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HomeMy WebLinkAboutMS 04-18; EUCALYPTUS SUBDIVISION; DRAINAGE STUDY; 2006-04-01DRAINAGE STUDY FOR EUCALYPTUS LANE M.S. 04-18 CARLSBAD, CA J.N. 061163 Prepared: April 2006 O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92010-6609 Tel: (760) 931-7700 Fax: (760) 931-8680 Keith W. Hansen, RCE 60223, Exp. 6/30/06 Date TABLE OF CONTENTS INTRODUCTION .......................................................................................................................... 3 RATIONAL METHOD DESCRIPTION ....................................................................................... 3 CONCLUSIONS ............................................................................................................................. 3 APPENDIX A -CALCULATIONS .............................................................................................. 4 Existing Conditions: .................................................................................................................... 4 Proposed Conditions: ................................................................................................................. 10 APPENDIX B -REFERENCE MATERIAL ............................................................................... 16 APPENDIX C -VICINITY MAPS AND EXHIBITS ................................................................. 17 1:\061 163\H ydrology\H ydReport.doc 2 INTRODUCTION The project is located on the north side of Eucalyptus Lane at the intersection with Crestview Drive in the City of Carlsbad. The assessor's parcel number is 208-040-05. (See Vicinity Map, appendix C). The site is a knoll with existing dwelling and a minimal amount of vegetation. The site is directly adjacent to El Camino Real and an existing 150-foot wide SDG&E easement along Crestview Drive. The developed condition will be to grade the southerly portion of the knoll to create three (3) building pads. The site will encompass approximately 2.12 acres of the 4.95 acre drainage basin. RATIONAL METHOD DESCRIPTION The rational method, as described in the 2003 San Diego County Hydrology Manual, was used to generate surf ace runoff flows, which were then used to size the drainage facilities. The basic equation: Q = CIA C = runoff coefficient (varies with surface) I= intensity (varies with time of concentration) A = Area in acres The design storm for this project is the 100-year event. See appendix A for runoff coefficient, time of concentration, and rainfall intensity calculations. All Calculations were performed in accordance with the 2003 San Diego County Hydrology Manual. Soil maps, rainfall Isopluvials maps, reference figures, charts and tables are located in appendix B. Vicinity Map and drainage exhibits are located in appendix C. CONCLUSIONS The proposed land use will cause design storm flows of 18.01 cfs, the existing municipal infrastructure is designed to convey 23.0 cfs. Land use and runoff coefficients used are consistent with the Preliminary Hydrology Study for Rancho Real CT 90-13, Prepared by Masson & Associates, Inc. August 1998; therefore no detention or retention features are required. APPENDIX A -CALCULATIONS Existing Conditions: Basin A Runoff Coefficient (C): Basin A Total Area = Basin A-1 Area = Basin A-1 Runoff Coefficient = Basin A-2 Area = Basin A-2 Runoff Coefficient = (BxC)+(DxE) Basin A Composite Runoff Coefficient (A) = Effective Slope: 3.45 Acres (A) 2.32 Acres (B) 0.46 (C) --------- 1.13 Acres (D) 0.40 (E) -------- 0.44 (F) -------- COMPUTAJION OF EFsFECTIVE'SLOPE Basin A Station Elevation Area 0.00 57.50 100.00 60.50 150.00 200.00 66.50 600.00 300.00 71.50 1150.00 400.00 76.00 1625.00 500.00 80.45 2072.50 600.00 83.20 2432.50 650.00 91.00 1480.00 750.00 95.00 3550.00 850.00 101.90 4095.00 950.00 107.50 4720.00 21875.00 AE46.05 1:\061163\Hydrology\HydReport.doc Effective Slope: 4 Slope 3.00% 6.00% 5.00% 4.50% 4.45% 2.75% 15.60% 4.00% 6.90% 5.60% 4.85% Time of Concentration (Tc): Initial Area -Interpolation from table 3-2, cross-referencing table 3-1; appendix B Initial slope = 4.85% C = 0.44 Ti Lm Travel Time (Tt): = 7.75 min = 100' Tt =(1 l.9L3/~)0.38S Where: L = remaining watershed length (mi.) = 950' -100' = 850' /(5280' /mi) ~ = Remaining Effective Elevation = Eff. Slope x L = 4.85% x 850' = 41.23' Tt =0.0752 hrs = 4.51 min. Tc =Ti+ Tt =12.26 min Rainfall Intensity (I): I = 7.44 X p6 X o-0•645 Where: P6 = Six Hour Design Storm Rainfall (see appendix B) = 2.75 in. D = Tc = 12.26 min. I = 4.06 in./hr. Peak Basin Flow (Q): Q = CIA = (0.44) (4.06 in/hr) (3.45 Ac.) = 6.16 cfs 1:\061163\Hydrology\HydReport.doc 5 Basin B Runoff Coefficient (C): Basin B Total Area = Basin B-1 Area = Basin B-1 Runoff Coefficient = Basin B-2 Area = Basin B-2 Runoff Coefficient = (BxC)+(DxE) Basin B Composite Runoff Coefficient (A) = Effective Slope: Basin B Station Elevation Area 0.00 53.00 100.00 59.30 315.00 200.00 61.30 280.00 300.00 66.00 615.00 400.00 69.00 1000.00 500.00 74.00 1400.00 600.00 78.90 1895.00 710.00 104.00 3734.50 ~E 79.03 Effective Slope: 1:\061 I 63\Hydrology\HydReport.doc 6 1.49 Acres (A) 1.49 Acres (B) 0.35 (C) --------- 0.00 Acres (D) 0.00 (E) --------- 0.35 (F) --------- Slope 6.30% 2.00% 4.70% 3.00% 5.00% 4.90% 22.82% 3.67% Initial Time of Concentration (Tc): Initial Area-Interpolation from table 3-2, cross-referencing table 3-1; appendix B Initial slope = 3.67% C = 0.35 Ti Lm Travel Time (Tt): = 9.76 min = 100' Tt =(l l.9L3/LIB)°-385 Where: L LIB = remaining watershed length (mi.) = 710' -100' = 610'/(5280'/mi) = Remaining Effective Elevation = Eff. Slope x L = 3.67% x 610' = 22.39' Tt =0.0632 hrs = 3.79 min. Tc =Ti+ Tt =13.55 min Rainfall Intensity (I): I = 7.44 X p6 X o-0.645 Where: P6 = Six Hour Design Storm Rainfall (see appendix B) = 2.75 in. D = Tc = 13.55 min. I = 3.81 in./hr. Peak Basin Flow (Q): Q = CIA = (0.35) (3.81 in/hr) (1.49 Ac.) = 1.99 cfs 1:\061163\Hydrology\HydReport.doc 7 Basin C Runoff Coefficient (C): Basin C Total Area = l .94Acres (A) Basin C-1 Area = 1.94 Acres (B) Basin C-1 Runoff Coefficient = 0.87 (C) --------- Basin C-2 Area = 0.00 Acres (D) Basi n C-2 Runoff Coefficient = 0.00 (E) --------- (BX c)+ (Dx E) Basin C Composite Runoff Coefficient (A) = 0.87 (F) --------- Effective Slope: Basin C Station Elevation Area Slope 0.00 57.50 100.00 59.00 75.00 1.50% 200.00 60.90 245.00 1.90% 300.00 67.00 645.00 6.10% 400.00 71.90 1195.00 4.90% 500.00 75.50 1620.00 3.60% 600.00 78.10 1930.00 2.60% 700.00 80.10 2160.00 2.00% 800.00 81.80 2345.00 1.70% 900.00 82.70 2475.00 0.90% 1010.00 101.90 3828.00 17.45% 16518.00 AE46.05 Effective Slope: 3.24% 1:\061163\Hydrology\HydReport.doc 8 Time of Concentration (Tc): Initial Area-Interpolation from table 3-2, cross-referencing table 3-1; appendix B Initial slope = 3.24% C = 0.87 Ti Lm Travel Time (Tt): = 2.56 min = 81.2' Tt =(1 l.9L3/LlE)°-385 Where: L LIB = remaining watershed length (mi.) = 1010' -81.2' = 928.8'/(5280'/mi) = Remaining Effective Elevation = Eff. Slope x L = 3.24% x 928.8' = 30.09' Tt Tc =0.094 hrs =Ti+ Tt Rainfall Intensity (I): = 5.64 min. =8.20 min 1 = 7.44 x P6 x n·0•645 Where: P6 = Six Hour Design Storm Rainfall (see appendix B) = 2.75 in. D = Tc = 8.20 min. I = 5.27 in./hr. Peak Basin Flow (Q): Q = CIA = (0.87) (5.27 in/hr) (1.94 Ac.) = 8.89 cfs 1:\061163\Hydrology\HydReport.doc 9 Proposed Conditions: Basin X Runoff Coefficient (C): Basin X Total Area = Basin X-1 Area = Basin X-1 Runoff Coefficient = Basin X-2 Area = Basin X-2 Runoff Coefficient = (BxC)+(DxE) Basin X Composite Runoff Coefficient (A) = Effective Slope: Basin X Station Elevation 0.00 57.50 100.00 60.50 200.00 66.50 300.00 71 .50 400.00 76.00 500.00 80.45 600.00 83.20 650.00 91.00 750.00 95.00 850.00 101.90 950.00 107.50 Area 150.00 600.00 1150.00 1625.00 2072.50 2432.50 1480.00 3550.00 4095.00 4720.00 21875.00 ~E46.05 I :\06 I 163\H ydrology\H ydReport.doc Effective Slope: 10 3.19 Acres (A) 2.32 Acres (B) 0.46 (C) -------- 0.87 Acres (D) 0.50 (E) -------- 0.47 (F) -------- Slope 3.00% 6.00% 5.00% 4.50% 4.45% 2.75% 15.60% 4.00% 6.90% 5.60% 4.85% Time of Concentration (Tc): Initial Area -Interpolation from table 3-2, cross-referencing table 3-1; appendix B Initial slope = 4.85% C = 0.47 Ti Lm Travel Time (Tt): = 7.36 min =100' Tt =(l l.9L3/Afj)°-385 Where: L Afj = remaining watershed length (mi.) = 950' -100' = 850' /(5280' /mi) = Remaining Effective Elevation = Eff. Slope x L = 4.85% x 850' = 41.23' Tt =0.0752 hrs = 4.51 min. Tc = Ti + Tt = 11.87 min. Rainfall Intensity (I): I = 7.44 X p6 X o-0•645 Where: P6 = Six Hour Design Storm Rainfall (see appendix B) = 2.75 in. D = Tc = 11.87 min. I = 4.15 in./hr. Peak Basin Flow (Q): Q = CIA = (0.47) (4.15 in/hr) (3.19 Ac.) = 6.22 cfs 1:\061163\Hydrology\HydReport.doc 11 Basin Y Runoff Coefficient (C): Basin Y Total Area = Basin Y-1 Area = Basin Y-1 Runoff Coefficient = Basin Y-2 Area = Basin Y-2 Runoff Coefficient = (BxC)+(DxE) Basin Y Composite Runoff Coefficient (A) = Effective Slope: Basin Y Station Elevation Area 0.00 53.00 100.00 59.30 315.00 200.00 61.30 280.00 300.00 65.50 590.00 400.00 69.00 975.00 500.00 74.00 1400.00 600.00 79.00 1900.00 700.00 104.00 3400.00 ~E 78.31 Effective Slope: 1:\06 I 163\Hydrology\HydReport.doc 12 1.64 Acres (A) 0.31 Acres (B) 0.50 (C) --------- 1.33 Acres (D) 0.35 (E) --------- 0.38 (F) --------- Slope 6.30% 2.00% 4.20% 3.50% 5 .00% 5.00% 25.00% 3.62% Initial Time of Concentration (Tc): Initial Area-Interpolation from table 3-2, cross-referencing table 3-1; appendix B Initial slope = 3.62% C = 0.38 Ti Lm Travel Time (Tt): = 9.42 min =100' Tt =(11.9L3/~E)°-385 Where: L ~ = remaining watershed length (mi.) = 700' -100' = 600' /(5280' /mi) = Remaining Effective Elevation = Eff. Slope x L = 3.62% x 600' = 21.72' Tt =0.0643 hrs = 3.86 min. Tc =Ti+ Tt =13.28 min Rainfall Intensity (I): I = 7.44 X p6 X o-0•645 Where: P6 = Six Hour Design Storm Rainfall (see appendix B) = 2.75 in. D = Tc = 13.28 min. I = 3.86 in./hr. Peak Basin Flow (Q): Q = CIA = (0.38) (3.86 in/hr) (1.64 Ac.) = 2.41 cfs 1:\061163\Hydrology\HydReport.doc 13 Basin Z Runoff Coefficient (C): Basin Z Total Area = 2.05 Acres (A) Basin Z-1 Area = 2.05 Acres (B) Basin Z-1 Runoff Coefficient = 0.87 (C) --------- Basin Z-2 Area = 0.00 Acres (D) Basin Z-2 Runoff Coefficient = 0.00 (E) --------- (BxC)+(DxE) Basin Z Composite Runoff Coefficient (A) = 0.87 (F) --------- Effective Slope: Basin Z Station Elevation Area 0.00 57.50 100.00 59.00 75.00 200.00 60.90 245.00 300.00 67.00 645.00 400.00 71.70 1185.00 500.00 75.20 1595.00 600.00 77.90 1905.00 700.00 79.90 2140.00 800.00 81.80 2335.00 900.00 82.70 2475.00 1010.00 101 .90 3828.00 16518.00 .<iE32.53 1:\061163\Hydrology\HydReport.doc COMP0T C. IVE. SLOPE Effective Slope: 14 Slope 1.50% 1.90% 6.10% 4.70% 3.50% 2.70% 2.00% 1.90% 0.90% 17.45% 3.22% Time of Concentration (Tc): Initial Area -Interpolation from table 3-2, cross-referencing table 3-1; appendix B Initial slope = 3.22% C = 0.87 Ti Lm Travel Time (Tt): = 2.57 min =81.1' Tt =(l l.9L3/LIB)°-385 Where: L = remaining watershed length (mi.) = 1010' -81.1' = 928.9' /(5280' /mi) LIB = Remaining Effective Elevation = Eff. Slope x L = 3.22% x 928.9' = 29.91' Tt Tc =0.094 hrs =Ti+ Tt Rainfall Intensity (I): = 5.65 min. =8.22 min 1 = 7.44 x P6 x o-0-645 Where: P6 = Six Hour Design Storm Rainfall (see appendix B) = 2.75 in. D = Tc = 8.22 min. I = 5.26 in./hr. Peak Basin Flow (Q): Q = CIA = (0.87) (5.26 in/hr) (2.05 Ac.) = 9.38 cfs 1:\061163\Hydrology\HydReport.doc 15 • APPENDIX B -REFERENCE MATERIAL 1:\061163\Hydrology\HydReport.doc 16 San Diego County Hydrology Manual Date: June 2003 Table 3-1 Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use I Runoff Coefficient ''C" Soil Type NRCS Elements Coun Elements %IMPER. A B UrulistUibed Natural Terrain (Natural) Permanent Open Space o• 0.20 0.25 Low Density Residential (LOR) Residential, 1.0 DU/ A or less 10 0.27 0.32 Low Density Residential (LOR) Residential. 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LOR) Residential. 2.9 DU/A or less 25 0.38 0.41 Mediwn Density Residential (MOR) Residential. 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MOR) Residential. 7.3 DU/A or less 40 0.48 0.51 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MOR) Residential, 14.5 DU/A or less 50 0.55 0.58 High Density Residential (HOR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HOR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.18 0.78 0.81 0.84 0.84 0.87 3 6of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 •The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3 .1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever ( e.g., the area is located in Cleveland National Forest). DU/ A • dwelling units per acre NRCS = National Resources Conservation Service 3-o TableJ-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (Ta) Element• DU/ .5% 1% 2% 3% 5% Acre LM Ti LM Ti LM T1 LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 LOR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 LOR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 MOR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.1 MDR 14.5 50 8.2 6S 7.4 80 6.5 90 6.0 100 5.4 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 HOR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 N.Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 G.Com I 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 Limited I. • 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 *See Table 3-1 for more detailed description 10% LM Ti 100 6.9 100 6.4 100 5.8 100 5.6 100 5.3 100 4.8 100 4.5 100 4.3 100 3.5 100 2.7 100 2.7 100 2.4 100 2.2 100 2.2 100 1.9 I 1 '· ~111111111111111111111111111111111111111111111111111111111111111111111111111111 ::.N. I~~ 11111wn111111111111 I I ll111111111111111111111111 I I I I I I 111111111II 7, EQUATION e.o 1 :: 7.44 Pe o-0-645 a.o,~:4-R~~.d--+~~it'.R-.R~~+iitt,rttitiH+ttttttttt1rtl I = lnteneity (inlhr) Pe • 6-Hcu Precipitation (In) '-O~+~J-+~~~~~~~~~~l-f++~fHfl O "' ow,tiOn (min) i,,,.._ N-. ~ "' .,._.." I '"'to " ·--t,,, r,, r1-r, r ,-~ ?to-, z.o• I ""-... ' ~ ~ ... I I .... ~ r-"' .. ""'""' I " ""' ~ ~-'"'"'""" .. I ,.. ", ' • , --., i• i.. .,_., Cf' ~ I ...... . ,-l'loi ,.. .. ~ ~ .... .. ........ • ..... i; ';i I " ', ._ "'-. ", i i i i.., ....... 1.0 ~ .... "', 6.0 a.a .. :·,.... ... 6.5 lo.a i..." "'"' .4.() I .. ' .. --.. .. .. ~ • 4.0 DINctioD• fQr Apple8flon: (1) From.PfeCipitatiM maps detemline 6 hr and 24 hr amounlS far the selected nquency. These maps are Included In the Coooly ~ Manual (10, 50, and 100 yr maps n:luded In the ee.lgn and Prooadura Manual). (2) Adjust 6 IV preclpitati0n (if necessary) so that it is within the range of 45% 1D 66% of the 24 hr pracipi1ation (not applQlple 10 Desert). (3) Plot 6 hr preclpltaa!On on the right &ide of the chart. (4) Dr-aw a line through the point parallel to the plotted lines. (5) This line la the inlsn&ily-dwation curve for the location being analyzed . AppUc:etJor Form: (a) Selected frequency ~ year (b) ~6 = ?., 15 in. p2A = S .oo ~ = 55 %(21 --:-' "' -'P24 - (c) Adjull8d p6C2l c .:I.. 1 S in. (d) t,c = _ min. (e) I• __ in.lhr. io.1 .... -... ·-"', ,.. 4.5 "='I Q.8 u-1, """ 111i Neat: This chart replaces the lntensity-Ow-ation-Frequancy 0..5 . " 3.0 , , w,ves used since 1965. ,.. 1,_ ~2,.75 0.4 "' 2.5 ,----,---,---,----.-.....,..----,~~_;_-;::;:;,..."";:~,;_ ..... ;-~-,---, I , , ~.... 2.0 1--_..;,},,_.:;:}=-+::c~,;,~.;.~=~::.:.;.=:.:=i:::1:;~i-:."'~~=-=I-~-=-~ 0.3 1.5 0.2 1.0 0.11 I I I I I I 11 1 I 1111 II I 1111111111111111111p111111111111111_mmmm I 11 III 1 P 11111 111_111111111 s e 1 e a 10 15 20 30 • 40 50 1 2 3 4 5 a Minutes Houts Duration lntenalty-Durdon DMign Chart• Templata 68 8.<12 llg7 10.11 1t 1.30 Ull 2.58 3.2lf U8 •.a. a.tt u,T&At 7.13 7.78 _z.!! ..!J!.11 Ul2 2.15 2.88 3.23 3.77 4.31 4.85.i~ ~ -~~- ·• D.83 1.40 1.11 us 2.80 3.21 s.~ ~tj •m 1J°!. ~-~ OJl3 1M ua 2.111 2.@ 2.• ~ s.n 4.15 •.se ,.... ~ ~-!~~..h?!.~t~"J __ 2.~..!-19 3..-S 3.79 4:J~. OAO O.tl).~J.:.~J,_~~ -~--2.89 2.91 _us U8 II CLU o.80 1.()8 1.33 UI c.!M 2.12 2.19 2.85 U2 3. 18, • u1 o.a1 o.12 1.02 uil 1A 'ta 1.14 2,04 a.as 2M m-~ t:: ti+~~ t~:: +ra-li: I ~:: ~:--~ 1• o.a ue 0.152 0.86 0.11 0,9:1_ .!M. _1_,,a u, 1.44 1;57 MIi Q22 G.33 0.43 0-54 US 0.76 _0.£_ ~~-J.,(JI U9 1.30 -o. 1t o.a G.38 o . .a o.se o.ee o.75 G.15 • G.94 1.03 1.13 ai 0.17 0-25 G.33 Q.~ ~ OM 0.67----1!.,_75 ! G.84 o.az LOO 3-1 AE Feet 5000 40ot EQUATION Tc = (1~S)0.385 Tc = Time of concentration (hours) L • Watercourse Distance (mllHt 3000 .6.E = Change In etevaUon along effective slope lln• (Set Ftgure 3-5)(feet) ooe ' 50t' ' 481 ',~ 3111 ~~ ' 200 ' ' ' ', L , Mllff Feet ' 100 '1 . 3000 0.5 ' 200t 1800 30 1800 1400 1200 20 1000 900 800 700 800 1G 500 400 300 5 200 L SOURCE: California Division of Highways (1941) and Kirpich (1940) ' Nomograph for Determination of ' ' ' ' 40 30 20 18 11 14 12 10 ' I a 1 • 5 ' 3 Tc nme of Concentration (Tc) or Travel Time (Tt) for Natural 'M:ltersheds ( FIGURE ~ 1-----------------L---------------- Watershed Divide Effective Slope Line Design Point (Watershed Outlet) i----------------L---------------- Area "A"= Area "B" SOURCE: California Division of Highways (1941) and Kirpich (1940) FIGURE Computation of Effective Slope for Natural Watersheds ~ 1 (JJ 0 2 ';;1. 1. 8 1 . 6 . 4 .2 EXAMPLE: 2o/o Concrete Gutter 2 Given: Q • 10 S • 2.5% 3 l-+--1.5'--+I ,.._,,=.015-♦ _____ n = .0175 2% Paved 4 5 6 7 8 9 10 Discharge (C.F.S.) Chart glvH: Depth • 0.4, Velocity • 4.4 f.p.e. RESIDENTIAL STREET ONE SIDE ONLY 20 30 40 50 SOURCE: San Diego County Department of Special District Services Design Manual FIGURE Gutter and Roadway Discharge -Velocity Chart EJ ( 0 fl • 00 @ ~o o. , . . . . i~ 0£ u ~. . . ; _ ,- ;. .;. ~-- i- - • ~i ~ ~H : : ri - : ~: : _ ...! ; -_- -- - - .. . . . . . . . . L .. -. , ~- - --- i_ ~~ ~ ~ -- : . .: : ; : _ ; ~-,: · : .: r:-: · ·~ : r,. - ~ - ~= n ~ T : \7 · - ~ ~ - r f H~1 t.i : ~- · tc; ; ~ Jt- - ~- , . -~ - j ~: I • ~. . -- - - - - - - c_ ·· --- ~: - b ·i -~+ ~ ~--:: t- ~ ~ - - f : f - ~ ~ ~ ~j _ - -- ,0 0 , ; L l , I , ··• .. ~ .. -~ L '. i_, , _ . ·.: . : ~ : ___ _ _ ~ ' ' .- - : - - r - __ _ _ .. · .. . . ~-- . .'. ' - "" \ - · I ] 5 :! ;:, . ~ -t ! I I §, .. . 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APPENDIX C -VICINITY MAPS AND EXHIBITS 1:\061163\Hydrology\HydReport.doc 17 PROJECT SITE CITY OF OCEANSIDE PACIFIC OCEAN /8 CITY OF ENCINITAS VICINITY MAP NO SCALE CITY OF VISTA Y OF N MARCOS ©2006 O'Day Consultants, Inc. ------ I g\ '--/___ I gO I j / / - \ \ I •' i: ! : NOT£!/ ElECTRONIC DATA Fll£S ARE FOR REFERENCE ONLY ANO ARE NOT TO BE USED FOR HORIZONTAL OR VERllCAL S1JRVEY CONTROL SHEET 1 OF SHEET 1 o· 10' 40' 5 20 80' SCA!.£: 1" = 40' EUCALYPTUS LANE HYOROLOGY EXHIBIT EXISTING CONJJITION 2710 Loker Avenue West Suite 1 DO Carls':iod, California 92010 760-931-7700 Fax: 760-931-8680 Civil Engineering Planning Processing Surveying !: 061163 0663ZHYD01B.DWG Apr 17, 2006 9:23am DESIGNED BY: ~S=.K~. __ DATE: ~AP~R=IL~200=6- DRAWN BY: 8.8.. C.F. SCALE: PS SHOWN PROJECT MGR._· ~K=.H~. __ JOB NO.: 06-1163 ENGINEER OF WORK: DATE: KEITH W. HANSEN RCE: 60223 Xrefs: 0663TOPO; 0663plan; 0663amop; 0663astr; TOPO-SHT53 / I / / ©2006 0'Day Consultants, Inc. ------------ I I \ ------ ------ / I ' ........ ~-- -------=------.:c,_::·;~"-::;";;;·~-it:.,_,c;:..:c:j~,~:;-"{!i;~==;:c:~L~~;:[:;:;:;;:c=Q=~-;;~~~;'~~f~~fd : • ---·- ------------- / so / NOlE!! El£C1RON/C OA Ti'. RLES ARE FOR REFERENCE ONLY ANO ARE NOT TO BE I/SEO FOR HORIZONTAL OR 1-ERTTCAL S/JRI-EY CONTROL SH££T 1 OF SH££T 1 o· 1 o· 40' 5 20 BO' SCALE: 1" ::;: 40' HYJJR0L0CY EXHIBIT PROPOSEJ) CONJ)JTJON 2710 Loker Avenue West Suite 100 Carlsbad, California 92010 760-931-7700 Fax: 760-931-8680 Civil Engineering Planning Processing Surveying 1:\061163 0663ZHYD01o.DWG Apr 18, 2006 11:17am DESIGNED BY: S.K. DATE: APRIL 2006 DRAWN BY: B.B., C.F. SCALE: IS SHOWN PROJECT MGR.·,_,_,K"'.H,_. __ JOB NO.: 06-1163 ENGINEER OF WORK: DA1E: KEITH W. HANSEN RCE: 60223 Xrefs: 0663TOPO: 0663plon: 0663omop; 0663ostr; 0663AGRD; TOPO-SHT53