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HomeMy WebLinkAboutCorydon Gateway - Final Hydrology FINAL DRAINAGE REPORT FOR CORYDON GATEWAY in the City of Elsinore, California PREPARED FOR: Red Corydon, LLC 25425 Jefferson Avenue Murrieta, CA 926562 PREPARED BY: Off/402 GNM ERS CIVIL ENGINEERS-PLANNERS•SURVEYORS 1880 COMPTON AVENUE,SUITE 100•CORONA,CA.92881-3370.951-734-2130 March 2021 Nick V. Nguyen, P.E. DATE Two PLAN GHEO K G'6dUtIS:�•'C•�SIiQ:iirL.I'3 - RETURN WITH NEXT SUB11A17TAL JN 2019.1990APPROVED R:\19\1990\FINAL\REPORTS\HYDR0\DRO\1990 Final Hydrostudy.doc C. NORVANI, COLE, 9/16/21 TABLE OF CONTENTS Section Name Page Number umber LIST OF TABLES .......................................................................................................... i LIST OF APPENDICES................................................................................................. i Section 1 - Introduction................................................................................................. 2 1.1 Purpose of Study......................................................................................... 2 1.2 Project Description ...................................................................................... 2 1.3 Study Area .................................................................................................. 2 1.4 Floodplain Mapping..................................................................................... 2 1.5 Design Criteria ............................................................................................ 3 Section 2 — Hydrologic Data and Model Development ................................................. 4 2.1 Existing Condition Model............................................................................. 4 2.2 Proposed Condition Model .......................................................................... 4 2.3 Outlet Analysis ............................................................................................ 5 Section 3— Conclusions ..................................................... ................. 6 ......................... Section4 - References................................................................................................. 7 LIST OF TABLES Table 1. Peak Flow Comparison............................... E LIST OF APPENDICES Appendix A: Vicinity Map Appendix B: Hydrologic Classification of Soils f Appendix C: Existing Condition Hydrology Rational Method j Appendix D: Existing Condition Hydrology Key Map Appendix E: Proposed Condition Hydrology Rational Method f Appendix F: Proposed Condition Hydrology Key Map Appendix G: FEMA FIRM Panel Appendix H: Miscellaneous Hydraulic Calculations i Appendix I: Reference Drainage Plans e E f Final Drainage Report i E s R Section INTRODUCTION 1.1 PURPOSE OF STUDY The proposed project is located at the intersection of Mission Trail and Corydon Street, in the City of Lake Elsinore, California. The purpose of this study is to hydrologically model the project site's onsite and offsite tributary watersheds and to determine the existing and proposed peak runoffs and volumes in order to analyze stormwater mitigation. The hydrologic analysis was prepared using the Rational Method as specified in the Riverside County Hydrology Manual. The flows were used to estimate the above and below ground drainage facilities to support the Corydon Gateway project. 1 .2 PROJECT DESCRIPTION The Corydon Gateway project is comprised of 6.05 acres of vacant land in the City of Elsinore located approximately three quarters of a mile west of the Interstate 15 Freeway at the west terminus of Lemon Street. Figure 1 in Appendix A shows a vicinity map of the area. The project is a commercial center comprising a drive-thru restaurant (Parcel 1), a 7-11 market/gas station (Parcel 2), a car wash (Parcel 3), a tire store (Parcel 4), and business condominiums (Parcel 5). The first development phase will include only Parcels 2 and 3. However, hydrology will include all five parcels. 6owt1 1 .3 STUDY AREA The project site is locat within the Santa Ana River Watershed, the largest watershed in Riverside County. The project site currently vacant land characterized by relatively flat topography. The site generally drains from east to west, primarily sheet flowing to the west boundary of the side at a gradient of 1.5%. There are no existing drainage improvements on-site, however, a concrete trapezoidal flood control channel runs along the south boundary of the site. 1 .4 FLOODPLAIN MAPPING The National Flood Insurance Act (1968) established the National Flood Insurance Program, which is based on the minimal requirements for floodplain management and is designed to minimize flood damage within Special Flood Hazard Areas. The Federal Emergency Management Agency (FEMA) is the agency which administrates the National Flood Insurance Program. Special Flood Hazard Areas (SFHA) are defined as areas that have a 1% chance of Final Drainage Report 2 flooding within a given year. This is also referred to as the 100-year flood. Flood Insurance Rate Maps (FIRMS)were developed to identify areas of flood hazards within a community. Figure 6 in Appendix J shows FIRM map encompassing the project. As shown on the FIRM map, the project is located partly outside the FIRM study limits and partly in Zone X area, which does not have a designated flood elevati as a nominal 0.2% annual flood chance. The adjacent Zone AE has a flood elevation op 266 b t is just outside of the site to the west. 1 .5 DESIGN CRITERIA • 'see- ",s -M k &. VOUF-i -160� �am S11r, I rt w1 r&w- mw &3 54"= Pa-L"vvt. The following are design criteria for this project, based on the Riverside County Hydrology Manual. Protection Levels 1. The 100-year flood shall be contained with the street right-of-way limits. 2. The 10-year flood shall be contained within the top of curbs. 3. Initiate a storm drain or channel when either condition is exceeded. i i Final Drainage Report 3 Section HYDROLOGIC DATA AND MODEL DEVELOPMENT 2.1 EXISTING CONDITION MODEL Refer to the Existing Condition Hydrology Key Map Figure 3 in Appendix D. The existing condition watershed boundaries were delineated using topography. The point of concentration for existing (and proposed) conditions is the far west end of the site where the existing offsite drainage channel terminates. The soil type map indicates that the entire site is soil type B, (refer to Appendix B, Figure 2 for the soils map). 100-year, and 10-year analyses were performed using the CivilDesign Hydrology/Hydraulics computer program package 2005 by Bonadiman and Associates, Inc. Results of the existing condition hydrologic analysis are summarized in Table 1, and Appendix C contains the detailed hydrology calculations. Runoff for existing conditions was calculated at 12.81 cfs for the 100-year event, and 7.85 cfs for the 10-year event which must be accepted and conveyed through the site. 2.2 PROPOSED CONDITION MODEL S Refer to the Proposed Condition Hydrology Key Map Figure 4 in Appendix F. The proposed- 143 condition watershed boundaries were delineated using the site plan which includes spot T40t*- fW elevations and surface drainage flow paths. The point of concentration for proposed conditions is AQR--RA the far west end of the site where the existing offsite drainage channel terminates, which To ultimately drains to the Lake Elsinore Back Basin. 46M. Results of the proposed condition hydrologic analysis are summarized in Table 1, and Appendix E contains the detailed hydrology calculations. Runoff for proposed conditions was calculated at 19.16 cfs for the 100-year event, and 12.39 cfs for the 10-year event which must be accepted and conveyed through the site. TABLE 1-PEAK FLOW COMPARISON Existing Condition Proposed Condition Area (ac.) 6.05 6.05 Q 10 (cfs) 7.85 12.39 Q 100 (cfs) 12.81 19.16 Final Drainage Report 4 -� Woo e.1>k W4) IS f z;c,.nvv TIC( Smwozis w5 S7D-)(,-4vw, ,�pe,a �o+r►vwLnS lv DPPC,�nlx N The proposed condition has increased runoff from the existing conditions which correlates to the increase of impervious surfaces introduced to the site. No mitigation is reguired to detain the increase runoff in the proposed condition because the discRa-i-g—ed runoff from the site will note significantly impact the HGL freeboard of the adjacent RCFC's SEDCO MDP Line E channel. ease see below for the analysis of the project s spillway and existing channel. 2.3 OUTLET ANALYSIS iO Storm runoff site wil onve into to the proposed bio-retention basin. As the basin �o Y p P reaches it design ca a ' y (WQMP),the peak discharge will be released via spillway toward the Gp�Xt existing ontrol Channel. See Appendix H for the spillway detail and hydraulics �. -J calculation. cam, ���,J -1iri 0-641�G.il qA- VGw� I�ll��v�r GIJt�'C X4, QQ W-0 The spillway of the project will confluence its discharge into the RCFCD's SEDCO MDP LINE E channel at approximately Station 11+00 (please see attached DWG 3-0180 Sheet 2 in Appendix I for details). An existing Q100 flow of 396 cfs is conveying through the channel at this point. Our hydrology calculations resulted a difference of approximately 7 cfs in comparison between the existing and proposed condition. Therefore, the 7 cfs was added to 396 cfs which equates to 403 cfs at the point of confluence at Station 11+00 of RCFCD's SEDCO MDP LINE E channel. The outlet velocity shall be at or below the existing condition or to a non-erosive velocity. From the PRE and POST hydraulics calculations in Basin A Exhibit, the hydraulic grade line for the 396 cfs resulted in 0.68 ft and the 400 cfs resulted in 0.69 ft,respectively. With the result of 0.01' difference between the existing and proposed condition of the project, we see that there is no adverse impact to the RCFCD's SEDCO MDP LINE E channel at Station 11+00. Final Drainage Report 5 Section CONCLUSIONS This drainage report has evaluated the potential effects of runoff for the proposed project. In addition,this report has addressed the methodology used to analyze the existing and proposed conditions,which was based on the Riverside County Hydrology Manual. This section provides a summary discussion that evaluates the potential effects of the proposed project. :• The proposed project will maintain the existing drainage patterns on the site but will change most of the site from pervious to impervious. The site is directl downstrea and drains into the Lake Elsinore Back Basin that is the ultimate receiving wa r ody for the surrounding area. The Rational Method results illustrates that there is an increase in peak flowrate which will not be mitigated against because discharge goes directly into Lake Elsinore Back Basin. 44- The proposed onsite street and driveway will be privately maintained. :• All stormwater runoffs will be conveyed into RCFCD storm drain channel. Final Drainage Report 6 .SCCt1G11 G= REFERENCES Riverside County Blood Control and Water Conservation District.Hydrology Manual.April 1978. Riverside County Flood Control and Water Conservation District.Increased Runoff Mitigcition Obi-kshop. August 24, 1995. Bentley System Inc.,FlouMcrsler Computer Program,Version V8i CivilCadd/CivilDesign Engineering Software,Riverside Count),Rational Hydi-ology Program, Version 7.1 I i i Final Drainage Report 7 F E 5 Appemlix A, I t VICINITY MAP SHEET 1 OF 1 v/C LANE -� L S ST. SITE o LEMON STf�EET 0EANCE 51R-,ETT SUND Y CANYON ROAD VICINITY MAP V/CINITY MAP NOT TO SCALE F/CURE PREPARED BY: CORMON GATED A v VICINITY MAP 0ffVplX3MAt;M=-Z CIVIL ENGINEERS PLANNERS•SURVEYORS 1880 COMPTON AVEMIE. SURE 100 CORONA, CA 92881-3370.951-734-2130 DATE DRAWN BY CHECKED BY J.N. 2-11--20 HC ML 19. 1990 R:\19\1990\PRELIM\REPORTS\HYDRO\Appendix A\1990 Vicinity Map.dwg Appendix HYDROLOGIC CLASSIFICATION OF SOILS , ,�. !,� ♦ �:�i'( � � �S. �^� !+ 'r� ..: s. ,'ram 1 i/.)4t. J '�� �''���1, \ , t�{'j. �� ��X�;��'r�r •���.,Ai,� cl `Cy—+C:��7�/.�i� ♦ � � ,1 i �� C!_��C `�`•T�3� = off•— i*=�� � � 4' jP`�°i' 1\ic�7� /"v~ + �.:,��' '�'J • � <<':�t �i�1�••s^ •a `� i�<! v 4�J�=1lA+ �� '{ia 1✓��l �.il+ � tip'���/ /; "11�,-�. � fir.,,• ��.' J /� r1 All Til NINE ,MA, r, �w .1 1"3�Y1 's r� { ^ .� ' �Ci►�yV�i�G\ ���`it. '�`',��- f "`!b+���� �)riy�� ! . �w , LEGEND HYDROLOGIC SOILS GROUP MAP SOILS • BOUNDARY SOILS • DESIGNATION RClFc aWCD ELSINORE Hyr)Reels ellle� o o leeeee� leeeee� lelll� FEET 5000 Appendix c EXISTING CONDITION HYDROLOGY RATIONAL METHOD 1990ex10.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 02/19/20 File:1990EX10.out ------------------------------------------------------------------------ 19.1990.1 CORYDON GATEWAY 10 YEAR STORM EVENT EXISTING CONDITION By KWC Engineers ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6062 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual \ Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) �wu For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320(In/Hr) F 10 year storm 60 minute intensity = 0.980(In/Hr) VOW 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 807.000(Ft.) ��f t;10 Ge4,4._Vjjj4j �`jjqp1LAq Top (of initial area) elevation = 1281.000(Ft.) / Bottom (of initial area) elevation = 1269.000(Ft.)/' Difference in elevation = 12.000(Ft.) Slope = 0.01487 s(percent)= 1.49 TC = k(0.530)*[(1ength^3)/(elevation change)]^0.2 Initial area time of concentration = 17.888 min. Rainfall intensity = 1.752(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.741 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 7.853(CFS) Total initial stream area = 6.050(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 6.05 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Page 1 1990ex10.out Area averaged RI index number = 78.0 Page 2 1990ex100.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 02/06/20 File:1990ex100.out ------------------------------------------------------------------------ 19.1990.1 CORYDON GATEWAY 100 YEAR STORM EVENT EXISTING CONDITION By KWC Engineers ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6062 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 1S 100 year storm 10 minute intensity = 3.540(In/Hr) ell) In 100 year storm 60 minute intensity = 1.500( /Hr) Ca^" Storm event year = 100.01�IfS l• Calculated rainfall intensity data: Vol 1 hour intensity = 1.500(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 807.000(Ft.) Top (of initial area) elevation = 1281.000(Ft.) Bottom (of initial area) elevation = 1269.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.01487 s(percent)= 1.49 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.888 min. Rainfall intensity = 2.681(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.789 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 12.805(CFS) Total initial stream area = 6.050(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 6.05 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Page 1 i E 9990ex100.out Area averaged RI index number = 78.0 Page 2 Appendix EXISTING CONDITION HYDROLOGIC S CON N KEY MAP I I t f f (i f E E € `t f I i Ef E 1� acr.-Ms90 I; OI00=12.81 CFS L_'l -•,. t r ------------ •1� •�� , � I 1 /' � 'I I I I I /�! --------`I ! 2I r 6 LEGEND + 70 2 ��mvHruuv EXISTING CONDITION s HYDROLOGY KEY MAP �� u�w„��m„Rcac.nln� FOR CORYDON GATEWAY p f! COUNTY OF RIVERSIDE r [rxm nc //��I ENONFE173 � IIF oix as .$Sa R'ea Appendix PROPOSED CONDITION HYDROLOGY RATIONAL METHOD 1990pr10.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 03/03/21 File:1990pr10.out ------------------------------------------------------------------------ 19.1990.1 CORYDON GATEWAY 10 YEAR STORM EVENT Proposed CONDITION By KWC Engineers ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6062 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) �d� tt 0 For the [ Elsinore-Wildomar ] area used. � 1� 10 year storm 10 minute intensity = 2.320(In/Hr) e 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) .n!�► 100 year storm 60 minute intensity = 1.500(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 103.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 554.000(Ft.) Top (of initial area) elevation = 1282.400(Ft.) Bottom (of initial area) elevation = 1274.900(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.01354 s(percent)= 1.35 TC = k(0.300)*[(length^3)/(elevation change)]AO.2 Initial area time of concentration = 8.876 min. Rainfall intensity = 2.452(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.096(CFS) J Total initial stream area = 2.380(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MAIN STREAMS **** Page 1 i j 1990pr10.out The following data inside Alain Stream is listed: In Main Stream number: 1 Stream flow area = 2.380(Ac.) Runoff from this stream = 5.096(CFS) Time of concentration = 8.88 min. Rainfall intensity = 2.452(In/Hr) ! Program is now starting with Main Stream No. 2 I ++t++++++++++++++++++++++t++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.009 to Point/Station 103.000 ! **** INITIAL AREA EVALUATION **"* I Initial area flow distance = 566.000(Ft.) j Top (of initial area) elevation = 1279.600(Ft.) ! Bottom (of initial area) elevation = 1274.900(Ft.) Difference in elevation = 4.700(Ft.) Slope = 0.00830 s(percent)= 0.83 TC = k(0.300)*[(lengthA3)/(elevation change))^0.2 initial area time of concentration = 9.972 min. Rainfall intensity = 2.330(ln/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction 0.900 i Initial subarea runoff = 2.683(CFS) Total initial stream area = 1.320(Ac.) i Pervious area fraction = 0.100 j ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ i Process from Point/Station 103.000 to Point/Station 103.000 CONFLUENCE OF MAIN STREAMS *�** I The following data inside plain Stream is listed: In Main Stream number: 2 Stream flow area = 1.320(Ac.) Runoff from this stream - 2.683(CFS) Time of concentration = 9.87 min. Rainfall intensity = 2.330(In/Hr) Summary of stream data: € Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.096 8.88 2.452 2 2.693 9.87 2.330 Largest stream flow has longer, or shorter time of concentration Qp = 5.096 + sum of Qa Tb/Ta 2.683 * 0.899 = 2.412 Qp = 7.508 Total of 2 main streams to confluence: Flow rates before confluence point: s 5.096 2.683 Area of streams before confluence: 2.380 1.320 Results of confluence: Total flow rate = 7.508(CFS) Time of concentration = 8.876 min. Effective stream area after confluence = 3.700(Ac.) Page 2 1990pr10.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1274.900(Ft.) QQA End of street segment elevation = 1271.100(Ft.) ZD Length of street segment = 189.000(Ft.) / pQ(Gti" Height of curb above gutter flowline = 6. CO0(In.) yf� N� (M „-r Width of half street (curb to crown) = 18.000(Ft.) �d�~' { Distance from crown to crossfall grade break = 16.000(Ft. 'r��5 �" 0 Slope from gutter to grade break (v/hz) = 1.000 JJW t Slope from grade break to crown (v/hz) = 1.000 Y�� Street flow is on [1] side(s) of the street �QF, Distance from curb to property line = 18.000(Ft.) r�Ur Slope from curb to property line (v/hz) = 2.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.015(CFS) Depth of flow = 0.556(Ft.), Average velocity = 7.018(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.03(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.473(Ft.) Flow velocity = 7.02(Ft/s) Travel time = 0.45 min. TC = 9.32 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.395(In/Hr) for a 10.0 year storm Subarea runoff = 1.045(CFS) for 0.500(Ac.) Total runoff = 8.553(CFS) Total area = 4.200(Ac.) Street flow at end of street = 8.553(CFS) Half street flow at end of street = 8.553(CFS) Depth of flow = 0.577(Ft.), Average velocity = 7.156(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.04(Ft.) Flow width (from curb towards crown)= 2.494(Ft.) ` ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ! Process from Point/Station 104.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION **** � ,!'����� � ,�✓ COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 l)i11 4r1� 4 �► Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 p• C RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 9.32 min. G \►'� Rainfall intensity = 2.395(In/Hr) for a 10.0 year storm Subarea runoff = 1.756(CFS) for 0.840(Ac.) Total runoff = 10.308(CFS) Total area = 5.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Page 3 1990pr10.out Top of street segment elevation = 1271.100(Ft.) End of street segment elevation = 1270.600(Ft.) Length of street segment = 24.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) a V� Distance from crown to crossfall grade break = 16.000(Ft. ,` l Slope from gutter to grade break (v/hz) = 1.000 Slope from grade break to crown (v/hz) = 1.000 Street flow is on [1] side(s) of the street Distance from curb to property line = 18.000(Ft.) ^ Slope from curb to property line (v/hz) = 2.000 Gutter width = 2.000(Ft.) _t✓ Gutter hike from flowline = 1.000(In.) v`sn_�lY Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.400(CFS) Depth of flow = 0.639(Ft.), Average velocity = 7.677(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.07(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.556(Ft.) Flow velocity = 7.68(Ft/s) Travel time = 0.05 min. TC = 9.38 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.389(In/Hr) for a 10.0 ygar storm Subarea runoff = 0.188(CFS) for 0.090(Ac.) Total runoff = 10.496(CFS) Total area = 5.130(Ac.) Street flow at end of street = 10.496(CFS) Half street flow at end of street = 10.496(CFS) Depth of flow = 0.643(Ft.), Average velocity = 7.697(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.07(Ft.) Flow width (from curb towards crown)= 2.559(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1270.600(Ft.) Downstream point elevation = 1269.500(Ft.)" Channel length thru subarea = 124.000(Ft.) Channel base width = 6.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Estimated mean flow rate at midpoint of channel = 10.721(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 10.721(CFS) Depth of flow = 0.389(Ft.), Average velocity = 4.587(Ft/s) Channel flow top width = 6.000(Ft.) Flow Velocity = 4.59(Ft/s) Travel time = 0.45 min. Time of concentration = 9.83 min. Sub-Channel No. i Critical depth = 0.461(Ft.) Critical flow top width = 6.000(Ft.) Critical flow velocity= 3.877(Ft/s) Critical flow area = 2.766(5q.Ft) Adding area flow to channel COMMERCIAL subarea type Page 4 1990pr10.out Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.335(In/Hr) for a 10.0 year storm Subarea runoff = 0.448(CFS) for 0.220(Ac.) Total runoff = 10.944(CFS) Total area = 5.350(Ac.) Depth of flow = 0.395(Ft.), Average velocity = 4.623(Ft/s) Sub-Channel No. 1 Critical depth = 0.469(Ft.) Critical flow top width = 6.000(Ft.) Critical flow velocity= 3.891(Ft/s) Critical flow area = 2.813(Sq.Ft) Process from Point/Station 106.000 to Point/Station 106.000 SCf **** SUBAREA FLOW ADDITION **** C COMMERCIAL subarea type will,�d� Runoff Coefficient = 0.872 � V' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 9.83 min. Rainfall intensity = 2.335(In/Hr) for a 10.0 year storm Subarea runoff = 1.446(CFS) for 0.710(Ac.) Total runoff = 12.390(CFS) Total area = 6.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 \S **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1269.500(Ft.) Downstream point elevation = 1269.400(Ft.) Channel length thru subarea = 14.000(Ft.) Channel base width = 6.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 12.390(CFS) Depth of flow = 0.457(Ft.), Average velocity = 4.519(Ft/s) Channel flow top width = 6.000(Ft.) Flow Velocity = 4.52(Ft/s) Travel time = 0.05 min. Time of concentration = 9.88 min. Sub-Channel No. 1 Critical depth = 0.508(Ft.) Critical flow top width = 6.000(Ft.) Critical flow velocity= 4.067(Ft/s) Critical flow area = 3.047(Sq.Ft) End of computations, total study area = 6.06 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 Page 5 1990pr100.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 03/03/21 File:1990pr100.out ------------------------------------------------------------------------ 19.1990.1 CORYDON GATEWAY 100 YEAR STORM EVENT Proposed CONDITION By KWC Engineers ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6062 ^� ------------------------------------------------------------------------ lV Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual �O Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) � For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 10 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500(In/Hr) .►J Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.500(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 103.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 554.000(Ft.) Top (of initial area) elevation = 1282.400(Ft.) Bottom (of initial area) elevation = 1274.900(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.01354 s(percent)= 1.35 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.876 min. Rainfall intensity = 3.754(In/Hr) for a 100.0 year storm COtM1ERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 7.865(CFS) Total initial stream area = 2.380(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MAIN STREAMS **** Page 1 i i i i 1990pr100.out I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.380(Ac.) Runoff from this stream = 7.865(CFS) Time of concentration = 8.88 min. Rainfall intensity = 3.754(In/Hr) Program is now starting with Rain Stream No. 2 Process from Point/Station 102.000 to Point/Station 103.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 566.000(Ft.) Top (of initial area) elevation = 1279.600(Ft.) Bottom (of initial area) elevation = 1274.900(Ft.) j Difference in elevation = 4.700(Ft.) j Slope = 0.00830 s(percent)= 0.83 TC = k(0.300)*[(lengthA3)/(elevation change)]AG.2 Initial area time of concentration = 9.872 min. Rainfall intensity = 3.567(In/Hr) for a 100.0 year storm COMMERCIAL subarea type I Runoff Coefficient = 0.880 l Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 j Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.141(CFS) Total initial stream area = 1.320(Ac.) Pervious area fraction = 0.100 +++++++++++.++++4t+.+++++t++++++t++++++++++++++++++++4+++++++.++++t.++ j Process from Point/Station 103.000 to Point/Station 103.000 { **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: i In Main Stream number: 2 Stream flow area = 1.320(Ac.) j Runoff from this stream = 4.141(CFS) Time of concentration = 9.87 min. Rainfall intensity = 3.567(In/Hr) I Summary of stream data: i Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.865 8.88 3.754 i 2 4.141 9.87 3.567 j Largest stream flow has longer or shorter time of concentration i Qp = 7.865 + sum of Qa Tb/Ta 4.141 * 0.899 = 3.724 Qp = 11.589 I Total of 2 main streams to confluence: Flow rates before confluence point: 7.865 4.141 Area of streams before confluence: 2.380 1.320 I Results of confluence: Total flow rate = 11.589(CFS) Time of concentration = 8.876 min. j Effective stream area after confluence = 3.700(Ac.) I f Page 2 i I 1990pr100.out Process from Point/Station 103.000 to Point/Station 104.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1274.900(Ft.) End of street segment elevation = 1271.100(Ft.) Length of street segment = 189.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 1.000 Slope from grade break to crown (v/hz) = 1.000 Street flow is on [1] side(s) of the street Distance from curb to property line = 18.000(Ft.) Slope from curb to property line (v/hz) = 2.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.372(CFS) Depth of flow = 0.713(Ft.), Average velocity = 7.972(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.11(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.630(Ft.) Flow velocity = 7.97(Ft/s) Travel time = 0.40 min. TC = 9.27 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.676(In/Hr) for a 100.0 year storm Subarea runoff = 1.618(CFS) for 0.500(Ac.) Total runoff = 13.206(CFS) Total area = 4.200(Ac.) Street flow at end of street = 13.206(CFS) Half street flow at end of street = 13.206(CFS) Depth of flow = 0.740(Ft.), Average velocity = 8.122(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.12(Ft.) Flow width (from curb towards crown)= 2.656(Ft.) i ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION *** COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 j Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 9.27 min. Rainfall intensity = 3.676(In/Hr) for a 100.0 year storm Subarea runoff = 2.717(CFS) for 0.840(Ac.) Total runoff = 15.924(CFS) Total area = 5.040(Ac.) i Process from Point/Station 104.000 to Point/Station 105,000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Page 3 1990pr100.out Top of street segment elevation = 1271.100(Ft.) End of street segment elevation = 1270.600(Ft.) Length of street segment = 24.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 1.000 Slope from grade break to crown (v/hz) = 1.000 Street flow is on [11 side(s) of the street Distance from curb to property line = 18.000(Ft.) Slope from curb to property line (v/hz) = 2.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.000(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.066(CFS) Depth of flow = 0.818(Ft.), Average velocity = 8.696(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.16(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.735(Ft.) Flom velocity = 8.70(Ft/s) Travel time = 0.05 min. TC = 9.32 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.667(ln/Hr) for a 100.0 year storm Subarea runoff = 0.290(CFS) for 0.090(Ac.) Total runoff = 16.214(CFS) Total area = 5.130(Ac.) Street flow at end of street = 16.214(CFS) Half street flow at end of street = 16.214(CFS) Depth of flow = 0.822(Ft.), Average velocity = 8.718(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.16(Ft.) Flow width (from curb towards crown)= 2.739(Ft.) +++++++.+++++t++f++++++++++++++++++++a++++++++++++++++++++++..++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1270.600(Ft.) Downstream point elevation = 1269.508(Ft.) Channel length thru subarea = 124.000(Ft.) Channel base width = 6.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.NO Estimated mean flow rate at midpoint of channel = 16.562(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 16.562(CFS) Depth of flow = 0.513(Ft.), Average velocity = 5.382(Ft/s) Channel flow top width = 6.000(Ft.) Flow Velocity = 5.38(Ft/s) Travel time = 0.38 min. Time of concentration = 9.70 min. Sub-Channel No. 1 Critical depth = 0.617(Ft.) Critical flow top width = 6.000(Ft.) Critical flow velocity- 4.472(Ft/s) ' Critical flow area = 3.703(5q.Ft) Adding area flow to channel COMMERCIAL subarea type Page 4 i 1990pr100.out Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.597(In/Hr) for a 100.0 year storm Subarea runoff = 0.696(CFS) for 0.220(Ac.) Total runoff = 16.910(CFS) Total area = 5.350(Ac.) I Depth of flow = 0.520(Ft.), Average velocity = 5.422(Ft/s) Sub-Channel No. 1 Critical depth = 0.625(Ft.) ' Critical flow top width = 6.000(Ft.) ' Critical flow velocity= 4.509(Ft/s) Critical flow area = 3.750(Sq.Ft) I I +++}.+i*i++t++i+....Fk+*+t+.........F........ ..........4.ttt...t+++++ Process from Point/Station 106.000 to Point/Station 106.000 **** SUBAREA FLOW ADDITION **** COhL+tERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction - 0.900 Time of concentration = 9.70 min. Rainfall intensity = 3.597(ln/Hr) for a 100.0 year storm I Subarea runoff = 2.247(CFS) for 0.710(Ac.) Total runoff 19.157(CFS) Total area = 6.060(Ac.) I I Process from Point/Station 106.000 to Point/Station 107.000 ***# IMPROVED CHANNEL TRAVEL TIME **** I Upstream point elevation = 1269.500(Ft.) Downstream point elevation = 1269.400(Ft.) Channel length thru subarea 14.000(Ft.) Channel base width = 6.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 19.157(CFS) Depth of flow = 0.603(Ft.), Average velocity - 5.291(Ft/s) Channel flow top width = 6.000(Ft.) Flow Velocity = 5.29(Ft/s) j Travel time = 0.04 min. Time of concentration = 9.75 min. Sub-Channel No. 1 Critical depth - 0.680(Ft.) ' Critical flow top width = 6.000(Ft.) ` Critical flow velocity= 4.697(Ft/s) ' Critical flow area = 4.078(Sq.Ft) End of computations, total study area = 6.06 (Ac.) j The following figures may be used for a unit hydrograph study of the same area. i Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 I i Page 5 I Appemr iti' A. PROPOSED CONDITION HYDROLOGIC KEY MAP � � I ---------- -------- --------- ------ -------- ------- -- 11 '--- i } r I � O! l9/'(6 CiS V I LEMON MVZ — r _ AG 0.2�',- - ; A7 I A4� [t! •� ' My„ �: AS 0.30 I e I 0.q4 ixar ,0.02 ------ - ------ --- ---- I I J1B1.4 G I LEGEND 00 At aeuwrw�n:avv.�w 1 '�1 y PROPOSED COND/T/ON HYDROLOGY KEY MAP FOR F CORYDON CATEWAY ! COUNTY OF RIVERSIDE PtY&� ���I ENOIM1L�ERS � frwtcxnn o[m a`t � 1lf�l�S."L`�P ... J � Appendix• FEMA FIRM PANELS E NOTES TO USE"MINIM I[taw :ram C72 RAN a iFIRM Appevdix IT MISCELLANEOUS HYDRAULIC CALCULATIONS chumm so" 002NO AM ___ DW*Ap w0000 yaw Ln9 -_��_ j / Ctosf Sectlon Ynaoa O l Ito \ ----;� -------•-•-- 2.40 - — --- U 1t1 I ; 710 - -.-- -- _ t/ tJ0 / oJo Gio ,tT6 OJO10 _ ... 020 o.o-o 6.1 I\ o ro o-» 6.46 Sh[on\ o� oec PRE PRO✓ECT SECT/ON A A InFN Data CnemdSga OalaOD a'a S£E SPILLWAY Y - 4+ D," am a LTM& HEREON \ /AV o ay, Ioaao an �l .e� Goss Becton Image � c:PJPOP.•"t v. 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