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HomeMy WebLinkAboutTract Map 21383 Parcels 15-17 Hydrology Study PROJECT NO: 7/ / ��✓ FILE CATETORY: —74 FINAL HYDROLOGY STUDY FOR PM21383 PARCELS 15, 169 AND 17 CITY OF TEMECULA OiF T F v1p r . PREPARED BY LM FHrymq �ppq� p�� I ���)� Nc.arY9�Yn R s ArA Amemtw tirrrm+b Vw�m.x X RICH SOLTYSIAK s RICE No.37233 f f6 JuLY 30,2015 30519 Wailea Court Temecula.California 92592 (951)691-7706 FINAL HYDROLOGY STUDY FOR PM21383 PARCELS 159169 AND 17 CITY OF TEMECULA OF T E'%jp G r t� ,1 1989 \,\F.N UPPPµ PREPARED BY RICH SOLTYSIAK r RCE No.37233 S- Ifi JuLY 30,2015 30519 Wailea Court Temecula,California 92592 (951)691-7706 SECTION PAGE I BACKGROUND 1 EXISTING DRAINAGE 1 PROPOSED DRAINAGE I 11 PURPOSE OF STUDY 2 III METHODOLOGY 2 IV SUMMARY OF RESULTS 3 APPENDICES A DEVELOPED CONDITION RATIONAL METHOD HYDROLOGY BASE MAP B 10-YR STORM DEVELOPED CONDITION RATIONAL METHOD HYDROLOGY C 100-YR STORM DEVELOPED CONDITION RATIONAL METHOD HYDROLOGY D RIVERSIDE COUNTY HYDROLOGY MANUAL REFERENCE MATERIAL 30519 Wailea Court Temecula,California 92592 (951)691-7706 TC-1 I. BACKGROUND The proposed development of Parcels 15, 16, and 17 of PM 21383 consists of constructing three separate light industrial buildings on three separate one acre parcels. Each proposed building consists of two story office/showroom with one story processing/warehouse area at a total of approximately 7,500sf each along with outside storage. The project is located in the City of Temecula at the southeast comer of Fuller and Winchester Roads in the Westside Business Center. The site is.zoned Light Industrial and currently exists as a graded and finished lot with no onsite improvements. The project is an infill project with existing development surrounding the property on virtually all sides with ultimate street improvements, street landscaping, and utilities serving the property. Existing Drainage The project site is currently graded and unimproved. The site drains by overland flow generally from the southwest to northeast to the Winchester Road southerly curb and gutter. An existing catch-basin just east of the site collects drainage along the southerly curb and gutter and discharges into an existing .100-yr storm designed storm drain maintained by the Westside Business Center Property Owners Association. The Winchester Road storm drain then flows into Murrieta Creek via a downstream open channel. Proposed Drainage In the developed condition, each parcel will contain a WQMP infiltration basin along the frontage of Winchester Road. Each basin will be a minimum of 1.5' deep with varying bottom surface square footages based upon building, set backs, finish floor grades, and existing Winchester Road parkway elevations. Due to the varying geometry of each infiltration basin, the conceptual grading plan is designed to distribute calculated Vamps in a fashion that also directs drainage flows according to the various infiltration basin capacities. The attached Drainage Basin Exhibit 'identifies the designed drainage patterns and respective 100-yr and l0-yr flows. A City of Temecula Standard Plan No.301 Curb Outlet is proposed at the downstream end of each infiltration basin as a high.flow basin outlet into Winchester Road II. PURPOSE OF STUDY This preliminary hydrology report is intended to support the plot plan approval of PA 14- 0008 covering Parcels 15, 16, and 17 of Parcel Map 21383. During the Development Plan approval process the City of Temecula agreed this project would be exempt from an onsite drainage detention requirement. Therefore only 10-YR and 100-YR developed conditions are analyzed in this report. The 100-YR offsite discharges are identified on the Hydrology Base Map. These discharges were then compared to the City of Temecula policy of,5.Ocfs maximum discharge at parkway drains. At Parcel 15 the 100-yr discharge is 8.0 cfs. Therefore the parkway culvert was increased from 3' to a 4' wide section allowing for an 8..0 cfs capacity. Parcels 16 and 17 discharge 1.8 and 1.4 cfs respectively at the 100-yr storm frequency which is within the 5.0 cfs maximum. HI. METHODOLOGY As identified above, the.project would be exempt from an onsite drainage detention requirement. Therefore this preliminary hydrology report incorporates the Rational Method for the developed 10 and 100-yr conditions only. The CiviICADD/Civil Design Computer Program based on the Riverside County Flood Control and Water Conservation Rational Method is the basis of the analysis. This computer program requires input data for rainfall, soil type, type of development, and topographic data for the study area. A 10-yr and 100-yr rational method study was run for the developed conditions. Input data includes the following: Rainfall Data: Standard intensity-duration curve data generated from Plate D4.1 of the Riverside County Flood Control and Water Conservation Rational Hydrology Manual for the Temecula-Murrieta area was used. Soil Type Data: The soil type was obtained from the Hydrologic Soils Group Map within the Riverside County Flood Control and Water Conservation Rational Hydrology • Manual. A copy of this map is included within this report. The soil type obtained from the Hydrologic Soils Group Map was determined to be type BC. 2 1 Type of Development: Ultimate conditions were analyzed. The project site is planned for light industrial facilities. Therefore the hydrology report incorporates factors that generate discharges representing commercial type development throughout the site for the ultimate developed condition. Topographic Data: The attached Drainage Basin Exhibit defines the subareas and contains information used as the basis of generating the project hydrology study. All referenced input data from the Hydrology Manual are contained within Appendix "D" of this report. IV. SUMMARY OF RESULTS The following table represents the results of the 10-yr and 100-yr rational method hydrology for the developed conditions. 10 year— Rational 100 year— Rational City of Temecula Method Method Parkway Drain Developed Condition Developed Condition Discharge Limit Discharge(cfs) Discharge (cfs) (cfs) Basin 15 5.4 8.0 8.0' Basin 16 1.2 1.8 5.0 Basin 17 1.0 1.4 5.0 Total Offsite 7.6 11.2 15.0 Discharge Culvert widened from 3'to 4'to provide for 8.0 cfs capacity Infiltration Basin and FocalPoint Biofiltration Water Ouality BMPs The infiltration basin BMP outlined in the Riverside County Flood Control and Water Conservation District WQMP handbook was selected for Parcels 15, 16, and 17. Due to grade constraints within Parcel 16 a FocalPoint biofiltration system device will be required to supplement the infiltration basin. Until the Parcel 16 building is built, the infiltration basin is adequate to treat the tributary pavement discharge. The Riverside County Stormwater Quality Best Management Practice Design Handbook • was utilized in generating preliminary VBMP capacity requirements for the project. The 3 design procedure for BMP design volume was applied to calculate the related DMA treatment requirements for the infiltration basins and a FocalPoint sizing calculator was used for the FocalPoint device. • 4 APPENDIX A DEVELOPED CONDITION RATIONAL METHOD HYDROLOGY BASE MAP APPENDIX B 10 YEAR STORM RATIONAL METHOD DEVELOPED CONDITIONS • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 -2001 Version 6.4 Rational Hydrology Study Date: 06/12/15 File:plantlOdev.out Plant's Choice 10-yr Rational Hydrology Developed Condition Hydrology Study Control Information English (in-lb)Units used in input data file RDS Associates, Temecula, CA-S/N 936 Rational Method Hydrology Program based on Riverside County Flood Control&Water Conservation District 1978 hydrology manual Storm event(year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) 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(ln/Hr) 100 year storm 60 minute intensity= 1.300(In/Hr) Storm event year= 10.0 Calculated rainfall intensity data: 1 hour intensity= 0.880(In/Hr) Slope of intensity duration curve =0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 "" INITIAL AREA EVALUATION "" Initial area Flow distance = 676.000(Ft.) Top (of initial area)elevation = 41.680(Ft.) Bottom (of initial area)elevation = 28.100(Ft.) Difference in elevation = 13.580(Ft.) . Slope = 0.02009 s(percent)= 2.01 TC = k(0.300)'[(lengthA3Y(elevation change))"0.2 Initial area time of concentration = 8.882 min. Rainfall-intensity= 2:516(ln/Hr)for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.878 • Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 • Decimal fraction soil group D = 0.000 RI indeDfor soil(AMC 2) = 62.50 Pervious area fraction = 0.100Ompervious fraction = 0.900 Initial subarea runoff= 5.393(CFS) Total initial stream area = 2.440(Ac.) Pervious area fraction = 0.100 Process from Point/Station 200.000 to Point/Station 201.000 "" INITIAL AREA EVALUATION "" Initial area flow distance= 212.000(Ft.) Top(of initial area)elevation = 37.690(Ft.) Bottom (of initial area)elevation = 35.000(Ft.) Difference in elevation = 2.690(Ft.) Slope = 0.01269 s(percent)= 1.27 TC = k(0.300)'[(IengthA3)/(elevation change)]"0.2 Initial area time of concentration = 6.123 min. Rainfall intensity= 3.088(In/Hr)for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group.C = 0.500 Decimal fraction soil group D = 0.000 • RI inde0for soil(AMC 2) = 62.50 Pervious area fraction = 0.100CImpervious fraction = 0.900 Initial subarea runoff= 0.953(CFS) Total initial stream area = 0.350(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 "" INITIAL AREA EVALUATION"" Initial area flow distance = 255.000(Ft.) Top(of initial area)elevation = 37.360(Ft.) Bottom (of initial area)elevation = 31.700(Ft.) Difference in elevation = 5.660(Ft.) Slope = 0.02220 s(percent)= 2.22 TC = k(0.300)'[(IengthA3)/(elevation change)]A0.2 Initial area time of concentration = 5.895 min. Rainfall intensity= 3.153(In/Hr)for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C =0.500 Decimal fraction soil group D = 0.000 RI indeDfor soil(AMC 2) = 62.50 Pervious area fraction = 0.100CImpervious fraction = 0.900 • Initial subarea runoff= 1.223(CFS) Total initial stream area = 0.440(Ac.) Pervious area fraction = 0.100 • End of computations, total study area = 3.23 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraclion(Ap)= 0.100 Area averaged RI inde0number= 62.5. • • APPENDIX C 100 YEAR STORM RATIONAL METHOD DEVELOPED CONDITIONS 30519 Wailea Court Temecula,California 92592 (951)691-7706 • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 -2001 Version 6.4 Rational Hydrology Study Date: 06/12/15 File:plant100dev.out Plant's Choice 100-yr Rational Hydrology Developed Condition "' Hydrology Study Control Information English (in-lb)Units used in input data file RDS Associates, Temecula, CA- S/N 936 Rational Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual Storm event(year) = 100.00 Antecedent Moisture Condition =2 Standard intensity-duration curves data (Plate D-4.1) For the[ 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 100.000 to Point/Station 101.000 "" INITIAL AREA EVALUATION "" Initial area Flow distance = 676.000(Ft.) Top (of initial area)elevation = 41.680(Ft.) Bottom (of initial area) elevation = 28.100(Ft.) Difference in elevation = 13.580(Ft.) Slope = 0.02009 s(percent)= 2.01 TC =.k(0.300)'[(lengthA3)/(elevation change)]"0.2 Initial area time of concentration = 8.882 min. Rainfall intensity= 3.717(In/Hr)for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.884 • Decimal fraction soil group A=0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C =0.500 • Decimal fraction soil group D=0.000 RI inde0for soil(AMC 2) = 62.50 Pervious area fraction = 0.10001mpervious fraction = 0.900 Initial subarea runoff= 8.019(CFS) Total initial stream area = 2.440(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 "" INITIAL AREA EVALUATION "" Initial area Flow distance= 212.000(Ft.) Top (of initial area)elevation = 37.690(Ft.) Bottom (of initial area)elevation = 35.000(Ft.) Difference in elevation = 2.690(Ft.) Slope = 0.01269 s(percent)= 1.27 TC = k(0.300)'[(IengthA3)/(elevation change)]A0.2 Initial area time of concentration = 6.123 min. Rainfall intensity= 4.561(In/Hr)for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient=0.887 Decimal fraction soil group,A=0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D =0.000 • RI inde0for soil(AMC 2) = 62.50 Pervious area fraction = 0.10001mpervious fraction = 0.900 Initial subarea runoff= 1.415(CFS) Total initial stream area = 0.350(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 "" INITIAL AREA EVALUATION " * Initial area flow distance= 255.000(Ft.) Top(of initial area)elevation = 37.360(Ft.) Bottom (of initial area)elevation = 31.700(Ft.) Difference in elevation = 5.660(Ft.) Slope = 0.02220 s(percent)= 2.22 TC = k(0.300)'[(IengthA3)/(elevation change)]A0.2 Initial area time of concentration = 5.895 min. Rainfall intensity= 4.658(ln/Hr)for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A=0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group-D= 0.000 RI inde0for soil(AMC 2) = 62.50 Pervious area fraction = 0.1000Impervious fraction = 0.900 • Initial subarea runoff= 1.817(CFS) Total initial stream area = 0.440(Ac.) Pervious area fraction =0.100 • End of computations, total study area = 3.23 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap)= 0.100 Area averaged RI inde0number= 62.5 • APPENDIX D RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT HYDROLOGY MANUAL • REFERENCES 30519 Wailen Court Temecula,California 92592 (951)691-7706 .,_ RAINFALL INTENSITY- INCHES PER HOUR A "IRO LOMA MURRIET• - TEMECULA NORCO PALM SPRINGS PERRIS VALLEY L RANCHO CALIFORNIA DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY MINUTES MINUTES MINUTES MINUTES MINUTES 10 too 10 100 10 too 10 100 10 too G1 YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR S 2.6A A.AB 5 3.65 S.10 5 2.77 0.16 5 4.23 6.76 5 2.60 3.78 6 2.se 0.07 6 3.12 0.61 6 2.53 3.79 6 3.80 6.00 6 2.41 3.46 7 2.37 3.75 7 2.87 4.24 7 2.34 3.S1 7 3.48 5.56 7 2.24 3.21 8 2.21 3.49 8 2.67 3.94 6 2.19 3.29 8 3.22 S.15 8 2.09 3.01 D A 9 2.08 3.28 9 2.50 3.69 9 2.07 3.10 9 3.01 4.81 9 1.98 2.84 v 10 1.96 3.10 10 2.36 3.48 10 1.96 2.94 10 2.63 4.52 10 1.08 2.69 D 11 1.87 2.95 11 2.24 3.30 11 1.87 2.80 11 2.67 0.28 11 1.79 2.57 r, 12 1.78 2.82 12 2.13 3.15 12 1.79 2.68 12 2.54 4.07 12 1.72 2.46 13 1.71 2.70 13 2.00 3.01 13 1.72 2.58 13 2.43 3.88 13 1.65 2.37 IO 1.60 2.60 14 1.96 2.89 14 1.66 2.48 14 2.33 3.72 14 1.59 2.29 15 1.58 2.SO Is 1.89 2.79 IS 1.60 2.40 IS 2.23 3.58 15 1.54 2.21 16 1.53 2.02 16 1.62 2.69 16 I.Ss 2.32 16 2.15 3.44 16 1.49 2.14 17 1.48 2.34 17 1.76 2.60 17 1.50 2.25 17 2.08 3.32 17 1.4S 2.06 l8 1.44 2.27 Is 1.71 2.S2 18 I.46 2.19 18 2.01 3.22 18 1.41 2.02 19 1.40 2.21 19 1.66 2.45 19 1.42 2.13 19 1.95 3.12 19 1.37 1.97 20 1.36 2.15 20 1.61 2.38 20 1.39 2.08 20 1.89 3.03 20 1.36 1.92 22 1.29 2.04 22 1.53 2.26 22 1.32 1.98 22 1.79 2.86 22 1.28 1.83 24 1.24 1.9s 24 I.46 2.15 24 1.26 1.90 24 1.70 2.72 24 1.22 1.75 26 1.19 1.87 26 1.39 2.06 26 1.22 1.02 26 1.62 2.60 26 1.18 1.69 28 1.14 1.80 26 1.36 1.98 28 1.17 1.76 28 1.56 2.49 28 1.13 1.63 30 1.10 1.73 30 1.29 1.90 30 1.13 1.70 30 1.49 2.39 30 1.10 I.S7 32 1.06 1.67 32 1.20 1.84 32 1.10 1.60 32 1.44 2.30 32 1.06 I.S2 Z 34 1.03 1.62 34 1.20 1.78 34 1.06 1.59 34 1.39 2.22 36 1.03 1.48 36 1.00 1.s7 36 1.17 1.72 36 1.03 1.55 36 1.30 2.15 36 1.00 1.44 n m 38 .97 1.53 38 1.13 1.67 38 1.01 1.51 38 1.30 2.09 38 .98 1.40 Z AO .94 I.49 AO 1.10 1.62 AO .98 I.47 40 1.27 2.02 40 .9s 1.37 m N (n OS .89 1.40 AS 1.03 1.52 45 .92 1.39 45 1.18 1.89 45 .90 1.29 -1 SO .84 1.32 so .97 1.44 so .88 1.31 50 1.11 -1.70 so .85 1.22 55 .80 1.26 55 .92 1.36 s5 .04 1.25 55 1.05 1.68 Ss .01 1.17 m Z 60 .76 1.20 60 .88 1.30 60 .80 1.20 60 1.00 1.60 60 .76 1.12 N'ID I 0 65 .73 1.15 65 .94 1.24 65 .77 I.IS 65 .95 1.53 65 .75 1.08 r 0 D 70 .70 1.11 70 .81 1.19 70 .TA 1.11 70 .91 1.46 70 .72 1.04 D C m 75 .68 1.07 75 .78 1.15 7s .72 1.07 75 .09 1.41 is .70 1.00 m D M 0 80 .65 1.03 80 .75 1.11 8o .69 1.04 80 .85 1.35 80 .68 .97 m D 85 .63 1.00 85 .73 1.07 8s .67 1.01 85 .82 1.31 85 .66 .94 o D :-1 A Z SLOPE • .530 SLOPE • .550 SLOPE .500 SLOPE .SSO SLOPE • .490 A 0 R J 40 �N lip \ Vr � �,/ ii Sr,� ^111�C31 � %I,IgF4 ►� _ ,, 4 ,t r Kill Ik mia Will y 001 HYDROLOGIC • GROUP MAP FOR raMURRIETA lg� AN ".r rµ lR'��1,5 .w err �. zv yp }yTq, �}y �' j l' `WM\ j Ro '14r�''� ��In�•R. 0+rvv S ;� Mr 1 a' .T ,y�CiFiZnlia.l�YOG' �� 1 ®'"�i}c�iIAI I�tRP. va iY d t t:^. 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YAI'is5 Q NOT-TO-SCALE . -1 - GRAPHIC SCALE '- ASEMA -r-LjA140000HY '-" 0L0 SOILS ENGINEER: "�' Y RD 30 0 15 30 60 90 MATRIX GEOTECHNICAL �� 41769 ENTERPRISE CIRCLE N. IN THE CITY OF TEMECULA, STATE OF CALIFORNIA SUITE 107 o �F ( IN FEET ) TEMECULA, CA 92590 1 inch 30 f>~ 951-200-4747 EASEMENT NOTES: yo Q� n EASEMENT IN FAVOR OF SOUTHERN CALIFORNIA °R EDISON COMPANY, A CORPORATION, FOR OVERHEAD AND UNDERGROUND ELECTRICAL SUPPLY , PARCEL a I SYSTEMS AND APPURTENANCES DATED NOVEMBER 909-3 10-076 20, 1972 AND RECORDED JANUARY 9, 1973 AS RANCHO CAUIFORNIA RD FIN 21383 D INSTRUMENT NO. 3490, O.R. g©9- 3�1(0- 1� 1 I paG�C��L� 00 gOg���l Oo�Oo G°�Q��L�L� g� _ G7° H 167/1 o-26 j D d no0 o n a Q EASEMENT RESERVED BY KACOR REALTY, INC. FOR VICINITY MAP \ tNOT PH 213 o� pQwC�E� �� PARCEL o,2 I p� 21363 PUBLIC AND/OR OTHER UTILITIES INCLUDING BUT THOMAS BROS(2010)PAGE 95&E3&F3 TARY D o o L>✓t1W 21383 o SEWERS, GAS, TELEPHED TO CABLE ONE, ELECTRIC AND p�) �C��ld�l `0 1�� p�l 21383 � p�) �1��e� o �� SEC. 3, T85, R3W PH �1�� a��� � DRAINAGE, IN DEED DATED JUNE 15, 1978 AND RECORDED JUNE 21, 1978 AS INSTRUMENT NO. LEGEND: 127011, O.R. - - EX ............. EXISTING AS EASEMENT IN - FAVOR OF RANCHO CORE LU ...... LAND USE ASSOCIATES, NO. 2, FOR DRAINAGE AND GRADING APN ............. ASSESSORS PARCEL NUMBER I PER INSTRUMENT NO. 307116 RECORDED PM ........ ....... PARCEL MAP SEPTEMBER 7, 1989, O.R. RIVERSIDE COUNTY. TR -TRACT MAP ` = — — -- — — — — — — — — — -- — EX CUM GUITO MB ..... .......... MAP BOOK - C/L CENTERLINE P/L ............... PROPERTY LINE R/W ............... RIGHT-OF-WAY WINCHESTER ROAD AC .............. ASPHALTIC CONCRETE CONC CONCRETE LS .................. LANDSCAPE AREAS SB .................. SETBACKS E.4 ' - - SF ......... ........ SQUARE FEET �� SPC ................ PARKING SPACES ADA . HANDICAP ITEMS PROPO ED S Q100= 1.8 cfS Q100= 8.0 cfSCOT ...............: CITY OF TEMECULA coNcan K STD ................ STANDARDs Q10= 1.2 cfs Q10= 5.4 cfs MON ..... ........SURVEY MONUMENT. FIRE HYDRANT�' � FH ............... PP .. POWER POLE 0 301 p MH ................. MANHOLE � ICV IRRIGATION CONTROL VALVE EMWD EASTERN MUNICIPAL WATER DISTRICT LS AV/AR ............ AIR VACUUM/AIR RELEASE VALVE .............. T SLIDING JOg� 3�f O�O�lO GATE OPEN� A SYMBOLS LEGEND: PARCEL 19 EXISTING MAJOR CONTOURS pal ��1�38� I ♦�. �, I . I 1 ♦ , �' 434`� EXISTING MINOR CONTOURS FIN 167/18-2,5 CBOUNDARY LINE 1 I \I - \ PATIO .35 10.44 PROP BUILDING BOUNDARY tt9-ap PAD ONLY PAD ONLY ELEV 1032.7 ` I BOIL { G FOOTPRINT N-� ELEV=1035.5 - CENTERLINE FF 1037.60 11 m i � I o PAD= 36.9 j-z _ 3 I _ LINE _ - - -- - - - - - - EASEMENT NE SUBAREA DESIGNATION -- - _ - 30O 2.44 SUBAREA ACREAGE OO PARCEL NODE NUMBER DESIGNATION PARCEL 1� 100 FIG D o o PH SUBAREA BOUNDARY PARCEL nD n o � pal �1 C��7/�I B �� _ . . _ . . U ARC�EL 18 � FLOWPATH DIRECTION �/�7 PARCEL 17 PARC EL I G A PARC EL it S C°� (11C����l o��� �� P�M] C�71/�10��� L= 676' Irk C��IO�I o��� 2.44 C°�tiM1 �IC ���I o��� SUBAREAFLOWPATH LENGTH THROUGH H= 12.4' L_ 676 +f ---_ __ ----�_ --- -- H= 12.4 FLOWPATH ELEVATION DROP � c I DATA TABLE: Q ASSESSORS PARCEL NO.'S: co 909-310-015 Lq MATERIAL 909-310-016 STORAGE AREA 909-310-017 CD N LEGAL DESCRIPTION 00 HPARCELS 15, 16, AND 17 OF PARCEL MAP 21383 IN THE CITY OF o TEMECULA, COUNTY OF RIVERSIDE, . STATE OF CALIFORNIA, AS PER MAP 1 - - - RECORDED IN BOOK 167, PAGES 10 THROUGH 25, INCLUSIVE, OF PARCEL MAPS IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY. --�— — — BASIS OF BEARINGS: o BEARINGS ARE BASED ON THE CENTERLINE OF WINCHESTER o 2 _ -25, OFFICIAL RECORDS RIVERSIDE _ROAD PER PM 167/18 ky COUNTY, CALIFORNIA, BEING: N 45'22'27'" E. o p '� 0 0�°o o �034 APPROXIMATE EARTHWORK QUANTITIES: nn a- n 2,942 C.Y. CUT o PARCEL D o 1,860 C.Y. FILL I I D o D D o y ti PARCEL �359 PH 21382 II PARC�EL� �3�3 PH 21382 nn D o 1,082 C.Y. EXPORT _ I p� ��1 ��� o d � a II PH i16�1/47 50 DATE OF PREPARATION: Y JUL 29, 2015 O I - - - II SOURCE OF TOPOGRAPHY: I I ALTA/ACSM SURVEY OF PARCELS 15, 16, & 17 OF PARCEL MAP 21383 AS PERFORMED BY CLE I J f ENGINEERING, INC., FIELD WORK COMPLETED ON II I DECEMBER 6, 2012. Z � I j E I J PREPARED BY: - OWNERZAPPLICANT o DIAMOND HEARTS RANCH, LLC o o A CALIFORNIA LIMITED LIABILITY COMPANY 9 C/O BENG HOE 001 RDS No. 37233 525 PLAZA DEL CID, w a * EXP. os— —,s * & ASSOCIATES CHULA VISTA, CA 91910 w s z } OF 30519 Wailea Ct. TEL: 615 726-0010 o Temecula, CA. 92592 FAX: 6151/ 726-2090 C / J o PH: 951.691.7706 Z NO. DATE REVISION Q w ENGINEER: w 3 -_ - w a THIS MAP IS BASED ON RECORD DATA AND - _ 0 � SHOULD NOT BE RELIED UPON FOR ACCURATE Z SURVEY INFORMATION.. ALL MEASUREMENTS SHALL BE FIELD VERIFIED BYPERSONs - MARKHAM DEVELOPMENT MANAGEMENT GROUP, INC. o = AUTHORIZED TO PERFORM SUCH WORK. - - - 41635 Enterprise Circle N. — Suite B ANY DESIGN INFORMATION SHOWN ON THIS p % Temecula, California 92590 PLAN IS CONCEPTUAL IN NATURE AND SHALL - - _ o o NOT BE RELIED ON FOR CONSTRUCTION (951) 296 3466 TEL (951) 296 3476 FAX D 1 PURPOSES. V