0.4./ a' AV 5,001 Vert, 1 is o IN ,4303 ..▪ --...a..- --MOM PP .C.D. uu moms, ,x n .5 .3.m mow. 1.1 I so ITN OP •r1re.DA0 5.4 P:.. rJ 5.455 .444 6124 4J1.✓4LTif'4 ,..w, 7/...eI; .4w 3-0 7J 4O 1 NE 0/00 6.1744 ,ACMES AV 75/C15Us AV 5 -es Pv57 44.4,6 5.42 .44.07 6 /.I/a/E5 OF 4aGefaoTc 9 .2444'./44 .5.753 ,eo. ,•c/ 7.47 !WY A/4rct/OL. v ...0.4./.47-4456 ,Cos ,..so %V PT/74/6 572461:5* o :244F4Cf 714VCN .47754SMV44772 CLWC1f76 T.•%f 1..7 /NW T, C ee- Z0410 To7/,A/6 7/✓ELL 771707.4 .5.7.5 .4W .W,747,41 J44L4 6c !6/14360 TO /7J OP/`/54C 7NC47V455 or TJ' _t 417 55 COPPONIP OP. �y�3mm. n.. ,.T,n,r..r r. .. DWI r Nelda .a r o .. ND ...cr. u d FPI OP maso.a",*ArA.Amurzt nun e.oir....a... (moon n'•s:•ai trrarw<au 1m.[ow'.w..ua✓.. .. ..a.T M•131•1 AVM...000W .r.wr/wrA. • tr<.NFr[Ie VsvMA 5.:.1.......3414 STREET CSWNCR4 t¢TNroS ISIS am asamou woe: SC IN ACCRbfQ MTN SCCTFO ]S{4RA W LYAT45mf act. '!I 474 0/4[0.•0•17 OP TIC SOCIAL PIIOVSCNt. tc.✓ram. Arms r ewr7n4T/Y. Hares sr row. sYatTR[S57r n aim SnNr ir�MrMTS r sM nest LOCATOR WALL a c uORS c Dom. Axe stows.. anu. PAGE I ROLL/A/C 1 -/ILLS ESTATES SAN/TARY D/STEP/CT A/0..3 PROFILE, AUGNMELT AND GRADE OF SANITARY SEWERS /?SHEETS; 27 PAGES SCALE 'r''a ✓C// I960 CITY OF RGLUNG HILLS ESTATES, CAUFORNIA JOIN A RAMIE CITY ENGINEER REMOVED Fr /. D. PANNUIST 4r4�.,rc 4cw,wem iurt H APPROVED o-� COMPUTES Or r3Np .WTI, mlrLCTnw M TR[NR won . . 5.054 Ar ti l %D.teet4r.. r w sTa..urtrye rrsM.Tm A AWLS' saws µ0a0 ✓ Mt,041i1 r :s 4 ./,040'4 n4 mar 24 nrremaarlt C�LMrtilsnern 2 44C5 74 06 /5 0n cur Vaal r Manx. Po AIM loner n . Plata' unr Mall rrPn w • .40nlAro n l e:wsarrAM'.rcc 4 ..w.oP4 . . . • mo w eM MS.r nw712etrr, IPS MOM 3 M.m .v...c+ nmr r ...NO r .07 l MCI 554 N I eSO .*t � 0000 srn.tr, man o I'r r45,Ket7?nY/.J Ara AI AVA7 [LAO ..e smarmy w .r .ewu nr el.n. PALOS VER MP•laa Mi. Da UN. OF s,sr*.4r .,<AO 007CA Al-.r4i.ro A, l2ES-IYAIF3 :D.0 IRw++, n neosare, 0000 ..w.r4s 5 rotnvc Cwrsr 5cns DI SOU. CALIF. GAS CO. 4i0P 022 uuA4w 7 n .-../ 8+00:8 OWO /r5 ./WOe•r74fl4Y T P/ A/Lew 450 P•eJ roc 14 m cx 504,4 la 77,47, Live/ JIG.* e/e t-44 sa ."ws as s.,nt ergs 444,45 • 0400 fa 4 m« 14/./MM 848740 ✓,4Ay 3G._- NI 24953 M.B. 650-98.100 �- - 45574 LAYOUT 6.74.416 .4416'(.e TRACED 3JY.4-,6540441 .ILL Y6 CNECRED 1M 56077 ✓44(,!'60 MAINTENANCE 4444.._ E///Ls F. I. 7/443 INSPECTOR A& 755 W. S. 37 RECORD PLANS 4t/665 _ f,=Aw ✓w / 8'367 0-041( .. 31040 At r /1.3..97 '77t e7' / Z L.A. C.A. LorH, PAR • O. C.' 5373 MAP NI 6/ T/T/ON OF THE RANCHO LOS AlLOt VtRDES e,,.� 1 p C. F. f/ 4. AG /-I •'A.r.. 707 t7 /57 / A:r 4P• � --..c-l -\---------'''"1-.s,„.../ l� n 1+ S\ •�� a y �� T\I n 97 Y. / ...DA, P .+-ss �s �� PONY L/Y.�/,// ; �I/ al N2 209847 m 4[d 469-99-/00 49.4 t.4 47. TRACT F.B. 27.39 ':fee /.3j /r/ l 41 : /.1-2 1./.99 3 2224R 2220.2422 -..w.f..• ‘22.0 A4•22124. JY.m/ ../... ri EFTA/L OF AMAVIOLE .f/A.twig 8A[T.T. /75 400 390 07. ccJ Ne 2 370 360 350 1,RI RO ! I Bari. /77 < 3 -5 r � Jar' %'d r, 212 25. .0.x fi 3 370 390 360 390 350 370 4 L. A. C A. F. t LOT N, PART/170N or 5 T D. C C. 2373 PORTION OF !1 aeandiiy 4/ Pis !riot �- C•�'r: ..-.� i!B� II CR JO.... '-• ' �.69 8.88% 6tALT.T. /7t 6 111 AMP NI S/ I" THE RANCH L C. OS' PAtOS, /-/ YERDES OF. T/ II .. �.� 4 II•J' _-PARCEL H 12 • --' O X7 I� Gr)_t1' 7 4• °. PPP O/$,PACT AM d PAGE ' SPOLI?LS SCALE 359 345 170 S~ 8 I. I ' I ` 900X00110 OF CITE Of ROLLING RILLS O.C.C. ?✓ I:•f. 4/ . -%-f� oAiPC�-L 8OUN00 T OF LOS ANGELES COUNT, �o r� G ..cl. C. Ili. M A '4'1 L.* Q 4 �' 6.t�'D S/ >" GOT N, ART/T/ON OF 7%/E ;AtomcNO4 OSNi.PALOS YEiPOI S I HILLS A pN//Ai COANMPAP ..-,--• 07 3901400 �✓l.R a,I4 3 L. A. a LR tory,. PART/T/ON OF THE O.C.a E37f I C. A: t/ Caolvo..4.7 Las+ t'4. cakor/ .ras: 'rF .6.76a6 s PARCEL �= -• �d.4t SEIYER e//., —WE R1 -AT- • w e: V LOT N, O. C. C. el AP I AMP NA S/ I RANCHO LOS RILOS MAWCS I o A. AR /-/ b I ! 12 /- _ N A PARCEL I I2 .-.. ▪ • AMP I Nsil PARTITION Of THE RANCNO , Los weeps mots I AAA 1_/ • E7 MH 203- • _ .~Fe:: .5 L. oat •••••• PFF,.w.e(yr to/ (4!,✓ Au/ J j4wl0) TRACT Y7•. TA .. /oh - I/N iB's.v. 6 t I i B.G 1 1 ... .--.1.I _ . 1..' --'2. is RD.1 � ,r4i Ii I i i /S9l/E N• PERM/TS-ST.PEET .44.'L/ST a 00//aLE 4/NE IDENTICAL - M6 2553I 55 WWF ssa- 9 1., 7. • 00. L._.. )• _ iktoro44e 411., ammo do 4/0 Are R: 4 /l -.Y AA !f!f J4.pe //I-06. N) -/Y ward SN L. ../ f.. l.!0 /aa.e us -.1., ...-4Y (418M.! Co A.A ! 25031 4-5961 B.M % _ELEV 329.94 &C OPP 12dAN S C.S.Mon. on W. S.d. Ro/Tiny Wills Rd •A boo ., In. Soo F. B. /Lt0-211 CRENSNAw C.P. 9861.13 INDEX MAP BOUNDARY OF THE CITY. OF TORRANCE 'V-CP. a0 0 0 IC SHADOW LN. ,: u 41 4' cr EMPTY SADDLE RD. 0) drSINGLETREE LN. L LARIAT LN. SCALE 6600' BOUNDARY OF' THE CITY OF ROLLING HILLS ESTATES . `. LOMITA BUILDING DISTRICT No.I2 ®. L PIT I III•. POP. IMMO M .O.a. 0i.. uA.[Tr m.�i.6a Ar. b Av Tna12 OUT FIT WOW. AU wove I.A....u.•..12n ®.OUYe... LYL II .a..atim.O...at..O.N- mum. .. e PI.110 MO WM WPM I. AO.. �®.w[12 b[.a[..m.w..m..eno...� WOW MAW. POW UAW WOW. MOW ...CM... WA11 PAT ALL COWS ALL STAR AND IOCAt TRII101 KAR!Y OMEN 1781 O HOMY EI0OR®. 6 ..aA.. Dos e n benO.....r.mut am.AA MOO WOW. • API.. OP WO ROO P. T.. AAe•ecT W TO. COUNT. OP to l ... e • TO T. ACGNAOr O/ TIT L00 0.0.00-C.T.I.[ O/ O. tI[ T10/COCO 01.0- Y 01, OAP u O .C.•A[.OaO UTOWT MI[.00 rtfUCTUY ..tr. T. Yb1A Y TIP YO•ll T. AO OW .O. WWI. AA IMO' TO TO12l KAl2 mT.M 1.1 AIMOw OT At CpO1TPO. TO IAo. TIP le'IP1•••111 A COInII SOLO TPu.f*[ACRD. I.AM OOTA.I Y 120AAT.RI PERMIT • aeeocc..IT Av.. v e..°e°'.Aw Rv"a WOW. .a e...nt TWO II .1.11,oe m A. A. Am a .401143. �• AM.o....•1,IMO w[ AP MONO 0 AMW.O. FLU Awa,F, 0.0.00.1 MOW WPM /YIN= PUY III COT- O. MOM MIDI NO WOTIC001 .1/ WAWOAND OW. WOMB L.0 .:1.1041;1=710N x106 fER Oltrosil " ROUSTbr RAB7RR 111691 • MADE 70ww96 MOAN ON THOM •• ;MOW/ .' FF M/ 1999199911 fRO 'S.• OF I�mBNBENN 01. MANAMA .. NO CHARGE FOR CONNECTIONS • APPROVED: PAGE I CAPITAL PROJECT NO. 6-861.13 PROFILE, AUGNMEER AND GRADE OF SANITARY SEWERS TO SERVE NORTH COMFORT STATION- SOUTH COAST. BOTANIC C. OP ROMANI N. !WAY'S I C /TT F, SCALE , .Z.; A, GARDEN �_SHEE71_ _PAGES FEBRUARY 1961 COUNTY OF LOS ANGELES, CALIFORNIA JOHN A. LAMARE ANNOYED n�•'�L. — �� t�..,_ RCCHHOOED n IR ARROWD DESL,NED n !-Y /1tA0s.-11 aCL COUNTY ENGINEER J. D. ►AIANURST Off. WOO. CV 6• 4 0.12 w'Ya FOOS a_+ n.A e - Uff COCA.. MOOT A.A. MX.. Pe.. OFT. COUP. MIMI& cum ..A., a MAb.®b AS 10 comm. W M. ae v.: AU POUT O.100 A OA, WA COD MI. WOW WANWITO IN OW MVOS. LAYOUT 61/19 FEB,1967 UNDERGROUND ,ply 1pp�y 7�/�_�-..Q-y-�•^Ll ' ....-_.. ..LY A;_. cI!PT TRACED SIMS FE0,1167 OENCII MARKS CHECKED SEVER? FEB/R61 MAINTENANCE F. R. 1660 INSPECTOR A.6. W.S. 97 RECORD PLANS ' , Portion of Lei /3 L.A.C.A. Mop 5/ • It/441- A Portion of Lot N A.oc6. Log Point V Exist 8'Y.C.P. Sow AC. 7140 C..7 4/ J�� qDp z A( •neA. 9^+ /0 s!. iR/ SOUTH COAST • BOTANIC GARDEN (COUNTY PROPERTY) t . NO CHARGE .. FOR CONNECTIONS: _ BOUNDARY OF THE CITY OF ROWNG HILLS ESTATES P.C. 1186 C P. 9861.13 PAGE 2 1 1 40,4 -FEHAC 44, SAVER sPlm F�RR�EW DR HWTHORI,E SANTA 15E LOS ANGELES \ LOCATION PLAN COUNTY ADD /, 600 1200 / / ORMHICAL =AU EDOINED mom ;- WPM DATE REVISIONS Am) VICINITY MAP Imo. s; GRAPHIC SCALE Of �\ O.< Y` ftOv 6. t:. ES NW S.C.G. S.S. S.D. W.N. R.C.I. A.C. C.O. 1.5. 1.5. EL. M.N. 1.0. C.F. I. T.B. C. E. FA. .Y E.I. ARAN. - A.C. AGO. FIR. P.I.P. CITY 4 4, AURMATIONS PAL05 VERDES WATER CO. SOUTHERN CALIFORNIA GAS CO, SANITARY SEWER STORM DRAIN HATE -RANTER REINFORCED CONCRETE PPE CORMgATED METAL PPE ASPHALT CONCRETE CATCH BASIN JUNCTION STRICTURE TRANSITION STRUCTURE ELEVATION MANHOLE LOCAL DEPRESSION CURE FACE TOP OF CURE TEST BORING BENCH MARX EGINNING CURB RETURN FLOW UNE RIGHT OF WAY EDGE OF PAVDAENT ABANDONED ASPHALTIC CONCRETE AGGREGATE RASE MATERIAL NOT IN CONTRACT POURED IN PLACE NO. LOS ANGELES COUNTY FLOOD CONTROL DISTINCT STANDARD DRAWINGS HILL 7-001 LOCAL DEPRESSION NO. 2 2-046 STANDARD DROP STEP 2-01W MANHOLE NO, 1 2-DIW CONCRETE RINGS, REDIICEI AND PIPE FOR MANHOLE SHAFT R. 2-D112 !UNCTION STRUCTURE NO. T. 7.0113 MANHOLE NO. 0 2-0156 MANHOLE FRAME AND COVER FOR CATCH BASINS S. 2-0157 CATCH BASIN REINFOICEMENT FOR ROUND MANHOLES 2-0160 CATCH BASIN NO. I 2-D162 CATCH BASIN NO. 2 h7M7 O4KW MEN NO.3 2-0171 STANDARD A3DH REINFORCING MRS 6. 2-DE/2 CATCH BASIN REINFORCEMENT 2.0173.1,.2,.3 PIPE SUPPORTS ACROSS TRENCHES 7-D175 REAIOVAI'LE PROTECTION BAR FOR CATCH BASINS T. 2-0177 PPE BEDDING IN TRENCHES 2-0191 STANDARD NON -ROCKING MANHOLE FRAME AND COVE] 2-0105 AIANIIOU NO. 2 2 -DIES TRANSITION STRUCTURE NO. 2 2-0399 CRITERIA FOR THE DESIGN OF MORNS FOR EXWATIWS S. 2-02:7.1, .2 •D• LOAD TARE FOR DESIGN OF REINFORCED CONCRETE PIPE 2-D22A CONNECTION TO CATCH MSIN.FOI PIPES 17 INCHES 'NORTON 72 INCHES. 2.0109 CATCH BASIN NO.6 2-0222 DETAIL OF CATCH BASIN OPENING 2-0231 PROTECTION FOR MAIN UK AND NOSE CONNECTION SEWERS E-0227 FRAME NV GRATING FOR CATCH WIN] 9. 7-0265 INLET NO. I 2-0264 ADJUSTALE PROTECTION MR STIIRUP 2.0312 CONCRETE COUAR FOR PIPES 17 'NUNS THROUGH 66 INCHES 2-0400 SAMPLE SHEET FOR USE AS A GUIDE IN PREPARING CALCUTAIIONS ID, FOR SHORING OF EXCAVATIONS 2.0015 UNIFIED SOIL CLASSIFICATION SYSTEM 2-0AIS LOCAL DEPRESSION NO.4 .2 CATCH BASH NOB -PLANS SECTIONS AND-DETOLS , CATCH BASIN 60.7- PLAN,SECTION AND DETAILS GENERAL NOTES IrONEINUEDI II. IONS SHOWN ON THE PLANS FOR EXISTING SANITARY HOUSE CONNECTIONS ARE APPROXIMATE ONLY 2. SANTE THE ACC ENCASED Y SEWER AND HOUSE COMYECTIONS CROSSING OVER' M DRAIN TRENCH SHALL BE SUPPORTED N WITH STANDARD DRAWINGS 2-1701 TO .3 AND GENERAL NOTE I ON STANDARD DRAWING 2-DI73.1 STUB PIPES BASINS SRA OTHERWISE S STRUCTED FOR FUTURE CONNECTIONS TO CATCH RE CONSTRUCTED AT 20% GRADE UNLESS WN. 2. GENERAL NOTES N5NSEIS IN CIRCLES INDICATE TEEMS UNDERWHICN PAYMENT WILL E MADE. ELEVATIONS SHOWN ARE IN FEET ABOVE THE U.S.G.S. MEAN SEA LEVEL DATUM. STATIONS SHOWN ON DRAWINGS ARE ALONG CENTER UNE OF CONDUIT OR ON A LINE NORMAL TO CENTER UNE OF CONDUIT. STATIONS AND INVERT ELEVATIONS OF PIN INLETS SHOWN ON THE WORLDS ARE AT DIE INSIDE FACE OF THE CONDUIT, UNLESS OMERWOE SHOWN. ALL PIPE IN OPEN TRENCH SHALL E IEDDED ACCORDING TO STANDARD DRAWING 2-0177. CASE III, EXCEPT ELL AND SPIGOT PIPE WHICH SHALL E CASE II EDDING, UNLESS OTHERWISE SHOWN OR MODIFIED IN THE SPECIFICATIONS. DELETED WHERE MOWED EY STANDARD DRAWING 2-0213.1. CONCRETE RACKRLL SHALL E USED AROUND CONNECTOR PIPES Y INCHES OR LESS IN DIAMETER. CONCRETE BACKERS FOR MAIN UNE PIPE SHALL E USED ONLY WHEN DIRECTED EY THE ENGINEER. TIES FOE CATCH EASINS AS SHOWN ON THE DRAWINGS ARE FROM CURE RENEW TO CENTER UNE OF CATCH BASIN, UNLESS OTHERWISE SHOWN. DELETED L'KATIONS OF CATCH BASIN CONNECTOR PIN JUNCTIONS WITH CATCH WINS AS SHOWN ON THE DRAWINGS WEE SCHEAARC. IS IS INTENDED THAT SUCH JUNCTIONS E LOCATED AT THE DCM•NSTREAM ENOS Of THE CATCH BASINS. N ALL MSFS THE EXACT LOCATIONS WILL BE DETERMINED IN THE FIELD BY THE ENGINEER TO MEET FIELD CONDITIONS. MONOLITHIC CATCH BASIN CONNECTIONS SHALL E CONSTRUCTED, WHERE APPUCAEE, PER STANDARD DRAWING 2-0224. IT. DELETED IS. •V1• IS THE DEPO OP INLET OF CATCH BASINS IN SERIES MEASURED FROM TOP OF CUES TO INVERT OF CONNECTOR PEN. IA. EXISTING UOUNES SHALL R MAINTAINED IN MACE BY PEE CONTRACTOR UNLESS OMEEWISE NOTED. AS INDICATED ON STANDARD DRAWIN65 NO'9 IS. ALL THE SANITARY SEWERS SHOWN ON THE PLANS AN TNT PROPERTY -OMB SHALL BE MEASURED REM THE CENTERLINE Of THE CITY OF ROWNG MILS ESTATES, UNLESS OTHERWISE SHOWN. STRUCTURE COUNTY ROAD DEPARTMENT STANDARD DRAWINGS 16. UTILITIES DESIGNATED M THE SYMBOL • WILL E ABANDONED IN PLACE AND THE OWNER WILL INSTALL A NEW SECTION OF THE AFFECTED UTILITY AT A LOCATION IN CLOSE PROXIMITY 10, CUT WITCH DOES NOT PHYSICALLY INTERFERE WITH, THE PROPOSED STORM DRAIN CONDUIT AND APPURTENANT STIUCTUNS. 17. WHERE UTILITIES ARE INDICATED ON TEE DRAWINGS TO E SUPPORTED, SAID SUPPORTS SHALL E IN ACCORDANCE WITH STANDARD DRAWING 2-0172.1, .2 OR .2 UNLESS OTHERWISE INDICATED. -39R PARTIAL CONCRETE REPLACEMENT FOR CROSS GUTTER AND II• SPANDRELS WHEN INDICATED ON THE DRAWINGS, SANITARY SEWERS AND HOUSE CON- NECTIONS SHALL E ENCASED OR RIANKETED IN ACCORDANCE WITH MANSARD DRAWING 2-0751. IS. ALL OPENINGS RESULTING FROM THE CUTTING OR PARTIAL REMOVAL OF EXISTING CULVERTS, PIPES OR SIMILAR STRUCTURES SHALL E SEALED WI1N I INCHES OF TRICK AND MORTAR OR 6 INCHES OF CONCRETE UNLESS OTHERWISE SHOWN. M. ALL RESURFACING, CARE, GUTTERS, SIDEWALKS, DRIVEWAYS AND OTHER EX15111 C, IMPROVEMANTS TO W IKOHSIgK1ED SHALL IR LONS531KTEO AT THE SAME ELEVATION AND LOCATION AS THE DUSTING IMPROVEMENTS, UNLESS OTHERWISE NOTED. M. RECTA TO SHEET 7 FOR TYPICAL CATCH BASIN CONNECTOR PIPE PROFILE. STREET RESURFACING PLANS ARE SHOWN ON SHEET 7. SOIL TREE BORINGS FOR THIS PROJECT WERE MADE ON ENE DATE INDICATED ON SKEET I. 22. 23. CITY OF TORRANCE APPROVED,1•2••5A 27 1221 aor2 M.LxNw.00722 a. SHEET NO. INDEX OF DRAWINGS TITLE • YCINOY MAP, LOCATION RAN, INDEX OE DRAWINGS, GENERAL NOTES, STANDARD DRAWINGS, AIE.EVTATIONS A LEGEND. MAN, PROFILE 3 SECTION 2 :JHE A 217582 Solo 11400 • UNEA 11000 N 20430 4 LINEA 20430 IS 31-00 S LINEA 31400 N 3446214 7 LOGS OF BORINGS ESUEACING PLAN A MISCELLANEOUS DETAILS I IRE HYDRANT ROWER, TELEPHONE OR GUY POLE TRAFFIC SIGNAL ELECT IOl1EE FREE GUY ER 0 O WATER METER 04 GAS METER L ENCK MARX PROPERTY LINE DRIVEWAY OMIT of CONCRETE SNfACE SIDEWAI K SIDE INLET CATCH USN 2 LOCAL DEPEESSION-- GRATING TYPE CATCH SATIN CURS TEST SOUND PALM NEE WATER OR GAS VALVE DOWN GUY STREET 51614 REMOVE TREE 411,11 111 1964 STORM DRAIN BOND ISSUE CITY OF ROLLING MILLS ESTATES DEPARTMENT OF PUBUC WORKS M' 3-25— 1M1 ry' PLANS PREPA® BY KOEBIG & KOEBIG, INC. ENGI NEEENG- ARCHITECTURE DAM 7-JY 16 v Aa.t. n2s LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PROJECT NO.6701 ROLLING HILLS ESTATES -UNIT 3 PORTION _OF LINE A VICINITY MAP, LOCATION PLAN, INDEX OF DRAWINGS, GENERAL NOTES,STANDARD DRAWINGS,ABBREVIATIONS & LEGEND ., arm �... . e. .ROASA /�C I D W' ..,-•/ . R.n•.a,A. xAl2 oan 6SP' c.. DWG. N0.36a-6701.061 AS SHOWN DEC.'69 I is 7 .S BUIL.I •'2•A .2 -- PROFILE NORM BCALM 200 I 74707/en AOiX1♦a ILGANS MITE REVISIONS ISIKtiernpid =Wes nSDn6•J C I( • • Eris/. 72'P/P Storm Drain /7.5 36 :fe.P / t7O� . . �Ewief. 7P R/5 JGf ,,,Ora -0 4'Rp-5Ci9 - 5,1/5 ti/P'Co son. 4.31 -5N/S 4'114 Sea •Sir I•W S .. a.. lC1L�-•3G-:P.CR-/29Oq 4,a0 011 M/rI ME0 /-5. • E/. 'R'• PS7/C aIc Y' -477/0 rh! U "lee AO /$O. /"/j, Z9 L.D. .v s •R, SY RCP-/.fa R aCL//VG -H/LLS •Y 0'S.S-Y LC/yof,. Con<, Collar 4r I /4 ,17,V41.2 r• O.45,•B C-BBS'0-- E/. 7P'. P7/. 6S EZ P31.1 CDPYEOO74: 4j .17.01-00 ' 4t - 69:10 ;017'" R - PL5' R • P/5 • .T - 7.73. 7 ..3400• eC• P/5007 AEC • Po. MSG •el7C•P/K•56 EC. • 0'Q&6/ 542,47 Drain \Ceuc. Blank.): C.B. AJa. 4, Coca 4 !✓•77' 0.s.ti RCP•/SLT70 MH 233-B 4 �B'S / oS /iwvanee-P2nas - /PB'=:9G RCP -/2304. 04 T. B, AAx/•4 /0150 AQQ4O 6LES CGY/L/7y 0'/14,S419 -9/37, // A'bNing'HY/e Above. 40' 02 5:r4dwN)b Canal. wr /P.40g aria Pfl1' 80.RCP. • B-55-, /5' e NP •SLlf . I • CROSS SECT/OA 5TA. 6 /6S.. . SE'4LE: Nava. / • - /0' PERT. 1.- 4; BENCH A00RK reAH A-/: L.4 Cat Eny> Sea/ N'eo/crnd ol.9av/ii end of curd; a/Mr+/1/de .443/22 e; .4.OJ A481 o/ Ner/4 &, awei/yy o�/Ms4iiq IAA& .725•t ..93.04 of C/en,.4, r 6/!0: 1964 STORM DRAIN BOND ISSUE Pia CITY OF ROLLING HILLS ESTATES DEPARTMENT OF PUBLIC WORKS • 3- 2S- I60! Au.a , oe.n,u.o. CITY OF TORRANCE APPROVED -Z_ I96P eT u[.Kn6A 11.2.110.144, ..c. /' PUNS PWARW err KOEBIG & KOEBIG, INC. ENGR JNG-ARORTECTURE w+s 114132 IMT pT;ATxs—IA IRemuu"L....... LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PROJECT N0.6701 -UNIT 3 ROLUNO HILLS ESTATES PORTION OF UNE A CONCRETE CONDUIT 2+75.82 TO 11+00 PLAN, PROFILE 8 SECTION auaa AS SHOWN CM.' 0116116CIR MT. DWG• NO. 01.08.2 -Ott.. '69' RREZT 2 o• T "AS 'BUILT," DR WING PROFILE NORM SCALE r'. 40' 'KST. SCALE 1^.4 // MH 232 REVISIONS CALM. /P /3 /4 IF ROLLING I//LLS d.NNo.2 // TY OF ROIL/,Y6 N/LLS ESf47/S LOS ANGELES COW/7 PLAN SCALE: • dd I. 78.1/6.7,4 /4400 e 5545' P/C 5/Ep. /6 /7 5QOP0/t Lnr Co Cod '95301.614/2500., /8 oc1 T`OOp! hi =•„j Street./ :� '•rte �! - Z &B Mt 7(C5 4,'5.+/7/ A52' At=.N :P.CP. -/SQ70 or 6.679 andpmli+y h C.6Ay abiv, •66 - r. MH 218 0 £ ((/RYE 0474 A • 28'16'33' L • 7 . 2/6.76' 84474 76. 57 E.C• 1540007 39 /PB-30 R.C81250,0 F0 �Ruro.a inlerforin9 p rliona are is/iy a'Op:n care 0/to Channel Ond Ci ,Aok.e/ ® /n/e/ 14A/ Cm S. Po'o 'Vow /A..• ..Mn One. 04o..ii/.p r/..mre/wirff 9'42. c1.4"•801. #92.29' 9 furl. 4' Cm, r. 0/407 DIVIn L8.1.9.147 'a 574 Ro//o ' Niue R4' /0 J•.AIMS& C Coro' '4 on G4Afg. I ,Rnss SF('T//A/ • STA. /4/45. ... i1NR/2.: two: SCALE._ Yew, /"A4' • ..f.4 d.6.2 ae7h. A 65" B /6" C 3/' O 9CT BENCH MARK 9.0 rd /nl. Tong/ewood Loaf ono' 0o//i9 H%h Rood Elev. 300.57 1964 STORM DRAIN BOND SSUE CITY OF ROLLING HILLS ESTATES DEPARTMENT OF PUBLIC WORKS r /4 .020 PLANS PREPARES BY KOEBIG 8 KOEBIG. INC. ExartEmeG . A RCM RTLT LIRE LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PROJECT N0.6701 -UNIT 3 ROLLING HILLS ESTATES - PORTION OF LINE A CONCRETE CONDUIT 11+00. TO 20+30 PLAN. PROFILE & SECTION ..rwwm'� •.v' 1 nceP aaPs _ Row �y 6C... t�D�AR DWG. NO -36h6701 -D6.3 '54444 - AS SHOWNI IEC.'64' SMELT 3 > 7 • Ii "AS BUILT" DRAWIN I 6 3P3 355 cv 2a lBS'-ed: _'500 33030 RCP L---75 66.3 • • ?2 25 24 25. 20 27 28 ' 4441 CD. Eosemen/ @CAA/2S, rr•� -I- ■ Omit A -ea W 40' C•4.5;V•4:6' 6'S.S ✓/}/Y.-4 ?•7-- • RG'A9 ACP,3070 0140e i2YK-R LO Ab.e 2'SC6.2S5.¢ v 61 535 *oats o 7A7o4,:/g•RC P.-/5000 2S.C$SSR. Ca 1 •„,-.BRYN PIS 4, L. 0. No. 2 sk • . ti • I [ryide . ao.PO rr- 14- , .4.. 27:- o P.YSOOD s- T� `IN 6.53 PanOs-"-ae___',.,, •ienerar UK A-4 > Bank . 6' a PROFILE MOREL SCALE: VERY. SCALD 1-- 4• '/67'-30 /2C.P. -/44500 2/ Noe: For if Carve Do/d See SA/. 3 a, MH 216 ■ 201 N6 REVISIONS L -29 -TA • -T' 8 !GALL, I. MH 212 11107.8.11 Ea r c•3/!0.30' ELS•3/5.00 EOR.•31SM 21/01 Atli Ad MH 211 BD' \ii>f. +Koch Over C .3/a -m a (..2554 IF:42' Y $'f.''' 1.044 ;P.CP/Sg70 co_L/be ' .B. M..4-.0 La�0e7 i • /Y OP ROLLING alas Esrer 3'S.C6 • E/Y, LOA ANGELES COOM MH 210 0.4.24.. f1'S-• 55a'37 ?30=?4'RCP. -/75O 92 4-OYLV 329JYE 1 03 •00 M. N. No./ 1 En/i re MH 207 C. B. 44,5 LJY=y/ Ca. G -See dedai/ 610 No.7 It' terR.CR -/5000 I rer/PaI•rN /ece,6yaekro. -' It GLOW Data d • /5'59' 53- R• 600.00' 1•/4655' T. 73.63' 80.17-2950 • E.C•26*7649 .R7 ' io 35520 355 330 345 . ' . - RO•_Ls 7S. 20.3 A•B5' B•/8' C•4' fir -55007 L/7.55004 20' 9o' / E a'Pao•or oN CROSS SECT/ON STA. I:5125 5CA4E: yorio./t/0' /''1' • Po//.iy fa4r Af 550. BENCH 44QK C. Lil Ab µ-3J9 75.2.4-4. R.E, tog (705/)sas/ curd o1Ro//i,g/1,4&Rd. CB 'E -S ' da/o /s o/ nor//l end o/ cord /B•oor/d of E.CR o/ Me N. 6. corner SA/ A6.7 • 0 B of SOLOING HILLS RD. veld S//ADOIV W. rnkrserNea. 4'-/0 ".0.06.-/50,90 Elev. 332.50 de glo4S. I NU 1964 STORM DRAIN BOND ISSUE CITY OF ROLLING HILLS ESTATES DEPARTMENT OF PUBLIC WORKS 02^ 1:31, 000,101LITRATOR LOS ANGELES COUNTY FLOOD CONTROL DISTRICT Kula PREPARED BY KOEBIG & KOEBIG. INC. ENSI NEFRMG •ARCHITECTURE PROJECT NO.3701—U)IT 3 ROU.INS HILLS ESTATES ' ' PORTION OF UNE A • CONCRETE CONDUIT 20+30 TO 31+00 PLAN. PROFILE & SECTION DY1TF a/m.r H 1865 ova mwm,v 1C errl.e- t���� Te DWG. NO.364-6701-084 •� ^'""®' �— AS - •- EEe, `69 sacer 4 or 7', - • "AS BUILT." DRAWING r-. di: '1 , . . . . . AGnare rain frsypanliaa oeuist as :u' ditF am'mrenLasllab//b. 4v. Qa.6•a crows/ Zak( . 153.14 pareaien/. is:eYRa.-/sm0 E1.21%3450 rrePO A•eb• `r G••!f7'O, a rte" / D. UaJ,A+1O' Caralruci C.D. ovum? A.0 dro%no9e channel nA (yenng M rsd/. xt hap o✓C B. A cl,593.0b. R more eels?. 4.0 dminaye charmed and d A.0 Berm Par ?'daerr// c C.D. and 'ropers channel si/b I'A.0 /e /Xer AAr o/CO. C.iri OENCN A/A?.!' 78MA7,; Ca. £ y» ry $oW. ce d'T//a'y A{r/A C/A.' the 51. "AS' BUILT" DRAWING APPENDIX F Subarea Areas, Zoning and Land Use Information St 210-1/-"I. r�o 2369 can. pte�R/, +64500 RAN_ -/S — — , HjO.. - ,�o, /1:), Az,z_geet9S,_140s /311 cVERD_ES h 40 520 h 1 is LA r• �� ``,N/Y 7/ v 1 Mirairto A '� � ,p(‘++� ��"q0 IVER/ — dES' Tennis Court Site Peak Flow=0.014 cfs City Hall Peak Flow=0.01 cfs Low Density (1 acre) Area=233.51 acre Low Density (2 acre) Area=488.11 acre Legend ZONING V€TRLDES 920 9q0\ (� ouul..ces Esri._HERE, Ga�mi 'r, Esn JaparlINE, �11.'Esri Chin NGCC, (c) OpenSttreetMa'pt‘ N CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES s SEWER AREA STUDY EXHIBIT MH98toMH99 Institutional Residential Residential Agricultural Suburban /WILLDAN Eng.•err ng 015300 600 900 1,200 AREA MH 98 TO MH 99 Feet 1 in = 1,200 ft ZONING S 0 150 300 600 Feet 1 in = 600 ft Low Density (20,000) Area=0.53 acre 204 206 3do� `920„ Portobe = • r `�6Q \ o• 380 -360. 340 177 R OLi-N ., nt $ 8 4• HI L.LBegray ° ` ti / F OLLiAJ�HIL LS F TT -43w /arrni nr.US�S,In c rr . E=sri Japan. METI,_Esri China (Hong Kon ,,+ %� �a M 1 /, ett. NG`C•,C,'t. OpenS&reetMap contributors,/ atom 88 88 4 Legend CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES SEWER AREA STUDY EXHIBIT AREA MH 201 TO MH 202 MH 201 to MH 202 Residential cr WILLDAN Eng.neenng .vr Low Density (20,000) Area=27.14 acre /�O 4" FORCE M ll� 9 .0 I V J V NG';HILLS 20; 96 195 204 •206 205 01 It00.: 16 Inst. Area=3.67 D3pdelray -0 540\ a Source s Esri, H \RE;,Garrtn in, `USG�Interm4 'Esri Japaii�-METI, Esri China (Hong•Kong)fE,, rNG.CCR'OpenStreertMap contribu r3-Va\t 194 0 47 Legend ZONING CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES s SEWER AREA STUDY EXHIBIT MH 202 to MH 203 Industrial Residential WWILLDAN I .7-;,',7"'e Engineering o 150 300 600 AREA MH 202 TO MH 203 Feet 1 in = 600 ft 4" FORCE M IN Low Density (20,000) Area=7.79 acre Peril suta Her Aga ling m VVO 8 :� /a iNGHILL S 540\ �a \ 21.26 p ennt 2 ti6 t; t1 U n' 60 ?OA' 2gQ J . - f Parkin -- 200 -340. PortobeJ.te360- c �n�TO RRlqi413'.' 41. • 44 o• sG'?, '* 2 26 2No ,2 5 ,♦� O, 197 , d 204 ' • 206 20 -- 96 195 194 RO-1'LING\460 epl eqr ,Y Legend _1H/L'Car an S. School • o FSources: EsrhHERE Garmin, U. G.•r.l.nterm. /v`O dip -E J p n, METl Esri Chinaj(Hong Kong'), Ef; / / NGC,t, ().OpenStreetMap contributors /and' ZONING CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES s SEWER AREA STUDY EXHIBIT MH 203 to MH 207 Residential WWILLDAN I f"°" �_. Engineering r 0 150 300 600 AREA MH 203 TO MH 207 Feet 1 in = 600 ft s 0 150 300 600 Feet 1 in = 600 ft �a .91 andfdl sad) Low Density (20,000) Area=3.43 acre 4" FORCE M 159 477 Peni H+r 9 ling 0 J m Soo ,8 N. o . Q ROLJLiNGHILLS ry// 0 aH1) sula age 460 360; R_OrLING HiL7L•z School F:ScTT ., . \es: E•s:n, HERE, Gamin.,U. G.- a �coo-E�i,Jap n, MEN., China(Hong Kong), E NGGt�O�OppnSt`re`tMalcontnbutors,fand Legend ZONING MH 207 to MH 210 Residential CITY OF ROLLING HILLS Wwlkin= �_ � kin= PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES SEWER AREA STUDY EXHIBIT AREA MH 207 TO MH 210 S o 150 300 600 micimmEm Feet 1 in = 600 ft Low Density (20,000) Area=1.35 acre 4" FORCE M 159 477 Ran' Hor 9 Ott ling ce � y1 ,, OLUNGH1L1L S S ��� /� j540\ sula ge 204 206 205 p0001 0 3g0 16 bp1 ennt otirt 2 Jt i 'arkth `.• Portobe 360. 177 ROLLING . --.. -- ._ 1, #j13---/-4 '� Pt � g r�� ian1 tt j School ti F- T I k. EI4 • USG.•,1dda-E�dg'apa\METI.Esri China(Hong Kong), E' / / NGG�,I.(c)�Op. nStreetMa�eontributors, land WWILLDAN / Engineenrg Legend ZONING CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES SEWER AREA STUDY EXHIBIT AREA MH 210 TO MH 211 MH 210 to MH 211 I Residential earanakv Low Density (20,000) Area=57.83 acre New Horizons Child Dev. Ctr. Peak Flow=0.003 cfs Inst. (Ball Field) Area=2.79 acre 31 Low Density (1 acre) Area=33.18 acre h ROLLS/NG )`) \ "cOTA\T r�Mt�' Iii Peninsula Heritage Sc Peak Flow=0.004 cfs ROLL/IN G-*!i'L L' 620 Dapplegray Elem. School Peak Flow=0.025 cfs 400 420 440 _�tcO PIMA h, to 460 t tpa Sources. EsriPPIEREstrum, inf, USSGS, In �- sri Japa �Allt fl,.E`ri Chin 1(Ho -Kon 520"-�NGC (e)-Ope streetMap contributors, W I LLDAN Engineering Legend ZONING CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES SEWER AREA STUDY EXHIBIT o tso 300 600 AREA MH 211 TO MH 212 MH 211 to MH 212 Commercial Recreational Industrial Residential eax Feet 1 in = 600 ft S 0 150 300 600 pme Feet 1 in = 600 ft Low Density (20,000) Area=2.97 acre 4" FORCE M Pen) sula 143r ge ling Soo '8 c4 ROLLING HILLS u`gi 2 `' /540\ �a 1 stem - - OQrt sr7 • 2q�; I 280 _300 :320�N r N PortobeJte360 i ctRYla�k� n� - TO RR/coml 2 * 44, 204 206 205 Qpp g0� 16 .pano ' 46 a Cr do 'pa 22 rf • 197 96 195 RO-rLING 460--Hig:flaS \-:` School \q co 4S Dares: Es:r" ri�H�ERE, Ga.rmin USG`S,,.I�nt'e a �p--E-srl�apa\METL,.Esri.Chinal(H)ng Kong'), E /, ' NGCcl()%0,RnStre`tMar2.,contributorsland' 194 Legend ZONING CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES SEWER AREA STUDY EXHIBIT AREA MH 212 TO MH 216 MH 212 to MH 216 Residential 0 Co M W' WILLDAN I •,-7,:"" ,_ _ J Engineering .. 1 Parkrformor Vcrde3 La • dl Lita o ut r rNt,bo" of : "ROLLING \\ HILLS ES -TA=T -ES 320/ ---- 340 360 Q� Botanical Comfort Station Peak Flow=0.001 cfs ROLLING 116/ILL/Sj I( LA COUNY m 520 //` 4" FORCE MIN 0 Penn tuba Nor go ling 9 Sourrees�Esri, HERE, Garin, GS -1•N{'- Legend Esri/Japam!ME IT E•s it China'('Hong Kong NGtCC, ((.epQpe31StreetM�ap contributor; 206 205 "` 400 CDel R0Lki'G(m \\ HI LL S7E- '�T"`T MH 216 to MH 218 CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES s SEWER AREA STUDY EXHIBIT o 150 300 600 AREA MH 216 TO MH 218 WILLDAN Ly _ / Engineering Feet 1 in = 600 ft sula ge ling Soo ,8 • I - a, Q f Rll LLI,NG^HILL7 b l Low Density (20,000) Area=7.34 acre 95 206 205 Qp0 3g0' 16 2126 0 en no o u rtt 260 - - 11101. 8'07... 32 0--� PortobeUe360 i ckytiatk� n� TO RR1A'CE cox\ sG (o TS • R:O7LING\ 46 Ler S of \N School :' Esr" �i; EREeGarminn,, U,. GF)eS a Abp-E-srJapan,METI,�EEsrl ChinalHong Kong), E NGGe.(c).OpenStre`tMap oontnbutors,land 194 Legend ZONING CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES s SEWER AREA STUDY EXHIBIT MH 218 to MH 231 Residential 0 WILLDAN I '° Eigineenng o 150 300 600 AREA MH 218 TO MH 231 Feet 1 in = 600 ft S 0 150 300 600 andtdl sad t 4" FORCE M 9 Zing m SOr7 8 o u v LL I,NGQHILLS d/ " /540 �a \ sula ge 2126' Low Density (20,000) Area=0.58 acre ttb 195 204 206 205 3�0 16 emu I�°o b itr 260tearetit Parktn 7300r—� 320 3 0 Portobe 360 c i s,tvlarKv. TORR- : I ,� 'Cf11E % \ .9 es, i 7 •, s` 22 * `0 'Pa hr• d ROLLING I --I' ��egr,e.% 460-�F-II-L� i /—� School \ 4Sources: Ess4HHEBE, Gasmen, USG.•,,.bnterm* vs $p-E`0li pa\METI;ti sri Chinaj(Hong Kong), E. / A NG%)(c).00enStreetMa eonttnbutorsland 194 Legend ZONING CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES SEWER AREA STUDY EXHIBIT AREA MH 231 TO MH 232 W'WILLDAN I 7.1;"'° �__ Engineering vor MH 231 to MH 232 Residential 0 co Feet 1 in = 600 ft \\ I R I L \J 4" FORCE M IN OtJN TY 159 477 Peni sula Her .ge Sop' •8 I iNGHiLL S //o\ �a 1 PortobeJJe360 I � skylarkOTORRAJNtE a) / coo 4,,,. 1 2 ' 1 %♦ ��44 2' 2 ♦♦ Ci• aka ♦♦♦ S`°'')i 1: e• ♦ 7j 22A, �� 46. A ii �a ♦♦ y`'``Yi. Low Density (20,000) �S`a,, Area=0.65 acre ♦'i- 204 206 205 '3ap. 16 R01Ma 460 J Legend —HI-L�� , ou E sz4 o Sources: EsrAHE-RE, G�a,nmin U o`O app-Erq� pa\MET'I Esri China�(H / / NGCc4(c).ORnStre`tMas,) cunt n - esen "q88 MH 232 toMH 233=MH 2 (Torrance) LLDAN CITY OF ROLLING HILLS ;_, 1NIkin neeng I ..•r PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES s SEWER AREA STUDY EXHIBIT 0 150 300 600 AREA MH 232 TO MH 233=MH 2 (TORRANCE) Feet 1 in = 600 ft IRO L/LI'N, _. o o; HILL Sr h� 1.:..kqp yin/ Tvy Pa V V., • a W. � andtill sed) 2126 4" FORCE M IN enn, Residential Multi -Family Area=3.18 acre 204 206 205 ' 400 sula 99 ling ` Ils• HqL<L- bl 7; Sources -4)4 srirH�REJGarmir;; US Esr� Japayn,,,METI, Esri China (Ho NGCC, ((.0 ORpnstreetMap eontri ,� rn Legend ZONING • • sG 197 '♦♦ • 96 195 194 W 0 0 Sat Fr88 Cr) .. MH 233=MH 2 (Torrance) to MK 1 Residential Multi -Family CITY OF ROLLING HILLS WWILLDA.N Engineenng PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES s SEWER AREA STUDY EXHIBIT 0 150 300 600 AREA MH 233=MH 2 (TORRANCE) TO MH 1 Feet 1 in=600 ft PortobeJte360 . Residential Multi -Family r� Area=4.08 acre t2 Goff 2 ' 1 000, Vi / -- ■ 2 , 2 ♦' c�v ,Q sG 40, Q.rUN 71( ROL O.' vV,/, O 4"FORCE MIN • 159 477 Flans sula Her ge .9 • ling Ils • ~ter Soo 8 0%• LJN-GHiLL S s) 204 206 205 Qp0 3g0' 16 ./‘; •1Sors s: E•sa7. ERE,'Garmin U vO crEsi4Japa•\METI, Esri Chinai(H / /p0 NGG�t(c)•OPknSr `Ma�cont NRCan, rand), unity Sch q Legend ZONING MH1toMH9 Commercial Residential Multi -Family CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES s SEWER AREA STUDY EXHIBIT WWILLDAN ( n °'° Engineering :ms o 150 300 600 AREA MH 1 TO MH 9 Feet 1 in = 600 ft S 0 150 300 600 micaimom Feet 1 in = 600 ft 1 Perklfotnmt i Verdes La • 41 site }` 4" FORCE M e,. 44 Q 444' OIL LIN:G� H'IL,f,rbt?S' 8 520 . ) sula go ling IIsA 6) 0 N1/4 0 p. • o ♦ 2126' 204 206 420,' WWILLDAN I "'° Li Engineering s Commercial Area=1.70 acre �DaPF 9rY \ \. ,\ /S'o�rces:tE•sri?HE.RE Garrnin! U�6G Ir Est-10pan,:METh;Esri hina (NonglKo�n ` N,GG (c) .C, OpenStreetMap\cc ntrtibutors, iera Chddis Equip 0 -Linden H. 9�thl..1 0.♦ero se w. ♦ •■ Legend MH9toMH8 ZONING pearl, 9 commercial end), pity ,360 380, CITY OF ROLLING HILLS PROPOSED SANITARY SEWER LINES CITY HALL, TENNIS COURT SITE, AND UPSTREAM PROPERTIES SEWER AREA STUDY EXHIBIT AREAMH9TOMH8 Zoning in City of Rolling Hills SeMee Layer Credits:Sources•.Est Oelmne. NAVTEQTonlons idarmap. haementP Cmq.GEBCO.USG%MO. NPS. NRCAN. Geoease. IGN. Kadaster NI_ Ordnance Survey; Esn Japan MEN EsaC6ha(Nor Id Kond):nesi±po.andCie G6 UsernGcix'i /7 f —. .tom 5 y t [Ti PF IM RAS-1 l� 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 c. ASSOCIATION Of GOVeRNMIATS Source: SCAG. 2013 P:\Data Map_Guide\=RTP_2016\mxds\ZN\LA\Rosemeo&ZN.mxd 0 0.075 0.15 0.3 I L_J I MIAs ;kip To Content (#content) L..ning Ordinance Summary - Residential Zones ble 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:l/planning.lacounty.gov/luz/summary/categorylcombining zones ) .• Commercial Zones (http://planning.lacounty.gov/luz/summary/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 ) his is a SUMMARY ONLY of the Los Angeles County Zoning Ordinance (unincorporated area). The information herein is NOT ALL- LUSIVE. )ne other thing to also keep in mind --USES MUST BE CONSISTENT WITH THE GENERAL PLAN, LOCAL PLANS, AND/OR IIIMUNITY STANDARDS DISTRICTS. THESE MAY LIMIT THE TYPE AND INTENSITY OF USE. .or more complete information, see Title 22 (Planning and Zoning) (http://planning.lacounty.gov/title22) of the Los Angeles County le, or stop by the office of the Los Angeles County Department of Regional Planning, Room 1360 Hall of Records, 320 W. Temple Los Angeles, CA 90012. Phone: (213) 974-6411. gw Title 22 - Residential Zones (effective 2019-02-28) ATTENTION Effective February 28, 2019 Los Angeles County has a new Zoning Code! ..,p:/lplanning.lacounty.gov/title22) one R -A: Residential Agricultural rmitted 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) ximum Height Limit: • • 35 feet (22.18.040.C.1) ....iimum Required Parking: I ndard Yard Requirements: • Front Yard: 20 feet (22.18.040) • Rear Yard: 15 feet (22.18.040) • Corner/Interior Side Yards: (22.18.040) • Reverse Corner Side: 10 feet Lot: See 22.140.580 regarding development standards for single family residences relopment Standards: • (See 22.140.580 regarding development standards for single-family residences) ne R-1: Single -Family Residence ,mitted Uses: • Single family residences with accessory uses (22.18.030.C) iimum Required Area: • Unless otherwise specified: 5,000 sq. ft./lot (22.110.130, 22.110.140) flaximum 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.) iimum Required Parking: • 2 covered parking spaces per single family residence (22.112.030) itandard 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) velopment Standards: • (See 22.140.580 regarding development standards for single-family residences) Ine R-2: Two -Family Residence emitted Uses: • Two family residences (or duplex), single family residences (22.18.030.C) iimum Required Area (Unless otherwise specified): .....,y. �..�.v. ���. I I W. WWI • 2,500 sq. ft./unit (22.110.140) ►udximum Height Limit: • 35 feet from existing or excavated grade (22.18.040.C.1). See special standards district Phimum 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/Corner Side: 5 feet (22. 18.040 and 22.110.080) • Reverse Corner Side: 10 feet (22.18.040) elopment Standards: • (See 22.140.580 regarding development standards for single-family residences) ne R-3: Limited Density Multiple Residence •mitted Uses: • Apartment houses, uses permitted in Zone R-1 and R-2 (22.18.030.C) iimum Required Area (Unless otherwise specified): • 5000 sq. ft./lot (22.110.130.A.4) )ensity: • 30 du/ac (22.110.120.B) ximum Height Limit: • 35 feet from existing or excavated grade (22.18.040.C.1) xmum 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) aandard 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) 111111.,01 1,011,./Y111,•• ..•..v. y 1111......1 . v ... 1111. .....11..y.. ••w.. 1 Y1 1111......... 11..., VMS 1 w. 1..,/.. .11...11 1 V 11.11... VVIL/. 1 v...,.. ....v ��............� . w...111111.... , Corner Side: 7 1/2 feet (22.18.040) ;evelopment Standards: • (See 22.140.580 regarding development standards for single-family residences) :one R-4: Medium Density Multiple Residence .rmitted Uses: • Apartment houses, uses permitted in Zone R-3 (22.18.030.C) ^inimum Required Area (Unless otherwise specified): • 5000 sq. ft./lot (22.110.130.A.4) tsity: • 50 du/ac (22.110.120.C.), depending on the land use category naximum Height Limit: • 13 times the buildable area (22.18.040.C.2) timum Required Parking: • See Chapter 22.112: Parking ndard 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) )evelopment Standards: • (See 22.140.580 regarding development standards for single-family residences) 'one R-5: High Density Multiple Residence 'ermitted Uses: ,• Apartment houses, uses permitted in Zone R-1 and R-2 (22.18.030.C) iimum Required Area (Unless otherwise specified): • 5000 sq. ft./lot (22.110.130) nsity: ximum 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) (" I imum Required Parking: • See R-1 and R-2 zones (22.112.070) See Chapter 22.112: Parking) itandard 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) one RPD: Residential Planned Development '_-miffed Uses: • Single family residences (22.18.030.C) i• Planned unit development with approved CUP (22.18.030.C) llinimum 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) llaximum Height Limit: •• 35 feet (22.18.060) • As established by CUP (22.18.060) iimum Required Parking: • See Chapter 22.112: Parking )ensity: • As established by CUP and zoning (22.18.020) indard 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) ►evelopment 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. "i://planning.lacounty.gov/tu) ' Ise note that effective February 28, 2019, the following Code section references have been updated as listed above. 'isit Title 22(http://planning.Iacounty.gov/title22) for more information. ne R-1: Single Family Residence r—mitted Uses: • Single family residences (22.20.070 - 22.20.100) iimum Required Area: • Unless otherwise specified: 5,000 sq. ft./lot (22.52.100, 22.52.250) Aaximum 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.) Iimum Required Parking: • 2 covered parking spaces per single family residence (22.52.1180) itandard 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) velopment Standards: • (See 22.20.105 regarding development standards for single-family residences) pne R-2: Two Family Residence. rmitted Uses: • Two family residences (or duplex), single family residences (22.20.170 - 22.20.200) Iimum Required Area (Unless otherwise specified): • 2,500 sq. ft./unit (22.52.270) r,aximum Height Limit: • 35 feet from existing or excavated grade (22.20.210). See special standards district " -iimum 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) 'nne R-3: Limited Multiple Residence 'ermined Uses: • Apartment houses, uses permitted in Zone R-1 and R-2 (22.20.260 - 22.20.290) - limum 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) llaximum Height Limit: • 35 feet from existing or excavated grade (22.20.300) iimum 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) indard 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) - one R -A: Residential Agriculture "CIIIIILLCU • Single family residences • Crops (field, tree, bush, berry, row and nursery stock) (22.20.410 - 22.20.440) imum Required Area: • Unless otherwise specified 5000 sq. ft./lot (22.52.100, 22.52.250) llaximum Height Limit: • 35 feet (22.20.450) i iimum Required Parking: • 2 covered parking spaces per single family residence (22.52.1180) ,ndard 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 ..one RPD: Residential Planned Development •mitted Uses: • Single family residences (22.20.460A) • Planned unit development with approved CUP (22.20.460B) imum Required Area (unless otherwise specified) • 5000 sq. ft./lot (22.52.100, 22.52.250) • 5 acres/development project (22.20.46061) • Density - as established by CUP & zoning (22.20.460B2) ximum Height Limit: • 35 feet (22.20.460) • As established by CUP (22.20.460) IIinimum 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) ,ensity: • As established by CUP and zoning (22.20.460 B2) ''indard Yard Requirements and Development Standards: • All yards: same as R-1 (22.20.460A) . ..., ...,y.....,.. . .,........y .....rr.,.....y ..,,,. .,.. ,, r........,. .....,..,r......., ...,., ....,....� .,. ., y..... .,. ...,... 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) be 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.) n Residental Medium Density (15,000 Sq. Ft.) Residental Medium Density (10,000 Sq. Ft.) Residental Planned Development Commercial General - Commercial Office Commercial Limited Commercial Recreation Agricultural - Institutional - Quarry - Open Space Recreation DIGITALS MAP PRODUCT LEGEND Q IDLBIDB OVERLAY HAWTHORNE BLVD. CORRIDOR -- SPECIFIC PLAN AREA Q DOWNTOWN REDEVELOPMENT PROJECT TORRANCE INDUSTRIAL AEDSVELOPMENT PROJECT MEADOW PARK REDEVELOPMENT PROJECT SKY PARE REDEVELOPMENT PROJECT I= an .Cao[awL Ct aba mpnm.l ®6m1C Il w W m0C ® REMO . IomO= O mac. m11mOa 00 MN Tom. a -at Rl 14.02 MOT aLan. ©pyl WwpOa OQ 11ww Y Netl ® NNW .Oal ®oYama mlep>+n n Lp.-n w nn sao� ssa ® MO may ®gSaa'Im mmla¢ Ool rY. ® KOKO alas 0 oft�ioC! tER � m Wtlp O aaml[ OAS O [m°[ .LWI YOI IIX! Io1Ib.Cl1@C ® O.GUT aol aII 1®m1 O 1[AW IPloa.C1aa10 ® A >Q MM al aC ® amo,a .[gyp, =IMAM KZ ® COMMrose ®0%22=. mm a�9i°On °�' an Am namio..ma ® nANO mama NI0 eau -at -ma¢ ® ama sl4 an California oo:po.a„r of EDUCATION SARC Home » Dapplegray Elementary chool Accountability Report Card bout This School ontact Information (School Year 2018-19) " istrict Contact Information (School Year 2018-19) District Name Palos Verdes Peninsula Unified Phone Number Superintendent E-mail Address Web Site (310) 378-9966 Alex Cherniss chernissa@pvpusd.net www.pvpusd.net ; chool 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 applegray 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" in some way. Staff and Administration agree that a strong literacy curriculum, balanced and enhanced y specialized programs in mathematics, arts, science, history and technology, will best serve our students. An important component of our fission is to implement instructional strategies that will strive to meet individual student learning needs and create a school where students feel !part 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 • 3rade 2 114 3rade 3 82 Grade 4 107 3rade 5 • 116 Total Enrollment 639 120 100 1 Cindergarten tudent t • . Grade 1 Grade 2 Grade 3 Grade 4 Grade 5 Last updated: 12/12/2018 Enrollment by Student Group (School Year 2017-18) Student Group Percent of Total Enrollment Black or African American 1.1 American Indian or Alaska Native 0.6 Asian 18.2 Student Group Percent of Total Enrollment Filipino 3.0 % Hispanic or Latino 23.9 Native Hawaiian or Pacific Islander 0.3 Mite 43.5 % Two or More Races 8.8 % Other Student Group (Other) 0.6 % Percent of Total Enrollment Socioeconomically Disadvantaged 9.1 % English Learners Students with Disabilities Foster Youth 8.3 6.9 % 0.2 Questions: SARC TEAM 1 sarc@cde.ca.gov 1 916-319-0406 .,alifornia Department of Education 1430 N Street acramento, CA 95814 Parcel Details operty records are kept at the South District Office Dw frequently is this site updated? nd other FAQs) erty Information ;sor's ID No: 7548-011-018 ddress: 26941 RO NG HILLS RD ROLLING ' LLS 90274 erty Type: Other egion / Cluster: 26 / 26697 Late Area (TRA): 16263 ew Assessor Map View Index map nt Sales Information ..��t Sale Date: idicated Sale Price: Search for Recent Sales J D19 Roll V- alues rding Date: 04/14/2005 $487,985 nprovements: $53,764 mal Property: $0 res: $0 omeowners' $0 1ption: Estate Exemption: $0 ersonal Property $0 cemption: ire Exemptions: $0 v Gil •_ want to... r ' r � 0 100 200ft New Horizons Child Development Center �C © LACounty Street Map rtch , r-777 Peninsula � H2}ltage T • j -� �-,j (' r r Al • s'.r > f LA County I County of Los Angele 1:310•111IT . 1321c1 AWN, [ _O Willdan - Prod - Sign In X 0 Peninsula Heritage School - Roll X `.� Staff Directory 1 Peninsula Hulls X -> e O greatschools.org/califomia/rolling-hills-estates/8609-Peninsula-Heritage-School/ - 0 X tr 0 O C• 9 Great! DCItOOL&.org Schools City, zip, address or school PARENTING • DONATE EN ESPANOL V SIGN IN FEATURED Parent Power Building character College Prep Timeline College Success Awards Worksheets School Reviews California Rolling Hills Estates Schools Peninsula Heritage School ccaorr ed ? 9 26944 Rolling Hills Road, Rolling Hills Estates, CA 90274 ,) Contact info PRIVATE 7 REVIEWS GRADES STUDENTS TYPE SCHOOLS ARE NOT RATED 30 ***** K-8 115 Private • Are you an administrator at this school? Keep your school's information up-to-date. • Are you a parent or student at this school? Encourage school administrators to update your school's profile. OVERVIEW STUDENTS NEIGHBORHOOD r 6 Review Save Nearby Schools 1NV See the 3 nearest 1 high -performing schools (< 6th Grade `/ 7th Grade ) Aa Kindergarten 1st Grade 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. 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 theflow 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) O A/)�! Land Development (D'Antonio, Burger, ' Chong, Witler, 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 Apt 150 gal/D.U. Use for Botanical 1 bedroom dwelling units Apt 200 gal/D.U. I Comfort Station 2 bedroom dwelling units Apt 250 gal/D.U. 3 bedroom or more dwelling units Apt 300 gal/D.U. Auditoriums, churches, etc. Aud 5 gal/seat Automobile parking P 25 gal/1000 sq ft gross floor area Bars, cocktails lounges, etc. Bar 20 gal/seat Commercial Shops & Stores CS 100 gal/1000 sq ft gross floor area Hospitals (surgical) HS 500 gal/bed Hospitals (convalescent) HC 85 gal/bed Hotels H 150 Use for City Hall gal/room Medical Buildings MB 300 gal/1000 s ft gross floor area Motels MB 150 gal/unit Office Buildings Off 200 gal/1000 sq ft gross floor area Restaurants, cafeterias, etc. R 50 gal/seat Schools: Elementary or Jr. High S 10 gal/student High Schools HS 15 gal/student Universities or Colleges U 20 gal/student College Dormitories CD 85 gal/student [Multiply the average daily flow by 2.5 to obtain the peak flow r 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* Use for Dapplegray Elem. School, Peninsula Heritage School, New Horizons Child Dev. Ctr. Use for Torrance Multi -Family and Institutional Use for Torrance Commercial * 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 For large lots, per LACDPW, use a coefficient prorated on 0.001 cfs/ac as follows: 1 ac lot: Coeff. = 0.001 cfs/ac x (43,560 / 43,560) = 0.001 cfs/ac 2 ac lot: Coeff. = 0.001 cfs/ac x (43,560 / 87,120) = 0.0005 cfs/ac 20,000 sf lot: Coeff. = 0.001 cfs/ac x (43,560 / 20,000) = 0.0022 cfs/ac APPENDIX I 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 Dav) Per Da Per Dav) Single Family Home Parcel 260 1.22 0.59 Duplex Parcel 312 1.46 0.70 Triplex Parcel 468 2.19 1.05 Fourplex Parcel 624 2.92 1.40 Condominiums Parcel 195 0.92 0.44 Single Family Home Parcel 156 0.73 0.35 (reduced rate) Five Units or More No. of Dwlg. Units 156 0.73 0.35 Mobile Home Parks No. of Spaces 156 0.73 0.35 COMMERCIAL 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 ft2 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 Use for Tennis Court Site DESCRIPTION COMMERCIAL Night Club Bowling/Skating Club Auditorium, Amusement Golf Course, Camp, and 1000 ft` 100 Park (Structures and Improvements Recreational Vehicle Park Convalescent Home Laundry Mortuary/Cemetery Health Spa, Gymnasium With Showers Without Showers Convention Center, Fairground, Racetrack, Sports Stadium/Arena SUSPENDED FLOW COD SOLIDS (Gallons (Pounds (Pounds UNIT OF MEASURE Per Dav) Per Day) Per Dav) 1000 ft2 1000 ft2 1000 ft2 1000 ft2 350 150 125 350 INSTITUTIONAL 1.50 1.76 0.54 1.50 0.43 0.79 0.55 0.27 0.79 0.23 No. of Spaces 55 0.34 0.14 Bed 125 0.54 0.28 1000 ft2 3,825 16.40 8.61 1000 ft2 100 1.33 0.67 1000 ft2 600 2.58 1.35 1000 ft2 300 1.29 0.68 Average Daily 10 0.04 0.02 Attendance College/University Student 20 0.09 0.05 Private School 1000 ft2 200 0.86 0.45 Church 1000 ft2 50 0.21 0.11 APPENDIX J-1 Sewer Capacity and Design Analysis — Existing Conditions City of Rolling Hills Sewer Service Feasibility Study - Phase 1I Rolling Hills Road Sewer Analysis - Existing Condition * Calculated using Kutter's Formula with n=0.013 Design Capacity keeps three decimal places at least 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) ** Based on current land use and coefficients (and occupancy) per LA County, (Attach supporting calculations) Street Name Segment MH# MH# Pipe Size Slope 8"=0.667' 10"=0.833' 12"=1' Design Capacity* 1/2 Full 3/4 Full <15" 15" or> (cfs) (cfs) ## Area Zoning Calc'd (ac) Coeff. Flow or (cfs/ac) (cfs) Peak Flow (cfs) Kutter's Formula C= Q= 41.65 + 0.00281/5 + 1.811/n 1 + n/R^(1/2) * (41.65 + 0.00281/5) CA(RS)^(1/2) For 1/2 Full Pipe, R = D/4 ** Cum. Calc'd As -Built/ Flow Ref. Plan (cfs) Comment % of 1/2 Full Cum. Calc'd Flow / Design Capacity Cum. Calc'd Cum. Calc'd flow depth/ Flow Vel. Jurisdiction Diameter (fps) • See App. K-4 See App. K-4 Rolling Hills Rd. Rolling Hills Rd. Rolling Hills Rd. Rolling Hills Rd. Rolling Hills Rd. Rolling Hills Rd. 203 207 210 211 Rolling Hills Rd. 212 Rolling Hills Rd. 216 Rolling Hills Rd. 218 Rolling Hills Rd. 231 Rolling Hills Rd. 232 Rolling Hills Rd. 2 Rolling Hills Rd. 1 Rolling Hills Rd. 9 201 202 0.667 202 203 0.667 0.667 207 0.667 210 0.667 211 0.667 212 0.667 0.667 0.667 0.667 0.667 0.667 0.667 216 0.667 218 0.667 231 0.667 232 0.667 233 = 2 0.667 1 0.667 9 0.667 8 0.667 Rolling Hills Rd. 8 7 = 2126 0.667 0.0888 0.0888 0.0888 0.0688 0.066 0.067 0.044 0.044 0.044 0.044 0.044 0.044 0.044 0.026 0.043 0.043 0.043 0.052 0.051 0.022 0.0104 1.654 n/a 1.654 n/a 1.654 n/a 1.455 n/a 1.425 n/a 1.436 n/a 1.164 n/a 1.164 n/a 1.164 n/a 1.164 n/a 1.164 n/a 1.164 n/a 1.164 n/a 0.894 n/a 1.150 n/a 1.150 n/a 1.150 n/a 1.265 n/a 1.253 n/a 0.822 n/a 0.565 n/a 0.1 1.755 n/a 0.53 0.0022 0.001 0.001 27.14 0.0022 0.060 0.061 3.67 0.016 0.059 0.120 7.79 0.0022 0.017 0.137 3.43 0.0022 0.008 0.144 1.35 0.0022 0.003 0.147 57.83 0.0022 0.127 0.274 33.18 0.001 0.033 0.308 0.025 1 0.025 0.333 0.004 1 0.004 0.337 0.003 1 0.003 0.340 12.233 0.001 0.012 0.352 2.79 0.001 0.003 0.355 2.97 0.0022 0.007 0.361 0.001 1 0.001 0.362 7.34 0.0022 0.016 0.378 0.58 0.0022 0.001 0.380 0.65 0.0022 0001 0.381 3.182 0.016 0.051 0.432 4.081 0.016 0.065 0.497 1.701 0.015 0.026 0.523 0 0 0.000 0.523 # Area (ac) or Peak Flow (cfs) Left justified values are Areas in (acres). Used for parcel peak flow rates calculated as Area (ac) x Zoning Coeff. (cfs/ac). Right justified values are peak flow rates in (cfs). MH 211 to MH 212, Dapplegray Elem. School: (10 gpd/student) * 639 students* 2.5 * (1 cfs / 646317 gpd) = 0.025 cfs MH 211 to MH 212, Peninsula Heritage School: (10 gpd/student) * 115 students * 2.5 * (1 cfs / 646317 gpd) = 0.004 cfs MH 211 to MH 212, New Horizons Child Dev. Ctr.: (10 gpd/student) * 70 students * 2.5 * (1 cfs / 646317 gpd) = 0.003 cfs MH 216 to MH 218, Botanical Comfort Station based on Apt 3 bdr = 300 gpd * 2.5 * (1 cfs / 646317 gpd) = 0.001 cfs PS005727 PS005727 PS005727 PS005727• PD07160 PD07160 PD07160 PD07160 PD07160 PD07160 PD07160 PD07160 5S -116/5S-0043 SS-116/SS-0043 55-116/55-0043 SS -116 / SS -0043 / 5-P-92 Min 20,000 sf lot size area Min 20,000 sf lot size area Institutional Min 20,000 sf lot size area Min 20,000 sf lot size area Min 20,000 sf lot size area Min 20,000 sf lot size area Min 1 ac lot size area Dapplegray Elem. School Peninsula Heritage School New Horizons Child Ctr. Comm. Rec. Inst. (Ball Field) Min 20,000 sf lot size area Botanical Comfort Station Min 20,000 sf lot size area Min 20,000 sf lot size area Min 20,000 sf lot size area Multi -Family Multi -Family Commercial 0.1% 0.019 0.67 3.7% 0.104 3.16 7.2% 0.141 4.01 9.4% 0.158 3.87 10.1% 0.163 3.88 10.3% 0.164 3.93 23.6% 0.241 4.22 26.4% 0.254 4.4 28.6% 0.264 4.51 28.9% 0.266 4.53 29.2% 0.267 4.54 30.2% 0.271 4.59 30.5% 0.272 4.61 40.4% 0.312 3.88 31.5% 0.277 4.59 32.9% 0.282 4.67 33.0% 0.283 4.68 30.1% 0.271 4.99 34.5% 0.289 5.16 60.5% 0.382 4.06 92.6% 0.479 3.16 29.8% 0.269 6.9 ## Zoning Coeff. (cfs/ac) Minimum 20,000 sf lot size: Coeff = 0.001 cfs/ac * (43,560/20,000) = 0.0022 cfs/ac MH 202 to MH 203 Institutional based on R-4: Coeff = 0.016 cfs/ac Minimum 1 ac lot size: Coeff = 0.001 cfs/ac per LACDPW MH 211 to MH 212, Community Recreation based on 1 ac. lot size: Coeff = 0.001 cfs/ac MH 211 to MH 212, Inst. (Ball Field) based on 1 ac lot size: Coeff = 0.001 cfs/ac MH 2 to MH 1: City of Torrance Multi -Family based on R-4: Coeff = 0.016 cfs/ac MH 1 to MH 9: City of Torrance Multi -Family based on R-4: Coeff = 0.016 cfs/ac MH 9 to MH 8: City of Torrance Commercial based on C-1 through C-4: Coeff = 0.015 cfs/ac RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE RHE Torrance Torrance Torrance Torrance 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 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) ** Based on current land use and coefficients (and occupancy) per LA County, (Attach supporting calculations) Infosewer ID Street Name Segment MH# MH# Pipe Size Slope 8"=0.667' 10"=0.833' 12"=1' Design Capacity* 1/2 Full 3/4 Full <15" 15" or> (cfs) (cfs) Area (ac) or Peak Flow (cfs) ## Zoning Coeff. (cfs/ac) Calc'd Flow (cfs) Kutter's Formula C= Q= 41.65 + 0.00281/5 + 1.811/n 1 + n/RA(1/2) * (41.65 + 0.00281/5) CA(RS)A(1/2) For 1/2 Full Pipe, R = D/4 ** Cum. Calc'd As -Built/ Flow Ref. Plan (cfs) Comment % of 1/2 Full Cum. Calc'd Flow / Design Capacity Cum. Calc'd Cum. Calc'd flow depth/ Flow Vel. Jurisdiction Diameter (fps) See App. K-4 See App. K-4 Portuguese Bend 98 99 98 99 98 99 98 99 Rolling Hills Rd. 99 100 Rolling Hills Rd. 100 201 5 Rolling Hills Rd. 201 202 7 Rolling Hills Rd. 202 203 8 Rolling Hills Rd. 203 207 11 Rolling Hills Rd. 207 210 3 Rolling Hills Rd. 210 211 10 Rolling Hills Rd. 211 212 1 Rolling Hills Rd. 212 216 4 Rolling Hills Rd. 216 218 9 Rolling Hills Rd. 218 231 6 Rolling Hills Rd. 231 232 2 Rolling Hills Rd. 232 233 = 2 12 Rolling Hills Rd. 2 1 13 Rolling Hills Rd. 1 9 1 9 14 Rolling Hills Rd. 9 8 9 8 9 8 15 Rolling Hills Rd. 8 8 7 = 2126 8 7 = 2126 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 0.667 MERE 0.667 0.833 1 7=2126 0.667 0.833 1 0.058 0.058 0.058 0.058 0.061 0.0506 0.0888 0.0888 '0.0888 0.0688 0.066 0.067 0.044 0.044 0.044 0.044 0.044 0.044 0.044 0.026 0.043 0.043 0.043 0.052 0.051 0.022 0.022 0.0104 0.0104 0.0104 0.1 0.1 0.1 1.336 1.336 1.336 1.336 1.370 1.248 1.654 1.654 1.654 1.455 1.425 1.436 1.164 1.164 1.164 1.164 1.164 1.164 1.164 0.894 1.150 1.150 1.150 1.265 1.253 0.822 1.525 0.565 1.047 1.736 1.755 3.254 5.393 Per LA County Assessor, Parcel 7569-003-904 (City Hall) = 1.22 ac = 53,143 sf Per LA County Assessor, Parcel 7569-015-900 (Tennis Court Site) = 37,460 sf n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 488.11 233.51 0.014 0.01 0 0 0.53 27.14 3.67 7.79 3.43 1.35 57.83 33.18 0.025 0.004 0.003 12.233 2.79 2.97 0.001 7.34 0.58 0.65 3.182 4.081 0.0005 0.001 1 1 0 0 0.0022 0.0022 0.016 0.0022 0.0022 0.0022 0.0022 0.001 1 1 1 0.001 0.001 0.0022 1 0.0022 0.0022 0.0022 0.016 0.016 0.244 0.234 0.014 0.010 0.000 0.000 0.001 0.060 0.059 0.017 0.008 0.003 0.127 0.033 0.025 0.004 0.003 0.012 0.003 0.007 0.001 0.016 0.001 0.001 0.051 ' 0.065 1.701 0.015 0.026 0 0 0.000 0.244 0.478 0.492 0.502 0.502 0.502 0.503 0.562 0.621 0.638 0.646 0.649 0.776 0.809 0.834 0.838 0.841 0.853 0.856 0.863 0.864 0.880 0.881 0.883 0.934 0.999 0.999 1.024 1.024 1.024 1.024 1.024 1.024 Prelim Plans Prelim Plans Prelim Plans P5005727 P5005727. PS005727 PS005727 PD07160 PD07160 P007160 PD07160 PD07160 PD07160 PD07160 PD07160 55-116/55-0043 55-116/55-0043 Prelim Plans SS -116/55-0043 Prelim Plans Prelim Plans SS -116 / 55-0043 / 5-P-92 Prelim Plans Prelim Plans # Area (ac) or Peak Flow (cfs) Left justified values are Areas in (acres). Used for parcel peak flow rates calculated as Area (ac) x Zoning Coeff. (cfs/ac). Right justified values are peak flow rates in (cfs). MH 98 to MH 99, Tennis Ct. based on Golf Course, Camp, and Park: 100 gpd/1000 sf = (100 gpd*37,460 sf/1000 sf)*2.5*(1 cfs/646317 gpd) = 0.014 cfs MH 98 to MH 99, City Hall based on Office Bldg: 200 gpd/1000 sf gr. flr. area: 200 gpd*13,000 sf/1000 sf) *2.5*(1 cfs/646317 gpd) = 0.010 cfs MH 211 to MH 212, Dapplegray Elem. School: (10 gpd/student) • 639 students * 2.5 * (1 cfs / 646317 gpd) = 0.025 cfs MH 211 to MH 212, Peninsula Heritage School: (10 gpd/student) * 115 students * 2.5 * (1 cfs / 646317 gpd) = 0.004 cfs MH 211 to MH 212, New Horizons Child Dev. Ctr.: (10 gpd/student) * 70 students * 2.5 * (1 cfs / 646317 gpd) = 0.003 cfs MH 216 to MH 218, Botanical Comfort Station based on Apt 3 bdr = 300 gpd * 2.5 * (1 cfs / 646317 gpd) = 0.001 cfs Min 2 ac lot size area Min 1 ac lot size area Tennis Ct. Area #City Hall Min 20,000 sf lot size area Min 20,000 sf lot size area Institutional Min 20,000 sf lot size area Min 20,000 sf lot size area Min 20,000 sf lot size area Min 20,000 sf lot size area Min 1 ac lot size area Dapplegray Elem. School Peninsula Heritage School New Horizons Child Ctr. Comm. Rec. Inst. (Ball Field) Min 20,000 sf lot size area Botanical Comfort Station Min 20,000 sf lot size area Min 20,000 sf lot size area Min 20,000 sf lot size area Multi -Family Multi -Family Upgrade to 10" Commercial Upgrade to 10" Upgrade to 12" 18.27% 35.74% 36.79% 37.54% 36.60% 40.19% 30.4% 34.0% 37.6% 43.9% 45.3% 45.2% 66.7% 69.5% 71.7% 72.0% 72.3% 73.3% 73.6% 96.5% 75.1% 76.5% 76.6% 69.8% 74.5% ii�]51.,i76Fo 65.5% M l Upgrade to 10" Upgrade to 12" 97.8% 59.0% 58.4% 31.5% 19.0% 0.214 4.46 RH 0.294 5.57 0.298 5.63 0.301 5.66 0.298 5.76 RH 0.311 5.41 RHE 0.272 6.54 RHE 0.287 6.8 RHE 0.301 7.01 RHE 0.325 6.49 RHE 0.33 6.42 RHE 0.33 6.46 RHE 0.402 5.9 RHE 0.41 5.99 RHE 0.417 6.04 RHE 0.418 6.05 0.419 6.06 0.422 6.08 RHE 0.423 6.09 RHE 0.49 5.07 RHE 0.428 6.06 RHE 0.432 6.09 RHE 0.432 6.1 RHE 0.411 6.52 RHE 0.426 6.58 Torrance 0.56 4.96 Torrance 0.398 4.94 Torrance 0.733 3.73 Torrance 0.493 3.82 Torrance 0.376 3.79 Torrance 0.375 8.55 Torrance 0.276 8.37 Torrance 0.216 8.2 Torrance • ## Zoning Coeff. (cfs/ac) Minimum 2 ac lot size: Coeff = 0.001 cfs/ac/2 = 0.0005 cfs/ac Minimum 1 ac lot size: Coeff = 0.001 cfs/ac per LACDPW Minimum 20,000 sf lot size: Coeff = 0.001 cfs/ac * (43,560/20,000) = 0.0022 cfs/ac MH 202 to MH 203 Institutional based on R-4: Coeff = 0.016 cfs/ac MH 211 to MH 212, Community Recreation based on 1 ac. lot size: Coeff = 0.001 cfs/ac MH 211 to MH 212, Inst. (Ball Field) based on 1 ac lot size: Coeff = 0.001 cfs/ac MH 2 to MH 1: City of Torrance Multi -Family based on R-4: Coeff = 0.016 cfs/ac MH 1 to MH 9: City of Torrance Multi -Family based on R-4: Coeff = 0.016 cfs/ac MH 9 to MH 8: City of Torrance Commercial based on C-1 through C-4: Coeff = 0.015 cfs/ac APPENDIX K-1 Design Capacity Calculations — Existing Conditions 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 0.08880 ft/ft 0.3335 ft 0.667 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth 1.654 ft/s 0.17 ft2 1.05 ft 0.1668 ft 0.67 ft 0.59 ft Percent Full <— Capacity 50.0 % Half Full Critical Slope 0.01898 ft/ft Velocity 9.46 ft/s Velocity Head 1.39 ft Specific Energy 1.73 ft Froude Number 3.26 Maximum Discharge 3.62 ft'/s Discharge Full 3.31 ft'/s Slope Full 0.02222 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth Length Number Of Steps 0.0000 ft 0.00 ft 0 O {GVF Output Data Upstream Depth 0.0000 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 SoliR itl MewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 2:58:43 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 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 0.08880 ft/ft 0.3335 ft Half Full 0.667 ft Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full 1.654 ft'/s 0.17 ft' 1.05 ft 0.1668 ft 0.67 ft 0.59 ft 50.0 % Capacity Critical Slope 0.01898 ft/ft Velocity 9.46 ft/s Velocity Head 1.39 ft Specific Energy 1.73 ft Froude Number 3.26 Maximum Discharge 3.62 ft'/s Discharge Full 3.31 ft'/s Slope Full 0.02222 ft/ft Flow Type SuperCritical Half Full [GVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 rGVF Output Data Upstream Depth 0.0000 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@® rtlepfitewMaster V8i (SELECTseries 1) (08.11.01.03] 3/10/2020 2:59:38 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 0 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 0.06880 ft/ft 0.3335 ft 0.667 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth 1.455 ft3/s 0.17 ft2 1.05 ft 0.1668 ft 0.67 ft 0.57 ft Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical F— Capacity 50.0 % I 0.01555 ft/ft 8.33 ft/s 1.08 ft 1.41 ft 2.87 3.18 ft3/s 2.91 ft3/s 0.01721 ft/ft Half Full [GVF Input Data Downstream Depth Length Number Of Steps 0.0000 ft 0.00 ft 0 LGVF Output Data Upstream Depth 0.0000 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 SoliR®rtI MewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:00:29 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 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 0.3335 ft Half Full 0.667 ft Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full 50.0 % < Half Full 1.425 ft'/s <— Capacity 0.17 ft2 1.05 ft 0.1668 ft 0.67 ft 0.56 ft Critical Slope 0.01512 ft/ft Velocity 8.16 ft/s Velocity Head 1.03 ft Specific Energy 1.37 ft Froude Number 2.81 Maximum Discharge 3.12 ft3/s Discharge Full 2.85 ft3/s Slope Full 0.01651 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0000 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 SoliRinrtlt frtewMaster V8i (SELECTseries 1) [08.11.01.03) 3/10/2020 3:01:11 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 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 0.3335 ft 0.667 ft Half Full Results Discharge 1.436 ft/s Flow Area 0.17 ft2 Wetted Perimeter 1.05 ft Hydraulic Radius 0.1668 ft Top Width 0.67 ft Critical Depth 0.56 ft Percent Full 50.0 % < Half Full Capacity Critical Slope 0.01528 ft/ft Velocity 8.22 fUs Velocity Head 1.05 ft Specific Energy 1.38 ft Froude Number 2.83 Maximum Discharge 3.14 ft3/s Discharge Full 2.87 ft3/s Slope Full 0.01676 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 [GVF Output Data Upstream Depth 0.0000 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 SohR®rtlepFtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:01:58 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 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 0.3335 ft 0.667 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth 1.164 ft3/s Capacity 0.17 ft' 1.05 ft 0.1668 ft 0.67 ft 0.51 ft Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 50.0 %— Half Full 0.01210 ft/ft 6.66 ft/s 0.69 ft 1.02 ft 2.29 2.55 ft'/s 2.33 ft'/s 0.01100 ft/ft [GVF Input Data Downstream Depth Length Number Of Steps 0.0000 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 0.0000 ft 0.00 ft 0.00 50.00 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SoliR®rtl@pfitewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:02:43 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 212 to MH 216 Project Description Friction Method Solve For Kutter Formula Discharge nput Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.02600 ft/ft 0.3335 ft 0.667 ft Half Full Results Discharge 0.894 ft3/s Flow Area 0.17 ft2 Wetted Perimeter 1.05 ft Hydraulic Radius 0.1668 ft Top Width 0.67 ft Critical Depth 0.45 ft E— Capacity Percent Full 50.0 % Critical Slope 0.01003 ft/ft Velocity 5.12 ft/s Velocity Head 0.41 ft Specific Energy 0.74 ft Froude Number 1.76 Maximum Discharge 1.96 ft3/s Discharge Full 1.79 ft'/s Slope Full 0.00650 ft/ft Flow Type SuperCritical Half Full GVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0000 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 SoliRimtlepfrieovMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:03:23 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 216 to MH 218 Project Description Friction Method Kutter Formula Solve For Discharge nput Data Roughness Coefficient 0.013 Channel Slope 0.04300 ft/ft Normal Depth 0.3335 ft Diameter 0.667 ft Half Full IA Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth 1.150 ft3/s 0.17 ft2 1.05 ft 0.1668 ft 0.67 ft 0.51 ft Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 50.0 % 0.01197 ft/ft 6.58 ft/s 0.67 ft 1.01 ft 2.27 2.52 ft3/s 2.30 ft'/s 0.01075 ft/ft Capacity Half Full GVF Input Data Downstream Depth Length Number Of Steps `GVF Output Data 0.0000 ft 0.00 ft 0 Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.0000 ft 0.00 ft 0.00 50.00 Infinity ft/s Bentley Systems, Inc. Haestad Methods SoldtkottleOtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:04:01 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 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 0.3335 ft 0.667 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth 1.150 ft'/s < Capacity 0.17 1.05 0.1668 0.67 0.51 ft2 ft ft ft ft Percent Full 50.0 % Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.01197 ft/ft 6.58 ft/s 0.67 ft 1.01 ft 2.27 2.52 ft3/s 2.30 ft3/s 0.01075 ft/ft Half Full GVF Input Data Downstream Depth Length Number Of Steps [GVF Output Data 0.0000 ft 0.00 ft 0 Upstream Depth 0.0000 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 SobRftlepfifeeMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:04:37 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 231 to MH 232 [Project Description Friction Method Solve For Kutter Formula Discharge nput Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.04300 ft/ft A 0.3335 ft 0.667 ft Half Full [Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth 1.150 ft'/s Capacity 0.17 ft2 1.05 ft 0.1668 ft 0.67 ft 0.51 ft Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 50.0 % 0.01197 ft/ft 6.58 ft/s 0.67 ft 1.01 ft 2.27 2.52 ft'/s 2.30 ft'/s 0.01075 ft/ft Half Full [GVF Input Data Downstream Depth 0.0000 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 0.0000 ft 0.00 ft 0.00 50.00 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SohR®rtlephlecvMaster V8i (SELECTseries 1) [08.11.01.03] 3110/2020 3:05:10 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 232 to MH 233 = 2 Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.05200 ft/ft 0.3335 ft 0.667 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth 1.265 ft'/s < Capacity 0.17 ft' 1.05 ft 0.1668 ft 0.67 ft 0.53 ft Percent Full 50.0 % Half Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type [VF Input Data 0.01310 ft/ft 7.24 ft/s 0.81 ft 1.15 ft 2.49 2.77 ft'/s 2.53 ft'/s 0.01301 ft/ft SuperCritical Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 [pVF Output Data Upstream Depth 0.0000 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 SohR®rtltpFtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:05:53 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 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 0.3335 ft 0.667 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth 1.253 ft'/s ( Capacity 0.17 ft2 1.05 ft 0.1668 ft 0.67 ft 0.53 ft Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 50.0 % 0.01303 ft/ft 7.17 ft/s 0.80 ft 1.13 ft 2.47 2.74 ft3/s 2.51 ft3/s 0.01276 ft/ft K Half Full GVF Input Data Downstream Depth Length Number Of Steps 0.0000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.0000 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 SoldtlinteplflosvMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:06:39 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 1 to MH 9 (8") Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.02200 ft/ft A 0.3335 ft 0.667 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth 0.822 ft'/s < Capacity 0.17 ft2 1.05 ft 0.1668 ft 0.67 ft 0.43 ft Percent Full 50.0 % Critical Slope 0.00958 ft/ft Velocity 4.71 ft/s Velocity Head 0.34 ft Specific Energy 0.68 ft Froude Number 1.62 Maximum Discharge 1.80 ft3/s Discharge Full 1.64 ft3/s Slope Full 0.00556 ft/ft Flow Type SuperCritical Half Full GVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 .GVF Output Data Upstream Depth 0.0000 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 Soh@ntl�fitecvMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:07:36 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH9toMH8-8" Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.01040 ft/ft 0.3335 ft Half Full 0.667 ft Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth 0.565 ft3/s E- Capacity 0.17 ft2 1.05 ft 0.1668 ft 0.67 ft 0.35 ft Percent Full 50.0 % K Half Full Critical Slope 0.00858 ft/ft .Velocity 3.23 ft/s Velocity Head 0.16 ft Specific Energy 0.50 ft Froude Number 1.11 Maximum Discharge 1.24 ft3/s Discharge Full 1.13 ft3/s Slope Full 0.00262 ft/ft Flow Type SuperCritical [GVF Input Data Downstream Depth Length Number Of Steps 0.0000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.0000 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 SohRthdI€ rtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:09:25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH8toMH7=2126-8" `Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.10000 ft/ft 0.3335 ft 0.667 ft Half Full Results Discharge 1.755 ft3/s Capacity Flow Area 0.17 ft2 Wetted Perimeter 1.05 ft Hydraulic Radius 0.1668 ft Top Width 0.67 ft Critical Depth 0.61 ft Percent Full 50.0 % < Half Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.02104 ft/ft 10.04 ft/s 1.57 ft • 1.90 ft 3.46 3.84 ft3/s 3.51 ft3/s 0.02503 ft/ft GVF Input Data Downstream Depth 0.0000 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 0.0000 ft 0.00 ft 0.00 50.00 Infinity ft/s Bentley Systems, Inc. Haestad Methods SoliBieftltpfrtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:10:26 PM 27 Siemons 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 MH98 to MH99 Design Capacity Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.05800 ft/ft 0.3335 ft 0.667 ft Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full 1.336 ft'/s 0.17 ft' 1.05 ft 0.1668 ft 0.67 ft 0.55 ft 50.0 % Critical Slope 0.01394 ft/ft Velocity 7.65 ft/s Velocity Head 0.91 ft Specific Energy 1.24 ft Froude Number 2.63 Maximum Discharge 2.92 ft'/s Discharge Full 2.67 ft'/s Slope Full 0.01451 ft/ft Flow Type SuperCritical LGVF Input Data -+ Half Full �— Capacity k Half Full Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 bVF Output Data Upstream Depth 0.0000 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 SoIEttoitI4eFtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 2:54:23 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 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 0.3335 ft 0.667 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth 1.370 ft'/s < Capacity 0.17 1.05 0.1668 0.67 0.55 ft2 ft ft ft ft Percent Full 50.0 % Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.01439 ft/ft 7.84 ft/s 0.96 ft 1.29 ft 2.70 3.00 ft'/s 2.74 ft3/s 0.01526 ft/ft Half Full GVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 rGVF Output Data Upstream Depth 0.0000 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 SoIa tlia,atewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 2:56:22 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 100 to MH 201 Project Description Friction Method Kutter Formula Solve For Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.05060 ft/ft 0.3335 ft 0.667 ft Half Full [Results Discharge 1.248 ft'/s G Capacity Flow Area 0.17 ft2 Wetted Perimeter 1.05 ft Hydraulic Radius 0.1668 ft Top Width 0.67 ft Critical Depth 0.53 ft Percent Full 50.0 % k Half Full Critical Slope 0.01298 ft/ft Velocity 7.14 ft/s Velocity Head 0.79 ft Specific Energy 1.13 ft Froude Number 2.46 Maximum Discharge 2.73 ft'/s Discharge Full 2.50 ft'/s Slope Full 0.01266 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 rGVF Output Data Upstream Depth 0.0000 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@iortlepfrtesvMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 2:57:45 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 2 MH1toMH9-10" [Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.02200 ft/ft 0.4165 ft 0.833 ft Half Full Results Discharge 1.525 ft'/s � Capacity Flow Area 0.27 ft' Wetted Perimeter 1.31 ft Hydraulic Radius 0.2083 ft Top Width 0.83 ft Critical Depth 0.55 ft Percent Full 50.0 % K Half Full Critical Slope 0.00877 ft/ft Velocity 5.60 ft/s Velocity Head 0.49 ft Specific Energy 0.90 ft Froude Number 1.73 Maximum Discharge 3.33 ft'/s Discharge Full 3.05 ft'/s Slope Full 0.00552 ft/ft Flow Type SuperCritical pVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 [GVF Output Data Upstream Depth 0.0000 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 SohBemtlepFlesvMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:12:04 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH9toMH8-10" Project Description Friction Method Solve For Kutter Formula Discharge input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.01040 ft/ft 0.4165 ft 0.833 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth 1.047 ft'/s - Capacity 0.27 ft2 1.31 ft 0.2083 ft 0.83 ft 0.46 ft Percent Full 50.0 Half Full Critical Slope 0.00765 ft/ft Velocity 3.84 ft/s Velocity Head 0.23 ft Specific Energy . 0.65 ft Froude Number 1.18 Maximum Discharge 2.29 ft3/s Discharge Full 2.09 ft3/s Slope Full 0.00263 fUft Flow Type SuperCritical GVF Input Data Downstream Depth 0.0000 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 0.0000 ft 0.00 ft 0.00 50.00 Infinity ft/s Bentley Systems, Inc. Haestad Methods Soh& itlt ti'tewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:12:58 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH9toMH8-12" `Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.01040 ft/ft 0.5000 ft 1.000 ft Half Full [Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth 1.736 ft'/s E-- Capacity 0.39 ft' 1.57 ft 0.2500 ft 1.00 ft 0.56 ft 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 SuperCritical 50.0 Y. 0.00706 ft/ft 4.42 ft/s 0.30 ft 0.80 ft 1.24 3.79 ft'/s 3.47 ft'/s 0.00263 ft/ft Half Full LGVF Output Data 0.0000 ft 0.00 ft 0 Upstream Depth 0.0000 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 SohRhrtlepRRtesvMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:15:54 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 • MH 8 to MH 7 = 2126 - 10" Project Description Friction Method Solve For Kutter Formula Discharge Input Data Roughness Coefficient Channel Slope Normal Depth Diameter 0.013 0.10000 ft/ft 0.4165 ft 0.833 ft ij Half Full Results Discharge 3.254 ft/s Flow Area 0.27 ft2 Wetted Perimeter 1.31 ft Hydraulic Radius 0.2083 ft Top Width 0.83 ft Critical Depth 0.77 ft Percent Full 50.0 % Critical Slope .0.02097 ft/ft Velocity 11.94 ft/s Velocity Head 2.22 ft Specific Energy 2.63 ft Froude Number 3.68 Maximum Discharge , 7.10 ft'/s Discharge Full 6.51 ft'/s Slope Full 0.02503 ft/ft Flow Type SuperCritical rGVF Input Data Capacity Half Full Downstream Depth 0.0000 ft Length _ 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0000 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 Soh6®rtI 1ewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:13:56 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 8 to MH 7 = 2126 - 12" `Project Description Friction Method Kutter Formula Solve For Discharge nput Data Roughness Coefficient 0.013 Channel Slope 0.10000 ft/ft Normal Depth 0.5000 ft Diameter 1.000 ft Half Full Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth 5.393 ft3/s Capacity 0.39 ft2 1.57 ft 0.2500 ft 1.00 ft 0.93 ft Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 50.0 0.02107 ft/ft 13.73 ft/s 2.93 ft 3.43 ft 3.86 11.76 ft'/s 10.79 ft'/s 0.02509 ft/ft Half Full GVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 tGVF Output Data Upstream Depth 0.0000 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 Soh@ itllpfilewMaster V8i (SELECTseries 1) (08.11.01.03] 3/10/2020 3:15:01 PM 27 Siemons 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 — Existing Conditions MH 201 to MH 202 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.08880 ft/ft 0.667 ft 0.001 ft3/s LResults 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 0.0124 ft 0.00 ft2 0:18 ft 0.0082 ft 0.18 ft 0.01 ft 1.9 Rio < d/D 0.04382 ft/ft 0.67 ft/s Velocity 0.01 ft 0.02 ft 1.30 3.62 ft'/s 3.31 ft'/s 0.00000 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.0000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 1.86 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Soliaitlf t11esvMaster V8i (SELECTseries 1) [08.11.01.03] 3110/2020 3:35:05 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 202 to MH 203 Q=0.061 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.08880 ft/ft Diameter 0.667 ft Discharge 0.061 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 0.0695 ft 0.02 ft2 0.44 ft 0.0441 ft 0.41 ft 0.11 ft 10.4 %o ' d/D 0.01032 ft/ft 3.16 ft/s < Velocity 0.15 ft 0.22 ft 2.56 3.62 ft3/s 3.31 ft3/s 0.00005 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.0000 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 0.0000 ft 0.00 ft 0.00 10.42 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SoId3®rtI lesvMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:37:10 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 2 MH 202 to MH 203 Q = 0.120 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.08880 ft/ft 0.667 ft 0.120 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 0.0938 ft 0.03 ft2 0.51 ft 0.0584 ft 0.46 ft 0.16 ft 14.1 % d/D 0.00906 ft/ft 4.01 ft/s ( Velocity 0.25 ft 0.34 ft 2.78 3.62 ft3/s 3.31 ft3/s 0.00015 ft/ft GVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 14.07 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SohRitltpFtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:38:12 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 203 to MH 207 [Project Description Friction Method Solve For Kutter Formula Normal Depth [Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.06880 ft/ft 0.667 ft 0.137 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 0.1053 ft 0.04 ft2 0.55 ft 0.0650 ft 0.49 ft 0.17 ft 15.8 % E-- d/D 0.00887 ft/ft 3.87 ft/s < Velocity 0.23 ft 0.34 ft 2.53 3.18 ft3/s 2.91 ft3/s 0.00019 ft/ft GVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 15.79 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SokRitlepFtesvMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:39:35 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 207 to MH 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 0.667 ft 0.144 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 4GVF Input Data Downstream Depth Length Number Of Steps 0.1088 ft 0.04 ft2 0.55 ft 0.0669 ft 0.49 ft 0.17 ft 16.3 % d/D 0.00885 ft/ft 3.88 ft/s < Velocity 0.23 ft 0.34 ft 2.50 3.12 ft'/s 2.85 ft3/s 0.00020 ft/ft SuperCritical 0.0000 ft 0.00 ft 0 pVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 16.30 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SohRimtlepFtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:40:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 210 MH 211 Friction Method Solve For Kutter Formula Normal Depth Input Data l Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.06700 ft/ft 0.667 ft 0.147 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 0.1094 ft 0.04 ft2 0.56 ft 0.0672 ft 0.49 ft 0.18 ft 16.4 % < d/D 0.00871 ft/ft 3.93 ft/s Velocity 0.24 ft 0.35 ft 2.52 3.14 ft3/s 2.87 ft3/s 0.00021 ft/ft GVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 1GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 16.40 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoliR itI lewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:41:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 211 toMH212Q=0.274 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.667 ft 0.274 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 0.1608 ft 0.06 ft2 0.68 ft 0.0948 ft 0.57 ft 0.24 ft 24.1 Rio d/D 0.00818 ft/ft 4.22 ft/s Velocity 0.28 ft 0.44 ft 2.21 2.55 ft'/s 2.33 ft3/s 0.00065 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.0000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 24.10 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoI tlepFlewMaster V8i (SELECTseries 1) [08.11.01.031 3/10/2020 3:42:34 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 211 to MH 212 Q = 0.308 Project Description Friction Method Solve For Kutter Formula ' Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.667 ft 0.308 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 Downstream Depth Length Number Of Steps 0.1697 ft 0.07 ft' 0.71 ft 0.0993 ft 0.58 ft 0.26 ft 25.4 % < d/D 0.00815 ft/ft 4.40 ft/s < Velocity 0.30 ft 0.47 ft 2.23 2.55 ft'/s 2.33 ft'/s 0.00082 ft/ft SuperCritical 0.0000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 25.45 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SohR®rtlepfitewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:43:26 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 211 to MH 212 Q = 0.333 Project Description Friction Method Solve For Kutter Formula Normal Depth nput Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.667 ft 0.333 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 0.1761 ft 0.07 ft2 0.72 ft 0.1025 ft 0.59 ft 0.27 ft 26.4 % d/D 0.00822 ft/ft 4.51 ft/s <— Velocity 0.32 ft 0.49 ft 2.25 2.55 ft'/s 2.33 ft'/s 0.00094 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.0000 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 0.0000 ft 0.00 ft 0.00 26.41 Infinity ft/s Bentley Systems, Inc. Haestad Methods Soldi1tl6pfrtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:44:16 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 211 to MH 212 Q = 0.337 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.667 ft 0.337 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 rGVF Input Data Downstream Depth Length Number Of Steps 0.177 ft 0.07 ft2 0.72 ft 0.103 ft 0.59 ft 0.27 ft 26.6 % d/D 0.00810 ft/ft 4.53 ft/s< Velocity 0.32 ft 0.50 ft 2.25 2.55 ft3/s 2.33 ft'/s 0.00097 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 26.56 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIF1ortl4yeHtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 3:40:43 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2 MH 211 to MH 212 Q = 0.340 Project Description Friction Method Solve For Kutter Formula Normal Depth Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.667 ft 0.340 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 0.178 ft 0.07 ft2 0.72 ft 0.103 ft 0.59 ft 0.27 ft 26.7 % < d/D 0.00812 ft/ft 4.54 ft/s ( Velocity 0.32 ft 0.50 ft 2.25 2.55 ft'/s 2.33 ft3/s 0.00098 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 26.67 Infinity fUs Bentley Systems, Inc. Haestad Methods SohniudiftplffesvMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 3:42:15 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 . Page 1 of 2 MH 211 to MH 212 Q = 0.352 Project Description Friction Method Solve For Kutter Formula Normal Depth nput Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.667 ft 0.352 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 0.181 ft 0.08 ft2 0.73 ft 0.105 ft 0.59 ft 0:28 ft 27.1 Rio d/D 0.00818 ft/ft 4.59 ft/s - Velocity 0.33 ft 0.51 ft 2.25 2.55 ft3/s 2.33 ft'/s 0.00105 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 27.13 Infinity ft/s Bentley Systems, Inc. Haestad Methods Solfitiotlil,efitewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 3:44:27 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 211 toMH212Q=0.355 [Project Description Friction Method Kutter Formula Solve For Normal Depth [Input Data Roughness Coefficient 0.013 Channel Slope 0.04400 ft/ft Diameter 0.667 ft Discharge 0.355 ft/s [Results Normal Depth 0.182 ft Flow Area 0.08 ft' Wetted Perimeter 0.73 ft Hydraulic Radius 0.105 ft Top Width 0.59 ft Critical Depth 0.28 ft Percent Full 27.2 % < d/D Critical Slope 0.00819 ft/ft Velocity 4.61 ft/s < Velocity Velocity Head 0.33 ft Specific Energy 0.51 ft Froude Number 2.25 Maximum Discharge 2.55 ft'/s Discharge Full 2.33 ft'/s Slope Full 0.00106 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 27.24 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Sol6tiortI eFtewMaster V8i (SELECTseries 1) [08.11.01.031 3/13/2020 3:45:53 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 212 to MH 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 0.667 ft 0.361 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 0.208 ft 0.09 ft2 0.79 ft 0.118 ft 0.62 ft 0.28 ft 31.2 Rio d/D 0.00818 ft/ft 3.88 ft/s < Velocity 0.23 ft 0.44 ft 1.76 1.96 ft'/s 1.79 ft'/s 0.00110 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 31.20 Infinity ft/s Bentley Systems, Inc. Haestad Methods Sol®iotl4ehtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 3:48:02 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 216 to MH 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 0.667 ft 0.362 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 1GVF Input Data Downstream Depth Length Number Of Steps 0.185 ft 0.08 ft2 0.74 ft 0.107 ft 0.60 ft 0.28 ft 27.7 % < d/D 0.00819 ft/ft 4.59 ft/s Velocity 0.33 ft 0.51 ft 2.23 2.52 ft'/s 2.30 ft3/s 0.00110 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 27.68 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SolfittoutletehtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 3:49:18 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 218 to MH 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 0.667 ft 0.378 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 IGVF Input Data Downstream Depth Length Number Of Steps 0.188 ft 0.08 ft2 0.75 ft 0.108 ft 0.60 ft 0.29 ft 28.2 % d/D 0.00824 ft/ft 4.67 ft/s Velocity 0.34 ft 0.53 ft 2.24 2.52 ft'/s 2.30 ft'/s 0.00120 ft/ft SuperCritical IGVF 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 28.22 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIB 114ehtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 3:50:32 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 231 to MH 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 0.667 ft 0.380 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 0.189 ft 0.08 ft2 0.75 ft 0.109 ft 0.60 ft 0.29 ft 28.3 % ' d/D 0.00825 ft/ft 4.68 fUs Velocity 0.34 ft 0.53 ft 2.24 2.52 ft'/s 2.30 ft'/s 0.00122 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 28.28 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIehottl p tewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 3:51:30 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 232 to MH 233 = 2 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.05200 ft/ft 0.667 ft 0.381 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 0.181 ft 0.08 ft2 0.73 ft 0.105 ft 0.59 ft 0.29 ft 27.1 % < d/D 0.00814 ft/ft 4.99 ft/s <--- Velocity 0.39 ft 0.57 ft 2.45 2.77 ft3/s 2.53 ft3/s 0.00122 ft/ft LGVF 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 27.07 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Solfiltai tI4ehtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 3:53:01 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH2toMH1 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.05100 ft/ft 0.667 ft 0.432 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 0.193 ft 0.08 ft2 0.76 ft 0.111 ft 0.60 ft 0.31 ft 28.9 % < d/D 0.00820 ft/ft 5.16 ft/s < Velocity 0.41 ft 0.61 ft 2.44 2.74 ft3/s 2.51 ft3/s 0.00155 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 28.92 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods So16ttodleftgtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 3:54:44 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH1toMH9 [Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.02200 ft/ft 0.667 ft 0.497 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 0.255 ft 0.12 ft2 0.89 ft 0.138 ft 0.65 ft 0.33 ft 38.2 % 4- d/D 0.00832 ft/ft 4.06 ft/s Velocity 0.26 ft 0.51 ft • 1.64 1.80 ft'/s 1.64 ft'/s 0.00205 ft/ft tGVF 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 38.16 Infinity ft/s Bentley Systems, Inc. Haestad Methods Solfithp810,e8tewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 3:56:08 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH9toMH8 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01040 ft/ft 0.667 ft 0.523 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 0.319 ft 0.17 ft2 1.02 ft 0.162 ft 0.67 ft 0.34 ft 47.9 Rio d/D 0.00842 ft/ft 3.16 ft/s <---- Velocity 0.16 ft 0.47 ft 1.12 1.24 ft3/s 1.13 ft3/s 0.00228 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 47.89 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIEttov11EtefitewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 3:57:19 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 8 to MH 7 = 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 0.667 ft 0.523 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 0.180 ft 0.08 ft2 0.73 ft 0.104 ft 0.59 ft 0.34 ft 26.9 % .< d/D 0.00841 ft/ft 6.90 ft/s < Velocity 0.74 ft 0.92 ft 3.40 3.84 ft3/s 3.51 ft'/s 0.00228 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 26.93 Infinity ft/s Bentley Systems, Inc. Haestad Methods SolG6emtl.efitewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 3:58:22 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 APPENDIX K-4 d/D and Velocity Calculations Proposed Conditions MH 98 to MH 99 Q = 0.244 Project Description Friction Method Solve For Kutter Formula Normal Depth nput Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.05800 ft/ft 0.667 ft 0.244 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 0.1426 ft 0.05 ft2 0.64 ft 0.0853 ft 0.55 ft 0.23 ft 21.4 % d/D 0.00831 ft/ft 4.46 ft/s <- Velocity 0.31 ft 0.45 ft 2.49 2.92 ft'/s 2.67 ft'/s 0.00052 ft/ft GVF Input Data Downstream Depth Length Number Of Steps `GVF Output Data 0.0000 ft 0.00 ft 0 Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 21.37 % Downstream Velocity Infinity ft/s J Bentley Systems, Inc. Haestad Methods SoldiirtltpMewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:57:38 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 98 to MH 99 Q = 0.478 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.05800 ft/ft 0.667 ft 0.478 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 0.1962 ft 0.09 ft' 0.76 ft 0.1122 ft 0.61 ft 0.32 ft 29.4 % < d/D 0.00834 ft/ft 5.57 ft/s < Velocity 0.48 ft 0.68 ft 2.61 2.92 ft'/s 2.67 ft'/s 0.00190 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.0000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 29.42 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Soldi®rtllpfitesvMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 3:59:05 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 98 to MH 99 Q = 0.492 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.05800 ft/ft 0.667 ft 0.492 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 0.1989 ft 0.09 ftz, 0.77 ft 0.1135 ft 0.61 ft 0.33 ft 29.8 % d/D 0.00839 ft/ft 5.63 ft/s < Velocity 0.49 ft 0.69 ft 2.62 2.92 ft'/s 2.67 ft'/s 0.00201 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.0000 ft 0.00 ft 0 ,GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 29.82 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SohB®rtl(fpfdewMaster V8i (SELECTseries 1) (08.11.01.03] 3/10/2020 3:59:54 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 2 MH 98 to MH 99 Q = 0.502 'Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.05800 ft/ft 0.667 ft 0.502 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 0.2009 ft 0.09 ft2 0.77 ft 0.1144 ft 0.61 ft 0.33 ft 30.1 % - d/D 0.00832 ft/ft 5.66 ft/s Velocity 0.50 ft 0.70 ft • 2.62 2.92 ft'/s 2.67 ft'/s 0.00210 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.0000 ft 0.00 ft 0 [GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 30.11 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SohR®rtlepHewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 4:00:39 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 99 to MH 100 Project Description Friction Method Solve For Kutter Formula Normal Depth input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.06100 fUft 0.667 ft 0.502 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 0.1984 ft 0.09 ft2 0.77 ft 0.1132 ft 0.61 ft 0.33 ft 29.8 % d/D 0.00833 ft/ft 5.76 ft/s t; velocity 0.52 ft 0.71 ft 2.69 3.00 ft3/s 2.74 ft3/s 0.00210 ft/ft (GVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 29.75 % Downstream Velocity Infinity ftis Bentley Systems, Inc. Haestad Methods Soh@®rtl1frtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 4:01:35 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 100 to MH 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 0.667 ft 0.502 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 0.2077 ft 0.09 ft2 0.79 ft 0.1176 ft 0.62 ft 0.33 ft 31.1 %'d/D 0.00834 ft/ft 5.41 ft/s.( Velocity 0.45 ft 0.66 ft 2.46 2.73 ft'/s 2.50 ft3/s 0.00210 ft/ft pVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 31.14 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Soh@® rtll9jef1ewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 4:02:23 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 201 to MH 202 Project Description Friction Method Kutter Formula Solve For Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.08880 ft/ft 0.667 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 0.1814 ft 0.08 ft2 0.73 ft 0.1051 ft 0.59 ft 0.33 ft 27.2 % d/D 0.00834 fUft 6.54 ft/s . Velocity 0.66 ft 0.85 ft 3.20 3.62 ft'/s 3.31 ft'/s 0.00210 ft/ft [GVF Input Data Downstream Depth Length Number Of Steps 1GVF Output Data 0.0000 ft 0.00 ft 0 Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 27.20 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SohRftleffitewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 4:03:10 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 202 to MH 203 Q = 0.562 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.08880 ft/ft 0.667 ft 0.562 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 0.1911 ft 0.08 ft2 0.75 ft 0.1098 ft 0.60 ft 0.35 ft 28.7 % < d/D 0.00856 ft/ft 6.80 ft/s Velocity 0.72 ft 0.91 ft 3.24 3.62 ft'/s 3.31 ft3/s 0.00260 ft/ft GVF Input Data Downstream Depth Length Number Of Steps :GVF Output Data 0.0000 ft 0.00 ft 0 Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 28.65 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SohRimtl€fitewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 4:04:22 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 202 to MH 203 Q = 0.621 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.08880 ft/ft 0.667 ft 0.621 ft3/s Results Normal Depth 0.2008 ft Flow Area 0.09 ft2 Wetted Perimeter 0.77 ft Hydraulic Radius 0.1144 ft Top Width 0.61 ft Critical Depth 0.37 ft Percent Full 30.1 % , d/D Critical Slope 0.00872 ft/ft Velocity 7.01 ft/s Velocity Velocity Head 0.76 ft Specific Energy 0.96 ft Froude Number 3.25 Maximum Discharge 3.62 ft3/s Discharge Full 3.31 ft3/s Slope Full 0.00317 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth Length Number Of Steps �GVF Output Data 0.0000 ft 0.00 ft 0 Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 30.11 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Soli a®rtlepFteorMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 4:05:09 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 203 to MH 207 {Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.06880 ft/ft 0.667 ft 0.638 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 0.2165 ft 0.10 ft' 0.81 ft 0.1216 ft 0.62 ft 0.38 ft 32.5 d/D 0.00879 ft/ft 6.49 ft/s Velocity 0.65 ft 0.87 ft 2.88 3.18 ft3/s 2.91 ft'/s 0.00335 ft/ft ;GVF Input Data Downstream Depth Length Number Of Steps 0.0000 ft 0.00 ft 0 `GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 32.46 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoltRimtlepfitewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 4:06:11 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 207 to MH 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 0.667 ft 0.646 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 0.2202 ft 0.10 ft2 0.82 ft 0.1232 ft 0.63 ft 0.38 ft 33.0 % < d/D 0.00882 ft/ft 6.42 ft/s- Velocity 0.64 ft 0.86 ft 2.83 3.12 ft3/s 2.85 ft3/s 0.00343 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.0000 ft 0.00 ft 0 rGVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.0000 ft 0.00 ft 0.00 33.01 Infinity fUs Bentley Systems, Inc. Haestad Methods Sohfi®rtI€ tewMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 4:07:00 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 2 MH 210 to MH 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 0.667 ft 0.649 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 '0.2199 ft 0.10 ft2 0.82 ft 0.1231 ft 0.63 ft 0.38 ft 33.0 %< d/D 0.00880 ft/ft 6.46 ft/s < Velocity 0.65 ft 0.87 ft 2.85 3.14 ft3/s 2.87 ft3/s 0.00346 ft/ft PVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 32.97 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoldItmtl€MevvMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 4:07:44 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 211 to MH 212 Q = 0.776 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.667 ft 0.776 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 0.2682 ft 0.13 ft' 0.92 ft 0.1434 ft 0.65 ft 0.42 ft 40.2 % d/D 0.00936 ft/ft 5.90 ft/s,<--- Velocity 0.54 ft 0.81 ft 2.32 2.55 ft'/s 2.33 ft'/s 0.00495 ft/ft IGVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 IGVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.0000 ft 0.00 ft 0.00 40.21 % Infinity ft/s Bentley Systems, Inc. Haestad Methods Sold3WitlepFleevMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 4:08:47 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2 MH 211 to MH 212 Q = 0.809 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge rResults 0.013 0.04400 ft/ft 0.667 ft 0.809 ft /s 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 0.2737 ft 0.14 ft2 0.93 ft 0.1456 ft 0.66 ft 0.43 ft 41.0 % < d/D 0.00955 ft/ft 5.99 ft/s 4-- Velocity 0.56 ft 0.83 ft 2.33 2.55 ft'/s 2.33 ft'/s 0.00538 ft/ft GVF Input Data Downstream Depth 0.0000 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 41.03 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SohRiortlepFtesvMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 4:09:31 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 211 to MH 212 Q = 0.834 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.667 ft 0.834 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 0.2782 ft 0.14 ft2 0.94 ft 0.1473 ft 0.66 ft 0.43 ft 41.7 % E- d/D 0.00965 ft/ft 6.04 ft/s- Velocity 0.57 ft 0.85 ft 2.33 2.55 ft3/s 2.33 ft3/s 0.00572 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.0000 ft 0.00 ft 0 GVF Output Data Upstream Depth 0.0000 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 41.70 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoltBimtlepfilearMaster V8i (SELECTseries 1) [08.11.01.03] 3/10/2020 4:10:20 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 211 to MH 212 Q = 0.838 Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.667 ft 0.838 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 0.279 ft 0.14 ft2 0.94 ft 0.148 ft 0.66 ft 0.43 ft 41.8 Rio d/D 0.00968 ft/ft 6.05 ft/s4-- Velocity 0.57 ft 0.85 ft 2.33 2.55 ft3/s 2.33 ft3/s 0.00577 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 41.81 Infinity ft/s Bentley Systems, Inc. Haestad Methods SoI6tiodla FtewMaster V81 (SELECTseries 1) [08.11.01.03) 3/13/2020 4:03:24 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 211 to MH 212 Q = 0.841 'Project Description Friction Method Solve For Kutter Formula Normal Depth nput Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.667 ft 0.841 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 ft' 0.94 ft 0.148 ft 0.66 ft 0.43 ft 41.9 d/D 0.00970 ft/ft 6.06 ft/s < Velocity 0.57 ft 0.85 ft 2.33 2.55 ft'/s 2.33 ft'/s 0.00582 fUft GVF Input Data Downstream Depth Length Number Of Steps 4GVF 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 41.89 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoI& tl htewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:04:37 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 211 to MH 212 Q = 0.853 Project Description Friction Method Solve For Kutter Formula Normal Depth nput Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.667 ft 0.853 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 tGVF Input Data Downstream Depth Length Number Of Steps 0.282 ft 0.14 ft' 0.94 ft 0.149 ft 0.66 ft 0.44 ft 42.2 % d/D 0.00977 ft/ft 6.08 ft/s - Velocity 0.58 ft 0.86 ft 2.33 2.55 ft'/s 2.33 ft3/s 0.00598 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 42.21 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SolfiSeaAl4,eFtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:05:45 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 211 to MH 212 Q = 0.856 'Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.04400 ft/ft 0.667 ft 0.856 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 3 VF Input Data Downstream Depth Length Number Of Steps 0.282 ft 0.14 ft2 0.94 ft 0.149 ft 0.66 ft 0.44 ft 42.3 % < d/D 0.00979 ft/ft 6.09 ft/s. Velocity 0.58 ft 0.86 ft 2.32 2.55 ft3/s 2.33 ft3/s 0.00603 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 % 42.30 Infinity ft/s Bentley Systems, Inc. Haestad Methods SoliittoillaatewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:06:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 2 MN 212 to MN 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 0.667 ft 0.863 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 0.327 ft 0.17 ft2 1.03 ft 0.165 ft 0.67 ft 0.44 ft 49.0 % < d/D 0.00983 ft/ft 5.07 ft/s ( Velocity 0.40 ft 0.73 ft 1.77 1.96 ft'/s 1.79 ft'/s 0.00612 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 48.99 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Solfiteo tI4eFtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:07:59 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2 u MH 216 to MH 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 0.667 ft 0.864 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 0.285 ft 0.14 ft2 0.95 ft 0.150 ft 0.66 ft 0.44 ft 42.8 % d/D 0.00984 ft/ft 6.06 ft/s < Velocity 0.57 ft 0.86 ft 2.30 2.52 ft3/s 2.30 ft'/s 0.00614 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 42.75 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SoI®smtletehtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:09:22 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 218 to MH 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 0.667 ft 0.880 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 0.288 ft 0.14 ft2 0.96 ft 0.151 ft 0.66 ft 0.44 ft 43.2 % - d/D 0.00993 ft/ft 6.09 ft/s< Velocity 0.58 ft 0.87 ft 2.30 2.52 ft3/s 2.30 ft3/s 0.00629 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 43.16 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIettoU4efitewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:10:13 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 231 to MH 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 0.667 ft 0.881 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 0.288 ft 0.14 ft2 0.96 ft 0.151 ft 0.66 ft 0.44 ft 43.2 % < d/D 0.00994 ft/ft 6.10 ft/s < Velocity 0.58 ft 0.87 ft 2.30 2.52 ft'/s 2.30 ft'/s 0.00631 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 43.19 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIlIhnllaefitewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:11:04 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH232toMH233=2 Project Description Friction Method Solve For Kutter Formula Normal Depth {Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.05200 ft/ft 0.667 ft 0.883 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 0.274 ft 0.14 ft2 0.93 ft 0.146 ft 0.66 ft 0.45 ft 41.1 Rio d/D 0.00996 ft/ft 6.52 ft/s < Velocity 0.66 ft 0.94 ft 2.53 2.77 ft'/s 2.53 ft3/s 0.00634 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 41.11 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SolfiteaAliB,ehtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:12:58 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH2toMH 1 [Project Description Friction Method Kutter Formula Solve For Normal Depth nput Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.05100 ft/ft 0.667 ft 0.934 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 0.284 ft 0.14 ft2 0.95 ft 0.150 ft 0.66 ft 0.46 ft 42.6 % .— d/D 0.01025 ft/ft 6.58 ft/s ( Velocity 0.67 ft 0.96 ft 2.50 2.74 ft'/s 2.51 ft'/s 0.00709 ft/ft LGVF 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 0/p Normal Depth Over Rise 42.59 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoI6EtMIEjefitewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:14:31 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH1 toMH9-8" FProject Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.02200 ft/ft 0.667 ft 0.999 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 0.373 ft 0.20 ft2 1.13 ft 0.178 ft 0.66 ft 0.47 ft 56.0 % d/D 0.01073 ft/ft 4.96 ft/s < Velocity 0.38 ft 0.76 ft 1.59 1.80 ft3/s 1.64 ft3/s 0.00811 ft/ft SuperCritical 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 55.98 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoI®ioitI4eHtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:16:06 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH1 toMH9-10" 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 0.999 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 0.331 ft 0.20 ft2 1.14 ft 0.178 ft 0.82 ft 0.44 ft 39.8 %<— d/D 0.00758 ft/ft 4.94 ft/s< Velocity 0.38 ft 0.71 ft 1.75 3.33 ft'/s 3.05 ft'/s 0.00239 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 39.78 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Soletl4efitewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:17:30 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH9toMH8-8" Project Description Friction Method Solve For Kutter Formula Normal Depth ,Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01040 ft/ft 0.667 ft 1.024 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 0.489 ft 0.27 ft2 1.37 ft 0.200 ft 0.59 ft 0.48 . ft 73.3 % < d/D 0.01087 ft/ft 3.73 ft/s< Velocity 0.22 ft 0.71 ft 0.96 1.24 ft'/s 1.13 ft'/s 0.00852 ft/ft SubCritical 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 73.32 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIa tIE1efitewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:19:40 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH9toMH8-10" Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01040 ft/ft 0.833 ft 1.024 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 0.411 ft 0.27 ft2 1.30 ft 0.207 ft 0.83 ft 0.45 ft 49.3 d/D 0.00763 ft/ft 3.82 fUs & Velocity 0.23 ft 0.64 ft 1.19 2.29 ft3/s 2.09 ft3/s 0.00251 ft/ft [GVF Input Data Downstream Depth Length Number Of Steps 3GVF 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 % 49.35 % Infinity ft/s Bentley Systems, Inc. Haestad Methods Soldiearll0},efitewMaster V81 (SELECTseries 1) [08.11.01.03] 3/13/2020 4:20:36 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 2 MH9toMH8-12" Project Description Friction Method Solve For Kutter Formula Normal Depth [Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01040 ft/ft 1.000 ft 1.024 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 0.376 ft 0.27 ft2 1.32 ft 0.205 ft 0.97 ft 0.43 ft 37.6 % < d/D 0.00652 ft/ft 3.79 fUs < Velocity 0.22 ft 0.60 ft 1.27 3.79 ft3/s 3.47 ft3/s 0.00094 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 37.61 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoI6Lial1 p tewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:21:34 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 2 MH 8 to MH 7 = 2126 - 8" Project Description Friction Method Solve For Kutter Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.10000 ft/ft 0.667 ft 1.024 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 0.250 ft 0.12 ft2 0.88 ft 0.136 ft 0.65 ft 0.48 ft 37.5 %E- d/D 0.01086 ft/ft 8.55 ft/s<-- Velocity 1.14 ft 1.39 ft 3.50 3.84 ft3/s 3.51 ft3/s 0.00852 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 % 37.52 % Infinity ft/s Bentley Systems, Inc. Haestad Methods SoI6163111EjefitewMaster V8i (SELECTseries 1) [08.11.01.03] 3/1312020 4:23:13 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 8 to MH 7 = 2126 - 10" Project Description Friction Method Solve For Kutter Formula Normal Depth Cnput Data f Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.10000 ft/ft 0.833 ft 1.024 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 0.230 ft 0.12 ft2 0.92 ft 0.133 ft 0.74 ft 0.45 ft 27.6 %4 d/D 0.00763 ft/ft 8.37 ft/s 4 Velocity 1.09 ft 1.32 ft 3.64 7.10 ft3/s 6.51 ft'/s 0.00251 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 27.58 Infinity ft/s Bentley Systems, Inc. Haestad Methods SoletmtI p tewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:24:13 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 MH 8 to MH 7 = 2126 - 12" Project Description Friction Method Solve For Kutter Formula Normal Depth [input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.10000 ft/ft 1.000 ft 1.024 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 0.216 ft 0.12 ft2 0.97 ft 0.129 ft 0.82 ft 0.43 ft 21.6 %. - d/D 0.00653 ft/ft 8.20 ft/s < Velocity 1.05 ft 1.26 ft 3.71 11.76 ft'/s 10.79 ft'/s 0.00094 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 21.60 % Downstream Velocity Infinity fUs Bentley Systems, Inc. Haestad Methods Solhtt ttlaeRrtewMaster V8i (SELECTseries 1) [08.11.01.03] 3/13/2020 4:25:08 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 r APPENDIX L City Hall and Tennis Court Site Parcel Information fan - Prod- Sign In x i LaCanty • Rosary Assess., a+ C m Not secure map-assessor.lacourtty.qoa/LlM_22/Irdex.hhnirconftgBase=http://map . c: nr .,.. I Las Angeles County office o' 1'1e Assesun Property Assessment Information System Valuing People eV Property Parcel Details enpRly records are kept at the Headquamert : ' :, . 11. - `ep12Mh/ it this Site Lpdat V"'. Information arms ID No: - :: . recta Type: Cluster: Area (TPA): -ales Information le Dab: I Sale prier. search for Recent Sales t Roll Values g Date: 1224/1992 SO meats SO onal Property: So ores. SO So rte Exemption: SO Property SO Jr. Exemptions: to Boundary Description JND HILLS FOR DESC SEE ASSESSC- 'S POP OF LOT 01 DescriPeen F.. eau ut Wet management: Est HERE aixrauourm - a * 0 o e e '569 ;2-'3-G4 (70 7185-7- 670409002 1" = 150' 60 CODE 7084 / QJ / 41 so 00 / ,P0 �o y sQ, ®B ROLLING HILLS M.B. 201 —29 —35 ro C Cs' f ‹<\ S \ a /3 \\ "O"'"'- \ •, i�?255,5 f IS> J N 7 �� N • �3'.5a' ' �49 M 8306'20' it! 24.0.)3-3' ' N. 63 ''r.4/40 >6.,‘ 9�6 i Q9 -7 /96 • 2 e/8.57 0 %.7 CITY HALL 6/9 93 1/0 Boa i TRACT NO. 27316 M.B. 781 —45 —46 690423 9zOZ25D2G4600/ /, 92,025020/ 00D2-/¢ 9303/00900200/ - /¢ 9303/008002002 ALL ACREAGES ON THIS PAGE ARE NET EXCEPT THOSE TABLED FOR PREY. ASSM'T. SEE: 466 - 13 ASSESSOR'S MAP COUNTY OF LOS ANGELES, CALIF. _Prod - Sign in 0 Not sec41e maps.assessor.lacounty.gcs Information res. I RD 2O_r\G HI CA H)Z'a rype: Other :luster: 22I2267 ._._Ans. (TRAI: 07084 lies Information t Date: Sale Price: x Recent Sales Values Date: 10H Sf196Z S0 roement>: sO onal Property: SO SO wi SO e Exemption: S0 one. Property SO notion ire Exemptions: Se ie., Boundary Description J.0 ,ruS_00 COrI A' nECOB OE THN 491334:,' W 1'3.58 RTHS W 33 74 Fs, S 68449.30' E - * O e )COV I is 150" 60 I'U e'9C`�r cP N\Viresio • ,`, Q ROLLING HILLS M.B. 201 —29 —35 CODE 7084 e by 141 0 /2-19- / - 7- . TENNIS COURT SITE 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 CITY OF ROLLING HILLS CALIFORNIA PRELIMINARY CONSTRUCTION CONCEPT PLANS FOR TORRANCE SEWER STUDY FOR CONNECTION TO CITY HALL t -E i E w...[o J. I • PROJECT LOCATION / / / ,.i,yJc°9, / ui pumakuei n / y L % r D, 4' AREA 1 / '�''PysSHEET 2 ' _ Lz LiIY L SRn �Ay4 c. G„:) ' Fb -�/ .0 / r„ 6 fainlettr VICINITY MAP REVISIONS No. Omni .FIDaItlM .FIna20 By ORE LA COUNTY NO SCALE ROLLING HILLS ESTATES a s PROJECT LOCATION MAP NO SCALE J 3 L CITY HALL ROLLING HILLS AREA 2 SHEET 3 1 / / s TENNIS COURT SITE Pd Cr.2(y WILLDAN I O"°"g Engineering saw yobbAaa{IDA /MIA Mr&®D w oe ]v+c ye Cam a -1N B7 _Iw B7 MM. BY MIL 2/17/]0 2/{7/]L 2/17/20 K Ka a CITY OF ROLLING HILLS CM MOMS ] NmGI@ ml am. Am= Nui CA CITY OF ROLLING HILLS SEWER STUDY FOR CONNECTION TO CITY HALL TITLE SHEET SHEET 1 OF 3 wow owe. below. Call Won you dig. {MF77E0 1.122.116 ewntwN w TYRONE KRA CL Bet .122. OPPROVED rums:VOWS oYELION: a DWG. NO. ROWNG HILLS ESTATES MH p1 - -250 -- - --- - TORRANCE MH 18 I 1 -240-- %-I • - LACSD 1Y VCP I I MH 2126 I I EXIST 8' VCPI I• L;J -. 230- PROFILE SCALE HORIZ.: VERT.: 1'- 4' 1+00 fit L CONSTRUCT 31 IF 12-VCP BREAK INTO EXISTING MANHOLE AND CONNECT 12 VCP 12' VOP BREAK INTO EXISTING MANHOLE AND ' -CONNECT-12"-VCP- ----- ----- -y------'r1jr11^1 i ll' VI r11 7 EXIST 72' I 1 l I I STORM DRAIN 1/1\�IL/ EXIST 8' VCP REMOVE 'E)OST 8 VCP. SEWER AND CONSTRUCT 12' VCP SEWER EXIST 54' CMP 2+:00 0 CONSTRUCT 204 11 12' VCP TORRANCE MH 69 BREAK INTO EXISTING MANHOLE AND CONNECT 12' VCP BREAK INTO EXISTING MANHOLE AND CONNECT 10' VCP `EXISTING GRACIE AT TOP OF PIPE 1 — 3+,100 4+;00 1DIP VCP EXIST 8' VCP , CONSTRUCT 346 IF 10' VCP 5+;00 —i BREAK INTO EXISTING MANHOLE AND -CONNECT'TO'"VCP- 6+00 - II - i LJ 7+:00 END CONSTRUCT 12' VCP SEWER BEG CONSTRUCT 10' VIP SEWER 3+0� TORRANCE MN /9 ROLLING HILLS ROAD `9+0. ,,, to-. ,-Y B , REMOVE EXIST VCP SEWER AND r, j OG U �' 8' ' CONSTRUCT I2' VCP SEWER S MH 2128 \ TORRANCE MH %8` CITY OF TORRANCE CITY OF ROWNG HILLS ± 165' END -\ CONSTRUCT 10 • VCP SEWER 4+00 5+00 6+00 7+00 REMOVE EXIST 6' VCP SEWER AND CONSTRUCT 10' VCP SEVER cn too ROWNG HILLSI ESTATES MH /1 REVISIONS MO. PM. 0059®ION *FROM BS LATE 2 40 1 =20' SCALE FEET WILLDAN I Engineering reach LEI Eel Koh 4MlonNitolu Wyk TWO 707H2TO Y1714/WHT9e SOME, a 000 oem, R MIL.n BS cm® BC DAM IS o 0/10/}0 1/10/10 CITY OF ROLLING HILLS �m U4 B10008 w, w14 easac ILL. CA =0 CITY OF ROLLING HILLS SEWER STUDY FOR CONNECTION TO CITY HALL SHEET 2 OF 3 Montlmt below. Call baron you dig. P0M® NOM M BIFER.ID011 Of 101000 Pn10. PS 00.1. 61BB0 0 1 f? APPROVED PUBLIC 001= (0011131t WTE PLAN AND PROFILE STATION 1+00 TO STATION 6+95 DWG. NO. E 37+00 38+00 39+00 40+00 41+00 CONSTRUCT MANHOLE MH /100 BREAK INTO EXISTING MANHOLE AND 440 CONNECT 8' VCPI EXISTING GRADE AT TOP OF PIPE H 420 410 PROFILE SCALE HORIZ : 1'.40' VERT.: 1 8' EXIST 8' VCP VCP / PROTECT EXIST SEWER CONSTRUCT 433 LF 38+00 39100 LACDPW NH /201 - 8' VCP / / / 40+00 460 43+00 •• 40 0 SCALE FEET REVISIONS NM SOUL DEsaOTcN AMMO IT DATE I 42+00 / 43+00 / J 460 Boa' — —I— 44400 CITY OF ROWNG HILLS ESTATES 8' NCP CONSTRUCT 336 LF• 8' VCP 48+00 45+00 CONSTRUCT MANHOLE MH f99 CONSTRUCT 4 LF 8' VCP 46+00 47+00 EXISTING GRADE AT TOP OF PIPE 8' VCP CONSTRUCT 436 LF 8' VCP WILLDAN I Engineering , MEOW* AgEdo CL Mut* Wm* OM 7W4A4m0 b 1144714194 OWN IT 4 PALOS VERDES'ti -:i. RIVE±NORTH• ` • b ;, W , T 4 CONSTRUC LF ' "_ a CONSTRUCT ` `�' s.. A B.'.OIG r 7l MANHOLE a ri a t 1 MH PR oo'„r-�x- L :.2 46+00 N 47+001 ry * 4 `b0 }:JJ CONSTRUCT 8' on DATE 3/17/20 VITAS 49+00 CITY OF ROLLING HILLS 49+00 -vr. • RTUGUESE'BEND 4r' `= �F.8 > {, i7 X4.1 f� jG• ,w+ r 4cie CONSTRUCT MANHOLE NH 198 U 50+00 510 500 490 —+480 - — 470 CITY OF ROLLING HILLS CITY OF ROLLING HILLS 460 450 :F'na ON OVA nuc ,.u.a.D:,. SEWER STUDY FOR CONNECTION TO CITY HALL PLAN AND PROFILE STATION 37+27 TO STATION 50+81 SHEET 3 OF 3 lu,or�nu'.below. Call bafon you dig. MOM= WOO M .UTRASIOS TOOK CUM PL 0.GL BIBS. AMMO NAM MRS Bw[mnl OCE DWG. NO. APPENDIX N 1st Submittal Comments from City of Rolling Hills And Responses W'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 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. StateScale(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 1800.499.4484 I fax: 562.695.2120 1 13191 Crossroads Parkway North, Suite 405, Industry, California 91746-3443 I 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. LA LA 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. 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 <davidw@ci.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:cstone@willdan.com] Sent: Thursday, October 17, 2019 4:47 PM 1 To: David Wahba <davidw(c@ci.rolling-hills-estates.ca.us> Subject: RE: Sewer As -builds David, Yes, the new line is the red line on the exhibit. I 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 <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 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(c@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 [mailto:cstone@willdan.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 davidWna RollingHillsEstatesCa.gov 1 www.RollingHillsEstatesCa.gov am0 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 . /M//ike Goldsmiths Maintenance Supervisor Pf /.3 10-577-1577 X 137 Direct..310-378-4509- FAX.310-378-3988 mikeg@ci.rol/ink hiI/s-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 1 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 <mikeg@ci.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 <cstone@willdan.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 A//ike Goldsmith /t//aintenance Supervisor Pi•3 /0-577-1577X /37 Direct..5 / 0-378-4f 09- FAX.5 / 0-578-5986' mikeg@ci. rolling17111s-esta tes. ca. us From: Chris Stone [mailto:cstone@willdan.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: mikeg@ci.rolling-hills-estates.ca.us Cc: Chris Stone <cstone@willdan.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 1 Comprehensive. Innovative. Trusted. 2401 East Katella Avenue, Suite 300, Anaheim, CA -92806-6073 W. 657.223.8534 aescobar@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 I fax: 562.695.2120 1 13191 Crossroads Parkway North, Suite 405, Industry, California.91746-3443 1 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. EXHIBIT A December 4, 2017 Mr. Raymond Cruz Clty 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: Wiildan 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 main 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 Clty Hail and tennis court site along with a possible future development of 200 homes. There are three alternatives that Wilidan 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 line running from the existing septic tank location at Clty 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 Ilne 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 Sunnyfleld 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. Study,f±Ill se 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. Calculate 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. Enpinesrhip and Planndn0 1 Energy 8Y1ckncy and Sustatnebu lty I Financial and Economic Consulting 1 National Press and Irderoperablity 562.908.8200 1800.499.4484 I fax: 582.095.2120 1 13191 Crossroads Parkway North. Suite 406, tnduetry. California 91748.3443 (waw.wllldan.00m twgend ...... ProPosed&yawnpa Dewey Pump Stallard — LA County SMMD Sower rum o LACounty SND Sawn MlMoks R<� LA County Trunk Sewer • LACountyfnrnkSonar Manholes O Pobntld Count/ Trw* Sewer CmneGbn Pohb Q Cb of Railing Ms Uwe Dralrrgs Avert y.J Day Boundaries .1, .t_t+ -- ••m f... V N VIJ o +mom sir CITY OF LUNG HILLS PROPOSED SAN TARY SEWER LINE AND POTENTIAL CONNECTION POI TS TO LA COUNTY TRUNK SEWERS - LOMITA: doeeOnA. 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 W I LLDAN Willdan 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 ipeline 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. Discussion regarding FEASIBILITY ANALYSIS 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 APPENDIX Q 1st Submittal Comments from LACDPW COUNTY OF LOS ANGELES DEPARTMENT OF PUBLIC WORKS PUBLIC WORKS ❑ REJECT ❑ INCOMPLETE REPORT ❑ MISSING ITEMS ENGINEERING FIRM Willdan PROJECT ENGINEER TELEPHONE No. CSMD INDEX SEWER AREA STUDY CORRECTIONS LIST ADDRESS or TR/PM/CUP NO. PRIVATE CONTRACT (PC) NO. PC 12523AS Alexis Escobar CHECKED BY Pedro Romero DATE REVIEW NO. THOMAS GUIDE 02/11/2020 TEL. No. O DESIGN CHECK O DETAIL CHECK O DIRECT CHECK (626)458-4957 1 Your plans have been checked and the necessary corrections, additions, and instructions are:checked below. The plans will not be rechecked until the correction list is returned showing either your check mark indicating'the,`correction has been made or a brief explanation for each item that does not have your check mark. Make all corrections checked below. Also, make corrections or additions indicated in red on the attached check print(s). A. Provide the following checked items: ❑ • 0 Initial deposit of $ 2,000.00 plan check fee for the initial review. Please be advised that there may be additional fees based on the cumulative time spent on this project. Willdan: deposit has been paid. Copy of Sewer Maintenance Division (CSMD) index maps that cover the tributary area ending at entrance to the trunk sewer. Please leave the sewer manhole numbers intact on the index maps for areas that are within the boundaries of Unincorporated Los Angeles County. An area map (the CSMD index maps may be used for this purpose) showing the following information: boundary of the tributary area; location of project (highlighted); topographic details including contour data; existing sewer lines with diameter and direction of flow indicated. You may superimpose zoning/land use and acreage information on the area map by color coding. Copy of the LA County zoning map or City zoning map covering the entire tributary area in order to support zone -dependent calculations for maximum allotment of discharge per subarea. If copies of the zoning maps are not available, replicate the zoning information on the area map and provide the following certification on the map: "A thorough investigation of available zoning records from the County Department of Regional Planning/ City of has been conducted by the undersigned and is factually presented herewith as part of the sewer area study for TR/PM/CUP . The sewer area study shall be invalidated should the total number of dwelling units increase, the density increases, or dwelling units occur on previously identified building restricted lots." The engineer's signature and wet stamp shall accompany this certification. This will not replace the required signature and wet stamp at the title page of the report. Include a table, similar in format to the attached sample table. Please use original manhole numbers as stated on the CSMD index maps. Please use Kutter's Formula with n=0.013 (Graph S -C4 in PC Manual) to find the design capacity for each sewer segment. Willdan: Table revised per sample. Note client requested keeping the existing analysis. Peak exit Q from the City of per a separate approved sewer area study. This corresponds to manhole number on CSMD index map number on N/S/W/E of Calculations supporting all entries in the table. Obtain outlet approval from the City of . When outlet approvals are required, the applicant shall obtain the city's stamp and signature on the area study with the notation "For Outlet Approval Only." Obtain a "will serve letter" from the trunk agency indicating the availability of capacity to serve the project and if necessary its annexation into their jurisdiction. ❑ Prior to area study approval, obtain tentative/exhibit map comments from Sewer Maintenance Division for non -gravity sewer facilities (such as pump stations, treatment plants, siphons, etc.). m v Backups for calculating acreages for each subarea. Willdan: Noted. See exhibits in Appendix F. ❑ Copy of tentative map and condition of approvals. ❑ Copy of As -built plans from project site to trunk connection. O Copy of As -built plans for downstream analysis. P:\Idpub\SUBPCHECK\Sewer\Forms\Area Study Forms\Sewer Area Study Correction List.doc (Rev 5/12/14) Page 1 of 2 SEWER AREA STUDY CORRECTIONS LIST (CONT.) B. Corrections/Comments: m On all submitted maps, clearly delineate and highli the boundary of the proposed development/project site. m Highlight existing mainline sewer from project site to trunk line. Willdan: Noted and addressed. Outline the sewer segments that are overloaded and hence need to be upgraded. ❑ Indicate PC/CI plan number, pipe size, and slo• along sewer mainline from project site to trunk li Delineate tributary area on maps. Extend area study to topographic ridge line. Color code subareas and land use zones. m.. 0 0 ❑ 0 0 0 Provide sewer flow rates and capacity checks between all MHS, at sewer confluences, subdivision and political boundaries, and at critical sewer pipe size/slope locations. Provide data in tabular format. Wet stamp and sign the report. Willdan: Noted. Maps revised accordingly. C. Include the following narrative items: Introduction Willdan: Noted. Maps Site De iption revised accordingly. oject Description (e.g., number of lots, parks, schools, open space, etc.). Description of proposed sewer system (e.g., gravity, force main, range of sizes, slopes, etc.). Description of existing sewer system Methodology used and list of references Sewer capacity analysis (Identification of impacts and potential overloads) Proposed mitigation if necessary 0 co siorr Willdan: Noted and addressed. Report will not be accepted for checking without the following: $ balance of checking fee (refer to fee schedule as posted on LDD website) Checkprint and comments. Outlet approval from City of Additional Corrections ADDRESS OR TR/PM/CUP NO. PC 12523AS PROJECT NO. Please see the corrections shown in the report. A Willdan: Report revised accordingly. P:\Idpub\SUBPCHECK\Sewer\Forms\Area Study Forms\Sewer Area Study Correction List.doc (Rev 5/12/14) Page 2 of 2