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Home My WebLink AboutParcel Map 30180 Parcel A, 13-14 Hydrology Report.pdf � Ventur� Enyineering Inland INC VEI HYDROLOGY REPORT . 76 & CIRCLE K FUELING FACILITY PA 17-0318, LD 18-0803 SWC HIGHWAY 79 AND PECHANGA PARKWAY, TEMECULA, CAL/FORNIA 92592 PARCEL A OF CERTIFICATE OF PARCEL MERGER PA17-0970 APN 931-440-010-3 & 961-440-016-9 PREPARED FOR: PREPARED BY: TEMECULA OIL AND WATER, LP VENTURA ENGINEERING INLAND 305353 TEMECULA PARKWAY 27393 YNEZ ROAD, SUITE 159 TEMECULA, CALIFORNIA 92592 TEMECULA, CALIFORNIA 92591 (951) 252-7632 Rev2 Date:June 27, 2018 Rev1 Date:May 3, 2018 Original Dafe: October 20, 2017 1 hereby declare that 1 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. pEtC�E5,5J � F � � � - Q � � � � 6/27/18 � � � {FRE�� S.D. VEHiTJRA� 66532 � WILFREDO VENTURA DATE No. R.C.E. NO. 66532 �c Exp. 6-30-18 ,� EXP/RES 6/30/18 � CIVIL � q� CF �l�C�P VENTURA ENGIlV,�EF71NG INLAND, INC. 27393 YNEZ ROAD,SUITE 159, TEMECULA, CALIFORNIA 92591 TOLL FREE OFFICE(877) 723-4224 FAX(951)552-1686 HYDROLOGY REPORT 76$ CIRCLE K FUELING FAC/L/TY � PA17-0318, LD18-0803 ,:,•,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, SWC HWY 79 &PECHANGA PlCWY, 7EMEC�JLA, CA 92592 V E I TABLE OF CONTENTS DESCR/PTIONS PAGE COVER SHEET. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i TABLE OF CONTENTS . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . , ii 1.0 INTRODUCT/ON. . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2.0 LOCATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • - - - - � 3.0 METHODOLOGY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 4.0 EX/ST/NG CONDITIONS CALCULATIONS . . . . . . . . . . . . . . . . . . . . 2 5.0 PROPOSED CONDIT/ONS CALCULAT/ONS . . . . . . . . . . . . . . . . . . 2 6.0 COMPARISON . . . . . . . . . . . . . . . . . _ . . . . . . . . . . . . . . . . . . . . . . . . 3 7.0 FEMA ANALYS/S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 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: EX/STING COND/TIONS CALCULAT/ONS 4 11.3 ATTACHMENT 3: PROPOSED COND/T/ONS CALCULAT/ONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 11.4 ATTACHMENT 4: EXHIBITS . . . . . . . . . . . . . . . . . . . . . . . . . . 5 11.5 ATTACHMENT 5: FEMA ANALYSIS . . . . . . . . . . . . . . . . . . . . 5 ATTACHMENT 1: STANDARDS EXCERPTS ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS ATTACHMENT 4: EXH/B/TS ATTACHMENT 5: FEMA ANALYSIS Rev2:June 27,2018,Rev1:May 3, 2018 2016-094:Pechanga Square -r- Original:October 20, 2017 HYDROLOGY REPORT 76$ CIRCLE K FUEL/NG FACILITY � PA17-0318, LD18-0803 �,,,,,,,,,,,,,,�,,,,,.,.,;,,,,,,,,.,,,,,,�, SWC HWY 79 &PECHANGA PKWY, TEMECULA, CA 92592 V E I 1.0 INTRODUCTION The purpose of this report is to calculate the pre-development and post development hydrology conditions for the proposed retail gas and convenience store commercial development located on the southwest corner of the intersection of Highway 79 and Pechanga Parkway in Temecula, California 92592. The project site is currently a vacant, undeveloped lot that was previously graded for commercial uses. In addition, the project site currently drains to the south and west into the associated street curb and gutters of Highway 79 to the north, Pechanga Parkway to the east and Cupeno Lane to the south. There is an existing catch basin and storm drain in Cupeno Lane that is the ultimate point of compliance and confluence for the project site as will be illustrated in this report. The project site proposes to grade parts of the project site to create enough flat areas to build the proposed retail gas station, convenience store, associated driveways, associated parking, landscaping, and associated water quality elements. The proposed project site will drain its impervious areas into four different infiltration areas, as outlined in this report and in the associated Water Quality Management Plan (WQMP). This report will outline flood control issues only and assumes that no infiltration is happening, in the worst-case scenario or overFlowing infiltration basins that are discharging through the included overflow storm drain system of 12"storm drain line. This report has been created using the Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978)as discussed further in Section 3.0. 2.0 LOCATION The project site is located at south west corner of Highway 79 and Pechanga Parkway in Temecula, California 92592. The project site is further bordered by residential development to the west and Cupeno Lane to the south. Plot A vicinity map is provided for reference in Attachment 4. 3.0 METHODOLOGY This report has calculated 100-Year Maximum Peak Runoff 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 hydrology calculations will be divided into two sections: existing conditions and proposed conditions. The existing conditions calculations are provided in Attachment 2: Existing Conditions Calculations. The proposed calculations are provided for reference in Attachment 3: Proposed Conditions. In addition, hydrology maps have also been created for the project site and are included in Attachment 4: Hydrology Exhibits.And lastly, the impacts on any FEMA related items are discussed in Section 7.0 and mapping is provided for reference in Attachment 5: FEMA Analysis. Rev2:June 27,2018,Revl:May 3, 2018 2016-094:Pechanga Square -? - Original:October 20,2017 HYDROLOGY REPORT 76 B CIRCLE K FUEL/NG FACILITY � PA17-0318, LD18-0803 ,,,,,,,,,,,,,,,,,,,,,,,,;,,,,,,,,,,,,,,,, SWC HWY 79 8 PECHANGA PKWY, TEMECULA, CA 92592 V E I 4.0 EXISTING CONDITIONS CALCULATIONS The existing conditions have been evaluated using the Rational Method from the Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978). 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 in Attachment 2 for reference. The existing conditions exhibit is provided for reference in Attachment 4. A summary of the existing conditions calculations is as follows: A summary of the existing conditions data is as follows: EXISTING CONDITIONS COMPL/ANCE PO/NT A SUMMARY DATA 100-YEAR STUDY NODE POINT 1.23 INTENSITY IN/HR 4.077 TOTAL DISCHARGE (cfs 6.6 TIME OF CONCENTRATION MIN 7.51 AREA ACRES 1.79 5.0 PROPOSED CONDITIONS CALCULATIONS The proposed conditions have been evaluated using the Rational Method from the Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978). 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 in Attachment 3 for reference. The proposed conditions exhibit is provided for reference in Attachment 4.A summary of the proposed conditions calculations is as follows: A summary of the proposed conditions data is as follows: PROPOSED CONDITIONS COMPLIANCE PO/NT A SUMMARY DATA 100-YEAR STUDY NODE POINT 4.13 INTENSITY IN/HR 3.234 TOTAL DISCHARGE cfs 6.2 TIME OF CONCENTRATION MIN 7.49 AREA ACRES 1.79 Rev2:June 27, 2018,Rev1:May 3, 2018 2016-094:Pechanga Square -2- Original:October 20,2017 HYDROLOGY REPORT 76& CIRCLE K FUEL/NG FAC/LITY � ! PA17-0318, LD18-0803 �;,,,,,,,,,,,,,,,,,, ,,,,,;,,,,,,,,,,,;,�� SWC HWY 79 &PECHANGA PKWY, TEMECULA, CA 92592 V E I 6.0 COMPARISON The project site proposes not only low impact development processes like draining impervious areas to landscaped areas; but also,the project site proposes to use four infiltration areas to meet hydromodification management elements as well per the site specific WQMP(separate document).This will not only have the effect of reducing the area of the project discharging to Compliance Points A, but it will also significantly decrease the Q�oo as well. This report has been created to calculate the flood control issues only and assumes that no infiltration is happening, in the worst-case scenario or overflowing infiltration basins that are discharging through the included overFlow storm drain system of 12" storm drain line. With this taken into account, a comparison of pre-and post-conditions at Confluence Point A is as follows: COMPL/ANCE PO/NT A SUMMARY COMPAR/SON FLOOD CONTROL ONLY—NO/NF/LTRATION DATA EXISTING PROPOSED COMPAR/SON INTENSITY IN/HR 4.077 3.234 -0.843 TOTAL DISCHARGE cfs 6.6 6.2 -0.4 TIME OF CONCENTRATION MIN 7.51 7.49 -0.02 AREA ACRES 1.79 1.79 NO CHANGE 7.0 FEMA ANALYSIS The proposed project site proposes to increase the imperviousness of the site; however,to meet low impact and hydromodification design requirements, the project site proposes the use of infiltration areas. This means that although the imperviousness of the site will increase with the retail gas station and convenience store, the increase in runoff will not be seen and existing flows will be reduced by the infiltration elements and flow routing as proposed by the associated grading plan. Based on the FEMA Flood Insurance Study Mapping excerpt provided in Attachment 5 the project site is not designated for Flooding by FEMA and is designated as Zone X. 8.0 CONCL USION The proposed project will construct a new retail gas station with a convenience store and will utilize low impact development solutions to handle water quatity treatment and hydromodification through infiltration basins. The project site increases the imperviousness of the site, but the proposed LID and infiltration elements are more than adequate to mitigate this increase using the proposed infiltration areas. In addition,the following statements apply to the project site: ❑rainaQe Patfern Alterafion Stafement: 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 points in the proposed conditions as the existing conditions if the infiltration areas overflow. Flooding Sta[ement; 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, or substantially increase the rate or amount of surface runoff in a manner which would result in flooding on-or off-site. Rev2:June 27,2018,Rev1:May 3, 2018 2016-094:Pechanga Square -3- Original:Ocfober 20,2017 HYDROLOGY REPORT 76& CIRCLE K FUEL/NG FACILITY � , PA17-0318, LD18-0803 �,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,�,,,,, SWC HWY 79&PECHANGA PKWY, TEMECULA, CA 92592 V E I Nousrng rrr a '100-Year Flood Nazard 5tatement: The project does not propose housing and is designated as Zone X per the FEMA map. This map is provided for reference in Attachment 5. 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. � � +� �Q �� _ � ��o s.a. vEN�u�A� 6/27/17 No. 66532 Wilfredo Ventura � ExP. 6-30-18 ,� Date � CIVIL �Q. �� CF C�I.�F� 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. The existing conditions calculations are summarized in Section 4 of the report. Calculations are provided here for reference. Rev2:June 27,2018,Rev1:May 3, 2018 2016-094:Pechanga Square -4- Original:October 20, 2017 HYDROLOGY REPORT 76� CIRCLE K FUEL/NG FACILITY � PA17-0318, LD18-0803 �.,.,,,,,,,,,;,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, SWCHWY79 &PECHANGA PKWY, TEMECULA, CA 92592 VEI 11.3 ATTACHMENT 3: PROPOSED CONDIT/ONS CALCULAT/ONS This attachment contains the proposed conditions calculations. The proposed conditions calculations are summarized in Section 5 of the report. Calculations are provided here for reference. 11.4 ATTACHMENT 4: HYDROLOGY EXHIBITS The Existing Conditions Hydrology Exhibit, Proposed Conditions Hydrology Exhibit, and a copy of the project site's grading plan are provided here for reference. 11.5 ATTACHMENT 5: FEMA ANALYSIS The site-specific FEMA information is provided here for reference. Rev2:June 27, 2018, Rev1:May 3, 2018 2016-094:Pechanga Square -5- Original:October 20, 2017 HYDROLOGY REPORT 76& C/RCLE K FUELING FAC/LITY � ; PA17-0318, LD18-0803 V�•nlm,i tntpn�rnnq Inlnml INl SWC HWY 79& PECHANGA PfCWY, TEMECULA, CA 92592 V E I ATTACHMENT 1: STANDARD EXCERPTS This attachment contains various excerpts from the Riverside County Flood Controi & Water Conservation District Hydrology Manual (April 1978 edition). Please see the attached excerpts from the standards. � ��aa BC Q B C a D 6 C d BC ❑ ��d4�o� rrn £3 C B R � a n � q. d °` a o'. a' r.� �ti ��. . � � .: _;�'',�:�,+ _ '�'� , o ' ' s ,� ;f.�Y� ,: - � � �. : � a•:-=� .� BC~ r,, g �aC � . ►t�'' - ' •�' 1� : : ., 4`.� eC � e t... f.•- I-' „'C i' B � . 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'r�! � ,,, �._ `'�.ri�i .,��.... „<sd}';.;:�� ;� :o �{; ,,�� i:r:: y:1" •;`�!�;..{;�;' ;�'.i �;1�ti1!6�e �� • ,-�'�",;� �,:j l'x.i: .�rkir+_. � �N uY i,i�} �+{.i�:_F�•�!;�_;r �' •.y,•,.' l ,�..;•,' _ �,n , . ..��•� ,i� . ��+..�:. � ', ., Yl:;;� � # ,:- -R � r,. ,�. •�t`f.,� W��• # k.,'� f� -_•�,• �; .:••:.:,, :� "�tiP;: ��t;'� ',s:'� ��;.; ,,.�.....�-at:� .� iA-3... »•=Z�' LEGEND HYDROLOGIC SOILS GROUP MAP SOILS 6ROUP BOUNDARY FOR A SOILS ORpUP DESIONATION R C F C a W C D PECHANGA T�'(JRO�C)rY l�/J�iyU;a! 0 FEET 5000 PLATE C—I.61 Tc' LIMITATIONS: L 100 I. Maximum length =1000� Tc 1000 90 2. Maximum area = 10 Acres 5 900 8O a � °' H 800 7O .-. c.�i 500 f' u Y v, y 400 Q � o 0 300 � 700 60 � > 200 7 � c � v w a�i � n � 00 � N E � i 600 0 5O o o v 50 8 0 c - - m E v� y 3O d - - �.rr �Q n � c 2� 9 a �J�� '~-_,_--.� �/� y � � �., � ' � � 10 w ;, 35 � �' w e 10 �E m n 3 S li � �' K Ai � �. �� I I � � � 400 � 30 U�developed � ~ ��- _ orn - Good Cover � d 2 `�- �2 c ,� �n m 350 � 25 Undeveloped � �.o . � � Fair Cover � ^ .s 14 " o E _ .5 �•.- c 300 � 9 Pooer eCo er � o .2 �� 16 � _ � � 250 � 17 Single FamilY � � �7 E J ' f 6 (I/4 Acre] �d �S = t o 15 Commercial 0 R t9 U � � 14 �pn��.y- � 20 ~ m 200 � 13 � � � � � o J � 12 � ,� c . � cg I I `Z. � c 25 � w- c � KEY � �� 9 L-�H Tc-K-Tc' o � 8 30 � EXAMPLE: E � 7 (I) L=550�, H =5.0; K=Single Family(I/4 Ac.) 35 Developmeni ,Tc = 12_6 mi�. 6 100 (2) L=550�, H =5.0�, K= Commercial 40 Oevetopment , Tc= 9.7 min. 5 4 Reference:8ibliography ifem No. 35. 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N N N N N 1�1 r�1�'1 1'1 1'f ♦ f 1f1 1f1�O �O h P m m K Z �r-. �I R � F C � W C D STANDARD r�`I�R�J!�JGY 1�/)AN�JA� INTENSITY - DURATION CURVES DATA PLATE D-4.1 (4 of 6) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMPLEXES FOR PERVIOUS AREAS-AMC II Cover Type (3) Quality of Soil Graup Cover (2) A H C a NATURAL COVERS - Barren 78 96 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, I3arrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 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 broadZeaf trees predaminate. 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 58 72 79 URBA13 COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) 7�rf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL CCNERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) RCFC 8� WC D RUNOFF INDEX NIJMBERS rJYDR�JLi7GY 1�/JANUAL F�R PERVI�US AREA PLATE D-S.5 (I of 2) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMP�XES FOR PERVIOUS AREAS-AMC II Cover Type (3) Quality of Soil Group Cover (2) A B 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, Al1 runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) I2. 2. Quality of cover definitions: Poor-Heavily qrazed 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. 5ee Plate C-2 for a detailad description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover 'Iype Descriptions" on Plate C-2, 5. Reference Bibliography item 17. R C F C a W C D RUNOFF INDEX NUMBERS f-JY�R�J!�JGY 1�/�ANUAL FOR PERVIOUS AREA PLATE D-9.5(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. (�S 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 assumptioris. 2. Recommended values are based on average conditions which may not apply to a particular study area, The percentage impervious may vary qreatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is cotmnon 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 esti.ma� ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recotmnended in the table above. R C F C � W C D IMPERVIaUS C�VER r�YDR�L�GY J�/�ANUAL F�R DEVEL�PED AREAS P�ATE E-6.3 HYDROLOGY REPORT 76& CIRCLE K FUEL/NG FAC/LITY �] � PA17-0318, LD18-0803 v�•�,n,�„i��i��,��i��i,��,�i i��c SWC HWY79&PECHANGA PjCWY, TEMECULA, CA 92592 VEI ATTACHMENT 2: EX/STING CONDITIONS CALCULATIONS This attachment contains the existing conditions calculations. Please see the attached calculations. HYDROL QGY REPdRT 76& CIRCLE K FUELlNG FACILITY � PA17-0318, LD18-0803 �,,,,,,,,,,,,;,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, SWC HWY 79 8 PECHANGA PKWY, TEMECULA, CA 92592 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: 10/21/17 File:2016094D1EX100.out ***''***** Hydrology Study Control Information *'`*'`*'`**** English (in-Ib) 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 Standard intensity-duration curves data (Plate D-4.1) For the [Murrieta,Tmc,Rnch Callorco]area used. 10 year storm 10 minute intensity= 2.360(In/Hr) 10 year storm 60 minute intensity= 0.880(In/Hr) 100 year storm 10 minute intensity= 3.480(In/Hr) 100 year storm 60 minute intensity= 1.300(In/Hr) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity= 1.300(In/Hr) Slope of intensity duration curve= 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 = 1017.000(Ft.) Bottom (of initial area)elevation = 1010.500(Ft.) Difference in elevation = 6.500(Ft.) Slope= 0.06500 s(percent)= 6.50 TC= k(0.530)'`[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 5.777 min. Rainfall intensity= 4.710(In/Hr)for a 100.0 year storm UNDEVELOPED (poor cover)subarea Runoff Coefficient= 0.872 Decimal fraction soil group A= 0.450 Decimal fraction soil group B=0.000 Decimal fraction soil group C = 0.290 Decimal fraction soil group D = 0.260 RI index for soil(AMC 3) = 89.94 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff= 2.383(CFS) Total initial stream area = 0.580(Ac.) Pervious area fraction = 1.000 HYDROLOGY REPORT 76& C/RCLE K FUELING FAC/LITY � � PA17-0318, LD18-0803 ,,,,,,,,,,,,,;,,,,,,,,�,,,,,,,,,,,,,,,,,,,,, SWC HWY 79&PECHANGA PKWY, TEMECULA, CA 92592 VE I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 1.210 to Point/Station 1.220 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ''**" Estimated mean flow rate at midpoint of channel = 4.552(CFS) Depth of flow= 0.163(Ft.), Average velocity= 1.970(Ft/s) "****"* Irregular Channel Data """****'`''*'` Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.25 2 17.40 0.00 3 43.30 0.25 Manning's'N'friction factor= 0.020 Sub-Channel flow = 4.552(CFS) ' ' flow top width = 28.288(Ft.) ' ' velocity= 1.970(Ft/s) ' ' area= 2.310(Sq.Ft) ' ' Froude number= 1.215 Upstream point elevation = 1010.500(Ft.) Downstream point elevation = 1006.430(Ft.) Flow length = 205.000(Ft.) Travel time = 1.73 min. Time of concentration = 7.51 min. Depth of flow= 0.163(Ft.) Average velocity= 1.970(FUs) Total irregular channel flow= 4.552(CFS) Irregular channel normal depth above invert elev. = 0.163(Ft.) Average velocity of channel(s)= 1.970(Ft/s) Adding area flow to channel UNDEVELOPED (poor cover)subarea Runoff Coefficient=0.860 Decimal fraction soil group A= 0.630 Decimal fraction soil group B= 0.000 Decimal fraction soil group C = 0.220 Decimal fraction soil group D = 0.150 RI index for soil(AMC 3) = 87.69 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity= 4.077(In/Hr)for a 100.0 year storm Subarea runoff= 4.245(CFS)for 1.210(Ac.) Total runoff= 6.628(CFS) Total area = 1.790(Ac.) Depth of flow= 0.188(Ft.),Average velocity= 2.165(Ft/s) HYDROLOGY REPORT 76& CIRCLE K FUEL/NG FACILITY � ; PA17-0318, LD18-0803 �,,,,,,,,,,F,,,�,,,,,,.,,,,,�,,,,,,,,,,,,�, SWC HWY 79&PECHANGA PKWY, TEMECfJLA, CA 92592 V E I +++++++++++++++++++++++++++�-+�-��++�++++++++t++t++++++++++++++++++++++++ Process from Point/Station 1.220 to Point/Station 1.230 ***" PIPEFLOW TRAVEL TIME (User specified size)"**" Upstream point/station elevation = 1008.000(Ft.) Downstream point/station elevation = 1007.750(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 6.628(CFS) Given pipe size= 8.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 18.671(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss= 10.524(Ft.) Minor friction loss= 8.396(Ft.) K-factor= 1.50 Pipe flow velocity= 18.99(Ft/s) Travel time through pipe= 0.03 min. Time of concentration (TC)= 7.54 min. End of computations,total study area = 1.79 (Ac.) The fotlowing 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= 75.7 HYDROLOGY REPORT 76& C/RCLE K FUELING FAC/LITY �} , PA17-0318, LD18-0803 v�,�,i�,�,��,��,�,,��,u�i,��i wc SWC HWY79&PECHANGA PftWY, TEMECUL.A, CA 92592 VEI ATTACHMENT 3: PROPOSED COND/T/ONS CALCULAT/ONS This attachment contains the proposed conditions calculations. Please see the attached calculations. HYDROLOGY REPORT 76& CIRCLE K FUEL/NG FACILITY � � PA17-0318, LD18-0803 �,,.�,�„�.,,.,,,��,,.:�,�,,��.��,�,�� SWC HWY 79&PECHANGA PKWY, TEMECULA, CA 92592 V E I 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: 06/28/18 File:2016094d3pr100.out ''******** Hydrology Study Control Information ***'`*''**** English (in-Ib) 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 Standard intensity-duration curves data (Plate D-4.1) For the [Murrieta,Tmc,Rnch Callorco] area used. 10 year storm 10 minute intensity= 2.360(In/Hr) 10 year storm 60 minute intensity= 0.880(In/Hr) 100 year storm 10 minute intensity= 3.480(In/Hr) 100 year storm 60 minute intensity= 1.300(In/Hr) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity= 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.210 *'`** INITIAL AREA EVALUATION '*** Initial area flow distance= 95.000(Ft.) Top (of initial area)elevation = 16.230(Ft.) Bottom (of initial area)elevation = 15.580(Ft.) Difference in elevation = 0.650(Ft.) Slope= 0.00684 s(percent)= 0.68 TC= k(0.300)*[(length"3)/(elevation change)]^0.2 Initial area time of concentration = 5.025 min. Rainfall intensity= 5.085(In/Hr)for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.884 Decimal fraction soil group A= 0.860 Decimal fraction soil group B = 0.140 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 3) = 55.36 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff= 0.630(CFS) Total initial stream area= 0.140(Ac.) Pervious area fraction = 0.100 HYDROLOGY REPORT 76& C/RCLE K FUEL/NG FACILITY � , PA17-0318, LD18-0803 �a•�,n,�.��„��i.��<i iu� SWC HWY 79&PECHANGA PKWY, TEMECULA, CA 92592 V E I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.210 to Point/Station 1.220 ""** IRREGULAR CHANNEL FLOW TRAVEL TIME*""'* Depth of flow= 0.081(Ft.), Average velocity= 2.605(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 3.00 0.00 4 3.00 0.50 Manning's'N'friction factor= 0.013 Sub-Channel flow = 0.630(CFS) ' ' flow top width = 3.000(Ft.) ' ' velocity= 2.605(FUs) ' ' area = 0.242(Sq.Ft) ' ' Froude number= 1.617 Upstream point elevation = 15.580(Ft.) Downstream point elevation = 15.500(Ft.) Flow length = 5.000(Ft.) Travel time = 0.03 min. Time of concentration = 5.06 min. Depth of flow= 0.081(Ft.) Average velocity= 2.605(Ft/s) Total irregular channel flow= 0.630(CFS) Irregular channel normal depth above invert elev. = 0.081(Ft.) Average velocity of channel(s) = 2.605(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 1.220 to Point/Station 1.230 *''** IMPROVED CHANNEL TRAVEL TIME *''''* Upstream point elevation = 15.500(Ft.) Downstream point elevation = 11.200(Ft.) Channel length thru subarea = 10.000(Ft.) Channel base width = 2.500(Ft.) Slope or'Z'of left channel bank= 3.000 Slope or'Z'of right channel bank= 3.000 Manning's'N' = 0.037 Maximum depth of channel = 0.750(Ft.) Flow(q)thru subarea= 0.630(CFS) Depth of flow= 0.061(Ft.), Average velocity= 3.872(Ft/s) Channel flow top width = 2.864(Ft.) Flow Velocity= 3.87(Ft/s) Travel time = 0.04 min. Time of concentration = 5.10 min. Sub-Channel No. 1 Critical depth = 0.119(Ft.) ' ' ' Critical flow top width = 3.215(Ft.) HYDROLOGY REPORT 76& CIRCLE K FUELING FAC/LITY � ' PA17-0318, LD18-0803 �,,,,,,,,,,,, ,,,,,,,•,,,,,,,�,,,,��,�,.,, SWC HWY 79&PECHANGA PfCWY, TEMECtILA, CA 92592 V E I ' ' ' Critical flow velocity= 1.849(Ft/s) ' ' ' Critical flow area = 0.340(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.230 to Point/Station 1.240 "*** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel = 0.956(CFS) Depth of flow= 0.146(Ft.), Average velocity= 2.245(Ft/s) *"***** Irregular Channel Data*''******'`'`* Information entered for subchannel number 1 : Point number 'X'coordinate 'Y'coordinate 1 0.00 0.50 2 10.00 0.00 3 20.00 0.50 Manning's'N'friction factor= 0.020 Sub-Channel flow = 0.956(CFS) ' ' flow top width = 5.837(Ft.) ' ' velocity= 2.245(Ft/s) ' ' area = 0.426(Sq.Ft) ' ' Froude number= 1.465 Upstream point elevation = 11.200(Ft.) Downstream point elevation = 10.000(Ft.) Flow length = 40.000(Ft.) Travel time = 0.30 min. Time of concentration = 5.40 min. Depth of flow= 0.146(Ft.) Average velocity= 2.245(Ft/s) Total irregular channel flow= 0.956(CFS) Irregular channel normal depth above invert elev. = 0.146(Ft.) Average velocity of channel(s)= 2.245(Ft/s) Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient= 0.752 Decimal fraction soil group A= 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 3) = 58.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity= 4.889(In/Hr)for a 100.0 year storm Subarea runoff= 0.588(CFS)for 0.160(Ac.) Total runoff= 1.217(CFS) Total area = 0.300(Ac.) Depth of flow= 0.160(Ft.), Average velocity= 2.385(Ft/s) HYDROLOGY REP�f2T 76& C/RCLE I[FUELING FACILITY � PA17-0318, LD18-0803 �,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, SWC HWY 79&PECHANGA PKWY, TEMECULA, CA 92592 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.240 to Point/Station 1.320 """* PIPEFLOW TRAVEL TIME (User specified size)***'` Upstream point/station elevation = 8.500(Ft.) Downstream point/station elevation = 5.000(Ft.) Pipe length = 210.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 1.217(CFS) Given pipe size= 12.00(In.) Calculated individual pipe flow = 1.217(CFS) Normal flow depth in pipe= 4.21(In.) Flow top width inside pipe= 11.46(In.) Critical Depth = 5.58(In.) Pipe flow velocity= 4.94(Ft/s) Travel time through pipe= 0.71 min. Time of concentration (TC)= 6.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.310 to PoinUStation 1.320 ****SUBAREA FLOW ADDITION **** UNDEVELOPED (good cover) subarea Runoff Coefficient= 0.743 Decimal fraction soil group A= 1.000 Decimal fraction soil group B=0.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 58.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 6.11 min. Rainfall intensity= 4.569(In/Hr)for a 100.0 year storm Subarea runoff= 1.561(CFS)for 0.460(Ac.) Total runoff= 2.779(CFS) Total area = 0.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.320 to PoinUStation 3.340 *"** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation = 5.000(Ft.) Downstream point/station elevation = 3.000(Ft.) Pipe length = 80.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 2.779(CFS) Given pipe size= 12.00(In.) Calculated individual pipe flow = 2.779(CFS) Normal flow depth in pipe= 5.95(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 8.58(In.) Pipe flow velocity= 7.15(FUs) Travel time through pipe= 0.19 min. Time of concentration (TC)= 6.29 min. HYDROLOGY REPORT 76$ C/RCLE K FUEL/NG FAC/LITY �� PA17-0318, LD18-0803 �,,•,,,,,,,,,:,�,,,,,,,,;,,,,,,,,,,,,,;,,,,, SWC HWY 79&PECHANGA PKWY, TEMECULA, CA 92592 VEI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 3.340 ****CONFLUENCE OF MAIN STREAMS"*"" The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 0.760(Ac.) Runoff from this stream = 2.779(CFS) Time of concentration = 6.29 min. Rainfall intensity= 4.494(In/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= 100.000(Ft.) Top (of initial area) elevation = 16.230(Ft.) Bottom (of initial area)elevation = 16.000(Ft.) Difference in elevation = 0.230(Ft.) Slope= 0.00230 s(percent)= 0.23 TC= k(0.300)*[(length"3)/(elevation change)]^0.2 Initial area time of concentration = 6.379 min. Rainfall intensity= 4.460(In/Hr)for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient=0.895 Decimal fraction soil group A= 0.110 Decimal fraction soil group B = 0.000 Decimal fraction soil group C=0.560 Decimal fraction soil group D=0.330 RI index for soil(AMC 3) = 83.15 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff= 0.359(CFS) Total initial stream area = 0.090(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.210 to Point/Station 2.220 '`**" IRREGULAR CHANNEL FLOW TRAVEL TIME**'`* Estimated mean flow rate at midpoint of channel = 1.078(CFS) Depth of flow= 0.109(Ft.),Average velocity= 1.822(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 0.20 Manning's'N'friction factor= 0.013 Sub-Channel flow = 1.078(CFS) ' ' flow top width = 10.875(Ft.) HYDROLOGY REPORT 76& C/RCLE K FUELING FACILITY �} ; PA17-0318, LD18-0803 �.��,��,,, �,,��„��:,��,��.��< SWC HWY79 8 PECHANGA PJCWY, TEMECLI�A, CA 92592 VEI ' ' velociry= 1.822(Ft/s) ' ' area = 0.591(Sq.Ft) ' ' Froude number= 1.377 Upstream point elevation = 16.000(Ft.) Downstream point elevation = 15.500(Ft.) Flow length = 40.000(Ft.) Travel time = 0.37 min. Time of concentration= 6.75 min. Depth of flow= 0.109(Ft.) Average velocity= 1.822(Ft/s) Total irregular channel flow= 1.078(CFS) Irregular channel normal depth above invert elev. = 0.109(Ft.) Average velocity of channel(s)= 1.822(Ft/s) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient= 0.895 Decimal fraction soil group A= 0.110 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.560 Decimal fraction soil group D = 0.330 RI index for soil(AMC 3) = 83.15 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity= 4.325(In/Hr)for a 100.0 year storm Subarea runoff= 1.393(CFS)for 0.360(Ac.) Total runoff= 1.752(CFS) Total area = 0.450(Ac.) Depth of flow= 0.131(Ft.), Average velocity= 2.058(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.220 to Point/Station 2.320 ***'' IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation = 15.500(Ft.) Downstream point elevation = 14.500(Ft.) Channel length thru subarea = 10.000(Ft.) Channel base width = 2.500(Ft.) Slope or'Z'of left channel bank= 0.000 Slope or'Z'of right channel bank= 0.000 Manning's'N' =0.013 Maximum depth of channel = 0.750(Ft.) Flow(q)thru subarea= 1.752(CFS) Depth of flow= 0.097(Ft.),Average velocity= 7.247(Ft/s) Channel flow top width = 2.500(Ft.) Flow Velocity= 7.25(FUs) Travel time = 0.02 min. Time of concentration = 6.77 min. Sub-Channel No. 1 Critical depth = 0.248(Ft.) ' ' ' Critical flow top width = 2.500(Ft.) ' ' ' Critical flow velocity= 2.826(FUs) ' ' ' Critical flow area = 0.620(Sq.Ft) HYDROLOGY REPORT 76& CIRCLE K FUEL/NG FACILITY � PA17-0318, LD18-0803 �,,,,,,,,,,,,,,,,,,,,,,,,,;,,,,,,,,,,,,;,,,,, SWC HWY 79 &PECHANGA PKWY, TEMECULA, CA 92592 VE I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 2.310 to Point/Station 2.320 """* SUBAREA FLOW ADDITION **** UNDEVELOPED (good cover) subarea Runoff Coefficient= 0.866 Decimal fraction soil group A= 0.050 Decimal fraction soil group B= 0.000 Decimal fraction soil group C =0.270 Decimal fraction soil group D = 0.680 RI index for soil(AMC 3) = 88.77 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 6.77 min. Rainfall intensity= 4.317(In/Hr)for a 100.0 year storm Subarea runoff= 0.710(CFS)for 0.190(Ac.) Total runoff= 2.463(CFS) Total area= 0.640(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.320 to Point/Station 2.330 *'""` PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation = 12.500(Ft.) Downstream point/station elevation = 10.200(Ft.) Pipe length = 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.463(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.463(CFS) Normal flow depth in pipe= 5.68(In.) Flow top width inside pipe= 11.98(In.) Critical Depth = 8.07(In.) Pipe flow velocity= 6.72(Ft/s) Travel time through pipe= 0.25 min. Time of concentration (TC)= 7.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.330 to Point/Station 3.320 *"** PIPEFLOW TRAVEL TIME (User specified size)*"'`* Upstream point/station elevation = 10.200(Ft.) Downstream point/station elevation = 8.500(Ft.) Pipe length = 105.00(Ft.) Manning's N =0.013 No. of pipes = 1 Required pipe flow = 2.463(CFS) Given pipe size= 12.00(In.) Calculated individual pipe flow = 2.463(CFS) Normal flow depth in pipe= 6.30(In.) Flow top width inside pipe= 11.98(In.) Critical Depth = 8.07(In.) Pipe flow velocity= 5.89(Ft/s) Travel time through pipe= 0.30 min. Time of concentration (TC)= 7.31 min. HYDROLOGY REPORT 76& C/RCLE K FUEL/NG FACILITY � PA17-0318, LD18-0803 �,;,�,��,,,,�„�,��,,,,��,,,,�„�.,�„��,,,. SWC HWY 79&PECHANGA PKWY, TEMECULA, CA 92592 VE I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 3.320 "*'`*CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area= 0.640(Ac.) Runoff from this stream = 2.463(CFS) Time of concentration = 7.31 min. Rainfall intensity= 4.137(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.110 to Point/Station 3.210 **** INITIAL AREA EVALUATION *''*'` Initial area flow distance= 100.000(Ft.) Top (of initial area) elevation = 16.800(Ft.) Bottom (of initial area)elevation = 16.400(Ft.) Difference in elevation = 0.400(Ft.) Slope= 0.00400 s(percent)= 0.40 TC =k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.711 min. Rainfall intensity= 4.740(In/Hr)for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.882 Decimal fraction soil group A=0.930 Decimal fraction soil group B = 0.070 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 3) = 53.68 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff= 0.586(CFS) Total initial stream area = 0.140(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.210 to Point/Station 3.331 *"** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel = 0.816(CFS) Depth of flow= 0.122(Ft.), Average velocity= 2.206(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 = 0.816(CFS) ' ' flow top width = 6.080(Ft.) ' ' velocity= 2.206(Ft/s) ' ' area = 0.370(Sq.Ft) HYDROL�GY REPORT 76 8 C/RCLE iC FUELING FACILITY � � PA17-0318, LD18-0803 ,;,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, SWC HWY 79&PECHANGA PKWY, TEMECULA, CA 92592 VE I ' ' Froude number= 1.577 Upstream point elevation = 16.400(Ft.) Downstream point elevation = 15.200(Ft.) Flow length = 75.000(Ft.) Travel time = 0.57 min. Time of concentration = 6.28 min. Depth of flow= 0.122(Ft.) Average velocity= 2.206(Ft/s) Total irregular channel flow= 0.816(CFS) Irregular channel normal depth above invert elev. = 0.122(Ft.) Average velocity of channel(s)= 2.206(Ft/s) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient= 0.893 Decimal fraction soil group A= 0.270 Decimal fraction soil group B =0.000 Decimal fraction soil group C = 0.550 Decimal fraction soil group D = 0.180 RI index for soil(AMC 3) = 78.07 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity= 4.499(In/Hr)for a 100.0 year storm Subarea runoff= 0.442(CFS)for 0.110(Ac.) Total runoff= 1.028(CFS) Total area= 0.250(Ac.) Depth of flow= 0.133(Ft.), Average velocity= 2.337(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.331 to PoinUStation 3.320 **''*PIPEFLOW TRAVEL TIME (User specified size)**'`* Upstream point/station elevation = 14.200(Ft.) Downstream point/station elevation = 10.900(Ft.) Pipe length = 10.00(Ft.) Manning's N =0.013 No. of pipes= 1 Required pipe flow = 1.028(CFS) Given pipe size= 12.00(In.) Calculated individual pipe flow = 1.028(CFS) Normal flow depth in pipe= 1.83(In.) Flow top width inside pipe= 8.63(In.) Critical Depth = 5.11(In.) Pipe flow velocity= 13.60(Ft/s) Travel time through pipe= 0.01 min. Time of concentration (TC)= 6.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.110 to PoinUStation 3.320 *"'`*CONFLUENCE OF MINOR STREAMS '`*** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.250(Ac.) Runoff from this stream = 1.028(CFS) Time of concentration = 6.29 min. Rainfall intensity= 4.494(In/Hr) Summary of stream data: HYDROLOGY REPORT 76& C/RCLE K FUEL/NG FAC/LITY � PA17-0318, LD18-0803 �,.,,,,,,,,,;,,,,,,,,,,,,,,,,,,,,,,,�,,,,, SWC HWY 79&PECHANGA PKWY, TEMECULA, CA 92592 VE I Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.463 7.31 4.137 2 1.028 6.29 4.494 Largest stream flow has longer time of concentration Qp= 2.463+sum of Qb la/Ib 1.028" 0.920= 0.946 Qp = 3.408 Total of 2 streams to confluence: Flow rates before confluence point: 2.463 1.028 Area of streams before confluence: 0.640 0.250 Results of confluence: Total flow rate= 3.408(CFS) Time of concentration = 7.313 min. Effective stream area after confluence= 0.890(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.320 to Point/Station 3.340 **"* PIPEFLOW TRAVEL TIME (User specified size)*'`*'` Upstream poinUstation elevation = 8.400(Ft.) Downstream point/station elevation = 3.000(Ft.) Pipe length = 75.00(Ft.) Manning's N =0.013 No. of pipes= 1 Required pipe flow = 3.408(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.408(CFS) Normal flow depth in pipe= 4.95(In.) Flow top width inside pipe= 11.82(In.) Critical Depth = 9.48(In.) Pipe flow velocity= 11.15(Ft/s) Travel time through pipe= 0.11 min. Time of concentration (TC) = 7.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 3.340 ****CONFLUENCE OF MAIN STREAMS"*"* The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.890(Ac.) Runoff from this stream= 3.408(CFS) Time of concentration = 7.43 min. Rainfall intensity= 4.102(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity HYDROLOGY REPORT 76& C/RCLE K FUELING FAC/LITY �' � PA17-0318, LD18-0803 �-�,�,��,,�„�,��,�,��,,��,�,�,��,�� SWC HWY 79&PECHANGA PKWY, TEMECULA, CA 92592 VE I No. (CFS) (min) (In/Hr) 1 2.779 6.29 4.494 2 3.408 7.43 4.102 Largest stream flow has longer time of concentration Qp = 3.408+sum of Qb la/Ib 2.779* 0.913= 2.537 Qp= 5.945 Total of 2 main streams to confluence: Flow rates before confluence point: 2.779 3.408 Area of streams before confluence: 0.760 0.890 Results of confluence: Total flow rate= 5.945(CFS) Time of concentration = 7.425 min. Effective stream area after confluence = 1.650(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.340 to Point/Station 3.350 *"** PIPEFLOW TRAVEL TIME (User specified size)"*'* Upstream point/station elevation = 2.900(Ft.) Downstream point/station elevation = 2.800(Ft.) Pipe length = 10.00(Ft.) Manning's N =0.013 No. of pipes=2 Required pipe flow = 5.945(CFS) Given pipe size= 12.00(In.) Calculated individual pipe flow = 2.973(CFS) Normal flow depth in pipe= 8.38(In.) Flow top width inside pipe= 11.02(In.) Critical Depth = 8.87(In.) Pipe flow velocity= 5.08(Ft/s) Travel time through pipe= 0.03 min. Time of concentration (TC) = 7.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.350 to Point/Station 4.130 '`'`"'` PIPEFLOW TRAVEL TIME (User specified size) *'`*'` Upstream point/station elevation = 2.800(Ft.) Downstream point/station elevation = 2.750(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 5.945(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow = 5.945(CFS) Normal flow depth in pipe= 12.19(In.) Flow top width inside pipe = 16.83(In.) Critical Depth = 11.29(In.) HYDR�LOGY REPORT 76$ CIRCtE iC FUELING FACILITY � ' �� PA17-0318, LD18-0803 ,,,•,,,,,,,,,,,,�,,,,.�.,,;,,�,,,,.,,,,,,,,, SWC HWY 79&PECHANGA PKWY, TEMECULA, CA 92592 VE I Pipe flow velocity= 4.67(Ft/s) Travel time through pipe= 0.04 min. Time of concentration (TC)= 7.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 4.130 "*** CONFLUENCE OF MINOR STREAMS***" Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.650(Ac.) Runoff from this stream = 5.945(CFS) Time of concentration = 7.49 min. Rainfall intensity= 4.082(In/Hr) +++++++�-+++a-++++++++++++-r+++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.110 to Point/Station 4.120 ''*** INITIAL AREA EVALUATION ***" Initial area flow distance= 70.000(Ft.) Top (of initial area)elevation = 18.000(Ft.) Bottom (of initial area)elevation = 16.000(Ft.) Difference in elevation = 2.000(Ft.) Slope= 0.02857 s(percent)= 2.86 TC= k(0.940)*[(length^3)/(elevation change)]"0.2 Initial area time of concentration = 10.471 min. Rainfall intensity= 3.396(In/Hr)for a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient= 0.819 Decimal fraction soil group A= 0.360 Decimal fraction soil group B = 0.000 Decimal fraction soil group C= 0.430 Decimal fraction soil group D = 0.210 RI index for soil(AMC 3) = 79.84 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff= 0.389(CFS) Total initial stream area= 0.140(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.120 to Point/Station 4.130 '`'`** IRREGULAR CHANNEL FLOW TRAVEL TIME **'`* Depth of flow= 0.074(Ft.),Average velocity= 2.830(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 HYDROLOGY REPORT 76& C/RCLE K FUEL/NG FACILITY � ; PA17-0318, LD18-0803 �,,.,,�„�,,�,,,,��,.�.�„�,,�„�.,�„��„� SWC HWY 79&PECHANGA PKWY, TEMECULA, CA 92592 1/�� Sub-Channel flow = 0.389(CFS) ' ' flow top width = 3.709(Ft.) ' ' velocity= 2.830(Ft/s) ' ' area= 0.138(Sq.Ft) ' ' Froude number= 2.590 Upstream point elevation = 16.000(Ft.) Downstream point elevation = 7.600(Ft.) Flow length = 165.000(Ft.) Travel time = 0.97 min. Time of concentration = 11.44 min. Depth of flow= 0.074(Ft.) Average velocity= 2.830(Fbs) Total irregular channel flow= 0.389(CFS) Irregular channel normal depth above invert elev. = 0.074(Ft.) Average velocity of channel(s)= 2.830(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.110 to Point/Station 4.130 "**" CONFLUENCE OF MINOR STREAMS"*'`* Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.140(Ac.) Runoff from this stream = 0.389(CFS) Time of concentration = 11.44 min. Rainfall intensity= 3.234(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.945 7.49 4.082 2 0.389 11.44 3.234 Largest stream flow has longer or shorter time of concentration Qp = 5.945+sum of Qa Tb/Ta 0.389"' 0.655= 0255 Qp= 6.200 Total of 2 streams to confluence: Flow rates before confluence point: 5.945 0.389 Area of streams before confluence: 1.650 0.140 Results of confluence: Total flow rate = 6.200(CFS) Time of concentration = 7.494 min. Effective stream area after confluence = 1.790(Ac.) End of computations, total study area= 1.79 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap)= 0.578 Area averaged RI index number= 52.0 HYDROLOGY REPORT 76 8 C/RCLE K FUEL/NG FAC/L/TY � PA17-0318, LD18-0803 �,,,,,,,,,,,:„�,;,,,,,,,;,,,,,,,,,,,,,,,,,, SWC HWY 79 &PECHANGA PKWY, TEMECULA, CA 92592 V L f ATTACHMENT 4: EXH/BITS This attachment contains the vicinity map, the existing condition exhibit, and the proposed condition exhibits. Please see the attached exhibits. 4�,q. � '�� y��ao AyE. v�' A��'�� cU 4E�� A �� CUA ��o � �� I 5 �� PROJECT SITE �� . VICINITY MAP � � N.T.S. � � a —� :��:� , LEGEND � .� �� ``��., DRAINAGE AREA 80UNDARY �.t -�-- <��:,. � '� DRAtNAGE AREA SUB BOUNDARY, . � � '�----�. _. �' \ � �O� 1p� '`�Y, -- -�.._...`,._ �r NUMBER, AND ACREAGE a �: e , � �-�..___ �- -------------_..-- �p �d ` �_ `� . _ � ��--��_ �. --____ ._ � .�_...�`'_ -=�_-�� " -�' — -----� �,� - --- -__.-�-- � ---- ___. ___._ ----- — � + ■ -� �-- -� — — — � > � � > � �r # FLOW PATN, DIRECTfON, LENGTH �o» �__- 1.11 ---- - -�__� . -=�-- ----. -.___._ �� - � . - ---- --� ____--- -_ __� � � �� _ ,:�� — 1018 =_� �� _ 1O,�a L�� \�� , � STUDY NODE NUMBER '+•...� -� """"' + �,. �� i 013 �_� �� +..` � �` `` -- i � ��. `� � \ � ,\ �` CONFLUENCE POINT � .�"'�... �� O� �i_ � �F+ , \ �'i � ? �__ � � �, NRCS SOIL BOUNDARIES � v ` � ��,. EXISTING STORM DRAIN INLE ��.. � \�, �, � \ � � � �� , 1.1 �' � � � � � ',, 0 100 v 0.58 �` �o �o``� ' � o ��"� ��, � � ��f� �� „ �k` '`� � STUDY BASIC INFORMAl10N t�� o �., , �� v� Z � i'\ �+' o '�,, o � �j STORM EVENT 100-YEAR ' ♦ ` � � i \ � a '�';' � � PLATE MURRIETA + � �`, �, � � v � `� ��, ;� '0 � �"' AMC 3 ♦ � � � ,� '� � � �� ♦ �_ �� .� , � � ' � `� , ` SOIL TYPE A/C/D ,� , �. � �o� ♦ � .� � �� °�`� o ♦ � �°� � ♦ � � \ I � � � � �� v ♦ `�, .� � - - : ,� � _ � � � � � � � � � � � f �� . �� / �,� �� + v \ � / o \\ \;.. � \ � � � 1� a ��,, ,, � � � � � / ' � �, �� % � ��° v � "�/ � `�� ° `�, EXISTlNG CONDITIONS COMPLIANCE POINT A SUMMARY � � � / � ,,� �, -�- �OJp� ` � � - o � Y` � '� DATA 100-YEAR � �/ �� STUDY NODE POINT 1.23 � �,/ �' ��f? � {��" �' \ INTENSITY IN/HR 4.077 / � � � , � TOTAL DISCHARGE cfs 6.6 ��. �� v � � �.2 �j ` \ TIME OF CONCENTRATION MIN 7.51 �.._, � /� O y � AREA ACRES 1.79 ,, \ � 1.21 �� '°� \,, \y, � �, C ,, / / �v cS� "�� '� � � � / � , , ��1y � �� , �, > > .� �/ �/ �� a �� 1 / ` � , t � , / / ��, � ''�� / / � �`��,� �� / � � 205' �. ,C� � 'prO �, 1/j �0�� , ��` : � �� a � ��_.. \ �1� ;k � � �9 I � � � \` \ �� , ''`� " q� �ti � \ �� , ;� ., . CS� ,'I I �t� 1 + ,� � � .� ,o : �, � �,� �/ � � '� �:, / � ,�o '1 ,F � � � '� // / / ` + / / � � i t / � 3 ♦ / , ��i / �� . �.�-��'`� .. � 100a � � / y.. � / ' � / / �- ---' � .� r y,�� , ' , /�� n / � � / �=a"�.>" o � � � '' __.:�-- � _-�"� � � �= _f�-�-- � --�- � / )y / __..��- 35' //' �`rt / �� - .-- . , � _,_f�--.�_ � ,: f � .� / ��,i` _,_�=� � � � _ ��.----'��>�---- ..-�- r / -- ,�- ��1 �� _ _- -.- m.�. ..%-- r � .�-�' � �'J� � . :_ � �f � , /� .. .�o --- �` o�—, __ r r � '°, O ., -/" i"� �- �� _ � .. �N� �� i« , =_---" � / - Q �--- .�--�--'_ , � _ A ,. _ N �f _ �_�.� _�-____ _�P �%�- , � ______�_ . �� - �� G � _-�-�-_-_ �/� �3 _ �� , � , �-- �==�=3� / � �— ��e- E-- , �f- _- _ � ; ,� �____- . ,---- o i ��a:�-:-� /� � ``�� W _ / � - — �� o �0 20 4� so PA17- 0318 , LD18- 0803 � _ �-- �__ � / - � ��A��F � ( IN FEET ) CITY OF TEMECULA � '„�� C��', 1 inch = 20 ft. � �/ 76 Bc CI R CLE K FU ELl N G A I LI Y O TEMECULA, CALIFORNIA � THIS NODE REPRESENTS A CURB INLET IN THE PUBLIC RIGHT-OF-WAY OF O �UPENO LANE. THIS CURB INLET IS ALREADY INSTALLED AND IS AN IIFMTC�RA E�H^�NEER111�G INL.AND PARCEL A OF CERTIFICATE OF PARCEL MERGER PA17-0970 � EXISTING INLET THAT SHOULD HAVE BEEN SIZED TO HANDLE ANY PROJECT � APN 961-440-010 3 & 961-440-016-9 FLOWS FOR THE PROJECT SITE SINCE IT WAS PREVIQUSLY ZONED FOR 27393 YNEZ ROAD, SUITE 159 PHONE (951) 252-7632 � COMMERCIAL USES AND THEN LEFT VACANT. TEMECULA, CALl�ORNIA 9259i FAX (951) 346-5726 EXISTING C�NDITIONS � _ �� LE � E �1D 0 � � �1015.58TC �S b DRAtNAGE AREA BOUNDARY 1015.04 �� 4" E m V TEMECUL a + A P'�R K W A Y � � � � � � � DRAlNAGE AREA SU8 80l1NDARY, 15,50 � � EXIS7ING DRIVEWAY � NUMBER, AND ACREAGE S �"� � TO BE DEMOLISHED (1015.42) � � FL OLD R/W a .5 1 ��p�OVE EXISTING 30" cM� � > � � > � � # FLOW PATN, D►RECTIDN, LENGTH B �. P�-AN �,�'j'� � & C WATER � �� ..��°�� '.��' ; SHEET 7 r� 0 S.4 I � �' �, S CF 10 �.96) 1016.61TC)fi CF , 15.67. 016.13F1) � �'��W \ ��' % EXISTING R/W °� FLOW PATH DIRECTION LENGT�# UNDERGROUND . 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O�S ^ � � �`� � ; - - __ NRCS SOIL BOUNDA I 1 � . �,, i � � , �7. � �,. � �� `.` � � `r, 2 o.ts 2i 'I.ZZ �I 95 21 � > ., ., . , ,� , � i TCT5.�8 N OFS T � 1 � � � \N`� ''��.FS15.U8 • Q �� 'n ., .. �� \ � �'` '�. ^ . !NFlLTRATION AREA LIMITS 1 � � 40' �6� � yp �' 1.1 � �.'n • �Y 6 �� ' 'Q \` � i �3• � cn 1 _ o c� '� `�� ( � '�.24 � - � 0.14 . �m � 4� 2.3 ��`�, , , � �� o � �� f � � I i I� �� 1� �2 ,�� 6a 2,� . � < cn ` � 2.32 ` '`�,�� '= o , ��j STUDY BASIC INFORMATION ; � ; I I �S � G 1�1� , •� :v" �' I � 019 6.25TC `� ' � 7�J i i 1$ � o �� 4 5 , 0 09 �,, 1. Z .Z�fS� � ` l� 09.& � I � ��' � � �� 69fl - � �' °� ` n STORM EVENT 100-YEAR � � n� 't Y �'�� \\ i l�� "� � I ��.� - � � 1 . 2.32 \ � �s '' PLATE MURRIETA EG �' �i SD-INV �`,,� 0 �+ �� .22 16.80 . 0 S ! � '� � � � � � '� �.�-� 1��w ,��6 14 FS � 10 > r t�` \ � � . � AMC 3 1 1�• � �, � �,� "`�` !�D S� 2 � J � � 1 i� , -'"-- �a 5 �r �''L � 17.20 �D� �G�6�p �� 40� 1 '� �w �`' � SOIL TYPE A/C/D ;� I % , a �/`I � �. 1�3� �,�� - FS � �1�3' g�PGK �2 � � �i� � '` \ � ;`I ;t , 4.�� O f� �S C -F51�Za \'� 14 � 14 S� \ \� , %� 1 � `�„ � � � 38� � �, � f� . � �� ;� �r � �g. a Fr' � �/ - % ,�� , � A , \ �`�� ; 1 15 �► ��$ qO�C 12 '� 21 � o �� i�. �! �` �� c�Q 18• QFS 60 � � ' �y � � LIMIT OF WORK �PV�IOA�&� r� ; i ti �--`""- ,8 S ��9 C �'I�S i4� �y • 1 `!" �� , CRgPN I+� i 1.0 � �a�5� S°`;. ., „ \ ,,�`� 4 1�\ 1 � ; �� K ' �_ 5 gACK � ��a5F , SEE DETAIL A 3 2.2 �e a�� J�2� 2 �,IN i t' � p�C _��- �� SET � � _ �.�:'°,3_ _ � HEREO � q. � �<�� ° �,--'' ; � � PROPOSED CONDITlONS COMPLIANCE POINT A SUMMARY �'� ' , ,t� � � � � � 5�� ;, ;; �\ � 4 �� 4 1a 4p,��1 11�0 \ 0.36 16.85TC � � � � ...-• DATA 100-YEAR �� ` `` � ��9�FS�"�� I � �e 1 } S � ...s 1017.g6) � STUDY NODE POINT 4.13 • � � �--� � FS __� 1�� 1, .. 6 �� / 6p �� 16.$8TC', J� �fl' �9 INTENSITY IN/HR 3.234 EXISTING WALL � '` t , . - `�' FS I G�6' 0 ':, � �a' GRADE BREA $Zt�2. �ti D'QYLIGHT �� 2 'i � �1 "� 16.38F / TOTAL DISCHARGE cfs 6.2 1. �a.�2 -�'" ,� `-�'----�� k ,� 35 � TIME OF CONCENTRATION (MIN) 7.49 TO REMAIN � � � f � ,�,. � c, I ' � 1N $ 2 �' t, -•' �N �� f, .�g, F � � � � '� � ��E P AREA ACRES 1.79 24 \ �� ► 1g�� J 40�" 0 � '� . ` �..___-�----�'�b y� �- OR �� , FS �� a�g�FS � ��,'� � � �` ,NP � �j GI `� � , , � � ,� � 3.11 ,.� -, � �� , � , , � �� Fs `..._ ., � �g 6 .- � � �1`� `�� I' a �` � �- - - � a�-� � �Q � � � � ` _ �(G�6' S0 18.16TC '' �'� � �� '� "� � 0 -� ��3 �7,g6F� �'cs \ COMPLIANCE PO1NT A SUMMARY COMPARISON LIMIT OF WORK �l\ `� 1 � O �� q.0��1 1 `� , �\ � ` �.'''� .�p� � �\\ �\` , , �8• pF5 �� ,/'� . �� a SpR-35 PVC t EXISTING R/W 0 � FLOOD CONTROL ONLY-NOlNFILTRATION �` �� 5 1�9 ` � \ STORM DRAIN � ��,,,...�- � �,k � DATA EXISTING PROPOSED COMPARISON �\ �1 '�` , J � 2 �6.6� ' �. 14 � 14 1'�� p t \ `�� '�� 52 �g�p � ' p. �� 60 FS 12 ��\�'�� r1� '� ` � F�'"N ` (1017.92) ��(1 � INTENSITY IN/HR 4.077 3.234 -0.843 �� '�� ,� �5 � � ZB�G 1�F5 , (14 ` 1 �'� ap'(C FS Z � \, TOTAL DISCHARGE cfs 6.6 6.2 -0.4 � � 1 1a• FS � `-�;� � '�� pF � t�: TIME OF CONCENTRATION MIN 7.51 7.49 -0.02 `� \ `, � �t�� • � �1�a °'t-, .; 1�� 'v' \ 1.79 1 J9 NO CHANGE '�` �� , ' �5 (� 3.1 '1� � , 2Q � 7 �, '0 AREA ACRES __ _ PARCEL MERGER NAS BEEN �`� �`� 1t '�, �.3 �^� 22 6 1 0.14 j � 16.Od Q _,_J- �,� �, �+ 19 11 �� ' � 0 2 16.40 ' � / � \ COMPLETED AND APPROVED � � � 18• FS L � � �� PA#17-0970 `�� 08�6 ', NODE�I.3Z 4 1��6 ��'S FS oU 4� .:..} . �y� �\ \ INSTR #2017-0372009 EG � �� `` 4 ' 0 46 G F 21 f �Q '' ` �� ` �`./ �� \ �� 55 .v` aZO � S 6 14 �-�S�G �-�;� Sdf2� , �� \ 1��p E 32 ��$5F �'22 1� ` �p �r � CS� , , , � 13 �� `, `. ,, , _ �\\ �`�`` � 18�� 1� ag �S 3.� � 1 011 ': •�c ',,` � o�� .. �`\ �`,�, � FS ,�$S2 1• ,�� 39 c� ` 1�-��5 � g�� ,i.��'� ..Q��' �� , 15 � F �5 0 � �� r ; a '1fl � .., � . � ,� 1�• FS '` �� 5'(� > 1 • �. `�✓�'IF 9� � / �� ,, ,�6.4� �g5� FS .�� !� FS . a �„ `1�:h�' 'a � � 5,��G 5 / \` �'� �� `. `J �8 5 18�2 �Q ,�C � 6�� 1e 1 p� 5;g5 � � 2 � r�,�-. ' 1 4.1 �% ..�," � ' F,�'� ��, � � ��`r� .��9�j G� „` FS 11�� FS �6� � .,� ,�0 t ,�4�� , ,.f �-� J., �O G��c. / / P EXISTING � �� F.'��P �,� Q0 '�� , 13 '�� a�( �� ` � � fl 0.14 • "'' ! �...��• �.x�' _� G / PROPERTY LINE , � ,� ' �`.� � d�IN�.. '�� \ 1• �6 1 a�.32 a F ,�� 3� tr ,,,,, �=7�J �" \ ``,� S . `,. �. HT �6 ; �„ W - ' \,�� \��w `�a � --� . pP`�1',G N �� j 2`L �G 162� `L •• " ��'- ��,�••-'' '�,,;' � / 110N� Ex ��` `\\�`�``�� m o �1 11FS 1�9p E F9 1$ � �,,_- �' _ 19 � C A V P�S&� `� �`� �'. �r o � � 5 a � ° 6 -''��•' y� ''-�"`"r � + 4,� C� 1 • , ` . �I ---- `::- ..- ��N�RE�E Q$.fl ��`�� `�� - ��-..� � �� FS��3� �.• � �^v„ Sd .50 � ''� '.��'`' -s,�''"h^�,,. +.-'- '' C. / �U�� $ANK E� 24 �� Z . �C�� , FS $ � ��-� �8 � �-� -'' �nrr'`'`��,. -�"' �� ` `� � �U� �--�`' ..a W ,,.-' 4 ..y- V� � . �� i, ' ,,•�' 3.34 ' LIMIT OF WORK `�� `��.� � •��0 \�i � \�e� �/ �i c�i�� J �`��-�'r'�J- "~~~�- --^ � � EX15��N� RI ' 1 ,�� `. � . � 1 _ _ "c �II _'� � �.....- � � � . \ � � �, ��, � .-� _ _'�� ' � � � U�p9 3� .,./� ` �� '� �� --�,i ' . 15 ,' �' 5�,0 � � ' Y�-f'"",.�-�'� � `� `� " - ,�� +� �/ �� ' �� _j�� a3 3J � � � � � 65' _ a�-- , 2 2 '�., ��;�',, , - • �� , s � �-��.- � 6 �,�Re �.�\\\ `.�\`` � ��15` �/R, o \a� ` pp8•5 �� 1 r ��X15��ER EXISTING WALL 06. � � � fl2'8 '' G � - .""'� PNd TO BE REMAIN ,�..�x:"� ' Sp.-OVj15 C.8• ' 11 ` 1 - ,,,,,,,�•-' _ ` o N`� X.Mp,N��'� .._.:.._._�_.._� �r--." . S_--.- , , r N � , ��. `��0�. 4,.�i -� �-L-- � � F � , S- - _..�-�" N� �- o 0�6�1 A �/ tv�� - 1 - _. EX 6'&'_� g'I F�- _ �1°°F �- o �0 20 4o so PA17- 0318, LD18- 0803 � .�, ..�- � --�� ( IN FEET ) CITY OF TEMECULA � 1 inch - 20 ft. 76 �c CI R CLE K FU ELI N G FACI LI TY O � TEMECULA, CA�IFORNIA _ � �� VE El�^�NEERII�G IN�AND PARCEL A OF CERTIFICATE OF PARCEL MERGER PA17 0970 � ALL ROOF DRAINS MUST DISCHARGE TO ADJACENT LANDSCAPING APN 961-440-010-3 & 961-440-016-9 Q AREAS SO THAT IMPERVIOUS AREA DISPERSION CAN BE FACILITATED. 27393 YNEZ ROAD, SUITE ?59 PHONE (95i) 252-7fi32 p R 0 P�S E D C 4 ND ITI�N S � TEMECULA, CAl.IFDRNIA 92591 FAX (951� 346-5726 Z HYDROLOGY REPORT 76& C/RCLE K FUEL/NG FAC/LITY �' ... � PA17-0318, LD18-0803 �,,,,�,,,,, ..,., .. ,.,, SWC HVW 79&PECHANGA PKWY, TEMECULA, CA 92592 �1F�� ATTACHMENT 5: FEMA ANALYS/S This attachment contains the project site's FEMA determination exhibit. Please see the attached documents. National Flood Hazard Layer FIRMette ��:� FEMA Legend .5.1:?Eti G 6�J 3"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT � � �� 3 � t �r-� - �� —�� ,r�� q � y � � Vzfohe�,v,&a�ss�oad Elevatian(BF� r; r., ,`R� �� Wlth BFE ot Depth � , ,� :t' � _ � � SPECIAL FLOUD �. ■•�� + ` ;� ; � _ � �# , HAZAFi�AREAS Regulatory Floodway zone ae,no,a4 vE aq ;�. _,, ';. �. , � ,� *, •�"'•. _ '�_Y 3 � . .��i • � �,�� " 0.29'o Annual Chance Flood Hazard,Areas �'� - � . of iM annual chance flood with averege •• � � �`�+� � � � � � �� }_ depth less than one foot or with drainage � ,'r�. �� , ,� s. . �i �a*� . � areas af less than ane square mile m„e a '�f � .- '� f� !•.r.�. • w•: .—.. 'i` + � Y y' _ r C C �s fr L-''�;''"r ' 1 , T��, � � �} � y Future Conditions l%Annual � !.+-�I;;�L�1-�}ia;l�" �'':I�t•`��t�`11-�L�zf��.i�i�iu�is�jl�r. ��lr�'.1`{ •L';x' 1' . �' �• � � �� Chance Flood Hazard zo�e x ` . _ . � �fi.�;- �:7-- -✓ -_F,�. . �;f �. ,�..� , ' •n � _ / A�ea with Reduced Flood Risk due to .� '�� • i � � '� � ' �a , �• y OTHER AREAS OF L e v e e.S e e N o t e s.z o„=x • Js�-:—.. - . � � - , � � -- -. - .___ _ - _`_*� , ��y �' y� FLOOD HAZARD Area with Flood Risk dueto Leveezo��o - , z"�� a .Tfl�� --- ��- �_i - - f t' �� ' .r � •�` -„f l ►�•� ' ��sf OSCREEN Area ot Minimal Flood Hazard zo��e x � �� ^ �, � .� �. ' � �� ` •��'' � EffecN,reL�MRs � � � r �� y �x�t � . ��#_ . _, - � _ � ��I OTHER AREAS Area of Undetermined Flood Hazard z��,e o ' rr .'��d�'' - � � � - � . � � - _ —- ..�, :�:;. , � , { � } � . ,�..: �. GENERAL - - Channel,Culvert,or Storm Sewer � J'' ' .- • . - STRUCTURES uwiuuw Levee,Dike,or Floadwall � PROJECT SITE ��: ' � ��'� __ ��-_�_ ��'�" +� ._ f � ':i ��, ' , ' ZONE X a ;�� +}',_ �� i B z°.z CrossSectionswithl%AnnualChance r� , �� • �. �0.�1Lti:�5C3•235C3`�'� '_�-y r .•a� I� WaterSurfaceElevation •� �� ` ,�ti�, uff.:8�2Sf,•2[�[}�,' _� ¢ .-. � •• Y' • . IC� - - CoastalTransect r • #F Er;��.::,�;;�',;'�II'[i' `' � y'' ,:�,.,�., . '�y�,� -_• _ ! ,.. , il ` r i_._.,,�._ Base Flood Elevation Line(BFE) iI�' `� l:<<i�tt��i�l;�' �.,� - . � 1 -� f ��.i1 � � ._=-tr. -• • • . . , LimitofStudy � F � . �' �;�V ' '=* � _. " e , � . {ij{, t. T _ __ ;.;r' � r r Jurisdiction Boundary � , � . _ . . ,.. .., v � �--" ---- #L -.S` =��r�'' ' •�.. I- — CoasWlTransectBaseline _ , �� , - _ �... _ :� � -;�-�.: �x t b?�>�- r �- _ OTHER prafile Baseline '�, ; -r•��3 h -•• II- ��' �,�• �' t` ��.� ?y!�; � '` ;� � ��r � FEATURES HydrographicFeature . ,I�o ' � _ �; .�� ,. - �� . ,� . . ,�' - .�; • �;�; " k� t _� ""' �•,.� ,'��, ` ..'ti j ' ��.�i,:�4,t"t'_ ❑ g N .� r=r ��F- � Di ital Data Available i � '�YJ�.�_,' r- ' z �3�'-- '�� , Y - �.. �",: .:: � -- . � No Digital Data Available .f�- - �at y �.� M1�. . '.•� iY��l ! if�:4` � - _ � '.d`a{ _, , ' _ MAP PANELS � Unmapped � _ _ ��. ''�.x :C��1�1` ""' _ :"�� [ 1.• Y�L . •• ''l'- # _ . � "��• ♦�' .�, .•� �� 9�� ^ � '�`��' � y _�:'� '..'� �� This map complies with FEMA's standards for the use of 4' r�+, ��•� _ y � . •��, Z,.'� , digital flood maps if it is noi void as described below. ?1' r r�,�- , f =�� - • - - ! ,,,�� The base map shown complies with FEMA's base map _ ' � , _ _ -��' accuracy standards • • - ' � '� The flood hazard information Is de�lved directly fram the " �=.1$�v�i�i��, , � +' ��,M1 �'� authoritative NFHL web services rovided b FEMA.This ma ' ,�: ;:1��.•_ �..�:J�:+i / '.' � P Y P • - ,'�-.;� Fj�^�',� �!. �� ti<,� was exported on 5/3/2018 at 6:54:50 PM and does not ��.i, �:'=- ! � ;r f�,d�� , ' - reflect changes or amendments subsequent to[his date and ��►�� .f� . : y M � ' � �-',r ._n � time.The NFHL and effective information may change or : ,S � � F � �_ �;.` bewme superseded by new data over time. J �� ; - - - ,i ' " � , �. � ' + f�r,' - '-x - - r;�� 4 - �� _'x=�,� � Thls map image is void if the one or mme of the following map „ 1 ; .�,. elements do not appear:base map Imagery,flood zone labels, ��'~�" � � legend,scale bar,map creation date,community identifiers, � J �� y. V FIRM panel number,and FIRM effective date.Map images for _ it:.� F i tr�,�,.�� 1 ��I � � � � � •r " � nS unmapped and unmodernized areas cannat be used for _ �_ .. .. _ -_- ��--._. --. �. i';'!!�F•.�. "�iF�:�.ir-. �:i ' -�s�....� - .r_�. �� regulatary purposes. r ' __._. � �[,:�r,�•.e•LF r'�.�f7�!ji�,l�ilrt•�r.�-ei;�•irr.:I�artfFs!ar Cn=:![:;rij`fi:i':;,,�sl}E..�`i5iriiii5�;cv _ - _ r',:..__. _,'{�q. +�^� �,s ��'>..:...��*�';- . .�;::�4:w:::��.;; �L=s7... S[]fs ,USru�f��:r.i-�C�F:�I[=�.,�1�:::jr�cs{Ire�Gd:�il»�t �:��rr�i i�`i"�i;�; � � -- - - - Feet 1:6,000 s��e,:;�� 0 250 500 1,000 1,500 2,000