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HomeMy WebLinkAboutRD Construction Corydon II Drainage Study Rev 8-11-20 (Approved by City) Note: This Drainage Study was Approved CITY OF Win. by the City LAKE CLSINODP '%`--4 DREAM WrKEME CONDITION OF APPROVAL 95 DRAINAGE STUDY FOR RD CONSTRUCTION YARD CORYDON II PA2019-03/CUP2019-02/CDR2019-01 Prepared By: Rich Soltysiak, P.E. ssr RCE No. 37233 L Pip D-so Expiration Date: 6/30/20 Prepared for: RD Construction Corp.p No. 37233 Peter Delatorre * EXP. 06-30-22 32097 Corydon Drive s Lake Elsinore, CA 92530 �q�OF c� (951) 245-0777 26CVSoWyS ak8 -11 -20 Date Prepared: June 26, 2020 Revised August 11, 2020 30519 Wailea Court Temecula, CA 92592 (951) 691-7706 RD CONSTRUCTION CORYDON II COA 95 DRAINAGE STUDY TABLE OF CONTENTS Introduction 1 Purpose of Study 1 Watershed Description 2 Methodology 2 Summary of Results 3 Appendices: Appendix A: Master Plan of Drainage Reference Sheets Appendix B: Modeled Hydrograph 100-Yr 1-Hr Storm Appendix C: Calibrated Hydrograph 10-Yr 6-Hr Storm Appendix D: Calibrated Hydrograph 10-Yr 24-Hr Storm Appendix E: Capacity Calculations (Dual 18" Pipe, 24" Connector Pipe, Trapezoidal Channel) Appendix F: Dual 18" Pipe, 24" Connector Pipe, Trapezoidal Channel Plans i INTRODUCTION The RD Construction Yard Corydon II Project, proposes to expand an existing construction ya rd facility by adding a 14,282 sq. ft. warehouse, a 3,810 sq. ft. office/mezzanine, and outside storage area over a 3.23 acre site. The site currently has an existing 10,270 sq. ft. warehouse building with a 4,000 sq. ft. office/mezzanine. The Project will provide 49 total parking spaces. The Project is located within the East Lake Specific Plan on the westerly side of Corydon Road, across from Melinda Lane in the City of Lake Elsinore. The property will continue to be used as a contractor storage and maintenance facility in conformance with the existing zoning. PURPOSE OF STUDY The project's Condition of Approval No. 95 states: "A drainage study shall be provided. The study shall identify the following: identify storm water runoff from and upstream of the site; show existing and proposed off-site and onsite drainage facilities; and include a capacity analysis verifying the adequacy of the facilities. The drainage system shall be designed to ensure that runoff from a 10-yr storm of 6 hours or 24 hours duration under developed condition is equal or less than the runoff under existing conditions of the same storm frequency. Both 6 hour and 24hour storm duration shall be analyzed to determine the detention basin capacities necessary to accomplish the desired results." A meeting was held on June 23, 2020 between RD Construction (Peter Delatorre and Brad Woods), RDS and Associates (Rich Soltysiak), and the City of Lake Elsinore (Remon Habib and Rita Thompson) to clarify Condition No. 95's intent. It was agreed upon that the Riverside County Flood Control and Water Conservation District Sedco Master Drainage Plan (MDP) would be the basis of the hydrology component. The City of Wildomar has identified a 100-yr flow of 412.08 cfs at Melinda Lane and Corydon Road as part of their MDP supplemental analysis. Therefore the 412.08 cfs storm flow at Melinda Lane and Corydon Road would be calibrated into a 10Yr-6hr and 10Yr-24hr peak flow. 1 The 10Yr-6hr and 10Yr-24hr peak flows would then be analyzed for the existing interim Corydon dual 18" pipe crossing constructed by the Riverside County Transportation Department and the proposed interim 24" pipe connection to the proposed interim trapezoidal channel, both proposed as part of RD Construction's expansion project. The construction of the ultimate Sedco MDP facilities will bypass the interim drainage facilities built by the Riverside County Transportation Department and proposed by the RD Construction project and direct flows at Corydon Road and Melinda Lane to Line G, approximately 325 feet northeast of the RD Construction facility. Therefore the existing dual 18" pipe crossing, proposed 24" pipe connection, and proposed interim trapezoidal channel can be removed upon completion of the MDP facilities from Melinda Lane to Line G. It was also noted and understood the interim drainage facilities were not sized for the MDP 100-Yr flows. The RD Construction proposed interim drainage improvements would only serve to convey the flows limited by the dual 18" pipe crossing constructed by the Riverside County Transportation Department. Therefore this study will only define capacities and overflows on these interim facilities applying the 10-Yr-6Hr and 10-Yr- 241-Ir storm events. Appendix A also contains an attached At Risk Grading Permit Letter dated June 23,2020 from the City of Lake Elsinore to RD Construction that references the purpose of this study. WATERSHED DESCRIPTION The tributary area to Corydon Road and Melinda Lane consists of approximately 263.8 acres of predominantly valley terrain lying within the City of Wildomar. This mixed land use drainage area will be ultimately conveyed by proposed Line G into Lake Elsinore per the attached Sedco MDP base sheet with City of Wildomar hand written amendments contained in Appendix A. The City of Wildomar identifies 412.08 cfs at the intersection of Melinda Lane and Corydon Road to be conveyed northeasterly to Line G per the Node 540 hydrology base sheet and related hydrology calculation sheet also contained in Appendix A. METHODOLOGY The 100-yr-1 hr storm discharge of 412.08 cfs is identified at the intersection of Melinda Lane and Corydon Road as part of the City of 2 Wildomar's MDP analysis. A 100-yr-1 hr hydrograph to match the 421.08 peak flow was modeled utilizing the CivilCADD/Civil Design Computer Program based on the Riverside County Flood Control and Water Conservation Unit Hydrograph Hydrology Method. The modeled 100Yr- 1 Hr hydrograph is contained in Appendix B. The modeled 100Yr-1 Hr hydrograph peak flow of 412.08 cfs was then converted to a 10Yr-6Hr and 10Yr-24Hr hydrograph also utilizing the CivilCADD/Civil Design Computer Program based on the Riverside County Flood Control and Water Conservation Unit Hydrograph Hydrology Method. Copies of the 10Yr-6Hr and 10Yr-24Hr hydrographs are included as Appendix C and Appendix D respectively. The peak flows generated by the 10Yr-6Hr and 10Yr-24Hr hydrographs were then used to determine capacities and overflows of the existing Corydon dual 18" pipe crossing constructed by the Riverside County Transportation Department, the proposed interim 24" pipe connection, and the proposed interim trapezoidal channel, both proposed as part of RD Construction's expansion project. Capacities calculations of the 18" pipe crossing, proposed interim 24" pipe connection, and the proposed interim trapezoidal channel are located in Appendix E. Construction plans for the 18" pipe crossing, proposed interim 24" pipe connection, and the proposed interim trapezoidal channel are located in Appendix F. SUMMARY OF RESULTS The following table provides the calculated results of peak discharges and the related capacity analysis. Storm Peak 18"Dual Pipes 24" Connector Trapezoidal Pipe Channel Event Flow Capacity Overflow Capacity Overflow Capacity Overflow 100-YR 412.08 N/A N/A N/A N/A N/A N/A 1 H R cfs 10-YR 153.1 12.9 cfs 140.2 17.1 cfs 123.1 cfs 79.4 cfs 43.7 cfs 6HR cfs cfs 10-YR 62.0 12.9 cfs 49.1 cfs 17.1 cfs 32.0 cfs 79.4 cfs 0.0 cfs 24 H R cfs 3 APPENDIX A MASTER PLAN OF DRAINAGE REFERENCE SHEETS CITY OF LADE I LSIH0RE DREAM EXTREME June 23, 2020 Peter Delatorre RD Construction Corp 32097 Corydon Road Lake Elsinore, CA 92530 VIA EMAIL: Owner: Peter Delatorre, peter(a)rdconstructioncorp.com Engineer: JMM Consultant, jmmcon98@gmail.com Subject: ENG-2019-00450, AT RISK Grading Permit 32097 Corydon Road Dear Mr. Delatorre: The City has reviewed the recent redlines and is willing to issue an AT RISK grading and encroachment permit. The permit is conditioned on the following being resolved within 15 days: 1) Redline comments are resolved. 2) Preparation and submittal of a hydrology report/letter which identifies the historic existing 10 year, 6 and 24-hour Q's at the entrance of the two (2)existing 18" pipes and the capacity of the proposed 30" pipe and culvert. Please submit hydrology report/letter to the City prior to submittal to the plan checker, Bureau Veritas for our review and forwarding to them. 3) It is understood that the nexus does not exist for the project to be expected to retain on site the historic flow. Any modifications to the plans due to the hydrology report/letter may be handled as an `as built'. Failure to resolve the above, may result in a stop work order being issued. The required City forms listed below are provided; please use them as any unauthorized alterations will require review by City staff and City attorney at the applicants cost and delay permit issuance. 1. The permit is being issued based on the current plan set; upon plan check approval, a .pdf and AutoCAD shall be provided to the City. 951.674.3124 130 S.MAIN STREET LAKE ELSINORE,CA 92530 www.LAKE-E LS I NORE.ORG RD Construction June 24, 2020 Page 2 of 3 2. Upload to the project share folder at: https:Hlakeelsinore.sharepoint.com/:f:/r/eng/Shared°/`20Documents/Customer%20UPIoa ds/32097%20Corydon?csf=1&web=1 a. Grading Permit Application. b. Grading and Erosion Control Agreement; signed and notarized. NOTE:All Contractors and Subcontractors doing work in the City must possess a valid City of Lake Elsinore Business License; please call Joanne Jackson at (951) 674-3124, extension 302, for business license information. A copy of the appropriate State Contractor's License must also be provided. 3. Pay fees at Permit issuance: a. Administration Fee: $ 200.00 b. Grading Permit Fee (based on 6,279 cy cut/fill): $ 933.95 Total Permit Fees: $ 1,135.95** ** Fee does not include offsite improvements, those will be invoiced and payable upon approval of the plans and issuance of an Encroachment Permit. 4. Grading Security Total Due: $ 2,311.60* Minimum Refundable Cash Deposit: $ 462.32 Bond or Letter of Credit: $ 1,849.28 (Bond form provided) * The entire grading security may be paid in cash. If you want to deposit the grading security entirely in cash, please advise and an invoice will be provided. Invoices are provided. Fees can be paid in person by: a. Check b. Credit card (add an additional 2.75% convenience fee). Follow directions on form provided; make sure to include the invoice. 5. Please note that the following mitigation fees are payable as noted and at the current rate at time of payment: a. Traffic Impact Fee (TIF) $14,654.52 (18,092 x 0.81), Due at building permit b. Transportation Uniform Mitigation Fee (TUMF) $32,022.84: (18,092 x 1.77), Due at rate in effect at building permit or certificate of occupancy 951.674.3124 130 S.MAIN STREET LAKE ELSINORE,CA 92530 www.LAKE-ELSINORE.ORG RD Construction June 24, 2020 Page 3 of 3 If you need any assistance, please feel free to give me a call (951)-674-3124 Ext. 308 or Email at rthompson(a-lake-elsinore.org. Sincerely, Rita Thompson Senior Engineering Technician Attachments: Grading Permit Application Grading and Erosion Control Agreement Bond Form Invoice 951.674.3124 130 S.MAIN STREET LAKE ELSINORE,CA 92530 WWW.LAKE-ELSINORE.ORG I M NA 't\ :I f A ol f� s a " z � > + Td 4 �N�✓ f / T slp 2 E L4 I N mE,z �d a LINE I � 95�'` � `—V/LTBAIAN'f1^--.�.�—•��—�—�.�V/CIORW/W V/CJORtAN[N WIrvOIAEfA✓E �.ryr � A unEsr °e - I_ --LA=5131n<:- I i R4 p aso _ LINE E Im u SEDCO BASIN i � I `. // I)✓., -"" � - DIRE -1. .,_ z " 1 T.- / y A I ,,♦ / NODE vz � .. ♦ / h � c 1ourvovarvnwno f= \�\_ SCALE 1"=500' CNSERV FLOOD CONTROL WATER C ONSERVATION DISTRICT \� LEGEND SEDCO GaaKST �f 1— MASTER PLAN BOUNDARY EXISTING FACILITY MASTER `\\ OPEN CHANNEL 1.DIGITAL EXHIBIT MAP NOTES ----------- UNDERGROUND STORM DRAINS DRAINAGE- p ,....., CREATED JULY 2014 2.SATELLITE IMAGERY J — CAL TRANS CULVERT DESIGNATION PLAN CREATED IN 2013 s? — ... MARCH 1982 . • - _ . �.� /'moo- . '-, %, - - � •'. ,.•- i . ` 52��. f •f _, ♦r:44 ..1. . . in r_a r_ cc►-� err•.'= FEMA-Z P T .BAN, N ` (�o F D'HA D' *%:- ^G _ OQt' ;t . . .. . . • S� cj . '7! 539 r, 594 �� Record 91 Node 540 to 524 Pipe flow, program sized Stream #11 [in Corydon St to Line G] Elevation 1269 . 00 to 1266 . 00 delta H=3 . 0 ' Length=480 ' Slope= . 00625 Subarea : 0 acre Pipe : Velocity headloss coefficient=0 . 5 n=0 . 013 Allowable pipe size range : 27 " to 96" --------- ------ Pine Hydraulics Results ----------------------------- 1 84 " pipe (d=7 . 00 ' ) IQ=412 . 08 cfsl D=5 . 91 ' D/d= . 844 Sf= . 00396 Losses : Entrance+minor=0 . 5V -/2g=1 . 10 ' Friction=1 . 90 ' Total=3 . 00 ' X-Sect A=34 . 65 sf V=11 . 89 fps Tt=0 . 67 min . ------------------------------- Hydrology Results ------------------------------ Tc= 28 . 32 + . 67 = 28 . 99 min . I=2 . 127 "/hr Q ( subarea ) = . 00 cfs Q ( tot) =412 . 08 cfs ------------------------------ Stream 11 Summary ------------------------------- At node 524 L=9038 ' q=1 . 56 cfs/ac A = 263 . 80 acresl Tc = 28 . 99 minutes I Q = 412 . 1 cfs This s ream is Lo confluence with 2 others per recor s 65, 98 APPENDIX B MODELED HYDROGRAPH 100 YEAR 1 HR STORM Unit Hydrograph Analysis Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2002, Version 6.1 Study date 06/24/20 File: sedcompd100yr1100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC &WCD Manual date -April 1978 RDS Associates, Temecula, CA- S/N 936 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- SEDCO MPD 100-YR Calibrated Hydrograph Melinda Lane and Corydon St -------------------------------------------------------------------- Drainage Area = 263.80(Ac.) = 0.412 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment= 263.80(Ac.) = 0.412 Sq. Mi. USER Entry of lag time in hours Lag time = 0.337 Hr. Lag time = 20.23 Min. 25% of lag time = 5.06 Min. 40% of lag time = 8.09 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow= 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1I Rainfall(In)[2] Weighting[1*2] 263.80 0.60 158.28 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 263.80 1.50 395.70 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 0.600(ln) Area Averaged 100-Year Rainfall = 1.500(ln) Point rain (area averaged) = 1.500(ln) Areal adjustment factor= 99.76 % Adjusted average point rain = 1.496(ln) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 263.800 32.00 0.500 Total Area Entered = 263.80(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 32.0 52.0 0.552 0.500 0.303 1.000 0.303 Sum (F) = 0.303 Area averaged mean soil loss (F) (In/Hr) = 0.303 Minimum soil loss rate ((In/Hr)) = 0.152 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.730 --------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.4800 ---------------------------------------------------------------------- Unit Hydrograph VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 24.717 2.269 6.034 2 0.167 49.434 7.499 19.938 3 0.250 74.151 13.314 35.396 4 0.333 98.868 17.204 45.740 5 0.417 123.585 15.447 41.066 6 0.500 148.302 9.695 25.775 7 0.583 173.019 6.223 16.545 8 0.667 197.736 4.182 11.119 9 0.750 222.453 3.374 8.971 10 0.833 247.170 2.770 7.365 11 0.917 271.887 2.358 6.269 12 1.000 296.604 2.026 5.386 13 1.083 321.321 1.672 4.446 14 1.167 346.038 1.486 3.950 15 1.250 370.755 1.344 3.572 16 1.333 395.472 1.093 2.905 17 1.417 420.189 0.989 2.628 18 1.500 444.906 0.796 2.116 19 1.583 469.623 0.775 2.061 20 1.667 494.340 0.743 1.974 21 1.750 519.057 0.683 1.815 22 1.833 543.774 0.549 1.459 23 1.917 568.491 0.516 1.372 24 2.000 593.208 0.448 1.191 25 2.083 617.925 0.419 1.114 26 2.167 642.642 0.350 0.930 27 2.250 667.359 0.322 0.855 28 2.333 692.076 0.252 0.669 29 2.417 716.793 0.247 0.657 30 2.500 741.510 0.247 0.657 31 2.583 766.227 0.247 0.657 32 2.667 790.944 0.247 0.657 33 2.750 815.661 0.214 0.569 Sum = 100.000 Sum= 265.861 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max I Low (In/Hr) 1 0.08 4.40 0.790 0.303 --- 0.49 2 0.17 4.50 0.808 0.303 --- 0.50 3 0.25 5.40 0.970 0.303 --- 0.67 4 0.33 5.40 0.970 0.303 --- 0.67 5 0.42 5.70 1.024 0.303 --- 0.72 6 0.50 6.40 1.149 0.303 --- 0.85 7 0.58 7.90 1.419 0.303 --- 1.12 8 0.67 9.10 1.634 0.303 --- 1.33 9 0.75 12.80 2.298 0.303 --- 2.00 10 0.83 25.60 4.597 0.303 --- 4.29 11 0.92 7.90 1.419 0.303 --- 1.12 12 1.00 4.90 0.880 0.303 --- 0.58 Sum = 100.0 Sum = 14.3 Flood volume = Effective rainfall 1.19(ln) times area 263.8(Ac.)/[(In)/(Ft.)] = 26.2(Ac.Ft) Total soil loss = 0.30(ln) Total soil loss = 6.669(Ac.Ft) Total rainfall = 1.50(ln) Flood volume = 1142442.2 Cubic Feet Total soil loss = 290514.9 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 412.086(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - HOUR STORM Runoff Hydrograph -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m)Volume Ac.Ft Q(CFS) 0 125.0 250.0 375.0 500.0 ----------------------------------------------------------------------- 0+ 5 0.0202 2.94 Q I I I I 0+10 0.1081 12.76 VQ I 0+15 0.3238 31.33 V Q I I 0+20 0.7196 57.46 IV Q I I I I 0+25 1.3004 84.33 IV Q I I I I 0+30 2.0362 106.85 I V Q I I 0+35 2.9181 128.05 I V Q I I I 0+40 3.9617 151.52 I V I Q I I I 0+45 5.2329 184.58 I V I Q I I I 0+50 6.9117 243.77 I V QI I I 0+55 9.1407 323.66 I I V I Q I I 1+ 0 11.8350 391.21 I I V I IQ I 1+ 5 14.6731 412.09 I I I V I Q I 1+10 17.1427 358.59 I I I VQI I 1+15 18.9458 261.81 I I Q V I I 1+20 20.2122 183.88 I I Q I V I 1+25 21.1167 131.33 I Q I I V I 1+30 21.8249 102.83 I Q I I I V 1+35 22.4060 84.38 I Q I I I V I 1+40 22.8997 71.68 I Q I I I V I 1+45 23.3234 61.52 I Q I I I V I 1+50 23.6862 52.68 I Q I I I V 1+55 24.0042 46.18 I Q I I I V I 2+ 0 24.2838 40.60 I Q I I I V 2+ 5 24.5257 35.12 I Q I I I V 2+10 24.7397 31.08 I Q I I I V 2+15 24.9264 27.11 I Q I I I V 2+20 25.0976 24.86 IQ I I I V I 2+25 25.2543 22.76 IQ I I I V I 2+30 25.3958 20.54 IQ I I I V I 2+35 25.5193 17.94 IQ I I I V I 2+40 25.6309 16.20 IQ I I I VI 2+45 25.7303 14.43 IQ I I I VI 2+50 25.8187 12.84 IQ I I I VI 2+55 25.8952 11.10 Q I I I VI 3+ 0 25.9620 9.71 Q I I I VI 3+ 5 26.0188 8.25 Q I I I VI 3+10 26.0702 7.46 Q I I I VI 3+15 26.1168 6.76 Q I I I VI 3+20 26.1582 6.00 Q I I I VI 3+25 26.1931 5.07 Q I I I VI 3+30 26.2176 3.56 Q I I I VI 3+35 26.2246 1.01 Q I I I VI 3+40 26.2269 0.33 Q I I I V ----------------------------------------------------------------------- APPENDIX C CALIBRATED HYDROGRAPH 10 YEAR 6 HR STORM Unit Hydrograph Analysis Copyright(c) CIVILCADD/CIVILDESIGN, 1989- 2002, Version 6.1 Study date 06/24/20 File: sedcompd10yr6610.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC &WCD Manual date -April 1978 RIDS Associates, Temecula, CA- S/N 936 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- SEDCO MPD 10-YR 6Hr Calibrated Hydrograph Melinda Lane and Corydon St -------------------------------------------------------------------- Drainage Area = 263.80(Ac.) = 0.412 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment= 263.80(Ac.) = 0.412 Sq. Mi. USER Entry of lag time in hours Lag time = 0.337 Hr. Lag time = 20.23 Min. 25% of lag time = 5.06 Min. 40% of lag time = 8.09 Min. Unit time = 10.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 263.80 1.40 369.32 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 263.80 3.50 923.30 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.400(ln) Area Averaged 100-Year Rainfall = 3.500(ln) Point rain (area averaged) = 2.264(ln) Areal adjustment factor= 99.91 % Adjusted average point rain = 2.262(ln) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 263.800 32.00 0.500 Total Area Entered = 263.80(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 32.0 32.0 0.742 0.500 0.408 1.000 0.408 Sum (F) = 0.408 Area averaged mean soil loss (F) (In/Hr) = 0.408 Minimum soil loss rate ((In/Hr)) = 0.204 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.730 --------------------------------------------------------------------- Unit Hydrograph VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.167 49.434 6.019 16.003 2 0.333 98.868 25.666 68.235 3 0.500 148.302 28.896 76.824 4 0.667 197.736 13.162 34.992 5 0.833 247.170 6.851 18.213 6 1.000 296.604 4.756 12.645 7 1.167 346.038 3.428 9.115 8 1.333 395.472 2.633 7.000 9 1.500 444.906 1.933 5.139 10 1.667 494.340 1.545 4.107 11 1.833 543.774 1.328 3.532 12 2.000 593.208 1.015 2.697 13 2.167 642.642 0.818 2.174 14 2.333 692.076 0.622 1.654 15 2.500 741.510 0.497 1.320 16 2.667 790.944 0.494 1.314 17 2.833 840.378 0.338 0.898 Sum = 100.000 Sum= 265.861 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max I Low (In/Hr) 1 0.17 1.10 0.149 0.408 0.109 0.04 2 0.33 1.20 0.163 0.408 0.119 0.04 3 0.50 1.30 0.176 0.408 0.129 0.05 4 0.67 1.40 0.190 0.408 0.139 0.05 5 0.83 1.40 0.190 0.408 0.139 0.05 6 1.00 1.50 0.204 0.408 0.149 0.05 7 1.17 1.60 0.217 0.408 0.159 0.06 8 1.33 1.60 0.217 0.408 0.159 0.06 9 1.50 1.60 0.217 0.408 0.159 0.06 10 1.67 1.60 0.217 0.408 0.159 0.06 11 1.83 1.60 0.217 0.408 0.159 0.06 12 2.00 1.70 0.231 0.408 0.168 0.06 13 2.17 1.70 0.231 0.408 0.168 0.06 14 2.33 1.80 0.244 0.408 0.178 0.07 15 2.50 1.80 0.244 0.408 0.178 0.07 16 2.67 1.80 0.244 0.408 0.178 0.07 17 2.83 2.00 0.271 0.408 0.198 0.07 18 3.00 2.00 0.271 0.408 0.198 0.07 19 3.17 2.10 0.285 0.408 0.208 0.08 20 3.33 2.20 0.299 0.408 0.218 0.08 21 3.50 2.50 0.339 0.408 0.248 0.09 22 3.67 2.80 0.380 0.408 0.277 0.10 23 3.83 3.00 0.407 0.408 0.297 0.11 24 4.00 3.20 0.434 0.408 --- 0.03 25 4.17 3.50 0.475 0.408 --- 0.07 26 4.33 3.90 0.529 0.408 --- 0.12 27 4.50 4.20 0.570 0.408 --- 0.16 28 4.67 4.50 0.611 0.408 --- 0.20 29 4.83 4.80 0.651 0.408 --- 0.24 30 5.00 5.10 0.692 0.408 --- 0.28 31 5.17 6.70 0.909 0.408 --- 0.50 32 5.33 8.10 1.099 0.408 --- 0.69 33 5.50 10.30 1.398 0.408 --- 0.99 34 5.67 2.80 0.380 0.408 0.277 0.10 35 5.83 1.10 0.149 0.408 0.109 0.04 36 6.00 0.50 0.068 0.408 0.050 0.02 Sum = 100.0 Sum = 5.0 Flood volume = Effective rainfall 0.83(ln) times area 263.8(Ac.)/[(In)/(Ft.)] = 18.2(Ac.Ft) Total soil loss = 1.43(ln) Total soil loss = 31.541(Ac.Ft) Total rainfall = 2.26(ln) Flood volume = 792067.7 Cubic Feet Total soil loss = 1373918.0 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 153.059(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - HOUR STORM Runoff Hydrograph -------------------------------------------------------------------- Hydrograph in 10 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m)Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------- 0+10 0.0089 0.65 Q 0+20 0.0565 3.46 Q 0+30 0.1510 6.86 VQ 0+40 0.2731 8.86 VQ 0+50 0.4144 10.26 VQ 1+ 0 0.5701 11.30 IVQ I I I I 1+10 0.7385 12.22 IVQ I I I I 1+20 0.9201 13.18 IQ I I I I 1+30 1.1116 13.91 I Q I I I I 1+40 1.3092 14.34 I Q I I I I 1+50 1.5111 14.66 I QV I I I I 2+ 0 1.7171 14.95 I QV I I I I 2+10 1.9290 15.39 1 QV I I I I 2+20 2.1476 15.87 I QV I I I I 2+30 2.3730 16.36 I Q V 2+40 2.6045 16.81 I Q V I I I I 2+50 2.8410 17.17 I Q V I 3+ 0 3.0863 17.81 I Q V I I 3+10 3.3414 18.52 I Q V 3+20 3.6053 19.15 I Q V 3+30 3.8814 20.05 I Q V I 3+40 4.1777 21.51 I Q VI I I I 3+50 4.5017 23.52 I Q VI I I I 4+ 0 4.8335 24.09 I Q V I I I 4+10 5.1133 20.31 I Q V I I 4+20 5.3642 18.22 I Q IV I I I 4+30 5.6842 23.23 I Q I V I I I 4+40 6.1120 31.06 I Q I V I I I 4+50 6.6555 39.46 I Q I V 5+ 0 7.3219 48.38 I QI V I I I 5+10 8.1559 60.55 I IQ V I I I 5+20 9.3225 84.70 I I Q V I I 5+30 11.0104 122.54 I I I Q I I 5+40 13.1186 153.06 I I I V Q I 5+50 14.8628 126.63 I I I Q V I 6+ 0 15.8504 71.70 I I Q I I V I 6+10 16.4677 44.81 I Q I I I V I 6+20 16.8986 31.28 I Q I I I V 6+30 17.2080 22.47 I Q I I I V 6+40 17.4417 16.96 I Q I I I VI 6+50 17.6219 13.08 IQ I I I VI 7+ 0 17.7658 10.45 IQ I I I VI 7+10 17.8817 8.41 IQ I I I VI 7+20 17.9713 6.50 IQ I I I VI 7+30 18.0408 5.05 IQ I I I VI 7+40 18.0940 3.86 Q I I I VI 7+50 18.1349 2.97 Q I I I VI 8+ 0 18.1647 2.16 Q I I I VI 8+10 18.1800 1.11 Q I I I VI 8+20 18.1823 0.17 Q I I I VI 8+30 18.1831 0.06 Q I I I VI 8+40 18.1834 0.02 Q I I I V ----------------------------------------------------------------------- APPENDIX D CALIBRATED HYDROGRAPH 10 YEAR 24 HR STORM Unit Hydrograph Analysis Copyright(c) CIVILCADD/CIVILDESIGN, 1989- 2002, Version 6.1 Study date 06/24/20 File: sedcompd10yr242410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC &WCD Manual date -April 1978 RIDS Associates, Temecula, CA- S/N 936 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- SEDCO MPD 10-YR 24Hr Calibrated Hydrograph Melinda Lane and Corydon St -------------------------------------------------------------------- Drainage Area = 263.80(Ac.) = 0.412 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment= 263.80(Ac.) = 0.412 Sq. Mi. USER Entry of lag time in hours Lag time = 0.337 Hr. Lag time = 20.23 Min. 25% of lag time = 5.06 Min. 40% of lag time = 8.09 Min. Unit time = 10.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 263.80 2.50 659.50 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 263.80 7.80 2057.64 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 2.500(ln) Area Averaged 100-Year Rainfall = 7.800(ln) Point rain (area averaged) = 4.680(ln) Areal adjustment factor= 99.95 % Adjusted average point rain = 4.678(ln) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 263.800 32.00 0.500 Total Area Entered = 263.80(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 32.0 32.0 0.742 0.500 0.408 1.000 0.408 Sum (F) = 0.408 Area averaged mean soil loss (F) (In/Hr) = 0.408 Minimum soil loss rate ((In/Hr)) = 0.204 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.730 --------------------------------------------------------------------- Unit Hydrograph VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.167 49.434 6.019 16.003 2 0.333 98.868 25.666 68.235 3 0.500 148.302 28.896 76.824 4 0.667 197.736 13.162 34.992 5 0.833 247.170 6.851 18.213 6 1.000 296.604 4.756 12.645 7 1.167 346.038 3.428 9.115 8 1.333 395.472 2.633 7.000 9 1.500 444.906 1.933 5.139 10 1.667 494.340 1.545 4.107 11 1.833 543.774 1.328 3.532 12 2.000 593.208 1.015 2.697 13 2.167 642.642 0.818 2.174 14 2.333 692.076 0.622 1.654 15 2.500 741.510 0.497 1.320 16 2.667 790.944 0.494 1.314 17 2.833 840.378 0.338 0.898 Sum = 100.000 Sum= 265.861 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max I Low (In/Hr) 1 0.17 0.17 0.047 0.722 0.034 0.01 2 0.33 0.17 0.047 0.716 0.034 0.01 3 0.50 0.17 0.047 0.711 0.034 0.01 4 0.67 0.23 0.065 0.705 0.048 0.02 5 0.83 0.23 0.065 0.700 0.048 0.02 6 1.00 0.23 0.065 0.694 0.048 0.02 7 1.17 0.20 0.056 0.689 0.041 0.02 8 1.33 0.20 0.056 0.683 0.041 0.02 9 1.50 0.20 0.056 0.678 0.041 0.02 10 1.67 0.23 0.065 0.673 0.048 0.02 11 1.83 0.23 0.065 0.667 0.048 0.02 12 2.00 0.23 0.065 0.662 0.048 0.02 13 2.17 0.27 0.075 0.656 0.055 0.02 14 2.33 0.27 0.075 0.651 0.055 0.02 15 2.50 0.27 0.075 0.646 0.055 0.02 16 2.67 0.33 0.094 0.641 0.068 0.03 17 2.83 0.33 0.094 0.635 0.068 0.03 18 3.00 0.33 0.094 0.630 0.068 0.03 19 3.17 0.33 0.094 0.625 0.068 0.03 20 3.33 0.33 0.094 0.620 0.068 0.03 21 3.50 0.33 0.094 0.615 0.068 0.03 22 3.67 0.37 0.103 0.609 0.075 0.03 23 3.83 0.37 0.103 0.604 0.075 0.03 24 4.00 0.37 0.103 0.599 0.075 0.03 25 4.17 0.43 0.122 0.594 0.089 0.03 26 4.33 0.43 0.122 0.589 0.089 0.03 27 4.50 0.43 0.122 0.584 0.089 0.03 28 4.67 0.50 0.140 0.579 0.102 0.04 29 4.83 0.50 0.140 0.574 0.102 0.04 30 5.00 0.50 0.140 0.569 0.102 0.04 31 5.17 0.43 0.122 0.564 0.089 0.03 32 5.33 0.43 0.122 0.559 0.089 0.03 33 5.50 0.43 0.122 0.554 0.089 0.03 34 5.67 0.53 0.150 0.550 0.109 0.04 35 5.83 0.53 0.150 0.545 0.109 0.04 36 6.00 0.53 0.150 0.540 0.109 0.04 37 6.17 0.60 0.168 0.535 0.123 0.05 38 6.33 0.60 0.168 0.530 0.123 0.05 39 6.50 0.60 0.168 0.526 0.123 0.05 40 6.67 0.67 0.187 0.521 0.137 0.05 41 6.83 0.67 0.187 0.516 0.137 0.05 42 7.00 0.67 0.187 0.512 0.137 0.05 43 7.17 0.70 0.196 0.507 0.143 0.05 44 7.33 0.70 0.196 0.502 0.143 0.05 45 7.50 0.70 0.196 0.498 0.143 0.05 46 7.67 0.83 0.234 0.493 0.171 0.06 47 7.83 0.83 0.234 0.489 0.171 0.06 48 8.00 0.83 0.234 0.484 0.171 0.06 49 8.17 1.00 0.281 0.480 0.205 0.08 50 8.33 1.00 0.281 0.475 0.205 0.08 51 8.50 1.00 0.281 0.471 0.205 0.08 52 8.67 1.10 0.309 0.466 0.225 0.08 53 8.83 1.10 0.309 0.462 0.225 0.08 54 9.00 1.10 0.309 0.458 0.225 0.08 55 9.17 1.30 0.365 0.453 0.266 0.10 56 9.33 1.30 0.365 0.449 0.266 0.10 57 9.50 1.30 0.365 0.445 0.266 0.10 58 9.67 1.43 0.402 0.440 0.294 0.11 59 9.83 1.43 0.402 0.436 0.294 0.11 60 10.00 1.43 0.402 0.432 0.294 0.11 61 10.17 1.00 0.281 0.428 0.205 0.08 62 10.33 1.00 0.281 0.424 0.205 0.08 63 10.50 1.00 0.281 0.420 0.205 0.08 64 10.67 1.33 0.374 0.415 0.273 0.10 65 10.83 1.33 0.374 0.411 0.273 0.10 66 11.00 1.33 0.374 0.407 0.273 0.10 67 11.17 1.27 0.356 0.403 0.260 0.10 68 11.33 1.27 0.356 0.399 0.260 0.10 69 11.50 1.27 0.356 0.395 0.260 0.10 70 11.67 1.17 0.327 0.392 0.239 0.09 71 11.83 1.17 0.327 0.388 0.239 0.09 72 12.00 1.17 0.327 0.384 0.239 0.09 73 12.17 1.70 0.477 0.380 --- 0.10 74 12.33 1.70 0.477 0.376 --- 0.10 75 12.50 1.70 0.477 0.372 --- 0.10 76 12.67 1.90 0.533 0.369 --- 0.16 77 12.83 1.90 0.533 0.365 --- 0.17 78 13.00 1.90 0.533 0.361 --- 0.17 79 13.17 2.27 0.636 0.358 --- 0.28 80 13.33 2.27 0.636 0.354 --- 0.28 81 13.50 2.27 0.636 0.350 --- 0.29 82 13.67 1.53 0.430 0.347 --- 0.08 83 13.83 1.53 0.430 0.343 --- 0.09 84 14.00 1.53 0.430 0.340 --- 0.09 85 14.17 1.77 0.496 0.336 --- 0.16 86 14.33 1.77 0.496 0.333 --- 0.16 87 14.50 1.77 0.496 0.330 --- 0.17 88 14.67 1.70 0.477 0.326 --- 0.15 89 14.83 1.70 0.477 0.323 --- 0.15 90 15.00 1.70 0.477 0.320 --- 0.16 91 15.17 1.57 0.440 0.316 --- 0.12 92 15.33 1.57 0.440 0.313 --- 0.13 93 15.50 1.57 0.440 0.310 --- 0.13 94 15.67 1.27 0.356 0.307 --- 0.05 95 15.83 1.27 0.356 0.304 --- 0.05 96 16.00 1.27 0.356 0.300 --- 0.06 97 16.17 0.27 0.075 0.297 0.055 0.02 98 16.33 0.27 0.075 0.294 0.055 0.02 99 16.50 0.27 0.075 0.291 0.055 0.02 100 16.67 0.20 0.056 0.288 0.041 0.02 101 16.83 0.20 0.056 0.285 0.041 0.02 102 17.00 0.20 0.056 0.283 0.041 0.02 103 17.17 0.33 0.094 0.280 0.068 0.03 104 17.33 0.33 0.094 0.277 0.068 0.03 105 17.50 0.33 0.094 0.274 0.068 0.03 106 17.67 0.30 0.084 0.271 0.061 0.02 107 17.83 0.30 0.084 0.269 0.061 0.02 108 18.00 0.30 0.084 0.266 0.061 0.02 109 18.17 0.27 0.075 0.263 0.055 0.02 110 18.33 0.27 0.075 0.261 0.055 0.02 111 18.50 0.27 0.075 0.258 0.055 0.02 112 18.67 0.17 0.047 0.256 0.034 0.01 113 18.83 0.17 0.047 0.253 0.034 0.01 114 19.00 0.17 0.047 0.251 0.034 0.01 115 19.17 0.23 0.065 0.249 0.048 0.02 116 19.33 0.23 0.065 0.246 0.048 0.02 117 19.50 0.23 0.065 0.244 0.048 0.02 118 19.67 0.17 0.047 0.242 0.034 0.01 119 19.83 0.17 0.047 0.240 0.034 0.01 120 20.00 0.17 0.047 0.238 0.034 0.01 121 20.17 0.20 0.056 0.235 0.041 0.02 122 20.33 0.20 0.056 0.233 0.041 0.02 123 20.50 0.20 0.056 0.231 0.041 0.02 124 20.67 0.17 0.047 0.229 0.034 0.01 125 20.83 0.17 0.047 0.228 0.034 0.01 126 21.00 0.17 0.047 0.226 0.034 0.01 127 21.17 0.17 0.047 0.224 0.034 0.01 128 21.33 0.17 0.047 0.222 0.034 0.01 129 21.50 0.17 0.047 0.221 0.034 0.01 130 21.67 0.17 0.047 0.219 0.034 0.01 131 21.83 0.17 0.047 0.217 0.034 0.01 132 22.00 0.17 0.047 0.216 0.034 0.01 133 22.17 0.17 0.047 0.214 0.034 0.01 134 22.33 0.17 0.047 0.213 0.034 0.01 135 22.50 0.17 0.047 0.212 0.034 0.01 136 22.67 0.13 0.037 0.211 0.027 0.01 137 22.83 0.13 0.037 0.209 0.027 0.01 138 23.00 0.13 0.037 0.208 0.027 0.01 139 23.17 0.13 0.037 0.207 0.027 0.01 140 23.33 0.13 0.037 0.206 0.027 0.01 141 23.50 0.13 0.037 0.206 0.027 0.01 142 23.67 0.13 0.037 0.205 0.027 0.01 143 23.83 0.13 0.037 0.204 0.027 0.01 144 24.00 0.13 0.037 0.204 0.027 0.01 Sum = 100.0 Sum = 7.9 Flood volume = Effective rainfall 1.31(In) times area 263.8(Ac.)/[(In)/(Ft.)] = 28.8(Ac.Ft) Total soil loss = 3.37(ln) Total soil loss = 74.017(Ac.Ft) Total rainfall = 4.68(ln) Flood volume = 1255491.1 Cubic Feet Total soil loss = 3224182.8 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 61.952(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24- HOUR STORM Runoff Hydrograph -------------------------------------------------------------------- Hydrograph in 10 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m)Volume Ac.Ft Q(CFS) 0 17.5 35.0 52.5 70.0 ----------------------------------------------------------------------- 0+10 0.0028 0.20 Q 0+20 0.0174 1.06 Q 0+30 0.0455 2.04 VQ 0+40 0.0807 2.56 VQ I I I I 0+50 0.1239 3.13 VQ I I I I 1+ 0 0.1746 3.68 VQ I I I I 1+10 0.2288 3.93 V Q 1+20 0.2831 3.94 V Q I I I I 1+30 0.3365 3.88 VQ I I I I 1+40 0.3905 3.93 VQ I I I I 1+50 0.4475 4.13 VQ I I I I 2+ 0 0.5074 4.35 V Q 2+10 0.5695 4.51 V Q I I I I 2+20 0.6349 4.75 V Q I I I I 2+30 0.7037 4.99 VQ 2+40 0.7753 5.20 IVQ I I I I 2+50 0.8528 5.62 IV Q I I I I 3+ 0 0.9362 6.05 IV Q 3+10 1.0225 6.27 IV Q I I I I 3+20 1.1104 6.38 IV Q 3+30 1.1994 6.46 IV Q 3+40 1.2899 6.56 IV Q 3+50 1.3833 6.78 IV Q 4+ 0 1.4799 7.01 IVQ 4+10 1.5792 7.21 IV Q 4+20 1.6843 7.63 IV Q 4+30 1.7954 8.06 IVQ I I I I 4+40 1.9105 8.36 IVQ I I I I 4+50 2.0321 8.82 I V Q I I I I 5+ 0 2.1601 9.30 IV Q I I I I 5+10 2.2904 9.46 I VQ I I I I 5+20 2.4178 9.25 I VQ I I I I 5+30 2.5412 8.96 I VQ 5+40 2.6649 8.98 I VQ 5+50 2.7952 9.46 I VQ I I I I 6+ 0 2.9332 10.02 I VQ I I I I 6+10 3.0758 10.36 I VQ I I I I 6+20 3.2250 10.83 I VQ 6+30 3.3808 11.31 I VQ I I I I 6+40 3.5411 11.63 I VQ I I I I 6+50 3.7081 12.12 I VQ I I I I 7+ 0 3.8817 12.60 I VQ I I I I 7+10 4.0593 12.89 I VQ I I I I 7+20 4.2413 13.22 I VQ I I I I 7+30 4.4275 13.52 I VQI I I I 7+40 4.6181 13.84 I VQI I I I 7+50 4.8198 14.64 I VQI I I I 8+ 0 5.0333 15.50 I V Q I I I I 8+10 5.2553 16.12 I VQI I I I 8+20 5.4924 17.22 I VQI 8+30 5.7451 18.35 I V Q 8+40 6.0072 19.03 I VQ 8+50 6.2809 19.87 I V IQ 9+ 0 6.5658 20.68 I VIQ 9+10 6.8599 21.36 I VI Q 9+20 7.1721 22.66 I VI Q I I I 9+30 7.5029 24.02 I V Q I I 9+40 7.8453 24.86 I V Q I I 9+50 8.2026 25.94 I IV Q I I I 10+ 0 8.5744 26.99 I IV Q I I I 10+10 8.9467 27.03 I I V Q 10+20 9.2930 25.14 I IVQ 10+30 9.6078 22.86 I I Q 10+40 9.9149 22.30 I I QV 10+50 10.2396 23.57 I I QV 11+ 0 10.5868 25.20 I I Q 11+10 10.9420 25.79 I I QV I I I 11+20 11.2966 25.74 I I QV I I I 11+30 11.6486 25.55 I I QV I I I 11+40 11.9983 25.39 I I QV I I I 11+50 12.3409 24.87 I I QV I I I 12+ 0 12.6754 24.28 I I Q V I I I 12+10 13.0081 24.16 1 1 Q V I I I 12+20 13.3481 24.68 I I Q V I I I 12+30 13.7005 25.58 I I Q VI I I 12+40 14.0767 27.32 I I Q VI I I 12+50 14.5173 31.99 I I QV 13+ 0 15.0297 37.19 I I VQ 13+10 15.6043 41.72 I I IV Q I I 13+20 16.3025 50.69 I I I V Q 1 I 13+30 17.1320 60.22 I I I V I Q 13+40 17.9853 61.95 I I I V I Q I 13+50 18.6891 51.09 I I I V QI 1 14+ 0 19.2096 37.79 I I IQ V I I 14+10 19.6742 33.73 I I QI V I I 14+20 20.1741 36.29 I I Q V I I 14+30 20.7297 40.33 I I I Q V I I 14+40 21.3071 41.92 I I I Q VI I 14+50 21.8824 41.77 I I I Q V 15+ 0 22.4520 41.36 I I I Q V 15+10 23.0174 41.05 I I I Q IV I 15+20 23.5544 38.99 I I I Q I V I 15+30 24.0596 36.67 I I Q I V I 15+40 24.5371 34.67 I I QI I V I 15+50 24.9359 28.95 I I Q I I V I 16+ 0 25.2481 22.67 I I Q I I V 1 16+10 25.5154 19.41 I IQ I I V I 16+20 25.7311 15.66 I Q I I 1 V I 16+30 25.8977 12.10 I Q I I 1 V I 16+40 26.0374 10.14 I Q I I I V 16+50 26.1563 8.63 I Q I I I V 17+ 0 26.2578 7.37 I Q I I I V 17+10 26.3498 6.68 I Q I I I V 17+20 26.4425 6.73 I Q I I I V 17+30 26.5395 7.04 I Q I I I V 17+40 26.6356 6.98 I Q I I I V 17+50 26.7277 6.69 I Q I I I V 18+ 0 26.8161 6.41 I Q I I I V 18+10 26.9013 6.19 I Q I I I V 18+20 26.9825 5.90 I Q I I I V 18+30 27.0606 5.67 I Q I I I V 18+40 27.1354 5.43 I Q I I I V 18+50 27.2021 4.84 I Q I I I V 19+ 0 27.2604 4.23 I Q I I I V 19+10 27.3159 4.03 IQ I I I V I 19+20 27.3741 4.22 I Q I I I V 19+30 27.4362 4.51 I Q I I I V 19+40 27.4987 4.53 I Q I I 1 V 19+50 27.5569 4.22 I Q I I I V 20+ 0 27.6099 3.85 I Q I I I V 20+10 27.6612 3.72 I Q I I I V 20+20 27.7136 3.80 I Q I I I V 20+30 27.7678 3.94 I Q I I I V 20+40 27.8220 3.94 I Q I I 1 V 20+50 27.8741 3.78 I Q I I 1 V 21+ 0 27.9236 3.60 I Q I I I V 21+10 27.9720 3.51 I Q I I 1 V 21+20 28.0197 3.47 IQ I I I VI 21+30 28.0671 3.44 IQ I I I V I 21+40 28.1142 3.42 IQ I I I vI 21+50 28.1612 3.41 IQ I I I vI 22+ 0 28.2080 3.40 IQ I I I vI 22+10 28.2546 3.39 IQ I I I vI 22+20 28.3011 3.38 IQ I I I vl 22+30 28.3476 3.37 IQ I I I vl 22+40 28.3934 3.33 IQ I I I vl 22+50 28.4369 3.16 IQ I I I vI 23+ 0 28.4776 2.96 IQ I I I vI 23+10 28.5171 2.87 IQ I I I vI 23+20 28.5560 2.82 IQ I I I vI 23+30 28.5943 2.79 IQ I I I vI 23+40 28.6324 2.76 IQ I I I vI 23+50 28.6702 2.75 IQ I I I vI 24+ 0 28.7078 2.73 IQ I I I vI 24+10 28.7431 2.56 IQ I I I vI 24+20 28.7688 1.86 IQ I I I vI 24+30 28.7836 1.08 Q I I I vI 24+40 28.7935 0.72 Q I I I vI 24+50 28.8008 0.53 Q I I I v1 25+ 0 28.8063 0.40 Q I I I v1 25+10 28.8105 0.30 Q I I I vI 25+20 28.8137 0.23 Q I I I vI 25+30 28.8161 0.18 Q I I I vI 25+40 28.8180 0.14 Q I I I vI 25+50 28.8194 0.10 Q I I I vI 26+ 0 28.8205 0.07 Q I I I vI 26+10 28.8212 0.05 Q I I I vI 26+20 28.8217 0.04 Q I I I vI 26+30 28.8220 0.02 Q I I I v1 26+40 28.8221 0.01 Q I I I v ----------------------------------------------------------------------- APPENDIX E CAPACITY CALCS FOR DUAL 18" PIPE CROSSING 24" CONNECTOR PIPE AND INTERIM CHANNEL Hydraulic Analysis Report Project Data Project Title: Melinda Lane Designer: Rich Soltysiak Project Date: Monday, June 22, 2020 Project Units: U.S. Customary Units Notes: Channel Analysis: Dual 18" Analysis Notes: Input Parameters Channel Type: Circular Pipe Diameter: 1.5000 ft Longitudinal Slope: 0.0050 ft/ft Manning's n: 0.0150 Depth: 1.5000 ft Result Parameters Flow: 6.4373 cfs x 2 = 12.9 cfs Area of Flow: 1.7671 ft^2 Wetted Perimeter: 4.7124 ft Hydraulic Radius: 0.3750 ft Average Velocity: 3.6428 ft/s Top Width: 0.0000 ft Froude Number: 0.0000 Critical Depth: 0.9814 ft Critical Velocity: 5.2543 ft/s Critical Slope: 0.0086 ft/ft Critical Top Width: 1.43 ft Calculated Max Shear Stress: 0.4680 Ib/ft^2 Calculated Avg Shear Stress: 0.1170 Ib/ft^2 Hydraulic Analysis Report Project Data Project Title: Melinda Lane Designer: Rich Soltysiak Project Date: Monday, June 22, 2020 Project Units: U.S. Customary Units Notes: Channel Analysis: 24" Connector Analysis Notes: Input Parameters Channel Type: Circular Pipe Diameter: 2.0000 ft Longitudinal Slope: 0.0076 ft/ft Manning's n: 0.0150 Depth: 2.0000 ft Result Parameters Flow: 17.0922 cfs Area of Flow: 3.1416 ft^2 Wetted Perimeter: 6.2832 ft Hydraulic Radius: 0.5000 ft Average Velocity: 5.4406 ft/s Top Width: 0.0000 ft Froude Number: 0.0000 Critical Depth: 1.4902 ft Critical Velocity: 6.8084 ft/s Critical Slope: 0.0093 ft/ft Critical Top Width: 1.74 ft Calculated Max Shear Stress: 0.9485 Ib/ft^2 Calculated Avg Shear Stress: 0.2371 Ib/ft^2 Hydraulic Analysis Report Project Data Project Title: Melinda Lane Designer: Rich Soltysiak Project Date: Monday, June 22, 2020 Project Units: U.S. Customary Units Notes: Channel Analysis: Interin Trap Channel Analysis Notes: Input Parameters Channel Type: Trapezoidal Side Slope 1 (Z1): 2.0000 ft/ft Side Slope 2 (Z2): 2.0000 ft/ft Channel Width: 2.5000 ft Longitudinal Slope: 0.0040 ft/ft Manning's n: 0.0250 Depth: 2.4000 ft Result Parameters Flow: 79.4128 cfs Area of Flow: 17.5200 ft^2 Wetted Perimeter: 13.2331 ft Hydraulic Radius: 1.3240 ft Average Velocity: 4.5327 ft/s Top Width: 12.1000 ft Froude Number: 0.6638 Critical Depth: 1.9679 ft Critical Velocity: 6.2701 ft/s Critical Slope: 0.0096 ft/ft Critical Top Width: 10.37 ft Calculated Max Shear Stress: 0.5990 Ib/ft^2 Calculated Avg Shear Stress: 0.3305 Ib/ft^2 APPENDIX F DUAL 18" PIPE CROSSING 24" CONNECTOR PIPE AND INTERIM TRAPEZOIDAL CHANNEL PLANS I R C I (2�6 26 \6 J Z ® CONSTRUCTION NOTES Uj U J ® — rnoZ cflU-z w 1� PROTECT IN PLACE. +COo Lo to Q W ® REMOVE 1.17'OF THE EXISTING STRUCTURAL SECTION. �NN chN� �6 26 U ® RELOCATE EXISTING MAILBOX. LO © GRADE TO JOIN. u)ow (now +��u- O7 GRADE SHOULDERS PER TYPICAL SECTIONS,PLAN SHEETS AND CROSS SECTION SHEETS. LMo��+ �8 ADJUST TO GRADE(BY OTHERS). v Q Q 12 CONSTRUCT 0.39'A.C./0.78'A.B.CL-2. >_ w N � 23 CONSTRUCT MODIFIED HEADWALL(WALL IS TO BE EXTENDED T AT W ON EACH END) s � PER CALTRANS STD.PLAN NO.D89.(H=3.2'). w w Q PLACE 1/4 TON ROCK SLOPE PROTECTION(METHOD B)PER CALTRANS STD. j = SPECIFICATIONS,SECTION 72 AND AS DESIGNATED ON THE PLANS.(SEE SHEET#3.) RNV RNV 2�6 PLACE 18"RCP(2000 D). _ ---- n '' ---- ----------------- ---------------------- 8y 12 -- - - - - - f`� -��.---- a-- -- ------t------+ ------------ - - In Ln � � - - Jo 10 o�:�o oo<), R/W STA.10+43.00 RETURN -- - — - 25 RNV o x r o MI z . : LL s,T,y�2o ��, az � �o� (0 0 CD o F�G�9s3 6os p�9 0 0o QI i—J �N LM c.r �O 0,�• U-) 01— M uril o ��LC' 26 ¢ C)o a� od cn o cn o 0 + z 23 23 26 `n wa n rw U) 2k0 0 _20 40 00 ��., �' -- ` a"' REVISIONS RIVERSIDE COUNTY TRANSPORTATION DEPARTMENT PROJECT REFERENCE 'V BY -6E�1IPTIt3Ff— _ uCALE; �'c 20� --- ---4=---- DESIGNED BY:_ RICHARD REYNOLDS_ __. A o Q°yFacorr�4 APPROVED BY: W.O.SURVEY 63A2.0277 eWs�P� srt DRAINAGE STRUCTURE SURVEY NO. 6300 --- ---- DRAWN BY:_RICHARD REYNOLDS ���° �`m CORYDON STREET F.B.NO. 2213 � Q 1 S Oy CAD FILENAME F'.\.DATA\CORY9A.DGN — — — CHECKED BY:—_FARAH KHORASHADI {� Exp.s-st-a * C f• / INTERSECTION WITH FARAH KHORASHADI w�rF C N P-�a� CHARLES SCOTT STALEY DATE MELINDA LANE _+_� —r-- �_ •—._ — __ PROJECT MANAGER: of oeeo ENGNGDIVISION MANAGER SHEET 14 OF 19 L1 RCE No.o.C4 C42999 933 -A14 1275 1275 1"=20'HGRIZ. STORM DRAIN 1275 1"=4'VERT. COMMERCIAL RIVEWAYAPPRO CH 2SA KSLURRY PR POSED FINISHEDG E WR 12 CI OF STORM OF­1 THIS P RTION OF XISTING MATCH EXIS ING � PROPOSED INISHE WVM DWG#M1509_B IP 17-.td DGE OF PAV MENT AC BERM 10 GRADE AT LOWLINE jus Inls ed Grade AT 13.1'LEFT F CIE '� 1270 END AC BE I BEGIN N f a f 38'LEFT F CL w a 7 'w 1270 OVER] 4+10.31 RADEATTOPO CURB x 3+45.28 1268.47FS XISTING 1270 CURBS GUTTER -7.28% ,G,L PAV MENTGRADE -0.83% 6.13% w w MATCH EXISTI G EXISTING CU B&GUTTER 3+15.97 -0.61% "0"C RB FACE 1266.22 G _ -PROPOSED OF EDGEI NU JKAUt AT-F PAVEMENT 0.6' -0.61% (SEE PRECIS GRADING PLANSEXISTING H.G. - - - - --- _ 0.5• GRADE os , - - - - - - - _7.5' P IVATE - _ (2)EXIS NG 13"STORM DRAIN PIPES 1265 _ - - - 1265 4 - = 1265 GRADEAT TOPOFC R AT 38'L FT OF CL 24"RCP PIPE (D-1849) 11 5.8)IN 1264 3+6727 2 SACK SLUR Y ENCASEMENT 5 OPOSE 3+09.4 0.6% PROPOSED JUNCTION EXI TING OSFn 4 .01' x Tx HEA WALL RCP .5'X 10'RIP RAP 1263.801N _ STORM DRAIN PIPE Vmax=5.9 FP Q10/6 hour=12.9 Cf5 12 .331NV EXIST NG GRADE _ M D GNM7 _ 1260 1260 - _ = 1260 TOP OF CURB-38' LEFT ;' 4 VERT. 3 0 Vmax= .9fps 1 so.571Nv 4 0 1275 1275 STREET IMPROVEMENTS CONSTRUCTION NOTES O STREET LANE WIDENING-ASPHALT CONCRETE(AC)PAVEMENT&CLASS II PAVEMEN GRAD AGGREGATE(AG)BASE-PER CROSS SECTION DETAIL ABOVE. CENTERLINE OF RI HT-OF-WAY o-=- ®24"RCP STORM DRAIN PIPE(D-1849)OR APPROVED EQUIVALENT. �V a 1270 y a` a= 1270 O RIP RAP EROSION PROTECTION(1/4 TON:21"AVERAGE ROCK SIZE)AT A MINIMUM DEPTH OF 36" (LENGTH &WIDTH PER PLAN ) PER CALIFORNIA _ (-0.75% (-0.7%)_ -.38% 0.04% " STORMWATER BMP HANDBOOK STANDARD No.EC-10. O TYPE 6 CURB AND GUTTER PER CITY OF LAKE ELSINORE STANDARD DRAWING - - - - - _ _ N0.200. :8+g5.69 10 ASPHALT CONCRETE (A.G.)CURB PER CITY OF LAKE ELSINORE STANDARD TA 1265 :645.69 1265 DRAWING NO.207. 11 8'x Tx 4.5'CONCRETE JUNCTION BOX(OLDCASTLE MODEL JB,JENSEN PRECAST, OR APPROVED EQUIVALENT)WITH 24-INCH MANHOLE COVER&FRAME.SEE (2)EXISTING 18 STORM DRAIN PIPES DETAIL ON DESIGN CROSS SECTIONS SHEET 3 OF 3. CENTERLINE '1"24'VERT. COMMERCIAL DRIVEWAY APPROACH,TYPE II, PER CITY OF LAKE ELSINORE STANDARD DRAWING NO.118B. 1260 1 1 1 1 1260 13 CONCRETE SIDEWALKS PER CITY OF LAKE ELSINORE STD.DRAWING NO.210. 2+00 3+00 4+00 5+00 6+00 (See Precise Grading Plans ) 20 0 10 20 40 PROPOSED I 4 I II\ PROPOS�I \ \\\ II I SCAL E:1"=20' 7.5'X10' PIPE@0.76%(D-1849) m IP RAPR1265.33 EX m PLANTER 12655:1 TAPER 124.5'MINIMUM LENG i I I I m I 1263.801N1 ` - -s-- GATE WITH4 EXISTING GATE EXISTING GATE \ 1268.59TC KNOXBOX 1268.42TC EXISTIN x-x-x- 1268.09FS ` 1267.92FS� ---- - LANDS APING --�- y ° RELOCATE&REPLACE 1268.46TC -'- ---- -------- -1265 _ YYY/// WITHFIRE HYDRANT \ 126815TC (E)6'ORNAMENTALiRON FENCE �,° EX ENTRANCE �1266.20 Ex EX CHAIN LINK FENCE x x-x .�' 12 126765FS {180.58' _ 19000, 282' Ir 5 EXISTING GATE 1267.96FS _ ) 12s7as Ex 1265.87 EX 26 1268.37 - -- -. 126787 ---- � a � -�- - x 0"C F 1268.46TC >1268.20TC + - S 35°48'08"W 370.58' 1266.79TC - -- -x x-x-x-x-x- 1266 1267.96FS -1267.70FS 0"C.F - _ - t2ssa5 TC - FD 1'IP WITH NAIL& 1 EX BLOW-OFF ..1 i - 6 13 P SIDEWALK 126631 FLEL�:: 1266.12 FL EXISTING SIDEWALK -x - 10 PROPOSED AC BER 1268.88TB 1267.87FS - -' - STING SIDEWALK 1266.75 LS 3698 DOWN 0.7 _ - - - - _ _ 1268.38FS STA 3+38.96 .� = 4+14.46 - - - - - - - - - - - - - - EXISTING TAG - - - - - STA 3+19.39= - 3+46.46 - Ex R P � ,.STA 4+21.96 ��7 PRaaoseD STA 4+89.18 --1�' �TA:�r+00� -I _ _ - - - - - - - - - - 1268.25TC --- ��'--- 1267.85 1267.29 cuRe&curTER-- 1267.34TC OTTAPER ONSTRUCTIO - - - - - \ _ 1268.37TC - 1267.70 -- / 1267.75TC � 1zss.as Tc - MATEH�EXISTING X GURB&GUTTER 5.1 TApER 3 0 1267.87FL 1267.75FL p^C.F � MH RIM 0'C.F 1267.25FL ,_-- 1266.84FL STA 5+00.18 ---_ EX98"VCP SEWER. �10(2)� 126584 FL EX TELEPHONE -1268 XTELEPHONE O - � ._ � �� � CURBBGUTT�R � - �� 1 �--, -------_ � PROPOSED(� 1267.27TC \267 zs TC a II WATER LINE %�' 1266.78 FL. T ------ T T- -T--T- T fi� T_---- AC7AVEMENT' 1266.77FL _ 1269.40TB ADJUST SEWER - - WV'S =J " M "Tmo:9"aFS -z 69FS H T E z -- -- 32' STA 1+94.83 BE --_:rN - ----- -------. - - _ - _� --- --- ----_- + EX 2i„CL 100 t 0' 1268.28FS 1264.33 �' - �1267.86FS _ 1267.67FS STA 5 00.18 ('� �/ /� i.r EX EDGE OF PAVEMENT (13.0 j CONSTRUCTION 1269:OOF o EX EDGE OF PAVEMENT °R �� 'o _----> -PROPOSED o PAVEMENT CUT o ND CONSTRUCTION CO R 1 DO N RQ/'1D y, STEEL WATER (12.4) MATCH EXISTING 2+00 ��� 3+00 o o INV OUT �'''I( 4+00 5+00 MATCH.EXISTING 6+00 (N :35 48 OS-. E 1320.55) 7+00 E o _ - - 111 ROPOSED JUNCTION 126749E - n v FD 1"IP (2)EX 18"RCP ) J BOX(8 x 7 x 4.5') SEE SHEETS OF 19 CORYDON STREET (13.6') M EX EDGE OF PAVEMENT ILLEGIBLE S=0.0071 I()I) ;= PROJECT REFERENCE NO,933-AA X ED (13.4') BE OF PAVEMENT + 3, 1266 EX EDGE OF PAVEMENT -1267 1 -1269 EX GA 1265.12 (�(� m nm 1267 rEX GAS LINE _ INV IN A o z 1265 -1266 4'G 4» _ y 1268 -T26 __ 1265.82 z �eH�_ SOH y-- y----y----�---y EOH EO 1266- o _-_____�__- _ __ INVS IN __ �__- N \�---�---�' ono 66 1266 zya EXISTING PRIMARY DRAINAGE 12 _ _- A EXISTING PRIMARY N / \'L6a��v.T'° 1269 DRAINAGE FLOWS / g o FLOWS TO SEDCO LINE G(FUTURE --_ TOSEDCO LINE G EX24"CMPSD D� 1268 S=0.0294 din _ LOCATION OF 84"STORM DRAIN) } N f a RINI I o$ ,x Gzi / ~ 1268 1269 - � ��op RIP RAP DETAIL 1268 EROSION PROTECTION Q Q 6" 7 N.T.S. N7Z6g � ��- I32'MINIMUM Underground Service Alert PLACE PER PLAN EXISTING GROUND _ 6 RIP RAP 0, SOURCE OF TOPOGRAPHY L NGj j ill" , 32'MIN. CLpS3 CBASE ONE FOOT(1')CONTOURS THIS TOPOGRAPHIC SURVEY WAS PERFORMED BY SPIRO LAND SURVEYING ON.112017 Melinda Lane ( N of a Part FILTER FABRIC AND 1011USED HORIZONTAL CONTROL WAS ESTABLISHED L P.M.STA AND SHOULD CASE NUMBERS PA 2019-03 21'AVERAGE MIRAFI 700X NOT BE USED FOR MAPPING PURPOSES.VERTICAL CONTROL WAS ESTABLISHED PER U, TWO WORKING DAYS BEFORE YOU DIG ROCK SIZE ORE UAL RIVERSIDE COUNTY BENCHMARK E-3-80,ELEVATION 1265.00'NGVD29 DATUM. (CUP 2019-021 CDR 2019-01) MARK REVISIONS APPR. DATE THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE WITH THE APPROPRIATE CONDITIONS PLANS PREPARED UNDER THE SUPERVISION OF: SEAL: J M M p OF DEVELOPMENT AND/OR CITY AND STATE LAWS AND HAVE BEEN FOUND ACCEPTABLE �oFEsslo7 CITY OF LAKE ELSINORE SHEET 2 p Rp D.S' F CONSULTANT } .TP Lf"IE� Phone:951-852-6625 I Email:jmmcon98@9m8il.com �� vz 25060 Hanwck Are,Suite 103,#428,Mumeta,CA 92562 STREET IMPROVEMENTS&PAVEMENT STRIPING 4 U N°. 37233 OF * EXP.Ofi-30-22 * SCALE: 1"=20'HORIZ. BENCH MARK: PARCELS 3&4,PARCEL MAP 6972 SHEETS RIVERSIDE COUNTY DESIGNATION"E-3-80' REMON HABIB, RCE No. 33156 DATE RICHARD D. SOLTYSIAK, RCE No. 37233 DATE sT 3 1"=4' VERT. ELEVATION 1265.00' PARCEL MERGER NO.2019-00004 FILE No. � CITY ENGINEER HrF OF CAVF� NGVD29 DATUM. CITY OF LAKE ELSINORE EXP. 6-30-2022 DATE: 17-JULY-2020 SEE SOURCE OF TOPOGRAPHY NOTE ABOVE STREET IMPROVEMENT PLAN PA2019-03 J.N.2018-023 FEMAZONEAE ELEV= LOOT 20 BLOCK F RESUBDDOWWH OF BLOCK D F OHORE M.B.0 1261.12 FL 1266 Ngy08871263 NGVD29 1270 1270 PROPOSED / X CHAIN LINK FENCE 7.5'X 10' \ FEMA ZONE X 12.1 RIP RA, 262.07 FG `1262.44 LP D. 1268 2' 12600 FG 1268 / 1 PROPOSED 1263.83F (Match EmAq) (EXISTING TORAGE YARD- 0REMAIN) 12fi3.18 EX 1263.29 EX�1 N 35°49'31" 3 0.50' 1266 z CHANNEL BIOTREATMENT BMP2 1266 - _ _ - -_ _-_ -_- - - - - - - - 1263.91 EX 72g3.g3 FG 8 7284.50 F 7283.17)EX 7282.99)EX x x x x, x x -x o �1263,61 EX -x x x x x =x x 1263.51 EX P 1264 B.Oq AP.1ES V'V21E 1264 1263.78 EX/ x x x x x x x. 12 %x 1263.35 GB 1264.00 EX (180.50)�' 1263.24 EX \1263.40 EX 63 0 EX ®® S Y (1262 126273 FG-� - ---- --------------- ----------------- '.� �---- - --- -- ------ ---- �23e --------- .> " - 4"OUTLET PIPE ° \ of 1262 '' PROPOSED GRADE EXISTING GROUND �2 16 5.5 LF(r46.36% ./ `� 6.3 2 T P 1260 261.49 FG SCALES: 1260 12 3.62E �23 o 2.5' G C HORIZ 11"=10' DAYLIGHT LINE - ((-1�3%) l sECTION 264.50 B MATCH EXISTING) `� 1258 --VERT r= s' 1258 I INVERT 1263,99 EX 1263.62 GRATE FFMq 1263.24 E% 1�W OVERFLOW INLET ZONFX 1272 I 1261.62 INVERT \ 0 L ^�i PROPOSED 42"HIGH GUARD RAIL N of 164.50IGB (13�) �i EX STORAGE CONTAINEI WAREHOUSE ADDITION ALONGTOP OF WALL 72 Mg2p 1270 1267.00 F.F. PROPOSED GRADE (Typical) W -17 5% 1263.99 EX 1268 1266.33 PAD 28.5' 24' 267'13 TW W $ 'UT-OFF DETAIL ALL ,.o. GV019 1%MIN> DRIVEWAYACCESS 2 1266.13F LLI I _ PER DETAIL SHT2 \o - 1'MIN T C B101reatnlent VARIES-> 265.w F8 ai%MIN (1T) r BMP 2 tzssw F LLI CUT-OFF WALL . Z ER DETAIL BHT 1264 1 111 15 - 2.10% -0.12% -0.20% 052% 263.066'N -0.70% _ (-0, 1262.83 EX J 1262 WALL AND FOOTING (-0. U (EXISTING STORAGE YARD) w SCALES D D Per Separate PlanB 1263,99 EX Pemu) Q 6%) - HORIZ 1"=10' EXISTINGGROUND SECTION -116%m 2 .5 GB `o (TO REMAIN) <--- PARCEL MERGER NO.2018-00004 1260 VERT 1"= 5' e DOCUMENT NO.2019-0468058 .o REC. NOVEMBER 13,2019 ---> 1261.59 FL _ 0 1 6.96 0 W 1272 SCALES: 12fi3.99 EX. 2:5'+ + .6. 1263.99 EX \� m HORIZ I"=10' 1270 I 0 12 3.7 FG 30 L.F. For Access Q 88 3' VERT V= 5' o A0 Oo c'�,F Remove W EXISTING STORAGE YARD(To Remain) ? 1268 I _ � Z9y h EXISTING GROUND w 1266 1 64.50 GB Ex.Wal 1262.87 EX W *+* m� i�,2 DAYLIGHT LINE ? 262.90)EX 2 ]3)FX 263.33)FX 283.24)IX a 1264 >9m (BW/MATCH EX r` N EX PERIMETER BLOCK WALL _ _ -0.gfi% a.o1% o 5,2% 1051\ �Fc - - - - - 1262 1264.00 EX / pie a SECTION - (126329)Ex U NI: 1 1260 8 1 .50 GB 1266.69 TW 15 ` 12 S \o FOOTING I �9 126301Bw 37wall o I 263.09BW Riverside County 1 1270 Fire Department& DAYLIGHT LINE �. I �« 1261 85 FL i 1 1264.34 GB �4 1263.00 BW I c " 01268.00 TW SCALES City of Lake Elsinore 20' (MATCH EX) 1266.51 NJ j 2.6% 15 I HORIZ 1'=10' 42'HIGH GUARD RAIL I Not to Scale 1264.4 PI 15 I ,, i c 1267.00 FS ,`� 1268 VERT 1"=5' ALONG TOP OF WALL 1264.09+ 1265.51 FS (Typicap STANDARD DETAIL o 0 3 1 1263.83 EX 1263.06 EX 1264.01 TW 4.9'wall ( 5 FOOT IRON FENCE 18 2'MIN.DE 2ss.72 nv 12642 F I �?/ 1263.01 FS 15 42"HIGH GUARD RAIL 3.5'wall // I I r c I ALONG TOP OF WALL 1266 126471 F INTERMEDIATE I FDTA 1 1.0'wall ALONG TOP OF WALL / VA IES>1z6aa5F MIN(Typ) TURN-AROUND 1 126301 EX T ical / c I /`3!LWe - �` I X.GROUND 516' 2.T Wall / c ' a ((Typical) / 1 / 1264 PROPOSE 2' O , u, "" - RARE-06]%1264 - 20 - 1 �m 26q �s FOOTING /// I I TAN PROPOSED WA 1262 G Ir- � - 54 FL 263.00 BW n^ .- , 1263-01 BW ___ _ 1263-00 BW� `� '< 12632gE G G+ WA AND FOOTING �10, \ v�J 1264.07FL -290 1264.79FS BREAK < 7� -/ + �� '�1 // SECTION (Per Sepamte Plan&Permit) Area to be Kept Clear &RADE Dsi 10� x j - 1260 09°/. 1266.06-W I Fire Dept.Turn-Around o I -126561 TWO 15--<. -3�0% I , /� - - - - - - - - - - - - J `1264.44 FL , 15 1264.98 FL 1264.99 FS 1268.01 TW c �l7 1264.34 FL ,126461 FS ��/ ', 1264.90 '1264.19 LP PROPOSED 3.0'wall �_ �c 15 26'wall' �± RETAININGWALL 18 �'< FDTA \ c 1267.00FS. 2fi3s2Bw ) 18 ''< 4.4'wall I 1x 5 o zsz.lz B �A��'F �� T �ll �(�P) 2a GRADINGICONSTRUCTION NOTES INVERT 1265.03 FS 5 c ` 1 12t12 24"GUTTER DETAIL: OPERIMETERWALL(BY SEPARATE PLAN AND PERMIT). , ac / OPOSED PAVEMENT�2 - NOT-TO-SCALE 3'A.C.PAVEMENT OVER 8"AG.BASE IN PARKING LOT AREAS 16�4'OUTLET PIPE N it 1 5.5 LF @ 6.55% 9 ° < < < , 3'A.C.PAVEMENT OVER 9'AG.BASE IN DRIVEWAY ACCESS AREAS o _ , - 2"MIN. 1$ o 1264.48 GRATE �F F. , ��� / ���.// �1266� _ C� IN/. I �' O RIP RAP EROSION PROTECTION(114 TON:2V AVERAGE ROCK SIZE1 AT A MINIMUM Oo IV+ 0 17 6"OVERFLOW INLET : - I DEPTH OF 32"(LENGTH&WIDTH PER PLAN)PER CALIFORNIA STO FMWATERBMP 'b 1266.45T0 'F HANDBOOKS ANDARD No.EC-10. 0 1262.481NVERT Vo 7 1266.45FS / 4 ©BIOTREATMENT BMP-SEE FINAL WQMP REPORT FOR REQUIREMENTS AND �`� 1267.50TCc � �� 1263.69 EX RECOMMENDATIONS AND DETAIL(S)ON SHEET 20F THIS GRADING PLAN SET. o 1 56FG T 1265.21 FS �1266.91TC 13 _ 126700FS 7 1267.00FS�- \\ �� 126. o 1266.41 FS�< I`� -� c 1267'00FS= �d TYPE 6 CURB AND GUTTER PER CITY OF LAKE ELSINORE STANDARD DRAWING NO.200, 0 1 95%COMPACTED SUBGRADE a ( -2.% " '> R=S, < ` c NOTES: ®TYPE 6A CURB PER CITY OF LAKE ELSINORE STANDARD DRAWING NO.202. 1262.16 * o ) _ Tit=2,5'.'- , 'z 1.CONCRETE SHALL BE CLASS 560-C-3250 P.C.C.;CURED #COMMERCIAL DRIVEWAY APPROACH,TYPE II,PER CITY OF LAKE ELSINORE STANDARD ° 12 .5 T P \� ` / 1266.9OTC $ WITH WHITE PIGMENTED CURING COMPOUND. DRAWING NO.1186. 1266.40FS 1268.03 TW I 2.ALL EXPOSED CORNERS SHALL BE FINISHED WITH 1/2" i C D 15 1264.25 BW 13 CONCRETE SIDEWALKS INCLUDING 1'WIDE PARKING SPACE STEP-OUTS PER CITY OF N DQ << `1266.90TC 1267.01 FS I RADIUS. LAKE ELSINORE STD.DRAWING NO.210. ,�„ 1265.43 FS P' 1266.40FS " 3.8'wall I 3.FINISH SHALL BE BROOM. 14 TRASH ENCLOSURE AS REQUIRED BY CITY OF LAKE ELSINORE ORD.17.112,120, o < '' 29.5 R=5' SLOPE OLD PARCEL 3(1.66 ACRES) 4.WEAKENED PLANE JOINTS SHALL BEAT 10'INTERVALS; (EXISTING LOCATION) + I o NO SCORE-LINES ALLOWED. 1 N o o ,` c RETAINING WALL WITH 42"HIGH GUARD RAIL ALONG TOP(BY SEPARATE PLAN&PERMIT). - o , s s,` z. $/<� I H 4"MINIMUM DIA.PVC(SDR-3510UTLET DRAIN PIPE 1 OR APPROVED EQUIVALENT).SEE o n m T 15 PLAN SHEETS 2&3 FOR INVERT ELEVATIONS,LENGTHS AND SLOPE%. �1267.48TC I I ° D 11266.98FS k 16'ROUND HANCOR DRAIN BASIN OVERFLOW INLET AND GRATE(OR APPROVED o EQUIVALENT).USE 6"PIPE FOR RISER IF REQUIRED. p 1267.51TC c o no 1$ 24'WIDE CONCRETE GUTTER PER DETAIL ON SHEET 3 OF 4 AND CITY OF LAKE ELSINORE y I { 1267.01FS , 2 I EX REQUIREMENTS. PERIMETER 1265.59 FS ' BLOCK zs% zs% II / WALL �r 10 0 5 10 20 N 8.5' 33 2'c s OLD PARCEL 4 I I� NOTE: Underground Service Alert SEE SHEET 1 FOR EASEMENT NOTES. CUT-OFF WALL (1.57ACRES) �I I✓ SCALE:1"=10' o _ W Z PER DETAIL SHT2 Y _ n 1264.92 TOP I U SOURCE OF TOPOGRAPHY cn 1267.51TC -p V 1265.67 FS / ONE FOOT(1')CONTOURS 1267.48TC I 1264.92 F 1267.01FL 1266.98FL� JV THIS TOPOGRAPHIC SURVEY WAS PERFORMED BY SPIRO LAND SURVEYING ON 812512017 TWO WORKING DAYS BEFORE YOU DIG CUT-OFF WALL - _ c _ - -----r / AND 1011612018.HORIZONTAL CONTROL WAS ESTABLISHED BY P.M.21182 AND SHOULD ER DETAIL BHT 2 - 1266.9OT( r NOT BE USED FOR MAPPING PURPOSES.VERTICAL CONTROL WAS ESTABLISHED PER �s R-5' PROPOSED ADDITION s MATCH ' �INC , c 1266.40FL 3z67.00FF SEE SHEET 2J _- -- it-T✓ RIVERSIDE COUNTY BENCHMARKS-380,ELEVATION1265.00'NGVD29DATUM. WDID No.8 33C388951 Risk Level 1 ENG2019-00450 k q A f�I/ REVISIONS/ C 0 N C` A P P R. A TE THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE WITH THE APPROPRIATE CONDITIONS PLANS PREPARED UNDER THE SUPERVISION OF: SEAL: 9 J M M �+ IVI/`i l\f� V J V J Y1 OF DEVELOPMENT AND/OR CITY AND STATE LAWS AND HAVE BEEN FOUND ACCEPTABLE �oFESSiorJy7 CTI'Y C+F'LADE ELSINORE '(j' SHEET 3 p Eyp D.Sp<T CONSULTANT >- h �P Ls y Phone:951-852-6625/Email:jmmoon98@gmail.com o y F 25M Hancock Ave,Suite 103,#428,Mumeta,CA 92562 PRECISE GRADING AND EROSION CONTROL 4 [) No. 37233 OF * EXP.06-30-22 * SCALE: BENCH MARK: PARCEL MERGER NO.2019-00004 SHEETS ASSHOWN RIVERSIDE COUNTY DESIGNATION"E-3.80' 3 REMON HABIB, RCE No. 83156 DATE RICHARD D. SOLTYSIAK, RCE No. 37233 DATE S'srs ELEVATION 1265.00' PORTION OF PARCELS 3&4,P.M.21/82 FILE No. CITY ENGINEER FOF CAU NGVD29 DATUM, CITY OF LAKE ELSINORE EXP. 6-30-2022 DATE: 24-JUNE-2020 GRADING PLAN AND DETAILS SEE SOURCE OF TOPOGRAPHY NOTE ABOVE PA 2019-03 J.N.20M-023