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New Venture Apartment Hydrology Report
(; lf Ventura Engineering Inland INC VEI r HYDROLOGY REPORT 801 W. GRAHAM AVENUE PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE LAKE ELSINORE, CALIFORNIA 92530 APN:374-183-018 LOT 2 OF BLOCK 28 PER MB 6, P302 PREPARED FOR: PREPARED BY. CHAD LOGAN VENTURA ENGINEERING INLAND 18650 COLLIER AVENUE, SUITE E 27393 YNEZ ROAD, SUITE 159 LAKE ELSINORE, CALIFORNIA 92530 TEMECULA, CALIFORNIA 92591 (805) 835-1238 (951) 252-7632 REV2: October 7, 2019 REV1: July 5, 2019 ORIGINAL DATE: MAY 7, 2019 1 hereby declare that I am the engineer of work for this project, that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions code, and that the design is consistent with current standards. w4o-L 10/7/19 8 REDO S.D. VENTURA No, 66532 WILFREDO VENTURA DATE R.C.E. NO. 66532 * Exp. 6-3o-2D EXPIRES 6130120 �qT CIVIL VENTURA ENGINEERING INLAND, INC. 27393 YNEZ ROAD,SUITE 159, TEMECULA, CALIFORNIA 92591 TOLL FREE OFFICE(877) 723-4224 FAX(951)552-1686 qi I Ventura Engineering Inland INC VEI HYDROLOGY REPORT 801 W. GRAHAM AVENUE PA2018-02 /RDR2018-01 801 W. GRAHAM AVENUE LAKE ELSINORE, CALIFORNIA 92530 APN: 374-183-018 LOT 2 OF BLOCK 28 PER MB 6, P302 PREPARED FOR: PREPARED BY: CHAD LOGAN VENTURA ENGINEERING INLAND 18650 COLLIER AVENUE, SUITE E 27393 YNEZ ROAD, SUITE 159 LAKE ELSINORE, CALIFORNIA 92530 TEMECULA, CALIFORNIA 92591 (805) 835-1238 (951) 252-7632 REV2: October 7, 2019 REV1: July 5, 2019 ORIGINAL DATE: MAY 7, 2019 I hereby declare that I am the engineer of work for this project, that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions code, and that the design is consistent with current standards. pRCFESS/ �o 10/7/19 REDO S.D. VENTURA 66532 WILFREDO VENTURA DATE No. R.C.E. NO. 66532 Exp. 6-30-20 ,� EXPIRES 6130120 �qT CIVIL VENTURA ENGINEERING INLAND, INC. 27393 YNEZ ROAD, SUITE 159, TEMECULA, CALIFORNIA 92591 TOLL FREE OFFICE(877) 723-4224 FAX(951)552-1686 HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Engincri ing Inland INC LAKE ELSINORE, CALIFORNIA 92530 VEI TABLE OF CONTENTS DESCRIPTIONS PAGE COVER SHEET. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i TABLE OF CONTENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ii 1.0 INTRODUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2.0 LOCATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 3.0 METHODOLOGY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 4.0 EXISTING CONDITIONS CALCULATIONS . . . . . . . . . . . . . . . . . . . . . . . . 1 5.0 PROPOSED CONDITIONS CALCULATIONS . . . . . . . . . . . . . . . . . . . . . . 2 6.0 DETENTION DETERMINATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 7.0 FEMA DETERMINATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 8.0 CONCLUSION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 9.0 REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 10.0 DECLARATION OF RESPONSIBLE CHARGE. . . . . . . . . . . . . . . . . . . . . . 4 11.0 ATTACHMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 11.1 ATTACHMENT 1: STANDARDS EXCERPTS . . . . . . . . . . . . . . . . . 4 11.2 ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS . . 4 11.3 ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS . - 4 11.4 ATTACHMENT 4: EXHIBITS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 11.5 ATTACHMENT 5: FEMA DETERMINATION. . . . . . . . . . . . . . . . 4 ATTACHMENT 1: STANDARDS EXCERPTS ATTACHMENT 2. EXISTING CONDITIONS CALCULATIONS ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS ATTACHMENT 4: EXHIBITS ATTACHMENT 5: FEMA DETERMINATION PA2018-02/RDR2018-01 REV1:OCTOBER 7, 2019,REV1:JULY 5,2019 2018-231 801. W. GRAHAM AVENUE ORIGINAL:MAY 7,2019 HYDROLOGY REPORT PA2018-02/RDR2018-01 �p 801 W. GRAHAM AVENUE ve„<<,r,Engineering Inland we LAKE ELSINORE, CALIFORNIA 92530 VEI 1.0 INTRODUCTION The purpose of this report is to calculate the pre-development and post-development hydrology conditions for a proposed 5-unit apartment complex within three separate buildings on an approximate 0.34-acre vacant residential lot. The project consists of new buildings, paved areas, amended soil landscaped areas, and associated elements of the proposed new apartment complex. This report has been created using the Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978). 2.0 LOCATION The project site is located on the northwesterly corner of Graham Avenue and Lowell Street. This is also 801 W. Graham Avenue in Lake Elsinore, California 92530. A vicinity map is provided for reference in Attachment 4. 3.0 METHODOLOGY This report has calculated the 10-Year and 100-Year Maximum Peak Discharge Rates based on the Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978) rational methodology. In addition, this manual will be referred to as the `Standards' throughout this report. Clean copies of the excerpts from the standards have been included in Attachment 1: Standards Excerpts for reference. The existing conditions calculations are provided in Attachment 2: Existing Conditions Calculations. The proposed conditions calculations are provided in Attachment 3: Proposed Conditions Calculations. Exhibits are provided for reference in Attachment 4: Exhibits. Typically, FEMA mapping is reference and provided; however, the project site is not listed on FEMA mapping and FEMA design is discussed further in Section 6.0. 4.0 EXISTING CONDITIONS CALCULATIONS The project site has have been evaluated using the Rational Method from the Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978)to determine the 10-Year and 100- Year Design Storm Event Peak Discharge Rates. Certain tables and figures from the Standards are referenced in this report and have been included in Attachment 1: Standards Excerpts. The existing conditions calculations are provided in Attachment 2 for reference. The hydrology exhibits are provided for reference in Attachment 4. A summary of the existing conditions are as follows: EXISTING CONDITIONS SUMMARY CONFLUENCE POINT A DATA 10-YEAR 100-YEAR STUDY NODE POINT 1.24 1.24 AMC II III INTENSITY IN/HR 1.971 3.170 TOTAL DISCHARGE CFS 0.6 1.0 TIME OF CONCENTRATION MIN 7.77 7.64 AREA ACRES 0.34 0.34 UNIT HYDROGRAPH VOLUME ACRE-FT N/A 0.0142 PA2018-021RDR2018-01 REV1:OCTOBER7,2019, REV1:JULY5, 2019 2018-231 801. W. GRAHAM AVENUE - I- ORIGINAL:MAY 7,2019 HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura[nginceiing Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI 5.0 PROPOSED CONDITIONS CALCULATIONS The project site has have been evaluated using the Rational Method from the Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978)to determine the 10-Year and 100- Year Design Storm Event Peak Discharge Rates. Certain tables and figures from the Standards are referenced in this report and have been included in Attachment 1: Standards Excerpts. The proposed conditions calculations are provided in Attachment 3 for reference. The hydrology exhibits are provided for reference in Attachment 4. A summary of the existing conditions are as follows: PROPOSED CONDITIONS SUMMARY CONFLUENCE POINT A DATA 10-YEAR 100-YEAR STUDY NODE POINT 3.11 3.11 AMC II III INTENSITY IN/HR 2.198 3.542 TOTAL DISCHARGE CFS 0.7 1.1 TIME OF CONCENTRATION MIN 6.07 5.94 AREA ACRES 0.35 0.35 UNIT HYDROGRAPH VOLUME (ACRE FT) N/A 0.0232 6.0 DETENTION DETERMINATION Since the project site increases the 100-Year Design Storm Event Peak Discharge Rate, the site will be required to detain the differential between the existing condition 100-Year, 24-Hour Storm Volume and the proposed conditions 100-Year, 24-Hour Storm Volume. The required volume is as follows: Detention = Proposed UH—Existing Uh = 0.0232 acre-ft—0.0142 acre-ft = 0.0090 acre-ft = 392 cu-ft The project proposes the use of landscaped areas that will utilize amended soils. These soils will be amended 8"to create a permeable area that can also be used for storage.This that in mind,the project will detain the following volume in landscaped areas: Landscaped Areas: 4,020 sq-ft Amended Soil Depth 6" = 0.5 feet Soil Porosity: 40% Volume Detained =4,020 sq-ft x 0.5 ft deep x 0.4 (porosity) = 804 cu-ft The proposed detention volume is 804 cu-ft and is larger than the required 392 cu-ft. 7.0 FEMA DETERMINATION In order to access the impacts to existing flood control impacts, FEMA flood mapping was consulted, but the area is not listed and is assumed to be Area X. This means that there is no FEMA flooding risk associated with the project site or its proposed elements. An excerpt from the localized FEMA Flood Insurance Study mapping is provided for reference in Attachment 5. PA2018-021 RDR2018-01 REV1:OCTOBER 7,2019, REV1:JULY 5,2019 2018-231 801 W. GRAHAM AVENUE -2- ORIGINAL:MAY 7,2019 HYDROLOGY REPORT , PA2018-02/RDR2018-01 I I� 801 W. GRAHAM AVENUE VcnLura Enginceiing Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI 8.0 CONCLUSION The proposed project site will construct new structures, landscaping, and decomposed granite surfaces on an existing single-family residential lot. Although the project site increases the imperviousness of the site for the house pad areas,the majority of the site will remain natural vegetation and impervious gravel paving. This will result in a minor decrease in the peak discharge rates as a direct result of the LID elements like the minimization of impervious areas and the dispersion of impervious areas to flatter permeable areas.An overall comparison is as follows: CONFLUENCE POINT A 100-YEAR DESIGN STORM EVENT COMPARISON DATA EXISTING PROPOSED COMPARISON STUDY NODE POINT 1.24 3.11 N/A INTENSITY IN/HR 3.170 3.542 + 0.372 TOTAL DISCHARGE CFS 1.0 1.1 + 0.1 TIME OF CONCENTRATION (MIN) 7.64 5.94 - 1.70 AREA ACRES 0.34 0.35 + 0.01 UNIT HYDROGRAPH VOLUME ACRE-FT 0.0142 0.0232 + 0.0090 REQUIRED DETENTION VOLUME = 392 CU-FT PROVIDED DETENTION VOLUME 6"AMENDED SOIL LANDSCAPING = 804 CU-FT CONFLUENCE POINT A 10-YEAR DESIGN STORM EVENT COMPARISON DATA EXISTING PROPOSED COMPARISON STUDY NODE POINT 1.24 _ 3.11 N/A INTENSITY IN/HR 1.971 _ 2.198 + 0.227 TOTAL DISCHARGE (CFS) 0.6 0.7 + 0.1 TIME OF CONCENTRATION (MIN) 7.77 6.07 - 1.7 AREA ACRES) 0.34 0.35 + 0.01 UNIT HYDROGRAPH VOLUME (ACRE-FT) 10-YEAR UH NOT ANALYZED In addition, the following statements apply to the project site: Drainage Pattem Alteration Statement: The proposed project does not substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, in a manner which would result in substantial erosion or siltation on-or off-site. This project site will continue to discharge at the same general confluence point in Graham Avenues as denoted on the exhibits. Flooding Statement: The project site is not in a mapped FEMA area and is considered to be Zone X with no flooding on-site. Site specific FEMA Mapping is provided in Attachment 5 for reference. Housing in a 100-Year Flood Hazard Statement: The project is not in a FEMA mapped flood hazard area per the appropriate FEMA mapping and as such, no hazards exist at this time. Site specific FEMA Mapping is provided in Attachment 5 for reference. PA2018-021 RDR2018-01 REV1:OCTOBER 7,2019,REV1:JULY 5, 2019 2018-231 801. W. GRAHAM AVENUE 3- ORIGINAL:MAY 7.2019 HYDROLOGY REPORT PA2018-02/RDR2018-01 q1 801 W. GRAHAM AVENUE Vet tma Engi1CFifing i„i,,,d iW LAKE ELSINORE, CALIFORNIA 92530 VE 9.0 REFERENCES The following references were utilized in the creation of this hydrology report: Brater& King, Handbook of Hydraulics, 6th ed. Design Handbook for Low Impact Development Best Management Practices, Riverside County Flood Control &Water Conservation District, September 2011. Hydrology Manual, Riverside County Flood Control &Water Conservation District,April 1978 10.0 DECLARATION OF RESPONSIBLE CHARGE I hereby declare that I am the engineer of work for this project, that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the agency is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design. II Ir. V 10/8/19 l i l I I I Wilfredo Ventura Date EDO S.D. VENTURA�y No. 66532 * Exp. 6-30-20 CIVIL 11.0 ATTACHMENTS The following attachment sections are provided for reference 11.1 ATTACHMENT 1: STANDARD EXCERPTS This attachment contains excerpts from the standards. Please refer to the attached references. 11.2 ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS This attachment contains the existing conditions calculations. 11.3 ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS This attachment contains the proposed conditions calculations. 11.4 ATTACHMENT 4: EXHIBITS This attachment contains the project's exhibits. 11.5 ATTACHMENT 5: FEMA DETERMINATION This attachment contains the project site's FEMA determination PA2018-021 RDR2018-01 REV1:OCTOBER 7,2019,REV1:JULY 5, 2019 2018-231 801 W GRAHAM AVENUE -4- ORIGINAL:MAY 7,2019 HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ATTACHMENT 1: STANDARD EXCERPTS This attachment contains various excerpts from the Riverside County Flood Control &Water Conservation District Hydrology Manual (April 1978 edition). Please see the attached excerpts from the standards. TC1 LIMITATIONS: L 100 I. Maximum length =1000' TC -- 1000 90 2. Maximum area = 10 Acres 5 — 900 60 Q H $00 70 U 500 6 400 Q CP c i? 300 700 60 - '> 200 7 — c v 0 a`i N E 100 — 600 0 50 D o w 60 8 — 0 0 50 a>i E v" (a 30p d 500 0 4� 0) ` _ 20 9 0 d T 35 0 a 10 aa)i — n65 ti N K AI a a (I) 11 400 0 30 Undeveloped 3 0 Good Cover d 2 d — 350 25� — Undeveloped 0 _F — 1.0 1 o Fair Cover .6 14 o E Z 5 300 Undeveloped :4 2� 15 c - 9 Poor Cover 0 0` 2 ` 16 s 0 250 17 Single Family > - 17 E (1/4 Acre) 50 a� .1 16 I$ 0 15 Commercial. '90.0 19 o, zz 14 (Paved) c 20 '" J 200 13 0 0 a� o 12 2� e 4- 0 II c 25 o 110 KEY 0 150 9 L--H-Tc-K--Tc' o 8 30 a, EXAMPLE: E i= 7 (1) L=550�, H =5.0, K=Single Family(1/4Ac.) 35 Development ,Tc = 12.6 min. 6 100 (2) L=550', H=5.0', K= Commercial 40 Development , Tc=9.7 min. 5 4 Reference:Bibliography item No. 35. R C F C a W C ® TIME OF CONCENTRATION HYa,DPOi OOY 1\/JANUAi FOR INITIAL SUBAREA PLATE D-3 7/5/2019 Precipitation Frequency Data Server NOAA Atlas 14,Volume 6,Version 2 Location name: Lake Elsinore,California,USA* FI� "' Latitude:33.6707°,Longitude:-117.3361° Elevation: 1307.84 ft** ! 'source:ESRI Maps `t **source:USGS ~" POINT PRECIPITATION FREQUENCY ESTIMATES Sania Perica,Sarah Dietz,Sarah Heim,Lillian Hiner,Kazungu Maitaria,Deborah Martin,Sandra Pavlovic,Ishani Roy,Carl Trypaluk,Dale Unruh,Fenglin Yen,Michael Yekta,Tan Zhao,Geoffrey Bonnin,Daniel Brewer,Li-Chuan Chen,Tye Parzybok,John Yarchoan NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)' Average recurrence interval(years) Duration 2�������� � 1 5 10 25 50 100 2001 500 1000 5-min 0.066.0 096 0.90-0.130 0.121-0..1176 0.147-0 216 0.1772--0 281 0:01-0.333 0.24-0 390 :4 06.0.455 0:740 553 (0.294-0 638) 10-min 0.095 0..113T 0.129 0..1186 0.174052 0.2010--0 310 0.254-0 402 0:88.0.477 032 1-0.559 0.353.0 653 0.93-0.793 0.421---0 915 15-min 0 5 15-0 166 0.16-02 2 25 0.211--0.305 0.254-0 375 0307-0.486 0.348.0.577 0.388 0 677 0.427 0. 7 89 0.4 .672 0 1 6.0959 0.510-41.11 30-min 0.17.21 8 0256 =0.241-0.347 .325.0.471 0.393-0 579 0.4075-0751) 0.538-0890 0.600-1 05 0.659-1.22 0.7341.48 0.787-15.71 1.28 60-min 0 290-0 416 0.392-0 564 .529-0.766 0.639-0 942 0.0.26622 0.875-2.45 0.975.11.70 1.07 1 98 1.9 2941 1.28 2878 1.77 2-hr 0.448 0.644) 0.581.0.836 0.59a910) 0.90 39.33 1.0831570 1:21 2501 (1.34 234) (1.47 2972) 1.64 3130 1.753 80 3.08 40 1.1 3-hr C.560-0 804 0.0 959� 0.933-1.35 1.11-31363 1.31 2407 1.47 2.43 1.63 2.83 1.7&3.28 1.6-3.97 2.0-4.56 4.34 6-hr 0.807-61.18 1.052551 1.36-61397 1.61 2437 1.0 3801 2.12-3.51) 2.34 4 07 (2.54�0) (2.7995.63 2.6 6.43 12-hr 1,042450 1.43 2106 1.3 2179) 2.31 3840 (2.3-4.33) (3.054.04 3.335881 3.60-6 65 3.0 7187 4.09 8.88 24-hr 61489) (2.15 2 82) (3.3 3499) 3.9 4? IF 3 33 IF 0 93 4.43 631 9 5 4 -7.35 5.42 8.43 5.84 9.59 6.3111.2 6.61-1.45-- 12.8 7.84 4.40 2-day 1.73 2526 2.883451 3.87 5. 9 4.778637 5.8 8324 6.50-9.64 715-121.1 7. 3-1 7) 8.38-14.9 8.80 6.7 3-day 1.92.47 2.99 3891 io 4.6-5.73 5.0 7822 6.599939 7.45 181.1 8:3 12.8 8.93 14.7 9.73-187.3 10 3-9.5 4-day 2 5 2.67 3.54.26 4.846.28 5.94-87094 .29-6104 8.27-912.3 9.17-4.3 9.99 6.4 10.9 9.5 11.6 2.0 7-day 2 363 4.16 04 3.674.81 5.41 75 7.76 9 59 1 7.4 9 12 67 8-9.07 8.41-12.0 9.63-14.3 10.8-6.8) 11 9 .5 13.2-23.4 141 6.7 10-day (246 3821) (3.55603 (5.684.47 .14-19. (8.93.12.7) 1 .3-6.3) (11.I6-8.0 (12.1 1 9-21.1 14.4-5.6 15.5�9.5 20-day 2.94 3384) 4.2-b.92 6.698080 (8.48 10.3 10.7-15.3 12.5-18.6 14.3--23 16106.4 18?4-32.8 20.1-38.3 30-day 3.484 54 5.6 6586 7.3 78 0.2 9.82-3.1 12.15.7.8 (14.7-21.8 1 90 6.3 19.231.5 22.2.39.5 24 5.46.6) 20.2 45-day 91 4 6.00-7.86 8.3.09-&34 --11.6 11 1-14.8 14.2-20.2 16.7-24.8 19 4330.1 221-36.3 (25 946.0) (26 9954.8 8.6 14.0 60-day 4.74 6619 6.788787 9.71-2.8 12.3-16,4) (16.178--2.4 1L6--275) 21 8 33.6 24.840.7 2932-52.0 32.8-62.2 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.6707&Ion=-l17.3361&data=depth&units=english&series=pds 1/4 7/5/2019 Precipitation Frequency Data Server PDS-based depth-duration-frequency (DDF) curves Latitude: 33.6707°, Longitude: -117.33611 45 40 Average recurrence ,. }. i. interval 35 .. ... ... .. ... 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'/ sL.. f� � �����y� .+� '����ll'I J,.�>4 YR'Y _ t'� �IC' 3 � h RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMPLEXES FOR PERVIOUS AREAS-AMC II Cover Type (3) Quality of Soil Group Cover (2) A B C D NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 66 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 56 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C & w C D RUNOFF INDEX NUMBERS r�`IDROLOGY 1�/JANUAL FOR PERVIOUS AREA PLATE D-5.5 0 of 2) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMPLEXES FOR PERVIOUS AREAS-AMC II Cover Type (3) Quality of Soil Group Cover (2) A B I C D AGRICULTURAL COVERS (cont.) - Legumes, Close Seeded Poor 66 77 85 89 (Alfalfa, sweetclover, timothy, etc.) Good 58 72 81 85 Orchards, Deciduous See Note 4 (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen Poor 57 73 82 86 (Citrus, avocados, etc.) Fair 44 65 77 82 Good 33 58 72 79 Pasture, Dryland Poor 67 78 86 89 (Annual grasses) Fair 50 69 79 84 Good 38 61 74 80 Pasture, Irrigated Poor 58 74 83 87 (Legumes and perennial grass) Fair 44 65 77 82 Good 33 58 72 79 Row Crops Poor 72 81 88 91 (Field crops - tomatoes, sugar beets, etc.) Good 67 78 85 89 Small Grain Poor 65 76 84 88 (Wheat, oats, barley, etc.) Good 63 75 83 87 Vineyard See Note 4 Notes: 1. All runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of cover definitions: Poor-Heavily grazed or regularly burned areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy. Fair-Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good-Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C-2 for a detailed description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C-2. 5. Reference Bibliography item 17. R C F C a W C D RUNOFF INDEX NUMBERS f-JYDROLOGY 1\/JANUAL FOR PERVIOUS AREA PLATE D-5.5(2 of 2) ACTUAL IMPERVIOUS COVER Recommended Value Land Use (1) Range-Percent For Average Conditions-Percent(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (31 Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 - 55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown 80 -100 90 Business or Industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. R C F C a W C D IMPERVIOUS COVER HYDROLOGY MANUAL FOR DEVELOPED AREAS PLATE E-6.3 USDA United States A product of the National Custom Soil Resource �— Department of Cooperative Soil Survey, — Agriculture a joint effort of the United Report for States Department of NRCS Agriculture and other Western Riverside Federal agencies, State Natural agencies including the Area, California Resources Agricultural Experiment Conservation Stations, and local Service participants 801 W. Graham Avenue { 0 =========90 ft May 7, 2019 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation,waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audictape, etc.)should contact USDA's TARGET Center at(202)720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800)795-3272 (voice) or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap.................................................................................................................. 8 SoilMap................................................................................................................9 Legend................................................................................................................10 MapUnit Legend.......................•........................................................................ 11 MapUnit Descriptions.........................................................................................11 Western Riverside Area, California.................................................................13 LaD2—Las Posas loam, 8 to 15 percent slopes, eroded........................ ...13 References............................................................................................................15 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate,water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. I 8 3 Custom Soil Resource Report Soil Map N 40M 48M 468B50 468858 4 33"40'15"N --- - 33°40'15'N { �l m _ m 0 0 33°40'13 N 33°40'13"N 468818 46BB26 46BB34 468842 468M 4688.58 468WB 3 3 Map Scale:1:337 if printed on A portrait(8.5"x 11")sheet N 0 4 9 18 Z7 0 0 15 30 00 90 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 11N WGS84 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) t� Spoil Area The soil surveys that comprise your A01 were mapped at Area of Interest(AOI) A Stony Spot 1:15.800, Soils Very Stony Spot 0 Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. Wet Spot ry Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause n Other misunderstanding of the detail of mapping and accuracy of soil . Sail Map Unit Points 9 PP 9 Y Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed V Blowout Water Features scale. r Streams and Canals Borrow PI Transportation Please rely on the bar scale on each map sheet for map r Clay Spot 1-i-1 Rails measurements. 0 Closed Depression N Interstate Highways V Source of Map: Natural Resources Conservation Service Gravel Pit US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator projection,which preserves direction and shape but distorts Lava Flow Background distance and area..A projection that preserves area,such as the Marsh or swamp . Aerial Photography Albers equal-area conic projection,should be used if more Mine or Quarry accurate calculations of distance or area are required. Miscellaneous Water This product is generated from the USDA-NRCS certified data as ® Perennial Water of the version date(s)listed below. %0 Rock outcrop Soil Survey Area: Western Riverside Area,California + Saline Spot Survey Area Data: Version 11,Sep 12,2018 Sandy Spot Soil map units are labeled(as space allows)for map scales qg� Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Feb 24.2015—Feb Slide or Slip 26,2015 Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI LaD2 Las Posas loam,8 to 15 0.4 100.0% percent slopes,eroded Totals for Area of Interest 0.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 11 Custom Soil Resource Report An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Western Riverside Area, California LaD2—Las Posas loam, 8 to 15 percent slopes, eroded Map Unit Setting National map unit symbol: hcwk Elevation: 200 to 3,000 feet Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 63 degrees F Frost-free period: 240 to 300 days Farmland classification: Not prime farmland Map Unit Composition Las posas and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Las Posas Setting Landform: Hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Concave Across-slope shape: Convex Parent material: Residuum weathered from gabbro Typical profile H1 -0 to 12 inches: loam H2- 12 to 30 inches: clay loam H3-30 to 54 inches: weathered bedrock Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Natural drainage class: Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low(about 4.7 inches) Interpretive groups Land capability classification (irrigated): 4e n (nonirrigated): 4e Hydrologic Soil Group: D co ogica si e: 975) (R019XD029CA) Hydric soil rating: No Minor Components Murrieta Percent of map unit: 5 percent Hydric soil rating: No 13 Custom Soil Resource Report Tumescal Percent of map unit: 5 percent Hydric soil rating: No Cajalco Percent of map unit: 5 percent Hydric soil rating: No 1 14 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 15 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres 142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2—O52290.pdf 16 HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Engineering Inland INC LAKE ELSINORE, CALIFORNIA 92530 VEI ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS This attachment contains the existing conditions hydrology calculations. Please see the attached calculations. EXISTING CONDITIONS - 1- HYDROLOGY REPORT PA2018-02/RDR2018-01 q1 801 W. GRAHAM AVENUE Ventura Engineering Inland we LAKE ELSINORE, CALIFORNIA 92530 V E I EXISTING CONDITIONS CONFLUENCE POINT A 100-YEAR DESIGN STORM EVENT Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 07/05/19 File:GRAHAM D2EX100.out ********* Hydrology Study Control Information English (in-lb) Units used in input data file Rational Method Hydrology Program based on Riverside County Flood Control &Water Conservation District 1978 hydrology manual Storm event(year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.468(ln.) 100 year, 1 hour precipitation = 1.280(ln.) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity= 1.280(In/Hr) Slope of intensity duration curve= 0.4400 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.210 **** INITIAL AREA EVALUATION **** Initial area flow distance = 100.000(Ft.) Top (of initial area) elevation = 1307.350(Ft.) Bottom (of initial area) elevation = 1304.200(Ft.) Difference in elevation = 3.150(Ft.) Slope= 0.03150 s(percent)= 3.15 TC = k(0.530)*[(lengthA3)/(elevation change)]^0.2 Initial area time of concentration = 6.677 min. Rainfall intensity= 3.363(ln/Hr)fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient= 0.884 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff= 0.505(CFS) Total initial stream area = 0.170(Ac.) Pervious area fraction = 1.000 EXISTING CONDITIONS - 2- HYDROLOGY REPORT PA2018-021 RDR2018-01 i 801 W. GRAHAM AVENUE Ventuia[ngineeiing Inland w< LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.210 to Point/Station 1.220 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.758(CFS) Depth of flow= 0.063(Ft.),Average velocity= 1.865(Ft/s) Irregular Channel Data *********** Information entered for subchannel number 1 Point number 'X'coordinate 'Y' coordinate 1 0.00 0.20 2 20.70 0.00 3 40.50 0.20 Manning's 'N'friction factor= 0.020 ----------------------------------------------------------------- Sub-Channel flow = 0.758(CFS) flow top width = 12.831(Ft.) velocity= 1.865(Ft/s) area = 0.406(Sq.Ft) Froude number= 1.847 Upstream point elevation = 1304.200(Ft.) Downstream point elevation = 1299.800(Ft.) Flow length = 70.000(Ft.) Travel time = 0.63 min. Time of concentration = 7.30 min. Depth of flow= 0.063(Ft.) Average velocity= 1.865(Ft/s) Total irregular channel flow= 0.758(CFS) Irregular channel normal depth above invert elev. = 0.063(Ft.) Average velocity of channel(s) = 1.865(Ft/s) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient= 0.883 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity= 3.233(In/Hr) fora 100.0 year storm Subarea runoff= 0.485(CFS) for 0.170(Ac.) Total runoff= 0 991(CFS) Total area= 0.340(Ac.) Depth of flow= 0.070(Ft.),Average velocity= 1.994(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.220 to Point/Station 1.230 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.055(Ft.), Average velocity= 3.290(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 EXISTING CONDITIONS -3- HYDROLOGY REPORT PA2018-021 RDR2018-01 801 W. GRAHAM AVENUE Ventura Inglnreiinq Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI Point number 'X' coordinate 'Y'coordinate 1 0.00 0.10 2 10.00 0.00 3 20.00 0.10 Manning's 'N'friction factor= 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.991(CFS) flow top width = 10.975(Ft.) velocity= 3.291(Ft/s) area = 0.301(Sq.Ft) Froude number= 3.501 Upstream point elevation = 1299.800(Ft.) Downstream point elevation = 1297.800(Ft.) Flow length = 15.000(Ft.) Travel time = 0.08 min. Time of concentration = 7.38 min. Depth of flow= 0.055(Ft.) Average velocity= 3.290(Ft/s) Total irregular channel flow= 0.991(CFS) Irregular channel normal depth above invert elev. = 0.055(Ft.) Average velocity of channel(s) = 3.290(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.230 to Point/Station 1.240 **** IRREGULAR CHANNEL FLOW TRAVEL TIME "" Depth of flow= 0.193(Ft.),Average velocity= 1.917(Ft/s) ******* Irregular Channel Data ******* *** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y'coordinate 1 0.00 0.50 2 0.00 0.00 3 25.00 0.90 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.991(CFS) flow top width = 5.359(Ft.) velocity= 1.917(Ft/s) area = 0.517(Sq.Ft) Froude number= 1.087 Upstream point elevation = 1297.300(Ft) Downstream point elevation = 1297.100(Ft.) Flow length = 30.000(Ft.) Travel time = 0.26 min. Time of concentration = 7.64 min. Depth of flow= 0.193(Ft.) Average velocity= 1.917(Ft/s) Total irregular channel flow= 0.991(CFS) Irregular channel normal depth above invert elev. = 0.193(Ft.) Average velocity of channel(s) = 1.917(Ft/s) EXISTING CONDITIONS 4- HYDROLOGY REPORT PA2018-02/RDR2018-01 .Q 801 W. GRAHAM AVENUE Ventura Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++.++++++++i-++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.240 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.340(Ac.) Runoff from this stream= 0.991(CFS) Time of concentration = 7.64 min. Rainfall intensity= 3.170(In/Hr) Summary of stream data: Stream Flow rate TIC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.991 7.64 3.170 Largest stream flow has longer time of concentration Qp = 0.991 + sum of Qp = 0.991 Total of 1 streams to confluence: Flow rates before confluence point: 0.991 Area of streams before confluence: 0.340 Results of confluence: Total flow rate = 0.991(CFS) Time of concentration = 7.640 min. Effective stream area after confluence = 0.340(Ac.) End of computations, total study area= 0.34 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number= 89.0 EXISTING CONDITIONS - 5- HYDROLOGY REPORT PA2018-021 RDR2018-01 801 W. GRAHAM AVENUE Ventura Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI EXISTING CONDITIONS CONFLUENCE POINT A 100-YEAR DESIGN STORM EVENT UNIT HYDROGRAPH Unit Hydrograph Analysis Copyright(c) CIVILCADD/CIVILDESIGN, 1989-2014, Version 9.0 Study date 07/05/19 File: GRAHAM D2EXUH10024100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++.f-+++++++++++++++++++ ----------------------------------------------------------------------- Riverside County Synthetic Unit Hydrology Method RCFC &WCD Manual date-April 1978 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format -------------------------------------------------------------------- Drainage Area= 0.34(Ac.) = 0.001 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment= 0.34(Ac.) = 0.001 Sq. Mi. Length along longest watercourse = 170.00(Ft.) Length along longest watercourse measured to centroid = 85.00(Ft.) Length along longest watercourse= 0.032 Mi. Length along longest watercourse measured to centroid = 0.016 Mi. Difference in elevation = 7.55(Ft.) Slope along watercourse= 234.4941 Ft./Mi. Average Manning's 'N' = 0.025 Lag time = 0.012 Hr. Lag time= 0.72 Min. 25% of lag time= 0.18 Min. 40% of lag time = 0.29 Min. Unit time= 60.00 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[)*2] 0.34 0.47 0.16 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[)*2] 0.34 1.28 0.44 STORM EVENT(YEAR) = 100.00 Area Averaged 2-Year Rainfall = 0.468(In) Area Averaged 100-Year Rainfall = 1.280(ln) EXISTING CONDITIONS - 6- HYDROLOGY REPORT PA2018-021 RDR2018-01 801 W. GRAHAM AVENUE Venikaa Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI Point rain (area averaged) = 1.280(ln) Areal adjustment factor= 100.00 % Adjusted average point rain = 1.280(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 0.340 89.00 0.000 Total Area Entered = 0.34(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 89.0 95.6 0.057 0.000 0.057 1.000 0.057 Sum (F) = 0.057 Area averaged mean soil loss (F) (In/Hr) = 0.057 Minimum soil loss rate ((In/Hr)) = 0.029 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 ----------------------------------------------------------------------- Unit Hydrograph VALLEY S-Curve Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 1.000 8329.632 100.000 0.343 Sum = 100.000 Sum= 0.343 The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max I Low (In/Hr) 1 1.00 1 20 0.015 ( 0.099) 0 014 0.002 2 2.00 1.30 0.017 ( 0.095) 0.015 0.002 3 3.00 1.80 0.023 ( 0.090) 0.021 0.002 4 4.00 2.10 0.027 ( 0.086) 0.024 0.003 5 5.00 2.80 0.036 ( 0.082) 0.032 0.004 6 6.00 2.90 0.037 ( 0.077) 0.033 0.004 7 7.00 3.80 0.049 ( 0.073) 0.044 0.005 8 8.00 4.60 0.059 ( 0.069) 0.053 0.006 9 9.00 6.30 0.081 0.066 ( 0.073) 0.015 10 10.00 8.20 0.105 0.062 ( 0.094) 0.043 11 11.00 7.00 0.090 0.059 ( 0.081) 0.031 12 12.00 7.30 0.093 0.055 ( 0.084) 0.038 13 13.00 10.80 0.138 0.052 ( 0.124) 0.086 14 14.00 11.40 0.146 0.049 ( 0.131) 0.097 15 15.00 10.40 0.133 0.046 ( 0.120) 0.087 16 16.00 8.50 0.109 0.043 ( 0.098) 0.066 EXISTING CONDITIONS -7 HYDROLOGY REPORT PA2018-02/RDR2018-01 T 801 W. GRAHAM AVENUE Ventura Enyineeiiny Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI 17 17.00 1.40 0.018 ( 0.041) 0.016 0.002 18 18.00 1.90 0.024 ( 0.038) 0.022 0.002 19 19.00 1.30 0.017 ( 0.036) 0.015 0.002 20 20.00 1.20 0.015 ( 0.034) 0.014 0.002 21 21.00 1.10 0.014 ( 0.032) 0.013 0.001 22 22.00 1.00 0.013 ( 0.031) 0.012 0.001 23 23.00 0.90 0.012 ( 0.030) 0.010 0.001 24 24.00 0.80 0.010 ( 0.029) 0.009 0.001 (Loss Rate Not Used) Sum = 100.0 Sum = 0.5 Flood volume = Effective rainfall 0.50(In) times area 0.3(Ac.)/[(In)/(Ft.)] = 0.0(Ac.Ft) Total soil loss= 0.78(In) Total soil loss= 0.022(Ac.Ft) Total rainfall = 1.28(ln) Flood volume= 619.5 Cubic Feet Total soil loss = 960.3 Cubic Feet Peak flow rate of this hydrograph = 0.033(CFS) --------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24- HOUR STORM Runoff Hydrograph Hydrograph in 60 Minute intervals ((CFS)) --------------------------------------------------------------- Time(h+m)Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 1+ 0 0.0000 0.00 Q I I I I 2+ 0 0.0001 0.00 Q I I I I 3+ 0 0.0002 0.00 Q I I I 4+ 0 0.0002 0.00 Q I I 5+ 0 0.0003 0.00 Q I I 6+ 0 0.0004 0.00 QV I I 7+ 0 0.0006 0.00 QV I I I 8+ 0 0.0007 0.00 QV 9+ 0 0.0012 0.01 Q V I I I 10+ 0 0.0024 0.01 Q V I I 11+ 0 0.0033 0.01 Q VI I 1 1 12+ 0 0.0043 0.01 Q V I 1 1 13+ 0 0.0068 0.03 Q I VI 1 1 14+ 0 0.0095 0.03 Q J V 1 1 15+ 0 0.0120 0.03 Q ! V J 16+ 0 0.0139 0.02 Q ! I V1 17+ 0 0.0139 0.00 Q I I V1 18+ 0 0.0140 0.00 Q I I I V1 19+ 0 0.0140 0.00 Q I I V1 20+ 0 0.0141 0.00 Q I I V1 21+ 0 0.0141 0.00 Q I I V1 22+ 0 0.0142 0.00 Q I I V1 23+ 0 0.0142 0.00 Q I I I V1 24+ 0 0.0142 0.00 Q I I I V EXISTING CONDITIONS - 8 - HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ven[wa Enyineeiiny Inland WC LAKE ELSINORE, CALIFORNIA 92530 VEI EXISTING CONDITIONS CONFLUENCE POINT A 10-YEAR DESIGN STORM EVENT Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 07/05/19 File:GRAHAM D2EX10.out --------------- Hydrology Study Control Information ** *** *** English (in-lb) Units used in input data file 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 2 year, 1 hour precipitation = 0.468(ln.) 100 year, 1 hour precipitation = 1.280(ln.) Storm event year= 10.0 Calculated rainfall intensity data: 1 hour intensity= 0.802(ln/Hr) Slope of intensity duration curve= 0.4400 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.210 **** INITIAL AREA EVALUATION **** Initial area flow distance= 100.000(Ft.) Top (of initial area) elevation = 1307.350(Ft.) Bottom (of initial area) elevation = 1304.200(Ft.) Difference in elevation = 3.150(Ft.) Slope = 0.03150 s(percent)= 3.15 TIC = k(0.530)*[(lengthA3)/(elevation change)]"0.2 Initial area time of concentration = 6.677 min. Rainfall intensity= 2.107(In/Hr)for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient= 0.835 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff= 0.299(CFS) Total initial stream area = 0.170(Ac.) Pervious area fraction = 1.000 EXISTING CONDITIONS 9- HYDROLOGY REPORT PA2018-021 RDR2018-01 801 W. GRAHAM AVENUE WnWa Engineering hiland INK LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.210 to Point/Station 1.220 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.449(CFS) Depth of flow= 0.052(Ft.),Average velocity = 1.636(Ft/s) ******* Irregular Channel Data *********** --------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.20 2 20.70 0.00 3 40.50 0.20 Manning's 'N'friction factor= 0.020 ---------------------------------------------------------------- Sub-Channel flow = 0.449(CFS) flow top width = 10.539(Ft.) velocity= 1.636(Ft/s) area = 0.274(Sq.Ft) Froude number= 1.787 Upstream point elevation = 1304.200(Ft.) Downstream point elevation = 1299.800(Ft.) Flow length = 70.000(Ft.) Travel time = 0.71 min. Time of concentration = 7.39 min. Depth of flow= 0.052(Ft.) Average velocity = 1.636(Ft/s) Total irregular channel flow= 0.449(CFS) Irregular channel normal depth above invert elev. = 0.052(Ft.) Average velocity of channel(s) = 1.636(Ft/s) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient= 0.832 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D= 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity= 2.015(In/Hr)for a 10.0 year storm Subarea runoff= 0.285(CFS)for 0.170(Ac.) Total runoff= 0.584(CFS) Total area = 0.340(Ac.) Depth of flow= 0.057(Ft.),Average velocity= 1.747(Ft/s) EXISTING CONDITIONS - 10- HYDROLOGY REPORT PA2018-021 RDR2018-01 801 W. GRAHAM AVENUE VenLLll'a Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.220 to Point/Station 1.230 **** IRREGULAR CHANNEL FLOW TRAVEL TIME *"`** Depth of flow= 0.045(Ft.),Average velocity= 2.883(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.10 2 10.00 0.00 3 20.00 0.10 Manning's 'N'friction factor= 0.015 Sub-Channel flow = 0.584(CFS) flow top width = 9.002(Ft.) velocity= 2.883(Ft/s) area= 0.203(Sq.Ft) Froude number= 3.387 Upstream point elevation = 1299.800(Ft.) Downstream point elevation = 1297.800(Ft.) Flow length = 15.000(Ft.) Travel time = 0.09 min. Time of concentration = 7.48 min. Depth of flow= 0.045(Ft.) Average velocity= 2.883(Ft/s) Total irregular channel flow= 0.584(CFS) Irregular channel normal depth above invert elev. = 0.045(Ft.) Average velocity of channel(s) = 2.883(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.230 to Point/Station 1.240 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.158(Ft.),Average velocity= 1.679(Ft/s) ******* Irregular Channel Data *********** -------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X'coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 25.00 0.90 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.584(CFS) flow top width = 4.396(Ft.) velocity= 1.679(Ft/s) area = 0.348(Sq.Ft) Froude number= 1.052 Upstream point elevation = 1297.300(Ft.) Downstream point elevation = 1297.100(Ft.) EXISTING CONDITIONS - 11- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventru-a Ingineei inn. hiland we LAKE ELSINORE, CALIFORNIA 92530 VEI Flow length = 30.000(Ft.) Travel time = 0.30 min. Time of concentration = 7.78 min. Depth of flow= 0.158(Ft.) Average velocity= 1.679(Ft/s) Total irregular channel flow= 0.584(CFS) Irregular channel normal depth above invert elev. = 0.158(Ft.) Average velocity of channel(s) = 1.679(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.240 ****CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 0.340(Ac.) Runoff from this stream = 0.584(CFS) Time of concentration = 7.78 min. Rainfall intensity= 1.971(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.584 7.78 1.971 Largest stream flow has longer time of concentration Qp = 0.584 + sum of Qp = 0.584 Total of 1 streams to confluence: Flow rates before confluence point: 0.584 Area of streams before confluence: 0.340 Results of confluence: Total flow rate = 0.584(CFS) Time of concentration = 7.775 min. Effective stream area after confluence= 0.340(Ac.) End of computations, total study area = 0.34 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number= 89.0 EXISTING CONDITIONS - 12- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS This attachment contains the proposed conditions hydrology calculations. Please see the attached calculations. PROPOSED CONDITIONS - 1- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Engfneei ing Inland we LAKE ELSINORE, CALIFORNIA 92530 VEI PROPOSED CONDITIONS CONFLUENCE POINT A 100-YEAR DESIGN STORM EVENT Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 07/05/19 File:GRAHAM D2PR100.out Hydrology Study Control Information ' English (in-lb) Units used in input data file ------------------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control &Water Conservation District 1978 hydrology manual Storm event(year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.468(ln.) 100 year, 1 hour precipitation = 1.280(ln.) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity= 1.280(ln/Hr) Slope of intensity duration curve= 0.4400 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.120 **** INITIAL AREA EVALUATION **** Initial area flow distance= 16.000(Ft.) Top (of initial area) elevation = 1307.700(Ft.) Bottom (of initial area) elevation = 1307.600(Ft.) Difference in elevation = 0.100(Ft.) Slope = 0.00625 s(percent)= 0.63 TC = k(0.370)*[(length13)/(elevation change)]^0.2 Warning: TIC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 3.820(ln/Hr)fora 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.886 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.034(CFS) Total initial stream area = 0.010(Ac.) Pervious area fraction = 0.350 PROPOSED CONDITIONS - 2- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Enyineeiirty Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.120 to Point/Station 1.230 *'* IRREGULAR CHANNEL FLOW TRAVEL TIME '*'* Depth of flow= 0.034(Ft.),Average velocity= 0.972(Ft/s) ******* Irregular Channel Data --------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.20 2 6.00 0.00 3 12.00 0.20 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.034(CFS) flow top width = 2.044(Ft.) velocity= 0.972(Ft/s) area = 0.035(Sq.Ft) Froude number= 1.312 Upstream point elevation = 1307.600(Ft.) Downstream point elevation = 1306.280(Ft.) Flow length = 80.000(Ft.) Travel time = 1.37 min. Time of concentration = 6.37 min. Depth of flow= 0.034(Ft.) Average velocity= 0.972(Ft/s) Total irregular channel flow= 0.034(CFS) Irregular channel normal depth above invert elev. = 0.034(Ft.) Average velocity of channel(s) = 0.972(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.230 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 0.010(Ac.) Runoff from this stream = 0.034(CFS) Time of concentration = 6.37 min. Rainfall intensity= 3.433(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.210 to Point/Station 1.220 **** INITIAL AREA EVALUATION **** Initial area flow distance = 25.000(Ft.) Top (of initial area) elevation = 1307.200(Ft.) Bottom (of initial area) elevation = 1306.900(Ft.) Difference in elevation = 0.300(Ft.) Slope = 0.01200 s(percent)= 1.20 TIC = k(0.370)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the PROPOSED CONDITIONS 3 HYDROLOGY REPORT I , PA2018-02/RDR2018-01 in 801 W. GRAHAM AVENUE v nLffl,,E„y;,,ce,;,,y Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 3.820(ln/Hr)fora 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.886 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.068(CFS) Total initial stream area = 0.020(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.220 to Point/Station 1.230 * * IRREGULAR CHANNEL FLOW TRAVEL TIME "*"* Depth of flow= 0.039(Ft.),Average velocity = 1.800(Ft/s) ******* Irregular Channel Data Information entered for subchannel number 1 : Point number 'X' coordinate 'Y'coordinate 1 0.00 0.10 2 2.50 0.00 3 5.00 0.10 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.068(CFS) flow top width = 1.939(Ft.) velocity= 1.801(Ft/s) area = 0.038(Sq.Ft) Froude number= 2.279 Upstream point elevation = 1306.900(Ft.) Downstream point elevation = 1306.280(Ft.) Flow length = 13.000(Ft.) Travel time = 0.12 min. Time of concentration = 5.12 min. Depth of flow= 0.039(Ft.) Average velocity= 1.800(Ft/s) Total irregular channel flow= 0.068(CFS) Irregular channel normal depth above invert elev = 0.039(Ft.) Average velocity of channel(s) = 1.800(Ft/s) PROPOSED CONDITIONS -4- HYDROLOGY REPORT PA2018-021 RDR2018-01 801 W. GRAHAM AVENUE Ventura rngineei icy Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.210 to Point/Station 1.230 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.020(Ac.) Runoff from this stream = 0.068(CFS) Time of concentration = 5.12 min. Rainfall intensity= 3.780(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.034 6.37 3.433 2 0.068 5.12 3.780 Largest stream flow has longer or shorter time of concentration Qp = 0.068 + sum of Qa Tb/Ta 0.034* 0.804 = 0.027 Qp = 0.095 Total of 2 streams to confluence: Flow rates before confluence point: 0.034 0.068 Area of streams before confluence: 0.010 0.020 Results of confluence: Total flow rate = 0.095(CFS) Time of concentration = 5.120 min. Effective stream area after confluence= 0.030(Ac.) ++++++++++A-+++++++++++++++++++++++++++++++++++++++++i....++i-++++++++++ Process from Point/Station 1.230 to Point/Station 1.430 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.045(Ft.),Average velocity= 1.839(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 Point number 'X' coordinate 'Y'coordinate 1 0.00 0.50 2 0.00 0.00 3 20.00 0.40 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.095(CFS) flow top width = 2.271(Ft.) velocity= 1.839(Ft/s) area = 0.052(Sq.Ft) Froude number= 2.151 PROPOSED CONDITIONS -5- HYDROLOGY REPORT PA2018-021 RDR2018-01 j 801 W. GRAHAM AVENUE Ventura[ngineeiing Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI Upstream point elevation = 1306.280(Ft.) Downstream point elevation = 1303.800(Ft.) Flow length = 60.000(Ft.) Travel time = 0.54 min. Time of concentration = 5.66 min. Depth of flow= 0.045(Ft.) Average velocity= 1.839(Ft/s) Total irregular channel flow= 0.095(CFS) Irregular channel normal depth above invert elev. = 0.045(Ft.) Average velocity of channel(s) = 1.839(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.430 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.030(Ac.) Runoff from this stream = 0.095(CFS) Time of concentration = 5.66 min. Rainfall intensity= 3.616(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.310 to Point/Station 1.320 **** INITIAL AREA EVALUATION **** Initial area flow distance= 20.000(Ft.) Top (of initial area) elevation = 1307.570(Ft.) Bottom (of initial area) elevation = 1307.000(Ft.) Difference in elevation = 0.570(Ft.) Slope= 0.02850 s(percent)= 2.85 TC = k(0.370)*[(lengthA3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.820(ln/Hr)fora 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.886 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.034(CFS) Total initial stream area = 0.010(Ac.) Pervious area fraction = 0.350 PROPOSED CONDITIONS - 6- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Engineering inland IN( LAKE ELSINORE, CALIFORNIA 92530 V E I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.320 to Point/Station 1.430 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.023(Ft.),Average velocity= 2.629(Ft/s) ******* Irregular Channel Data*********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X'coordinate 'Y'coordinate 1 0.00 0.10 2 2.50 0.00 3 5.00 0.10 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.034(CFS) flow top width = 1.134(Ft.) velocity= 2.629(Ft/s) area= 0.013(Sq.Ft) Froude number= 4.349 Upstream point elevation = 1307.000(Ft.) Downstream point elevation = 1304.300(Ft.) Flow length = 13.000(Ft.) Travel time = 0.08 min. Time of concentration = 5.08 min. Depth of flow= 0.023(Ft.) Average velocity= 2.629(Ft/s) Total irregular channel flow= 0.034(CFS) Irregular channel normal depth above invert elev. = 0.023(Ft_) Average velocity of channel(s) = 2.629(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.310 to Point/Station 1.430 ****CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.010(Ac.) Runoff from this stream = 0.034(CFS) Time of concentration = 5.08 min. Rainfall intensity= 3.792(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.410 to Point/Station 1.420 **** INITIAL AREA EVALUATION **** Initial area flow distance = 17.000(Ft.) Top (of initial area) elevation = 1304.870(Ft.) Bottom (of initial area) elevation = 1304.400(Ft.) Difference in elevation = 0.470(Ft.) Slope = 0.02765 s(percent)= 2.76 TC = k(0.370)*[(lengthA3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. PROPOSED CONDITIONS - 7- HYDROLOGY REPORT PA2018-02/RDR2018-01 I { 801 W. GRAHAM AVENUE Ventura Engineei my Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI Initial area time of concentration = 5.000 min. Rainfall intensity = 3.820(In/Hr)fora 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.886 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.068(CFS) Total initial stream area = 0.020(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.420 to Point/Station 1.430 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ***" Depth of flow= 0.054(Ft.),Average velocity = 0.936(Ft/s) ******* Irregular Channel Data *********** ------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y'coordinate 1 0.00 0.10 2 2.50 0.00 3 5.00 0.10 Manning's 'N'friction factor= 0.013 ------------------------------------------------------------------- Sub-Channel flow = 0.068(CFS) flow top width = 2.689(Ft.) velocity= 0.936(Ft/s) area= 0.072(Sq.Ft) Froude number= 1.006 Upstream point elevation = 1304.400(Ft.) Downstream point elevation = 1304.300(Ft.) Flow length = 12.000(Ft.) Travel time = 0.21 min. Time of concentration = 5.21 min. Depth of flow= 0.054(Ft.) Average velocity = 0.936(Ft/s) Total irregular channel flow= 0.068(CFS) Irregular channel normal depth above invert elev. = 0.054(Ft.) Average velocity of channel(s) = 0.936(Ft/s) PROPOSED CONDITIONS 8- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Enyineei my Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.410 to Point/Station 1.430 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.020(Ac.) Runoff from this stream= 0.068(CFS) Time of concentration = 5.21 min. Rainfall intensity = 3.750(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.095 5.66 3.616 2 0.034 5.08 3.792 3 0.068 5.21 3.750 Largest stream flow has longer time of concentration Qp = 0.095 + sum of Qb la/lb 0.034 * 0.953 = 0.032 Qb la/lb 0.068 * 0.964 = 0.065 Qp = 0.192 Total of 3 streams to confluence: Flow rates before confluence point: 0.095 0.034 0.068 Area of streams before confluence: 0.030 0.010 0.020 Results of confluence: Total flow rate = 0.192(CFS) Time of concentration = 5.664 min. Effective stream area after confluence = 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.430 to Point/Station 1.530 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.057(Ft.),Average velocity = 2.350(Ft/s) ******* Irregular Channel Data *********** --------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 20.00 0.40 Manning's 'N'friction factor= 0.013 ---------------------------------------------------------------- Sub-Channel flow = 0.192(CFS) flow top width = 2.861(Ft.) velocity= 2.350(Ft/s) area = 0.082(Sq.Ft) PROPOSED CONDITIONS 9- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE VenLwa Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI Froude number= 2.449 Upstream point elevation = 1304.300(Ft.) Downstream point elevation = 1301.620(Ft.) Flow length = 54.000(Ft.) Travel time = 0.38 min. Time of concentration = 6.05 min. Depth of flow= 0.057(Ft.) Average velocity= 2.350(Ft/s) Total irregular channel flow= 0.192(CFS) Irregular channel normal depth above invert elev. = 0.057(Ft.) Average velocity of channel(s) = 2.350(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.530 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.060(Ac.) Runoff from this stream = 0.192(CFS) Time of concentration = 6.05 min. Rainfall intensity= 3.513(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.510 to Point/Station 1.520 **** INITIAL AREA EVALUATION **** Initial area flow distance= 20.000(Ft.) Top (of initial area) elevation = 1304.870(Ft.) Bottom (of initial area) elevation = 1304.300(Ft.) Difference in elevation = 0.570(Ft.) Slope= 0.02850 s(percent)= 2.85 TIC = k(0.370)*[(lengthA3)/(elevation change)]^0.2 Warning: TIC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 3.820(In/Hr)fora 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.886 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.034(CFS) Total initial stream area= 0.010(Ac.) Pervious area fraction = 0.350 PROPOSED CONDITIONS - 10- HYDROLOGY REPORT PA2018-021 RDR2018-01 4 801 W. GRAHAM AVENUE venhue i „qin� InIa d we LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.520 to Point/Station 1.530 IRREGULAR CHANNEL FLOW TRAVEL TIME Depth of flow= 0.023(Ft.),Average velocity= 2.500(Ft/s) ******* Irregular Channel Data -----------------------------------------------------...... Information entered for subchannel number 1 Point number 'X'coordinate 'Y' coordinate 1 0.00 0.10 2 2.50 0.00 3 5.00 0.10 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.034(CFS) flow top width = 1.163(Ft.) velocity= 2.500(Ft/s) area = 0.014(Sq.Ft) Froude number= 4.085 Upstream point elevation = 1304.300(Ft.) Downstream point elevation = 1302.120(Ft.) Flow length = 12.000(Ft.) Travel time = 0.08 min. Time of concentration = 5.08 min. Depth of flow= 0.023(Ft.) Average velocity= 2.500(Ft/s) Total irregular channel flow= 0.034(CFS) Irregular channel normal depth above invert elev. = 0.023(Ft.) Average velocity of channel(s) = 2.500(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.510 to Point/Station 1.530 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.010(Ac.) Runoff from this stream = 0.034(CFS) Time of concentration = 5.08 min. Rainfall intensity= 3.793(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.192 6.05 3.513 2 0.034 5.08 3.793 Largest stream flow has longer time of concentration Qp = 0.192 + sum of Qb la/lb 0.034 * 0.926 = 0.031 Qp = 0.224 PROPOSED CONDITIONS - 11- HYDROLOGY REPORT PA2018-021 RDR2018-01 801 W. GRAHAM AVENUE vO,<<IF„Engineering Inland w< LAKE ELSINORE, CALIFORNIA 92530 VEI Total of 2 streams to confluence: Flow rates before confluence point: 0.192 0.034 Area of streams before confluence: 0.060 0.010 Results of confluence: Total flow rate= 0.224(CFS) Time of concentration = 6.047 min. Effective stream area after confluence= 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.530 to Point/Station 3.110 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.066(Ft.),Average velocity= 2.055(Ft/s) ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 20.00 0.40 Manning's 'N'friction factor= 0.013 ---------------------------------------------------------------- Sub-Channel flow = 0.224(CFS) flow top width = 3.299(Ft.) velocity= 2.055(Ft/s) area= 0.109(Sq.Ft) Froude number= 1.994 Upstream point elevation = 1302.120(Ft.) Downstream point elevation = 1297.100(Ft.) Flow length = 160.000(Ft.) Travel time = 1.30 min. Time of concentration = 7.34 min. Depth of flow= 0.066(Ft.) Average velocity= 2.055(Ft/s) Total irregular channel flow= 0.224(CFS) Irregular channel normal depth above invert elev. = 0.066(Ft.) Average velocity of channel(s) = 2.055(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 3.110 ****CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.070(Ac.) Runoff from this stream = 0.224(CFS) Time of concentration = 7.34 min. Rainfall intensity= 3.225(ln/Hr) Program is now starting with Main Stream No. 2 PROPOSED CONDITIONS - 12- HYDROLOGY REPORT PA2018-02/RDR2018-01 I G 801 W. GRAHAM AVENUE Ventura Engineei Ing Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 2.210 **** INITIAL AREA EVALUATION **** Initial area flow distance= 50.000(Ft.) Top (of initial area) elevation = 1307.200(Ft.) Bottom (of initial area) elevation = 1306.730(Ft.) Difference in elevation = 0.470(Ft.) Slope= 0.00940 s(percent)= 0.94 TC = k(0.370)*[(lengthA3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 3.820(In/Hr)fora 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.886 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.068(CFS) Total initial stream area= 0.020(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.210 to Point/Station 2.510 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.135(CFS) Depth of flow= 0.060(Ft.),Average velocity= 2.499(Ft/s) ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.10 2 1.50 0.00 3 3.00 0.10 Manning's 'N'friction factor= 0.013 ----------------------------------------------------------------- Sub-Channel flow = 0.135(CFS) flow top width = 1.803(Ft.) velocity= 2.499(Ft/s) area = 0.054(Sq.Ft) Froude number= 2.541 Upstream point elevation = 1306.730(Ft.) Downstream point elevation = 1303.650(Ft.) Flow length = 60.000(Ft.) Travel time = 0.40 min. Time of concentration = 5.40 min. Depth of flow= 0.060(Ft.) PROPOSED CONDITIONS - 13- HYDROLOGY REPORT PA2018-02/RDR2018-01 f 801 W. GRAHAM AVENUE ve„L,,,a Engineering Inland we LAKE ELSINORE, CALIFORNIA 92530 VEI Average velocity= 2.499(Ft/s) Total irregular channel flow= 0.135(CFS) Irregular channel normal depth above invert elev. = 0.060(Ft.) Average velocity of channel(s) = 2.499(Ft/s) Adding area flow to channel CONDOMINIUM subarea type Runoff Coefficient= 0.885 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity= 3.693(In/Hr)fora 100.0 year storm Subarea runoff= 0.131(CFS)for 0.040(Ac.) Total runoff= 0.198(CFS) Total area = 0.060(Ac.) Depth of flow= 0.069(Ft.),Average velocity= 2.750(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 2.510 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.060(Ac.) Runoff from this stream= 0.198(CFS) Time of concentration = 5.40 min, Rainfall intensity = 3.693(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.310 to Point/Station 2.320 **** INITIAL AREA EVALUATION **** Initial area flow distance = 60.000(Ft.) Top (of initial area) elevation = 1307.200(Ft.) Bottom (of initial area) elevation = 1304.630(Ft.) Difference in elevation = 2.570(Ft.) Slope= 0.04283 s(percent)= 4.28 TIC = k(0.370)*[(lengthA3)/(elevation change)]10.2 Warning: TIC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 3.820(ln/Hr)fora 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.886 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.068(CFS) Total initial stream area= 0.020(Ac.) Pervious area fraction = 0.350 PROPOSED CONDITIONS - 14- HYDROLOGY REPORT PA2018-021 RDR2018-01 801 W. GRAHAM AVENUE ve„<< E„y;neei inn Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.320 to Point/Station 2.510 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.024(Ft.),Average velocity = 1.415(Ft/s) ******* Irregular Channel Data *********** ------------------ Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.10 2 800 0.00 3 16.00 0.10 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.068(CFS) flow top width = 3.912(Ft.) velocity= 1.415(Ft/s) area = 0.048(Sq.Ft) Froude number= 2.256 Upstream point elevation = 1304.630(Ft.) Downstream point elevation = 1303.650(Ft.) Flow length = 18.000(Ft.) Travel time = 0.21 min. Time of concentration = 5.21 min. Depth of flow= 0.024(Ft.) Average velocity= 1.415(Ft/s) Total irregular channel flow= 0.068(CFS) Irregular channel normal depth above invert elev. = 0.024(Ft.) Average velocity of channel(s) = 1.415(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.310 to Point/Station 2.510 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area= 0.020(Ac.) Runoff from this stream = 0.068(CFS) Time of concentration = 5.21 min. Rainfall intensity= 3.751(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.410 to Point/Station 2.420 **** INITIAL AREA EVALUATION **** Initial area flow distance= 50.000(Ft.) Top (of initial area) elevation = 1304.600(Ft.) Bottom (of initial area) elevation = 1304.370(Ft.) Difference in elevation = 0.230(Ft.) Slope = 0.00460 s(percent)= 0.46 TIC = k(0.370)*[(lengthA3)/(elevation change)]10.2 Initial area time of concentration = 5.191 min. Rainfall intensity= 3.757(In/Hr)fora 100.0 year storm PROPOSED CONDITIONS - 15- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE ve11nim Engineei inn Inland we LAKE ELSINORE, CALIFORNIA 92530 VEI CONDOMINIUM subarea type Runoff Coefficient= 0.885 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.067(CFS) Total initial stream area = 0.020(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.420 to Point/Station 2.510 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.023(Ft.),Average velocity= 1.510(Ft/s) ******* Irregular Channel Data*********** Information entered for subchannel number 1 Point number 'X'coordinate 'Y' coordinate 1 0.00 0.10 2 8.00 0.00 3 16.00 0.10 Manning's'N'friction factor= 0.013 Sub-Channel flow = 0.067(CFS) flow top width = 3.755(Ft.) velocity= 1.510(Ft/s) area= 0.044(Sq.Ft) Froude number= 2.457 Upstream point elevation = 1304.370(Ft.) Downstream point elevation = 1303.650(Ft.) Flow length = 11.000(Ft.) Travel time = 0.12 min. Time of concentration = 5.31 min. Depth of flow= 0.023(Ft.) Average velocity= 1.510(Ft/s) Total irregular channel flow= 0.067(CFS) Irregular channel normal depth above invert elev. = 0.023(Ft.) Average velocity of channel(s) = 1.510(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.410 to Point/Station 2.510 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area= 0.020(Ac.) Runoff from this stream = 0.067(CFS) Time of concentration = 5.31 min. Rainfall intensity= 3.719(In/Hr) Summary of stream data: PROPOSED CONDITIONS - 16- HYDROLOGY REPORT PA2018-02/RDR2018-01 10 801 W. GRAHAM AVENUE Ventura Engineering Inkand w( LAKE ELSINORE, CALIFORNIA 92530 VEI Stream Flow rate TIC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.198 5.40 3.693 2 0.068 5.21 3.751 3 0.067 5.31 3.719 Largest stream flow has longer time of concentration Qp = 0.198 + sum of Qb la/lb 0.068 * 0.985 = 0.067 Qb la/lb 0.067 * 0.993 = 0.066 Qp = 0.331 Total of 3 streams to confluence: Flow rates before confluence point: 0.198 0.068 0.067 Area of streams before confluence: 0.060 0.020 0.020 Results of confluence: Total flow rate= 0.331(CFS) Time of concentration = 5.400 min. Effective stream area after confluence= 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.510 to Point/Station 2.810 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.414(CFS) Depth of flow= 0.091(Ft.),Average velocity= 3.360(Ft/s) ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 'X'coordinate 'Y'coordinate 1 0.00 0.10 2 1.50 0.00 3 3.00 0.10 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.414(CFS) flow top width = 2.719(Ft.) velocity= 3.360(Ft/s) area = 0.123(Sq.Ft) Froude number= 2.781 Upstream point elevation = 1303.650(Ft.) Downstream point elevation = 1300.700(Ft.) Flow length = 55.000(Ft.) Travel time = 0.27 min. Time of concentration = 5.67 min. Depth of flow= 0.091(Ft.) PROPOSED CONDITIONS - 17- HYDROLOGY REPORT ern PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE ven<<,,o,yinOeril,y Inland w< LAKE ELSINORE, CALIFORNIA 92530 VEI Average velocity= 3.360(Ft/s) Total irregular channel flow= 0.414(CFS) Irregular channel normal depth above invert elev. = 0.091(Ft.) Average velocity of channel(s) = 3.360(Ft/s) Adding area flow to channel CONDOMINIUM subarea type Runoff Coefficient= 0.885 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity= 3.613(In/Hr)fora 100.0 year storm Subarea runoff= 0.160(CFS)for 0.050(Ac.) Total runoff= 0.491(CFS) Total area = 0.150(Ac.) Depth of flow= 0.097(Ft.),Average velocity= 3.506(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 2.810 **** CONFLUENCE OF MINOR STREAMS ***" Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.150(Ac.) Runoff from this stream= 0.491(CFS) Time of concentration = 5.67 min. Rainfall intensity= 3.613(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.610 to Point/Station 2.620 **** INITIAL AREA EVALUATION **** Initial area flow distance= 60.000(Ft.) Top (of initial area) elevation = 1304.500(Ft.) Bottom (of initial area) elevation = 1301.670(Ft.) Difference in elevation = 2.830(Ft.) Slope= 0.04717 s(percent)= 4.72 TIC = k(0.370)*[(lengthA3)/(elevation change)]^0.2 Warning: TIC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 3.820(ln/Hr)fora 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.886 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.068(CFS) Total initial stream area = 0.020(Ac.) Pervious area fraction = 0.350 PROPOSED CONDITIONS - 18- HYDROLOGY REPORT PA2018-021 RDR2018-01 801 W. GRAHAM AVENUE ventwa Enyfneeiing Inland w( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.620 to Point/Station 2.810 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.024(Ft.),Average velocity = 1.410(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X'coordinate 'Y' coordinate 1 0.00 0.10 2 8.00 0.00 3 16.00 0.10 Manning's 'N'friction factor= 0.013 --------------------------------------------------------------- Sub-Channel flow = 0.068(CFS) flow top width = 3.919(Ft.) velocity= 1.410(Ft/s) area = 0.048(Sq.Ft) Froude number= 2.245 Upstream point elevation = 1301.670(Ft.) Downstream point elevation = 1300.700(Ft.) Flow length = 18.000(Ft.) Travel time = 0.21 min. Time of concentration = 5.21 min. Depth of flow= 0.024(Ft.) Average velocity= 1.410(Ft/s) Total irregular channel flow= 0.068(CFS) Irregular channel normal depth above invert elev. = 0.024(Ft.) Average velocity of channel(s) = 1.410(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.610 to Point/Station 2.810 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area= 0.020(Ac.) Runoff from this stream = 0.068(CFS) Time of concentration = 5.21 min. Rainfall intensity= 3.750(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.710 to Point/Station 2.720 **** INITIAL AREA EVALUATION **** Initial area flow distance= 80.000(Ft.) Top (of initial area) elevation = 1301.980(Ft.) Bottom (of initial area)elevation = 1301.140(Ft.) Difference in elevation = 0.840(Ft.) Slope= 0.01050 s(percent)= 1.05 TIC = k(0.370)*[(lengthA3)/(elevation change)]^0.2 Initial area time of concentration = 5.311 min. Rainfall intensity= 3.720(ln/Hr) fora 100.0 year storm CONDOMINIUM subarea type PROPOSED CONDITIONS - 19- HYDROLOGY REPORT R.. PA2018-02/RDR2018-01 h 801 W. GRAHAM AVENUE WHIM Engineering hnland we LAKE ELSINORE, CALIFORNIA 92530 VEI Runoff Coefficient= 0.885 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.099(CFS) Total initial stream area = 0.030(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.720 to Point/Station 2.810 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.030(Ft.), Average velocity= 1.386(Ft/s) ******* Irregular Channel Data *********** ------------------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X'coordinate 'Y' coordinate 1 0.00 0.10 2 8.00 0.00 3 16.00 0.10 Manning's 'N'friction factor= 0.013 -----------------------------------------------------......_..........--- Sub-Channel flow = 0.099(CFS) flow top width = 4.776(Ft.) velocity= 1.386(Ft/s) area = 0.071(Sq.Ft) Froude number= 1.999 Upstream point elevation = 1301.140(Ft.) Downstream point elevation = 1300.700(Ft.) Flow length = 11.000(Ft.) Travel time = 0.13 min. Time of concentration = 5.44 min. Depth of flow= 0.030(Ft.) Average velocity = 1.386(Ft/s) Total irregular channel flow= 0.099(CFS) Irregular channel normal depth above invert elev. = 0.030(Ft.) Average velocity of channel(s) = 1.386(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.710 to Point/Station 2.810 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.030(Ac.) Runoff from this stream = 0.099(CFS) Time of concentration = 5.44 min. Rainfall intensity = 3.680(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity PROPOSED CONDITIONS -20- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI No. (CFS) (min) (In/Hr) 1 0.491 5.67 3.613 2 0.068 5.21 3.750 3 0.099 5.44 3.680 Largest stream flow has longer time of concentration Qp = 0.491 + sum of Qb la/lb 0.068* 0.963 = 0.065 Qb la/lb 0.099 * 0.982 = 0.097 Qp = 0.653 Total of 3 streams to confluence: Flow rates before confluence point: 0.491 0.068 0.099 Area of streams before confluence: 0.150 0.020 0.030 Results of confluence: Total flow rate= 0.653(CFS) Time of concentration = 5.673 min. Effective stream area after confluence = 0.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.810 to Point/Station 2.930 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.718(CFS) Depth of flow= 0.107(Ft.),Average velocity= 4.206(Ft/s) !!Warning: Water is above left or right bank elevations Irregular Channel Data *********** Information entered for subchannel number 1 Point number 'X' coordinate 'Y'coordinate 1 0.00 0.10 2 1.50 0.00 3 3.00 0.10 Manning's 'N'friction factor= 0.013 ----------------------------------------------------- Sub-Channel flow = 0.719(CFS) flow top width = 3.000(1-t.) velocity= 4.206(Ft/s) area = 0.171(Sq.Ft) Froude number= 3.106 Upstream point elevation = 1300.700(Ft.) Downstream point elevation = 1298.220(Ft.) Flow length = 40.000(Ft.) Travel time = 0.16 min. Time of concentration = 5.83 min. Depth of flow= 0.107(Ft.) Average velocity= 4.206(Ft/s) Total irregular channel flow= 0.718(CFS) PROPOSED CONDITIONS -21- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE vent a Engineering Inland we LAKE ELSINORE, CALIFORNIA 92530 VEI Irregular channel normal depth above invert elev. = 0.107(Ft.) Average velocity of channel(s) = 4.206(Ft/s) !!Warning: Water is above left or right bank elevations Adding area flow to channel CONDOMINIUM subarea type Runoff Coefficient= 0.885 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity= 3.570(In/Hr)fora 100.0 year storm Subarea runoff= 0.126(CFS)for 0.040(Ac.) Total runoff= 0.780(CFS) Total area= 0.240(Ac.) Depth of flow= 0.110(Ft.),Average velocity = 4.346(Ft/s) !!Warning: Water is above left or right bank elevations ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 2.930 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area= 0.240(Ac.) Runoff from this stream = 0.780(CFS) Time of concentration = 5.83 min. Rainfall intensity= 3.570(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.910 to Point/Station 2.920 **** INITIAL AREA EVALUATION **** Initial area flow distance= 95.000(Ft.) Top (of initial area) elevation = 1301.800(Ft.) Bottom (of initial area) elevation = 1299.140(Ft.) Difference in elevation = 2.660(Ft.) Slope= 0.02800 s(percent)= 2.80 TC = k(0.370)*[(lengthA3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 3.820(ln/Hr)fora 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.886 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.135(CFS) Total initial stream area= 0.040(Ac.) Pervious area fraction = 0.350 PROPOSED CONDITIONS -22- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE W11Wia Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.920 to Point/Station 2.930 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.031(Ft.),Average velocity= 1.760(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.10 2 8.00 0.00 3 16.00 0.10 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.135(CFS) flow top width = 4.961(Ft.) velocity= 1.760(Ft/s) area = 0.077(Sq.Ft) Froude number= 2.491 Upstream point elevation = 1299.140(Ft.) Downstream point elevation = 1298.220(Ft.) Flow length = 15.000(Ft.) Travel time = 0.14 min. Time of concentration = 5.14 min. Depth of flow= 0.031(Ft.) Average velocity= 1.760(Ft/s) Total irregular channel flow= 0.135(CFS) Irregular channel normal depth above invert elev. = 0.031(Ft.) Average velocity of channel(s) = 1.760(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.910 to Point/Station 2.930 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.040(Ac.) Runoff from this stream= 0.135(CFS) Time of concentration = 5.14 min. Rainfall intensity= 3.773(In/Hr) Summary of stream data: Stream Flow rate TIC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.780 5.83 3.570 2 0.135 5.14 3.773 Largest stream flow has longer time of concentration Qp = 0.780 + sum of Qb la/lb 0.135 * 0.946 = 0.128 PROPOSED CONDITIONS -23- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE veil[Ll a Digineern,y Inhi,d we LAKE ELSINORE, CALIFORNIA 92530 VEI Qp = 0.908 Total of 2 streams to confluence: Flow rates before confluence point: 0.780 0.135 Area of streams before confluence: 0.240 0.040 Results of confluence: Total flow rate = 0.908(CFS) Time of concentration = 5.831 min. Effective stream area after confluence= 0.280(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.930 to Point/Station 2.940 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.097(Ft.),Average velocity = 2.148(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X'coordinate 'Y' coordinate 1 0.00 0.20 2 9.00 0.00 3 18.00 0.20 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.908(CFS) flow top width = 8.721(Ft.) velocity= 2.148(Ft/s) area = 0.423(Sq.Ft) Froude number= 1.720 Upstream point elevation = 1298.220(Ft.) Downstream point elevation = 1298.100(Ft.) Flow length = 6.000(Ft.) Travel time = 0.05 min. Time of concentration = 5.88 min. Depth of flow= 0.097(Ft.) Average velocity = 2.148(Ft/s) Total irregular channel flow= 0.908(CFS) Irregular channel normal depth above invert elev. = 0.097(Ft.) Average velocity of channel(s) = 2.148(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.940 to Point/Station 3.110 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.079(Ft.),Average velocity = 3.666(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X'coordinate 'Y' coordinate 1 0.00 0.30 PROPOSED CONDITIONS -24- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE VeiLura Enyineeiing Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI 2 14.00 0.00 3 24.00 0.30 Manning's W friction factor= 0.013 Sub-Channel flow = 0.908(CFS) flow top width = 6.294(Ft.) velocity= 3.666(Ft/s) area= 0.248(Sq.Ft) Froude number= 3.257 Upstream point elevation = 1298.100(Ft.) Downstream point elevation = 1297.100(Ft.) Flow length = 13.000(Ft.) Travel time = 0.06 min. Time of concentration = 5.94 min. Depth of flow= 0.079(Ft.) Average velocity= 3.666(Ft/s) Total irregular channel flow= 0.908(CFS) Irregular channel normal depth above invert elev. = 0.079(Ft.) Average velocity of channel(s) = 3.666(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 3.110 ****CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.280(Ac.) Runoff from this stream = 0.908(CFS) Time of concentration = 5.94 min. Rainfall intensity= 3.542(ln/Hr) Summary of stream data: Stream Flow rate TIC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.224 7.34 3.225 2 0.908 5.94 3.542 Largest stream flow has longer or shorter time of concentration Qp = 0.908 +sum of Qa Tb/Ta 0.224 * 0.808 = 0.181 Qp = 1.088 Total of 2 main streams to confluence: Flow rates before confluence point: 0.224 0.908 Area of streams before confluence: 0.070 0.280 PROPOSED CONDITIONS -25- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI Results of confluence: Total flow rate= 1.088(CFS) Time of concentration = 5.937 min. Effective stream area after confluence = 0.350(Ac.) End of computations, total study area= 0.35 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.350 Area averaged RI index number= 75.0 PROPOSED CONDITIONS -26- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE venlua Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI PROPOSED CONDITIONS CONFLUENCE POINT A 100-YEAR DESIGN STORM EVENT UNIT HYDROGRAPH Unit Hydrograph Analysis Copyright (c) CIVILCADD/CIVILDESIGN, 1989-2014, Version 9.0 Study date 07/05/19 File: GRAHAMD2PR1000H24100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method RCFC &WCD Manual date-April 1978 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format -------------------------------------------------------------------.-.... ------------------------------------------------------------------ Drainage Area = 0.35(Ac.) = 0.001 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment= 0.35(Ac.) = 0.001 Sq. Mi. Length along longest watercourse= 370.00(Ft.) Length along longest watercourse measured to centroid = 120.00(Ft.) Length along longest watercourse= 0.070 Mi. Length along longest watercourse measured to centroid = 0.023 Mi. Difference in elevation = 10.60(Ft.) Slope along watercourse= 151.2649 Ft./Mi. Average Manning's 'N' = 0.015 Lag time= 0.012 Hr. Lag time = 0.72 Min. 25% of lag time = 0.18 Min. 40% of lag time = 0.29 Min. Unit time= 60.00 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] 0.35 0.47 0.16 100 YEAR Area rainfall data. Area(Ac.)[1] Rainfall(In)[2] Weighting[)*2] 0.35 1.28 0.45 STORM EVENT(YEAR) = 100.00 Area Averaged 2-Year Rainfall = 0.468(ln) Area Averaged 100-Year Rainfall = 1.280(In) PROPOSED CONDITIONS -27- HYDROLOGY REPORT Gry PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE VenLuia Enyineeiiny Inland W( LAKE ELSINORE, CALIFORNIA 92530 V E I Point rain (area averaged) = 1.280(In) Areal adjustment factor= 100.00 % Adjusted average point rain = 1.280(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 0.350 75.00 0.650 Total Area Entered = 0.35(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 75.0 88.0 0.153 0.650 0.063 1.000 0.063 Sum (F) = 0.063 Area averaged mean soil loss (F) (In/Hr) = 0.063 Minimum soil loss rate ((In/Hr)) = 0.032 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.380 Unit Hydrograph VALLEY S-Curve Unit Hydrograph Data Unit time period Time% of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 1.000 8337.656 100.000 0.353 Sum = 100.000 Sum= 0.353 -------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max I Low (In/Hr) 1 1.00 1.20 0.015 ( 0.110) 0.006 0.010 2 2.00 1.30 0.017 ( 0.105) 0.006 0.010 3 3.00 1.80 0.023 ( 0.100) 0.009 0.014 4 4.00 2.10 0.027 ( 0.095) 0.010 0.017 5 5.00 2.80 0.036 ( 0.090) 0.014 0.022 6 6.00 2.90 0.037 ( 0.086) 0.014 0.023 7 7.00 3.80 0.049 ( 0.081) 0.018 0.030 8 8.00 4.60 0.059 ( 0.077) 0.022 0.037 9 9.00 6.30 0.081 ( 0.073) 0.031 0.050 10 10.00 8.20 0.105 ( 0.069) 0.040 0.065 11 11.00 7.00 0.090 ( 0.065) 0.034 0.056 12 12.00 7.30 0.093 ( 0.061) 0.036 0.058 13 13.00 10.80 0.138 ( 0.058) 0.053 0.086 14 14.00 11.40 0.146 0.054 ( 0.055) 0.092 15 15.00 10.40 0.133 ( 0.051) 0.051 0.083 16 16.00 8.50 0.109 ( 0.048) 0.041 0.067 PROPOSED CONDITIONS -28- HYDROLOGY REPORT PA2018-021 RDR2018-01 � 801 W. GRAHAM AVENUE VenLwa 1,.i Inlond IN( LAKE ELSINORE, CALIFORNIA 92530 \AEI 17 17.00 1.40 0.018 ( 0.045) 0.007 0.011 18 18.00 1.90 0.024 ( 0.042) 0.009 0.015 19 19.00 1.30 0.017 ( 0.040) 0.006 0.010 20 20.00 1.20 0.015 ( 0.038) 0.006 0.010 21 21.00 1.10 0.014 ( 0.036) 0.005 0.009 22 22.00 1.00 0.013 ( 0.034) 0.005 0.008 23 23.00 0.90 0.012 ( 0.033) 0.004 0.007 24 24.00 0.80 0.010 ( 0.032) 0.004 0.006 (Loss Rate Not Used) Sum = 100.0 Sum = 0.8 Flood volume= Effective rainfall 0.79(In) times area 0.3(Ac.)/[(In)/(Ft.)] = 0.0(Ac.Ft) Total soil loss= 0.49(In) Total soil loss = 0.014(Ac.Ft) Total rainfall = 1.28(In) Flood volume = 1009.9 Cubic Feet Total soil loss = 616.4 Cubic Feet --------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.032(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - HOUR STORM Runoff Hydrograph Hydrograph in 60 Minute intervals ((CFS)) Time(h+m)Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ---------------------------------------------------------------------- 1+ 0 0.0003 0.00 Q 2+ 0 0.0006 0.00 Q I I I 3+ 0 0.0010 0.01 QV 1 4+ 0 0.0015 0.01 QV 5+ 0 0.0021 0.01 Q V I I I I 6+ 0 0.0028 0.01 Q V 7+ 0 0.0037 0.01 Q V 8+ 0 0.0047 0.01 Q VI I 1 1 9+ 0 0.0062 0.02 Q V 10+ 0 0.0081 0.02 Q V 11+ 0 0.0097 0.02 Q I V I 12+ 0 0.0114 0.02 Q I V1 1 13+ 0 0.0139 0.03 Q I V I 1 14+ 0 0.0166 0.03 Q I I V 1 1 15+ 0 0.0190 0.03 Q I I V I 16+ 0 0.0210 0.02 Q I I I V I 17+ 0 0.0213 0.00 Q I I I V 18+ 0 0.0217 0.01 Q I I I V 19+ 0 0.0220 0.00 Q I I I V 1 20+ 0 0.0223 0.00 Q I I I V 1 21+ 0 0.0226 0.00 Q I I I V 1 22+ 0 0.0228 0.00 Q I I I VI 23+ 0 0.0230 0.00 Q I I I VI 24+ 0 0.0232 0.00 Q I I I VI ---------------------------------------------------------------------- PROPOSED CONDITIONS -29- HYDROLOGY REPORT PA2018-02/RDR2018-01 I V 801 W. GRAHAM AVENUE Ventura Enginceriny Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI PROPOSED CONDITIONS CONFLUENCE POINT A 10-YEAR DESIGN STORM EVENT Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 07/05/19 File:GRAHAM D2PR10.out .-------------------------------------------------------------------- ********* Hydrology Study Control Information English (in-lb) Units used in input data file _-_------------------------------------------------------------------- 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 2 year, 1 hour precipitation = 0.468(ln.) 100 year, 1 hour precipitation = 1.280(In.) Storm event year= 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.802(ln/Hr) Slope of intensity duration curve = 0.4400 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.120 **** INITIAL AREA EVALUATION **** Initial area flow distance= 16.000(Ft.) Top (of initial area) elevation = 1307.700(Ft.) Bottom (of initial area) elevation = 1307.600(Ft.) Difference in elevation = 0.100(Ft.) Slope = 0.00625 s(percent)= 0.63 TC = k(0.370)*[(lengthA3)/(elevation change)]10.2 Warning: TIC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 2.394(In/Hr)for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.851 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.020(CFS) Total initial stream area= 0.010(Ac.) Pervious area fraction = 0.350 PROPOSED CONDITIONS - 30- HYDROLOGY REPORT PA2018-02/RDR2018-01 in 801 W. GRAHAM AVENUE Ven[ma Engineering Inland W( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.120 to Point/Station 1.230 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.028(Ft.),Average velocity = 0.856(Ft/s) ******* Irregular Channel Data *********** --------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X'coordinate 'Y' coordinate 1 0.00 0.20 2 6.00 0.00 3 12.00 0.20 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.020(CFS) flow top width = 1.690(Ft.) velocity= 0.856(Ft/s) area= 0.024(Sq.Ft) Froude number= 1.271 Upstream point elevation = 1307.600(Ft.) Downstream point elevation = 1306.280(Ft.) Flow length = 80.000(Ft.) Travel time = 1.56 min. Time of concentration = 6.56 min. Depth of flow= 0.028(Ft.) Average velocity= 0.856(Ft/s) Total irregular channel flow= 0.020(CFS) Irregular channel normal depth above invert elev. = 0.028(Ft.) Average velocity of channel(s) = 0.856(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.230 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.010(Ac.) Runoff from this stream = 0.020(CFS) Time of concentration = 6.56 min. Rainfall intensity= 2.124(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.210 to Point/Station 1.220 **** INITIAL AREA EVALUATION **** Initial area flow distance = 25.000(Ft.) Top (of initial area) elevation = 1307.200(Ft.) Bottom (of initial area) elevation = 1306.900(Ft.) Difference in elevation = 0.300(Ft.) Slope = 0.01200 s(percent)= 1.20 TIC = k(0.370)*[(lengthA3)/(elevation change)]"0.2 Warning: TIC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. PROPOSED CONDITIONS -31- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE vent,,,,Engineering nand IN( LAKE ELSINORE, CALIFORNIA 92530 VEI Rainfall intensity= 2.394(ln/Hr)for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.851 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.041(CFS) Total initial stream area = 0.020(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.220 to Point/Station 1.230 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.032(Ft.),Average velocity= 1.586(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 Point number 'X'coordinate 'Y' coordinate 1 0.00 0.10 2 2.50 0.00 3 5.00 0.10 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.041(CFS) flow top width = 1.602(Ft.) velocity= 1.586(Ft/s) area = 0.026(Sq.Ft) Froude number= 2.208 Upstream point elevation = 1306.900(Ft.) Downstream point elevation = 1306.280(Ft.) Flow length = 13.000(Ft.) Travel time = 0.14 min. Time of concentration = 5.14 min. Depth of flow= 0.032(Ft.) Average velocity= 1.586(Ft/s) Total irregular channel flow= 0.041(CFS) Irregular channel normal depth above invert elev. = 0.032(Ft.) Average velocity of channel(s) = 1.586(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.210 to Point/Station 1.230 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.020(Ac.) Runoff from this stream = 0.041(CFS) Time of concentration = 5.14 min. Rainfall intensity= 2.365(ln/Hr) Summary of stream data: PROPOSED CONDITIONS -32- HYDROLOGY REPORT PA2018-02/RDR2018-01 1�� 801 W. GRAHAM AVENUE VenLw„Inyineei n,y Inland we LAKE ELSINORE, CALIFORNIA 92530 VEI Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.020 6.56 2.124 2 0.041 5.14 2.365 Largest stream flow has longer or shorter time of concentration Qp = 0.041 +sum of Qa Tb/Ta 0.020* 0.783 = 0.016 Qp = 0.057 Total of 2 streams to confluence: Flow rates before confluence point: 0.020 0.041 Area of streams before confluence: 0.010 0.020 Results of confluence: Total flow rate= 0.057(CFS) Time of concentration = 5.137 min. Effective stream area after confluence= 0.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.230 to Point/Station 1.430 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.037(Ft.),Average velocity= 1.617(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X'coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 20.00 0.40 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.057(CFS) flow top width = 1.872(Ft.) velocity= 1.617(Ft/s) area = 0.035(Sq.Ft) Froude number= 2.082 Upstream point elevation = 1306.280(Ft.) Downstream point elevation = 1303.800(Ft.) Flow length = 60.000(Ft.) Travel time = 0.62 min. Time of concentration = 5.76 min. Depth of flow= 0.037(Ft.) Average velocity= 1.617(Ft/s) Total irregular channel flow= 0.057(CFS) Irregular channel normal depth above invert elev. = 0.037(Ft.) Average velocity of channel(s) = 1.617(Ft/s) PROPOSED CONDITIONS -33- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Engineeiing Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.430 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.030(Ac.) Runoff from this stream = 0.057(CFS) Time of concentration = 5.76 min. Rainfall intensity= 2.250(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.310 to Point/Station 1.320 **** INITIAL AREA EVALUATION **** Initial area flow distance= 20.000(Ft.) Top (of initial area) elevation = 1307.570(Ft.) Bottom (of initial area) elevation = 1307.000(Ft.) Difference in elevation = 0.570(Ft.) Slope= 0.02850 s(percent)= 2.85 TC = k(0.370)*[(length^3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 2.394(ln/Hr)for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.851 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.020(CFS) Total initial stream area = 0.010(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.320 to Point/Station 1.430 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.019(Ft.),Average velocity= 2.315(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.10 2 2.50 0.00 3 5.00 0.10 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.020(CFS) PROPOSED CONDITIONS -34- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventuia Enyineeiiny Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI flow top width = 0.938(Ft.) velocity= 2.315(Ft/s) area= 0.009(Sq.Ft) Froude number= 4.214 Upstream point elevation = 1307.000(Ft.) Downstream point elevation = 1304.300(Ft.) Flow length = 13.000(Ft.) Travel time = 0.09 min. Time of concentration = 5.09 min. Depth of flow= 0.019(Ft.) Average velocity= 2.315(Ft/s) Total irregular channel flow= 0.020(CFS) Irregular channel normal depth above invert elev. = 0.019(Ft.) Average velocity of channel(s) = 2.315(Ft/s) +++++++++++++++++++++++++++++++++++++.+ +-+++++++ + + ++++-++++++++++++++++++ Process from Point/Station 1.310 to Point/Station 1.430 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.010(Ac.) Runoff from this stream = 0.020(CFS) Time of concentration = 5.09 min. Rainfall intensity= 2.374(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.410 to Point/Station 1.420 **** INITIAL AREA EVALUATION **** Initial area flow distance= 17.000(Ft.) Top (of initial area) elevation = 1304.870(Ft.) Bottom (of initial area) elevation = 1304.400(Ft.) Difference in elevation = 0.470(Ft.) Slope = 0.02765 s(percent)= 2.76 TIC = k(0.370)*[(lengthA3)/(elevation change)]^0.2 Warning: TIC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 2.394(In/Hr)fora 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.851 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.041(CFS) Total initial stream area = 0.020(Ac.) Pervious area fraction = 0.350 PROPOSED CONDITIONS -35- HYDROLOGY REPORT I PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Cnyineeiing Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.420 to Point/Station 1.430 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.044(Ft.),Average velocity= 0.824(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X'coordinate 'Y'coordinate 1 0.00 0.10 2 2.50 0.00 3 5.00 0.10 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.041(CFS) flow top width = 2.223(Ft.) velocity= 0.824(Ft/s) area = 0.049(Sq.Ft) Froude number= 0.975 Upstream point elevation = 1304.400(Ft.) Downstream point elevation = 1304.300(Ft.) Flow length = 12.000(Ft.) Travel time = 0.24 min. Time of concentration = 5.24 min. Depth of flow= 0.044(Ft.) Average velocity= 0.824(Ft/s) Total irregular channel flow= 0.041(CFS) Irregular channel normal depth above invert elev. = 0.044(Ft.) Average velocity of channel(s) = 0.824(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.410 to Point/Station 1.430 ****CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.020(Ac.) Runoff from this stream = 0.041(CFS) Time of concentration = 5.24 min. Rainfall intensity= 2.344(In/Hr) Summary of stream data: Stream Flow rate TIC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.057 5.76 2.250 2 0.020 5.09 2.374 3 0.041 5.24 2.344 Largest stream flow has longer time of concentration Qp = 0.057+ sum of Qb la/lb 0.020 * 0.948 = 0.019 Qb la/lb PROPOSED CONDITIONS -36- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Engincei ing Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI 0.041 * 0.960= 0.039 Qp = 0.115 Total of 3 streams to confluence: Flow rates before confluence point: 0.057 0.020 0.041 Area of streams before confluence: 0.030 0.010 0.020 Results of confluence: Total flow rate = 0.115(CFS) Time of concentration = 5.755 min. Effective stream area after confluence= 0.060(Ac.) ++++++....+++++-+-++-+-+,++++-F+++1-++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.430 to Point/Station 1.530 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.047(Ft.),Average velocity= 2.067(Ft/s) ******* Irregular Channel Data *********** ---------------- Information entered for subchannel number 1 Point number 'X'coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 20.00 0.40 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.115(CFS) flow top width = 2.359(Ft.) velocity= 2.067(Ft/s) area = 0.056(Sq.Ft) Froude number= 2.372 Upstream point elevation = 1304.300(Ft.) Downstream point elevation = 1301.620(Ft.) Flow length = 54.000(Ft.) Travel time = 0.44 min. Time of concentration = 6.19 min. Depth of flow= 0.047(Ft.) Average velocity= 2.067(Ft/s) Total irregular channel flow= 0.115(CFS) Irregular channel normal depth above invert elev. = 0.047(Ft.) Average velocity of channel(s) = 2.067(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.530 ****CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 0.060(Ac.) Runoff from this stream = 0.115(CFS) Time of concentration = 6.19 min. Rainfall intensity= 2.179(ln/Hr) PROPOSED CONDITIONS -37- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VET ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.510 to Point/Station 1.520 **** INITIAL AREA EVALUATION **** Initial area flow distance = 20.000(Ft.) Top (of initial area) elevation = 1304.870(Ft.) Bottom (of initial area) elevation = 1304.300(Ft.) Difference in elevation = 0.570(Ft.) Slope= 0.02850 s(percent)= 2.85 TC = k(0.370)*[(lengthA3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 2.394(ln/Hr)for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.851 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.020(CFS) Total initial stream area = 0.010(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.520 to Point/Station 1.530 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.019(Ft.),Average velocity= 2.202(Ft/s) ******* Irregular Channel Data*********** ---------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.10 2 2.50 0.00 3 5.00 0.10 Manning's 'N'friction factor= 0.013 ----------------------------------------------------------- Sub-Channel flow = 0.020(CFS) flow top width = 0.962(Ft.) velocity= 2.202(Ft/s) area= 0.009(Sq.Ft) Froude number= 3.957 Upstream point elevation = 1304.300(Ft.) Downstream point elevation = 1302.120(Ft.) Flow length = 12.000(Ft.) Travel time = 0.09 min. Time of concentration = 5.09 min. Depth of flow= 0.019(Ft.) Average velocity= 2.202(Ft/s) PROPOSED CONDITIONS -38- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE VOILura GaiiWeriiul Inland IN( LAKE ELSINORE. CALIFORNIA 92530 VEI Total irregular channel flow= 0.020(CFS) Irregular channel normal depth above invert elev. = 0.019(Ft.) Average velocity of channel(s) = 2.202(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.510 to Point/Station 1.530 ****CONFLUENCE OF MINOR STREAMS **"* Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.010(Ac.) Runoff from this stream = 0.020(CFS) Time of concentration = 5.09 min. Rainfall intensity = 2.375(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.115 6.19 2.179 2 0.020 5.09 2.375 Largest stream flow has longer time of concentration Qp = 0.115 + sum of Qb la/lb 0.020 * 0.918 = 0.019 Qp = 0.134 Total of 2 streams to confluence: Flow rates before confluence point: 0.115 0.020 Area of streams before confluence: 0.060 0.010 Results of confluence: Total flow rate= 0.134(CFS) Time of concentration = 6.191 min. Effective stream area after confluence= 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.530 to Point/Station 3.110 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.054(Ft.),Average velocity= 1.807(Ft/s) ******* Irregular Channel Data*********** Information entered for subchannel number 1 Point number 'X' coordinate 'Y'coordinate 1 0.00 0.50 2 0.00 0.00 3 20.00 0.40 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.134(CFS) flow top width = 2.720(Ft.) PROPOSED CONDITIONS -39- HYDROLOGY REPORT PA2018-02/RDR2018-01 n 801 W. GRAHAM AVENUE Ventura[nyfnecifng Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI velocity= 1.807(Ft/s) area = 0.074(Sq.Ft) Froude number= 1.931 Upstream point elevation = 1302.120(Ft.) Downstream point elevation = 1297.100(Ft.) Flow length = 160.000(Ft.) Travel time = 1.48 min. Time of concentration = 7.67 min. Depth of flow= 0.054(Ft.) Average velocity = 1.807(Ft/s) Total irregular channel flow= 0.134(CFS) Irregular channel normal depth above invert elev. = 0.054(Ft.) Average velocity of channel(s) = 1.807(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 3.110 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.070(Ac.) Runoff from this stream = 0.134(CFS) Time of concentration = 7.67 min. Rainfall intensity= 1.983(ln/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 2.210 **** INITIAL AREA EVALUATION **** Initial area flow distance= 50.000(Ft.) Top (of initial area) elevation = 1307.200(Ft.) Bottom (of initial area) elevation = 1306.730(Ft.) Difference in elevation = 0.470(Ft.) Slope= 0.00940 s(percent)= 0.94 TC = k(0.370)*[(lengthA3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 2.394(ln/Hr)fora 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.851 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.041(CFS) Total initial stream area = 0.020(Ac.) Pervious area fraction = 0.350 PROPOSED CONDITIONS -40- HYDROLOGY REPORT PA2018-021 RDR2018-01 801 W. GRAHAM AVENUE Venhna Giyineei my Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.210 to Point/Station 2.510 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.081(CFS) Depth of flow= 0.050(Ft.),Average velocity= 2.201(Ft/s) ******* Irregular Channel Data*********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.10 2 1.50 0.00 3 3.00 0.10 Manning's 'N'friction factor= 0.013 ------------------------------------------------------------- Sub-Channel flow = 0.081(CFS) flow top width = 1.490(Ft.) velocity= 2.201(Ft/s) area = 0.037(Sq.Ft) Froude number= 2.462 Upstream point elevation = 1306.730(Ft.) Downstream point elevation = 1303.650(Ft.) Flow length = 60.000(Ft.) Travel time = 0.45 min. Time of concentration = 5.45 min. Depth of flow= 0.050(Ft.) Average velocity= 2.201(Ft/s) Total irregular channel flow= 0.081(CFS) Irregular channel normal depth above invert elev. = 0.050(Ft.) Average velocity of channel(s) = 2.201(Ft/s) Adding area flow to channel CONDOMINIUM subarea type Runoff Coefficient= 0.849 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity= 2.304(ln/Hr)for a 10.0 year storm Subarea runoff= 0.078(CFS)for 0.040(Ac.) Total runoff= 0.119(CFS) Total area= 0.060(Ac.) Depth of flow = 0.057(Ft.),Average velocity = 2.420(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 2.510 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.060(Ac.) Runoff from this stream = 0.119(CFS) Time of concentration = 5.45 min. Rainfall intensity= 2.304(ln/Hr) PROPOSED CONDITIONS -41- HYDROLOGY REPORT _ PA2018-021 RDR2018-01 801 W. GRAHAM AVENUE verituFa Lngineoring Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.310 to Point/Station 2.320 **** INITIAL AREA EVALUATION **** Initial area flow distance= 60.000(Ft.) Top (of initial area) elevation = 1307.200(Ft.) Bottom (of initial area) elevation = 1304.630(Ft.) Difference in elevation = 2.570(Ft.) Slope = 0.04283 s(percent)= 4.28 TC = k(0.370)*[(lengthA3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 2.394(ln/Hr)for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.851 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.041(CFS) Total initial stream area = 0.020(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.320 to Point/Station 2.510 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.020(Ft.),Average velocity = 1.246(Ft/s) ******* Irregular Channel Data*********** ----------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.10 2 8.00 0.00 3 16.00 0.10 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.041(CFS) flow top width = 3.233(Ft.) velocity= 1.247(Ft/s) area = 0.033(Sq.Ft) Froude number= 2.185 Upstream point elevation = 1304.630(Ft.) Downstream point elevation = 1303.650(Ft.) Flow length = 18.000(Ft.) Travel time = 0.24 min. Time of concentration = 5.24 min. Depth of flow= 0.020(Ft.) Average velocity= 1.246(Ft/s) Total irregular channel flow= 0.041(CFS) Irregular channel normal depth above invert elev. = 0.020(Ft.) Average velocity of channel(s) = 1.246(Ft/s) PROPOSED CONDITIONS -42- HYDROLOGY REPORT it PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Giyineei my Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.310 to Point/Station 2.510 '***CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area= 0.020(Ac.) Runoff from this stream= 0.041(CFS) Time of concentration = 5.24 min. Rainfall intensity = 2.345(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.410 to Point/Station 2.420 **** INITIAL AREA EVALUATION **** Initial area flow distance = 50.000(Ft.) Top (of initial area) elevation = 1304.600(Ft.) Bottom (of initial area) elevation = 1304.370(Ft.) Difference in elevation = 0.230(Ft.) Slope = 0.00460 s(percent)= 0.46 TIC = k(0.370)*[(lengthA3)/(elevation change)]^0.2 Initial area time of concentration = 5.191 min. Rainfall intensity = 2.354(In/Hr)for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.850 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.040(CFS) Total initial stream area = 0.020(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.420 to Point/Station 2.510 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.019(Ft.), Average velocity= 1.330(Ft/s) ******* Irregular Channel Data*********** Information entered for subchannel number 1 Point number 'X'coordinate 'Y'coordinate 1 0.00 0.10 2 8.00 0.00 3 16.00 0.10 Manning's W friction factor= 0.013 Sub-Channel flow = 0.040(CFS) flow top width = 3.104(Ft.) velocity= 1.330(Ft/s) area= 0.030(Sq.Ft) Froude number= 2.380 PROPOSED CONDITIONS -43- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE W.Ilt fl-a Enginceiing hill d we LAKE ELSINORE, CALIFORNIA 92530 VEI Upstream point elevation = 1304.370(Ft.) Downstream point elevation = 1303.650(Ft.) Flow length = 11.000(Ft.) Travel time = 0.14 min. Time of concentration = 5.33 min. Depth of flow= 0.019(Ft.) Average velocity= 1.330(Ft/s) Total irregular channel flow= 0.040(CFS) Irregular channel normal depth above invert elev. = 0.019(Ft.) Average velocity of channel(s) = 1.330(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.410 to Point/Station 2.510 ****CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 3 Stream flow area= 0.020(Ac.) Runoff from this stream= 0.040(CFS) Time of concentration = 5.33 min. Rainfall intensity= 2.327(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.119 5.45 2.304 2 0.041 5.24 2.345 3 0.040 5.33 2.327 Largest stream flow has longer time of concentration Qp = 0.119 + sum of Qb la/lb 0.041 * 0.983 = 0.040 Qb la/lb 0.040 * 0.990 = 0.040 Qp = 0.199 Total of 3 streams to confluence: Flow rates before confluence point: 0.119 0.041 0.040 Area of streams before confluence: 0.060 0.020 0.020 Results of confluence: Total flow rate = 0.199(CFS) Time of concentration = 5.454 min. Effective stream area after confluence= 0.100(Ac.) PROPOSED CONDITIONS -44- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE \/OO[nfil fax}int-finy hnland we LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.510 to Point/Station 2.810 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.248(CFS) Depth of flow= 0.075(Ft.),Average velocity= 2.957(Ft/s) ******* Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X'coordinate 'Y'coordinate 1 0.00 0.10 2 1.50 0.00 3 3.00 0.10 Manning's 'N'friction factor= 0.013 ------------------------------- Sub-Channel flow = 0.248(CFS) flow top width = 2.244(Ft.) velocity= 2.957(Ft/s) area = 0.084(Sq.Ft) Froude number= 2.694 Upstream point elevation = 1303.650(Ft.) Downstream point elevation = 1300.700(Ft.) Flow length = 55.000(Ft.) Travel time = 0.31 min. Time of concentration = 5.76 min. Depth of flow= 0.075(Ft.) Average velocity= 2.957(Ft/s) Total irregular channel flow= 0.248(CFS) Irregular channel normal depth above invert elev. = 0.075(Ft.) Average velocity of channel(s) = 2.957(Ft/s) Adding area flow to channel CONDOMINIUM subarea type Runoff Coefficient= 0.848 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity= 2.248(In/Hr)for a 10.0 year storm Subarea runoff= 0.095(CFS)for 0 050(Ac.) Total runoff= 0.294(CFS) Total area = 0.150(Ac.) Depth of flow= 0.080(Ft.),Average velocity= 3.084(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 2.810 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.150(Ac.) Runoff from this stream= 0.294(CFS) Time of concentration = 5.76 min. Rainfall intensity= 2.248(In/Hr) PROPOSED CONDITIONS -45 - HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Lngineeiing Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.610 to Point/Station 2.620 **** INITIAL AREA EVALUATION **** Initial area flow distance= 60.000(Ft.) Top (of initial area) elevation = 1304.500(Ft.) Bottom (of initial area) elevation = 1301.670(Ft.) Difference in elevation = 2.830(Ft.) Slope = 0.04717 s(percent)= 4.72 TIC = k(0.370)*[(length13)/(elevation change)]^0.2 Warning: TIC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 2.394(ln/Hr)for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.851 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.041(CFS) Total initial stream area= 0.020(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.620 to Point/Station 2.810 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.020(Ft.),Average velocity= 1.242(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X'coordinate 'Y' coordinate 1 0.00 0.10 2 8.00 0.00 3 16.00 0.10 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.041(CFS) flow top width = 3.240(1-t.) velocity= 1.242(Ft/s) area = 0.033(Sq.Ft) Froude number= 2.175 Upstream point elevation = 1301.670(Ft.) Downstream point elevation = 1300.700(Ft.) Flow length = 18.000(Ft.) Travel time = 0.24 min. Time of concentration = 5.24 min. Depth of flow= 0.020(Ft.) Average velocity= 1.242(Ft/s) Total irregular channel flow= 0.041(CFS) Irregular channel normal depth above invert elev. = 0.020(Ft.) Average velocity of channel(s) = 1.242(Ft/s) PROPOSED CONDITIONS -46- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.610 to Point/Station 2.810 ****CONFLUENCE OF MINOR STREAMS '"" Along Main Stream number: 2 in normal stream number 2 Stream flow area= 0.020(Ac.) Runoff from this stream= 0.041(CFS) Time of concentration = 5.24 min. Rainfall intensity= 2.344(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.710 to Point/Station 2.720 **** INITIAL AREA EVALUATION **** Initial area flow distance= 80.000(Ft.) Top (of initial area) elevation = 1301.980(Ft.) Bottom (of initial area) elevation = 1301.140(Ft.) Difference in elevation = 0.840(Ft.) Slope= 0.01050 s(percent)= 1.05 TC = k(0.370)*[(lengthA3)/(elevation change)]^0.2 Initial area time of concentration = 5.311 min. Rainfall intensity= 2.331(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.850 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.059(CFS) Total initial stream area= 0.030(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.720 to Point/Station 2.810 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.025(Ft.),Average velocity = 1.220(Ft/s) ******* Irregular Channel Data*********** Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.10 2 8.00 0.00 3 16.00 0.10 Manning's 'N'friction factor= 0.013 Sub-Channel flow = 0.059(CFS) flow top width = 3.947(Ft.) velocity= 1.220(Ft/s) area = 0.049(Sq.Ft) Froude number= 1.936 PROPOSED CONDITIONS -47- HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Enyincei in, Inland we LAKE ELSINORE, CALIFORNIA 92530 VEI Upstream point elevation = 1301.140(Ft.) Downstream point elevation = 1300.700(Ft.) Flow length = 11.000(Ft.) Travel time = 0.15 min. Time of concentration = 5.46 min. Depth of flow= 0.025(Ft.) Average velocity= 1.220(Ft/s) Total irregular channel flow= 0.059(CFS) Irregular channel normal depth above invert elev. = 0.025(Ft.) Average velocity of channel(s) = 1.220(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.710 to Point/Station 2.810 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area= 0.030(Ac.) Runoff from this stream = 0.059(CFS) Time of concentration = 5.46 min. Rainfall intensity= 2.302(ln/Hr) Summary of stream data: Stream Flow rate TIC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.294 5.76 2.248 2 0.041 5.24 2.344 3 0.059 5.46 2.302 Largest stream flow has longer time of concentration Qp = 0.294 + sum of Qb la/lb 0.041 * 0.959 = 0.039 Qb la/lb 0.059 * 0.977 = 0.058 Qp = 0.391 Total of 3 streams to confluence: Flow rates before confluence point: 0.294 0.041 0.059 Area of streams before confluence: 0.150 0.020 0.030 Results of confluence: Total flow rate= 0.391(CFS) Time of concentration = 5.764 min. Effective stream area after confluence= 0.200(Ac.) PROPOSED CONDITIONS -48- HYDROLOGY REPORT PA2018-02/RDR2018-01 -� 801 W. GRAHAM AVENUE ve„tL„,Engineering Inland we LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.810 to Point/Station 2.930 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **" Estimated mean flow rate at midpoint of channel= 0.430(CFS) Depth of flow= 0.089(Ft.),Average velocity= 3.582(Ft/s) ******* Irregular Channel Data *********** -------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.10 2 1.50 0.00 3 3.00 0.10 Manning's 'N'friction factor= 0.013 -------------------------------------------------------------- Sub-Channel flow = 0.430(CFS) flow top width = 2.684(Ft.) velocity= 3.582(Ft/s) area= 0.120(Sq.Ft) Froude number= 2.984 Upstream point elevation = 1300.700(Ft.) Downstream point elevation = 1298.220(Ft.) Flow length = 40.000(Ft.) Travel time = 0.19 min. Time of concentration = 5.95 min. Depth of flow= 0.089(Ft.) Average velocity= 3.582(Ft/s) Total irregular channel flow= 0.430(CFS) Irregular channel normal depth above invert elev. = 0.089(Ft.) Average velocity of channel(s) = 3.582(Ft/s) Adding area flow to channel CONDOMINIUM subarea type Runoff Coefficient= 0.847 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity= 2.217(ln/Hr)for a 10.0 year storm Subarea runoff= 0.075(CFS)for 0.040(Ac.) Total runoff= 0.466(CFS) Total area = 0.240(Ac.) Depth of flow= 0.092(Ft.), Average velocity= 3.654(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 2.930 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area= 0.240(Ac.) Runoff from this stream= 0.466(CFS) Time of concentration = 5.95 min. Rainfall intensity= 2.217(In/Hr) PROPOSED CONDITIONS -49- HYDROLOGY REPORT PA2018-02/RDR2018-01 i' Il 801 W. GRAHAM AVENUE VelltU R 111yfneer6,g Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.910 to Point/Station 2.920 **** INITIAL AREA EVALUATION **** Initial area flow distance= 95.000(Ft) Top (of initial area)elevation = 1301.800(Ft.) Bottom (of initial area) elevation = 1299.140(Ft.) Difference in elevation = 2.660(Ft.) Slope= 0.02800 s(percent)= 2.80 TIC = k(0.370)*[(lengthA3)/(elevation change)]^0.2 Warning: TIC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity= 2.394(ln/Hr)for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient= 0.851 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff= 0.081(CFS) Total initial stream area = 0.040(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.920 to Point/Station 2.930 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Depth of flow= 0.026(Ft.),Average velocity= 1.550(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 Point number 'X'coordinate 'Y' coordinate 1 0.00 0.10 2 8.00 0.00 3 16.00 0.10 Manning's 'N'friction factor= 0.013 ------------------------------------------------------------------ Sub-Channel flow = 0.081(CFS) flow top width = 4.101(Ft.) velocity= 1.550(Ft/s) area = 0.053(Sq.Ft) Froude number= 2.413 Upstream point elevation = 1299.140(Ft) Downstream point elevation = 1298.220(Ft.) Flow length = 15.000(Ft.) Travel time = 0.16 min. Time of concentration = 5.16 min. Depth of flow= 0.026(Ft.) PROPOSED CONDITIONS -50- HYDROLOGY REPORT PA2018-021 RDR2018-01 801 W. GRAHAM AVENUE VenLwa Enyineeiing Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI Average velocity= 1.550(Ft/s) Total irregular channel flow= 0.081(CFS) Irregular channel normal depth above invert elev. = 0.026(Ft.) Average velocity of channel(s) = 1.550(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.910 to Point/Station 2.930 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area= 0.040(Ac.) Runoff from this stream = 0.081(CFS) Time of concentration = 5.16 min. Rainfall intensity= 2.360(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.466 5.95 2.217 2 0 081 5.16 2.360 Largest stream flow has longer time of concentration Qp = 0.466 + sum of Qb la/lb 0.081 * 0.939 = 0.077 Qp = 0.543 Total of 2 streams to confluence: Flow rates before confluence point: 0.466 0.081 Area of streams before confluence: 0.240 0.040 Results of confluence: Total flow rate= 0.543(CFS) Time of concentration = 5.950 min. Effective stream area after confluence = 0.280(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.930 to Point/Station 2.940 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.080(Ft.), Average velocity= 1.889(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X'coordinate 'Y' coordinate 1 0.00 0.20 2 9.00 0.00 3 18.00 0.20 Manning's W friction factor= 0.013 --------------------------------------------------------------- Sub-Channel flow = 0.543(CFS) flow top width = 7.191(Ft.) PROPOSED CONDITIONS -51- HYDROLOGYREPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE Ventura Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI velocity= 1.889(Ft/s) area = 0.287(Sq.Ft) Froude number= 1.665 Upstream point elevation = 1298.220(Ft.) Downstream point elevation = 1298.100(Ft.) Flow length = 6.000(Ft.) Travel time = 0.05 min. Time of concentration = 6.00 min. Depth of flow= 0.080(Ft.) Average velocity= 1.889(Ft/s) Total irregular channel flow= 0.543(CFS) Irregular channel normal depth above invert elev. = 0.080(Ft.) Average velocity of channel(s) = 1.889(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.940 to Point/Station 3.110 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow= 0.065(Ft.), Average velocity= 3.224(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X'coordinate 'Y' coordinate 1 0.00 0.30 2 14.00 0.00 3 24.00 0.30 Manning's 'N'friction factor= 0.013 ---------------------------------------------------------------- Sub-Channel flow = 0.543(CFS) flow top width = 5.190(Ft.) velocity= 3.224(Ft/s) area= 0.168(Sq.Ft) Froude number= 3.154 Upstream point elevation = 1298.100(Ft.) Downstream point elevation = 1297.100(Ft.) Flow length = 13.000(Ft.) Travel time = 0.07 min. Time of concentration = 6.07 min. Depth of flow= 0.065(Ft.) Average velocity= 3.224(Ft/s) Total irregular channel flow= 0.543(CFS) Irregular channel normal depth above invert elev. = 0.065(Ft.) Average velocity of channel(s) = 3.224(Ft/s) PROPOSED CONDITIONS -52- HYDROLOGY REPORT PA2018-02/RDR2018-01 +� 801 W. GRAHAM AVENUE ven<<11-a Ingineei inn hill d we LAKE ELSINORE, CALIFORNIA 92530 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 3.110 ****CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.280(Ac.) Runoff from this stream = 0.543(CFS) Time of concentration = 6.07 min. Rainfall intensity= 2.198(In/Hr) Summary of stream data: Stream Flow rate TIC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.134 7.67 1.983 2 0.543 6.07 2.198 Largest stream flow has longer or shorter time of concentration Qp = 0.543+ sum of Qa Tb/Ta 0.134 * 0.792 = 0.106 Qp = 0.649 Total of 2 main streams to confluence: Flow rates before confluence point: 0.134 0.543 Area of streams before confluence: 0.070 0.280 Results of confluence: Total flow rate = 0.649(CFS) Time of concentration = 6.071 min. Effective stream area after confluence = 0.350(Ac.) End of computations, total study area = 0.35 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.350 Area averaged RI index number= 75.0 PROPOSED CONDITIONS -53- HYDROLOGY REPORT PA2018-02/RDR2018-01 41 801 W. GRAHAM AVENUE Ventura Engineering Inland IN( LAKE ELSINORE, CALIFORNIA 92530 VEI ATTACHMENT 4: EXHIBITS This attachment contains the project site's vicinity map and hydrology exhibits. Please see the attached exhibits. *00 IS. 3*10 3bd W LLJ K ty l j4d o � id v s 1 h'J © - J o � � �jll� W LU' O t � a_ J LLJ Z f w z Z O < M: '.✓/ (� C) o • 1 �, ZOOJ r 1 , • O --v r f W a_ LL LmL ~ a V� JWZ Z �e EL ZU) wZW o 1 F- W 0O O w 0 a- 0 a- co W t nl 4.6 Cu CD ?F'' c� •�� " ��f d Via; • i n• �Y • ..G e1l�r _ co w r ►: q�l C 1 s�p 1 i if, •t'`� lip 41, No IA PM .IM 1 cn I ' cn a , a } , HYDROLOGY REPORT PA2018-02/RDR2018-01 801 W. GRAHAM AVENUE vend rar InIand we LAKE ELSINORE, CALIFORNIA 92530 ATTACHMENT 5: FEMA DETERMINATION This attachment contains the project site's FEMA determination. Please see the attached exhibits. Q m C O = x N U m N 2 ao Eom yam (u Z C N s J D = a1 O LL C O U! G-w O O a p o = 3 3 a cn c m 10 u� ° .L.'- m m m •3 c o c a� m a dam o c o 0o y0 c "� a m m o _ Q a1 a) N m o o m E O N c D N m v LL"= o m Q "' o x a a a 3 0 0 :� a n� Y m E g a$t °a >.m 1. w ` d m w- o P LL s o a) o t 3 c c c ° -1 m a N � o Cc o o Y > o m m ° a 'm E d O O. a m L ° @ C f0 ? t/1 d' LL E a+ LL a) m 10 Q m $Y a_N d C a) O T ,0 O < LL a) o U U C y O 2 -2 a m m m UI W m a) O a) N LL > m Y O a U Q a a d O O m m E a C N m ❑ LL (0 u UI =' o N Z O N > O C U N W a m N U Q f6 C m a @ I/i a GO O'O:p O (m0 o 01 m 0 m G = N N v o a) LL C O U y O C C y 0 O W V a) > p c p ma ° c m ut La :° ❑ a ° n caLL > >Vn E E:: m z mew o c v, oLL y d Y o o m m m a >, m o > o ° d" io Q ° m o ❑ m . ._ > a w o p in .0 m ❑ :_° a i,m m�_ m` n m 'm ° ° m m u 3 3 o • wo c m o y m _ oY d maW- ° p o r w c m (� c N N N ._+ 'm o y m m f6 N 'O >' w N.i o_ c c a) m a ="=r o m ° m m m m m m ° m m •- o N m o O N O N"� O N ? d > T N w d L O m 0 16 � � 0 0 'O m O t/1 .- � > m C m aI a)3 Y 2 m w m O O a f0 LL U Q J Q Q W Q U J U �i U m 'J U a 2 ❑ Z a L W o a O d = C a)LL•C Mn 0 E m UI OO O (gypo Oo m a N m m Z O N J fm/yl O n E a a ¢ ❑In LL❑ W J v) • m cn N E n C N a m LL m m a1 C O •a pu� O�Q w <� _� w o Eo a'y mZ ° ¢ Q N w H Z a o ° >. a io `o t d m a y , c m W J a wQ Q wU Oa d ©" E m 916 o axi u~ E E aci"m nnm Q n�I Q p w f'S LL d a m N c°i m in of ai o E aci E ° LL a¢ wO p �a� m � 'm3 ' o Pdmm J a. 117.19'51.64"W • . ram; ' - ,�"• � �'• er •' � `+ 1p e ' O ► ,. • 1 o fA CD 75 tL o w d o rot 94 .; LO � a� • LU • rrnn ` J CD .Al O CD UJ LO o �� ii • i 1 ��� N 'AA AA.Ot 6Z.Oe�r.IL LEGEND (1297.6 -- PROPERTY LINE (1297.0)) PROPOSED(1�7 _ ADJACENT RESIDENCE °IP I DRAINAGE AREA BOUNDARY 0100=1.1 CFS c (1299.N)) 299.65) 010-O.7 CFS E5) a t .757w 13m.6o 03a.so) (t3aae0G I ('�' DRAINAGE AND ACREAGE BOUNDARY, (,3oz7z) /Fc (,3oe.00) �c I A 7297.757E a FG ) FG /1 .4 13�'og) r FG 1 8 (1307.78G i #p 7701.757E N89°45'56"E 164.9T 1305.08fF 7307097E CI 1 1298.30 ; % 12 .4 �> �> T I II�� 3.11 D'c I �2.81 N 'S 1 t N t (,3G7.ss) DW PAIN.o REcnoN.LENGTH 297.iR 9 1 99G38 5.38R 1 1.1\ \121 5. 2.51 I 1 1 W 2 I 5.38R I 1307. "+I#I AC �p _ 1 0 W I I a - - --�i- -�- -� - 1306.81 `A�7st i • O STUDY NODE NUMBER W 12 .10 9 40 55 60 FL Z 1297.68) 2.94 9 .eee11 N S GB 3 �B, �B. 1 �I 2> -m (1297.76) t Oo I A CONFLUENCE POINT nw �_ �n 0 CF .. 2.92 ' I Q "� --- _ 2.42 2.82 62 221 �: ' 232 11 f 1 Z' ' 1 1n 4"AMENDED SOIL AREAS T = f y a. :• 2 8 - : 2 5 :�'3• �• : 2.2 0.01 AC i � (SEE GP FOR DETAILING) ax Ia (130 I � � (;zs 62 . . .� r •: o.oa Ac ::� �:� o.os Ac :�:�. : :� o.oa Ac 16 ■f STUDY BASIC INFORMATION (129 33) '. '1: .�. ,.Ri .# Qom.' t 4 1.12 .47) It aQ ic. 7 4 t 3 7 STORM EVENT 10-YEAR,100-YEAR 9YA v 1297. TC .1 I ,F(.•, !!! I I I T 1297. FL 1R I PLATE ELSINORE-WLDOMAR pz99.u) MM. AMC 2(10-YR),3(100-YR) FS 11 mI F' 1 FF=1301.92 : ` GF 13oa.62 a F 1307.32 7 ' IG 2-6 6 $ a NOAA ATLAS 14 2 YR-60 MIN=0.468 I (1 rs) a t t. 1 1 7 t t .7 SOIL TYPE D 'Q W I ll 2-7 iir I T I N `n ' `'• 2.4 P W a NOAA ATLAS 14 100 YR-60 MIN=1.28 2.7 2.3 I 2.1 '• .• o w I PLATE D-4.6 INTENSIFY CURVE 0.44 0.03 AC 0.02 AC ' 4T 0.02 AC T B ef' \ FF 304.79%- A I GF 1307.49 ° G4=1302.09 ;• . : 6 (13m.16) 25't 9t �6 4 ♦ I 2 9 \ :3 �� ' 211 � I PROPOSED CONwnONS SUMMARY 40 `� 2.41�h 'n ♦ ♦ Nis I ca4rtuENCEPaNra s •� ,n 0.04 AC RLDENCE 5� RES6 NCE 4 RESTENCE 3 RESIDENC � RESIDENCE 1 DATA _10-YEAR foavEAR I FF=1 05.37 1 FF=1 8.07 I STUDY NODE POINT FF=1302. 7 _ I 121 AMC 3.1�1 3„' I ' PAD- 307.4 1 INTENSITY(INMH� 2.198 3.542 7G ;�• .; 1 PAD=1302V , :.: 2.61 PAD 304.7 ■■■ J I TOTAL DISCHARGE CFS 0.7 1.1 y 6 1.51 1.41 7 '. 2-31 j I 1.2 TIME OF CONCENTRATION MIN 6.07 5.94 I I(1297.78RJ ^(1298�) •jy•®+•, ,A,+, \ '.r : I AREA ACRES 0.35 0.35 6 1.5 1.4 0.02 AC �� UNIT HVDROGRAPH VOLUME ACRE-FT N/A 0.0232 Ta s (13w., ; ��•♦ 7 T• 3 6 P. T I N 0.01 AC 0.02 AC 1.31 ..,F�.•. eez : '' 2.91 � .�°• +:. V,°. 3 FS .'. Jet .KI .- .•lal 4 iii �t FG a° P 1:: 44 ]6) T i (II M52) 2'.6 .5 3Tc Vi ) a 0 ) Nt 27 t 6' erwt . i o a . •:. a. .4 ',Ec .. a _I' (,301.,3) . F(15302 ) ry303.99 (t3ncz2) Fs 03w. 1.32•."� 1s E ST. SIDEWALK'306.7e) 13a6.63) I I \ V 54' (13o3,$) (1 03a.76) (305.W) 7c I j q Tc 7c Tc I� FL -e'w 6'w e'w e'w 6'W e'w rw e'w 6'w 6'w eY 6'r1 6'w EXIST. E CURB 0' 1.�.J CONCRETE&GUTTER CONCRETE PAD, I - 1' 1.43 WALKWAY, ( 6"AMENDED a, DISCONNECTED TO z SOIL AMENDED SOILS 4- N. LOWELL ST. 2A811. - - T - -G - - - - - - - - - - - - - - - y - _-SMH •SS----- "SS-�--8'SS- ; --8'SS---- "SS----8"SS----s'SS----B"SS---- "SS--- "SS----B*Ss----S"SS--- "SS----B'SS----8"SS----B"SS- _-- T AMENDED SOIL DETAIL(FROM GRADING PLAN) NOT TO SCALE m CONFLUENCEPOINTA CONFLUENCEPOINTA IO&YEAR DESIGN STORM EVENT COMPARISON 16.YEAR DESIGN STORM EVENT COMPARISON X DATA EXIS77NG PROPOSED COMPARISON DATA IWS78VG PROPOSED COMPARISON w STUDY NODE POINT 1.24 3.11 WA STUDY NODE POINT 1.2d 3.11 WA INTENSITY INMR 3.170 3.542 +0.372 INTENSITY INIHR 1.971 2.198 +OF Q )� 2� 3o TOTAL DISCHARGE(CFS) _1.0 _ 1.1 _ +0.1 TOTAL DISCHARGE CF5 0.6 0.7 +0.1 m TIME OF CONCENTRATION MIN - 7.64 5.94--- -1.70 TIME F CONCENTRATION MIN 7.77 6.07 -1.7 AREA ACRES 0.34 0.35 +0.01 AKFIACRES) 0.34 0.35 +0.01 (w FAT) O UNIT HYDROGRAPH VOLUME ACRE-F7 0.0142 0.0232 +0.0080 UNIT HYDROGRAPH VOLUME ACRE-FT 10-YEAR UH NOT ANALYZED 1 inch= 10 tt m REQUIRED DETENTION VOLUME=392 CU-FT L4 2470 T6) PROVIDED DETENTION VOLUME 6-AMENDED SOIL LANDSCAPING=804 CU-FT (ORIGINAL SIZE w cy PA2018-02/RDR2018-01 CITY OF LAKE ELSINORE o 801 W. GRAHAM STREET O LAKE ELSINORE, CA 92530 VENT URA ENGINEERING INLAND LOT 2 OF BLOCK 28 PER MB 6, PG 302 0 APN: 374-783-018 27393 TEMECULA,ECALIFORNIIA 925919 PHONE951)573)46 55726 32 PROPOSED CONDITIONS = LEGEND — PROPERTY LINE (1297.�7) ^. (1297.�4) I I tq)� DRAINAGE AREA BOUNDARY (t2W. EXISTING F$ I Q10iT CFS (1299.49) .4s) 010CFS FS - a (t30S80) 0307.3>)I DRAINAGE AREA SUB BOUNDARY (/704.50) I G3m.eo) (13o27z) �Fe (130s09) � `3ae.ao) (,3m.7e) I A0 I G NUMBER.AND ACREAGE ^ FGFG FG 1.24 ••; I I \ \ I I > > ® FLOW PATH,DIRECTION,LENGTH 1 c ZS) �297.1 I I AC I 1 \ 1 \ I /V FL 4 0n&02)J ' r I O I I ` ` ` I <lowt <— ` ��JOI.S,J • O STUDY NODE NUMBER I g` I \ 1 \ Tc wo < (1 I I I CONFLUENCE POINT 297.75) I I I \ < < \ 100' I I I OIF97.24) < .; I < I �<visa \ T n 5 d I l < 70 \ I I ow-2.) I w T EP STUDY BASIC INFORMATION (t2e7I n) O °' I ` I I lac I STORM EVENT 10-YEAR.100-YEAR PLATE ELSINORE-WILDOMAR T I 1 (1299.7 I AMC 2(10-YR),3(100-1R) \ 1 \ ` I 0.17 AC I I I SOIL TYPE D (+ �> I I 0.17 AC I I NOAA ATLAS 14 2 YR-60 MIN=0.468 = r \ I \ 1 i T Q II NOAA ATLAS 14 100 YR-60 MIN=1.28 # I°� I I \ \ \ ` ' I I I I PLATE D-4.6 INTENSIFY CURVE 0.44 d (1307.18) I MUS77MG CONDRIONS SUMMARY 1 CONFLUENCEPOINTA DATA 10YEAR 100•YEAR STUDY NODE POINT 1.24 1.24 II I I AMC II III INTENSITY INAiR 1.971 3.170 I 1 I TOTAL DISCHARGE CFS 0.6 1.0 y TIME OF CONCENTRATION MIN 7.77 7.6 (129852 4 T I(t297.78)J ) 1 1 \ ` I I I AREA ACRES 0.34 0.34 Ii FL FS F8 UNIT HYDROGRAPH VOLUME ACRE-FT NIA 0.0142 (1300:42) ;-. (1300.92) q 'f I 1W4 FG .26) �( (1�98.52) ° e .a ° 4 d (1 12) 1302A2 :s d �- _. f130.5.38) -\. I (1307.13) I . T I I I 1c (lA�. ) (t3eo.211 . 0301:1a� 8 °�S (,3W.m) FS EP 1W'. FS < � 11 FS d a .p _ I L ° (1301.25) (130287) 170279) (170398) 130A43)J a (t30522) T I \ FS FS FS ( FS 1305.59) (,30678C I 3aB.63) I '� I 03oa+)Tc r�.3o) (�304.79) \ I 3 q 7,1 gy m 5.W rW 8'w rW e'w e-w e'W WW e-W e'W IW BY eY e'W 8'W rW I II ! N . LOWELL ST. �11 IT _ r — — — — — — — — — — — — — — — — — — - - _—SMH I I s "SS--- 'SS—i—�'SS— —� — — � �SS----B'SS--- B'SS----8�55----��SS--- BASS--- "55----8"SS---- —BASS--- '9�55----�-SS----8"55---�"SS--- T I I —Y1 W WI W W I # u T Y i m III T I w 0 10 20 30 m (IN FM O 1 11kn- 10 1L (ORIGINAL SIZE L4 24X86) W ry PA2018-02/RDR2018-01 c� CITY OF LAKE ELSINORE o 801 W. GRAHAM STREET O LAKE ELSINORE, CA 92530 VEMRA ENGINEERING INLAND LOT 2 OF BLOCK 28 PER MB 6, PG 302 0 APN: 374-183-018 EMEC tt, ROAD,SUITE 91 PHONE 1)3 —572632 EXISTING CONDITIONS TEIIECULA,CALIFORNIA 92591 FAX(951)346-5726