Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
CT 05-09; BRESSI RANCH LOTS 33-39; STORM DRAIN REPORT; 2006-06-02
STORM DRAIN REPORT FOR Bressi Ranch Lots 33-39 CT 05-09/PIP 05-06 Carlsbad, California June 2, 2006 Revised December 20, 2006 DWG No. 447-SA Prepared By: PARTNERS Planning and Engineering 15938 Bernardo Center Drive San Diego, CA 92127 (858) 376-3444 Registration ExpIres I I I I, I I I I I I I I I I I I I I I TABLE OF CONTENTS SITE AND PROJECT DESCRIPTION METHODOLOGY EXISTING CONDITIONS DEVELOPED CONDITIONS EXISTING RUNOFF ANALYSIS DEVELOPED RUNOFF ANALYSIS CURB INLET DESIGN AND ANALYSIS CULVERT DESIGN AND ANALYSIS CHANNEL DESIGN AND ANALYSIS RESULTS AND CONCLUSIONS CALCULA TIONS -WEIGHTED "c" VALUES -CONFLUENCE SAMPLE CALC -85TH PERCENTILE HYDROLOGY SUMMARY CALCS -100-YEAR EVENT HYDROLGOY SUMMARY CALCS -MODIFIED TYPE 'F' C.B. INLET CONTROL -TYPE 'F' CATCH BASIN CALCS -INLET CONTROL CALCS -RIPRAP CALCS -FOSSIL FILTER CALCS -GRASS-LINED SW ALE CALCS LIST OF FIGURES FIGURE 1: VICINITY MAP FIGURE 2: PROPOSED HYDROLOGY MAP FIGURE 3: CITY OF CARLSBAD DWG NO. 400-8D SHEET 8 OF 17 FIGURE 4: CITY OF CARLSBAD DWG NO. 400-8D SHEET 9 OF 17 LIST OF TABLES TABLE 1.1: WEIGHTED "C" VALUES TABLE 1.2: 85TH PERCENTILE HYDROLOGY SUMMARY CALCS TABLE 1.3: 100 YEAR EVENT HYDROLOGY SUMMARY CALCS TABLE 1.4: GRASS-LINED SWALE CALCS page 1 page 1 page 1 page 1 page 1 page 2 page 2 page 2 page 2 page 3 page 5 page 6 pages 7-8 pages 9-10 page 11 page 12 page 13 pages 14-15 page 16 page 17 . page 4 attached attached attached I I I I I I I I I I I I I I I I I I I Appendix 1.1: Appendix 2.1 : Appendix 2.2: Appendix 3.1: Appendix 4.1 : Appendix 4.2: Appendix 5.1: Appendix 5.2: Appendix 6.1: Appendix 6.2: Appendix 6.3: LIST OF APPENDICES Runoff Coefficients 100-Year Rainfall Event-6 Hours Isopluvial Chart 100-Year Rainfall Event-24 Hours Isopluvial Chart Intensity -Duration Design Chart (100-Year) Maximum Overland Flow Length & Initial Time of Concentration Overland Time of Flow Nomograph Gutter & Roadway Discharge -Velocity ChaIt Capacity of Curb Opening Inlets Handbook of Hydraulics Tables 7-4 and 7-14 Handbook of Hydraulics Table 7-11 Selection of Riprap and Filter Blanket Material Table 200-1.7 I I I I I I I I I I I I I I I I I I I SITE AND PROJECT DESCRIPTION This storm drain repOlt has been prepared as part of the Development Permit submittal requirements for the development of Bressi Ranch Lots 33-39. The proposed development includes eight (8) office buildings with associated parking, landscaping and hardscape. The project site is located east of Interstate 5 and south of Palomar AirpOlt Road. See Figure No. 1 for Vicinity Map. See Figure 2 attached at the end of this report for the proposed drainage limits. See Figure 3 attached at the end of this repOli for the existing drainage limits. METHODOLOGY This drainage report has been prepared in accordance with current City of Carlsbad regulations and procedures. All of the proposed pipes, curb inlets and grass-lined swales were desIgned to intercept and convey the 100-year storm. The Modified Rational Method was used to compute the anticipated runoff. See the attached calculations for particulars. The following references have been used in preparation of this report: (1) San Diego County Hydrology Manual, June, 2003. (2) Handbook of Hydraulics, E.F. Brater & H.W. King, 6th Ed., 1976. EXISTING CONDITIONS: The project site lies within the Bressi Ranch Industrial Park south of Palomar Airport Road. The existing site currently consists of a mass graded pad with desiltation basin located at the southwest corner of the site. Runoff developed on site currently sheet flows from the northeast to the southwest to the existing desiltation basin. DEVELOPED CONDITIONS: The proposed development includes eight (8) office buildings with associated parking, landscaping and hardscape, and adjoining vacant lots for the next phase. Surface runoff from the site will be directed to either curb inlets or catch basins fitted with the Fossil FiIterrM Storm Water Filtration System or grass-lined swales for water quality purposes. EXISTING RUNOFF ANALYSIS: The site sheet flows from northeast to southwest towards the existing desiltation basin located at the southwest corner of the site. Existing runoff analysis prepared by Project Design Consultants providing the ultimate "Q" of 55.4 cfs allowed off of this project. Please see attachment figure 3. I I I I I I I I I I I I I I I I I I I DEVELOPED RUNOFF ANALYSIS: All of the proposed pipes, inlets and catch basins were designed to intercept and convey the 1 DO-year storm. The runoff coefficients for the site were based on soil group D and uItiIi1ate improvements for the proposed site. Runoff coefficients used for the proposed analysis ranged from 0.460 to 0.900 for the Basins. All of the proposed drainage culverts will be PVC or HDPE and were sized using a Manning's 'n' coefficient of 0.013. Runoffwill be directed to one of the proposed grass swales located within the project site. See Tables 1.1 to 1.4 as well as the attached sample hand calculations for particulars. CURB INLET DESIGN AND ANALYSIS: Per City of Carlsbad's Standard, curb inlets are allowed 2 cfs per foot of opening for sump conditions where the water can pond to the top of curb. CULVERT DESIGN AND ANALYSIS: The storm drain culvel1s were sized using King's handbook (Table 7-14 and 7-4) in appendix A-6.1 ofthis report to verify capacity. For circular conduits: K' = Qn/[d"(8/3)s"(1I2)] where K' = Discharge Factor Q = Runoff Discharge (cfs) n = Manning's Coefficient d = Diameter of Conduit (ft) s = Pipe Slope (ft/ft) See the attached calculations for culvert sizing. CHANNEL DESIGN AND ANALYSIS The proposed trapezoidal grass lined channel within this project was sized using King's Handbook (Table 7-11), in appendix A-6.2 of this report. For trapezoidal channels: K' = Qn/[b"(8/3)s"(1I2)] where K' = Discharge Factor Q = Runoff Discharge (cfs) n = Manning's Coefficient b = Channel Bottom Width (ft) s = Channel Slope (ft/ft) Vegetated lined channels are capable of withstanding erosion for velocities up to 5 fps. 2 I I I I I I I I I I I I I I I I I I I RESULTS AND CONCLUSIONS The mass graded site (Bressi Ranch Lots 33-39) was designed by Project Design Consultants (PDC) for an ultimate flow of-site of 55.4 cfs. The existing storm drain system was designed to accommodate 55.4 cfs from lots 33-39. The existing storm drain system was designed with six stubs to the site. These stubs consisted of: Stub No. cfs Sta on Gateway Road 1* 55.4 cfs 1+98.59 2 10.68 efs 4+05.54 3 7.38 cfs 7+02.36 4 20.97 cfs 8+00.04 5 6.89 cfs 10+61.48 6 6.89 cfs 11+12.12 * If stubs 2-6 are not used in design, the ultimate allowable discharge for stub 1 is 55.4 cfs, otherwise the allowable discharge from stub 1 is the difference between 55.4 cfs and the used stubs (stubs 2-6). Basin A 1.1 to Basin A3.3 drains to Stub No.1. The calculated runoff is 18.10 cfs with a time of concentration of 5.9 minutes. The capacity of Stub No.1 at the station 1 +98.59 has an allowed capacity of 55.4 cfs. There is no increase in flow therefore no detention is required and the existing pipe can convey the proposed flow. Basin B 1.1 to Basin B6.1 drains to Stub No.2. The calculated runoff is 9.32 cfs with a time of concentration of6.6 minutes. The capacity of Stub No.2 at the station 4+05.54 has an allowed capacity of 10.68 cfs. There is no increase in flow therefore no detention is required and the existing pipe can convey the proposed flow. Basin F1.1 to F1.2 drains to Stub No.4. The calculated runoff is 7.59 cfs with a time of concentration of 32.4 minutes. The capacity of Stub No.4 at the station 8+00.04 has an allowed capacity of20.97 cfs. There is no increase in flow therefore no detention is required and the existing storm drain in Gateway Road can convey the proposed flow. The calculated flow from lots 33-39 Basins A1.1 to A3.3, B1.1 to B6.1, C1.1, D1.1, E1.1 and Fl.1 to F1.2 was determined to be 36.31 cfs. This is less than the ultimate flow of 55.4 cfs as determined by PDC and as indicated on sheets 8 of 17 and 9 of 17-of drawing no. 400-8D, therefore no detention is required for this phase of construction. All onsite pipes and inlets have been designed to convey the 100-year storm event. Riprap energy dissipaters have been provided at all surface outlet points and have been designed to convey the 100-year storm event. A Storm Water Management Plan will be prepared separately to discuss the impacts the proposed development will have on the storm water quality. 3 - - - - - - ---.,-.-. -.. -. - --. - - - ,p .. , CITY. OF VISTA ~ ~~ . PACIFIC OCEAN·' .. ' ..• ··· ... ······.·>····.·.'Vlcj"J/rYMAP·'>~ ...... . " ": .... ~~.:;,:.: ... : .... : .... .': <.;:.:.:N07>·Td:.··SC~LE.:·:;:.·.:·'>-··~· ... ··. :'.:: ...... :,: .. '.,: .:-.: .. '.' I I CALCULATIONS I I I I I I I I I I I I I I I I I -------------------WEIGHTED "C" ,BASIN~: AREA (SF) AREA',(AC) ::'%Imp:': ',',C':; Value ?,;;:~¥BASIN;:.0'i,;,~ ,~", '":':"~ AREA'(SF)::gg;;,~' ,", j';!t/!,',:<;"-"'::/r: r , '," h":"~'!"'/"/-;'" ,~,',~< ,;:'yAREA'(AC)':: :<% Imp "C'~Value A1.1 4,438 0.101882 1 0.900 E1.1 801 0.018388 1 0.900 A1.2 22,170 0.508953 0.9 0.856 F1.1 10,467 0.240289 0 0.460 I A1.3 5,219 0.119812 0 0.460 F1.2 326,484 7.495041 0 0.460 --, I A1.4 6,494 0.149082 0 0.460 A1.5 655 0.015037 1 0.900 A1.6 11,915 0.273531 0.85 0.834 A1.7 5,424 0.124518 0 0.460 e:'r;1'~, ;f;i<r"'~' "'-, ,.-. ""'''':'1 ~,< <)~"Y'0:,'''' fif,' ';!\'i:, BaSin, Confluence::::,':: : ~./:;l:;l. \,/fC:;,., '" ' ::~ '~; ,~;:. ,';, Symbol, A1.8 11,525 0.264578 0.35 0.614 A 1.1-A1.2:A1.3-A1.5 CP#1 A1.9 3,214 0.073783 0.85 0.834 A1.1-A1.6:A1.7 CP#2 A1.10 6,001 0.137764 0 0.460 I A1.1-A1.7:A1.8 CP#3 A1.11 7,127 0.163613 0 0.460 A1.1-A1.9:A1.10-A1.11 CP#4 A1.12 4,275 0.098140 0 0.460 A1.1-A1.2:A1.13-A1.14 CP#5 A1.13 2,145 0.049242 0.8 0.812 A1.1-A1.14:A2.1-A2.2 CP#6 A1.14 3,147 0.072245 0.8 0.812 A1.1-A1.14,A2.1-A2.2:A3.1-A3.3 CP#7 A2.1 5,908 0.135629 0 0.460 81.1-81.3:82.1-82.2 CP#8 A2.2 21,676 0.497612 0.3 0.592 81.1-81.3,82.1-82.2:83.1-83.2 CP#9 \.)'\ A3.1 3,402 0.078099 1 0.900 81.1-81.3,82.1-82.2,8.3-83.2:84.1 CP#10 , A3.2 41,126 0.944123 0.6 0.724 85.1-85.2:85.3 CP#11 A3.3 5,281 0.121235 0 0.460 85.1-85.3:85.4 CP#12 81.1 4,996 0.114692 0 0.460 81.1-81.3,82.1-82.2,83.1-83.2,84.1 :85.1-85.4 CP#13 81.2 4,727 0.108517 0 0.460 81.1-81.3,82.1-82.2,83.1-83.2,B4.1,85.1-85A:B6.1~ -------, ~f#14 81.3 22,757 0.522429 0.45 0.658 82.1 1,380 0.031680 1 0.900 82.2 3,705 0.085055 0.9 0.856 83.1 1,547 0.035514 1 0.900 83.2 5,472 0.125620 0.55 0.702 84.1 12,846 0.294904 ' 0.4 0.636 85.1 3,940 0.090450 0.85 0.834 85.2 6,929 0.159068 0.75 0.790 85.3 1,712 0.039302 0 0.460 85.4 60,27~ 1.383678 0.65 0.746 86.1 8,052 0.184848 0.45 0.658 C1.1 5,068' 0.116345 0.5 0.680 01.1 1-,-998 0.046097 0 0.460 578-sd12-06-06.xls TA8LE 1.1 I , 6o~Mtb I I I I: I Ij- , , i I: I: Ii I I: I ~I , (' 4pl(~) ! ' .! I I it" (' T, ITJ )( Q~) I • 1 ! I • ! I , I j9.,~,(j; ! f iii /),V: i , I ,I ,I 1~3i1?J , , I I i . , , I. _~ __ .1 , , I ~ • t i 1 _L i ! i ,1 -------------------HYDROLOGY SUMMARY _I Conll.! Sub-I AREA: "C" I CA Q Pof.rtTBa~i'!L A~J _ _ J cfs 1 I I Prop~sed 8?th Per~entil~ I 5.00 0.50 2.9 2.9 0.0 1.8 2.9 0.20 0.02 4.7 0.20 0.11 L (ft) S (%) IDiaJ K' (Pipe) (Pipe) or (or) I (or) I(W) (Gtr) I (Gtr) I(in) 210 0.5 D\dl Ca V or 1 (fps) area 1.5 I nodel I I to I 2 Remarks 85th percentile OVERLAND~F~LO~W~ ______ _ GUTTER FLOW AI.I :0.1019;0.900;0.09210.0921 90 t--t-A 1.2 : 0.5090 i 0.856; 0.436 0.527_ ~ iii 1 1 A 1.3 I 0.1198 i 0.460, 0.055 0.055 100 > I 0% 6.9 0.0 6.9 0.20 0.01 OVERLAND FLOW I AI.41 OJ491 :0.4601o.069i 0.124 2.85 6.9 0.3 7.2 0.20 0.02 70 2.85 24 0.00030.020.003 1.8 node 3 to 4 BROWDnU-1 FLOW----- ----LAI.5iO.0150;0.900!0.01410.137 5.00 7.2 0.2 7.3 0.20 0.03 40 5 1.5 node 4 to 2 GUTTER FLOW -,--___ _ CP#I! 1 , I 1 4.7 0.20 0.12 AI.I.AI.2:AI.3.AI.4.AI.5 ~A.1.61 0.2735 iO.834: 0.22810.893 0.50 4.7 0.8 5.5 0.20 0.18 100 0.5 1.5 node 2 to 5 GUTTER FLOW 1 A 1.7 O.l245iO~460;o~05710.0571 18.50 I 10.5 10.510.2010.011120 18.5 12410.000110.0110.00112.21 I I I BROWDITCHFLOW CP#21--i --i-r-1-\ 5.5 0.20 0.19 CP#I:AI'-'-.7'--_____ _ ----rA.1.8/ 0.2646;0.614;0.1621 0.1621 220 5.00 6.9 0.0 6.9 0.20 0.03 node 5 to 6 OVE!3-_~~l'I_D_F_'L_O_W ___ _ CP#3 I 1 ! I I 5.5 0.20 0.22 . CP#2:AI.8 ,AI.9iO.1378iO.834;0.1151'1.2271 15.510.215.710.2010.25150 11.5 I 11.51nodel61tol71 GUTTER FLOW I---+-, 1 ! , \.111 tAI.lOiO.0684!0.460:0.03~10.03}FIOO-1 >10%12.91 0.0 12.910.2010.01 IAI.II; 0.1636,0.460,0.07)1 0.107 7.80 2.9 0.3 3.2 0.20 0.02 , CP#41 lAU2: 0.098C-0-:-460; 0-:-045i 0.1831 !AI.I3! 0.0492 !0.812, 0.04010.0401 75 IAI.I4; 0.072210.812; 0.059\ 0.0991 CP#5r~ I I 1----, ! ,I 0.50 2.00 2.00 5.7 3.6 3.6 0.2 0.0 1.3 5.7 I 0.20 I 0.27 5.9 I 0.20 I 0.30 3.6 4.9 5.9 6.9 110 25 115 --t-I /\2.1 1 IT3)/) :0.460; 0.0621 0.062 0.0 __ I /\2.2lOA976 i 0.5921 0.29510.357 0.4 7.3 220 CP#61 1 ! 1 5.9 8 2410.000210.0210.0031 1.61nodel 81tol7 0.50 1.5 I node I 7 I to I 9 0.5 1.5 InodellOl tol 9 1.5 I 24 10.018410.071 0.281 0.3 I nodel 111 to 112 OVERLAND FLOW BROWDITCH FLOW CP#3:AI.IO-AI.II GUTTER FLOW OVE~~l'IDFLQ~W~ ___ _ GUTTERFLOW,~ ___ __ AI.I-AI.2:AI.13-AI.14 . OVERLAND FLOW GRASS-LINED SWALE FLOW (n=0.2) AI.I-A 1.14:A2.1-A2.2 I ' ---I ' ----iI~A'3.1 \ 0.0781 10.900\ 0.0701 0.070 OVERLAND FLOW __ -,-lrcA3.2 i 0.944110.724; 0.6841 0.7541 GUTTtR FLOW==------ A3.31 0.121210.460: 0.05610.810 . 1 I [ , I [ , CP#7 1.00 5.0 0.8 5.8 I 0.20 I 0.33 5.9 I 0.20 I 0.71 nodel 141 to 115 OVERLAND FLOW A I. I-A 1.14,A2.I-A2.2:A3.I-A3.3 I 578-sd 12-06-06.xls TABLE 1.2 :0 -------------------HYDROLOGY SUMMARY I Confl. Sub-AREA "C" CA Sum L (ft) S(%) Ti Tt Tc I Q L (ft) S(%) Dia .K' D\d Ca V Remarks Point Basin Ac. CA (Ovrlnd) (fg) (min) (min) min. in/hr cfs (Pipe) (Pipe) (in) (fps) 85th percentile (or) (or) BI.I 0.114710.46010.053 0.053 100 >10% 6.9 0.0 6.9 0.20 0.01 OVERLAND FLOW BI.2 0.1085 0.460 0.050 0.103 1.25 6.9 0.8 7.7 0.20 0.02 100 1.25 24 0.0004 0.02 0.003 1.5 node 16 to 17 BROWDITCH FLOW B1.3 0.5224 0.658 0.344 0.446 0.50 7.7 2.6 10.3 0.20 0.11 275 0.5 1.5 node 17 to 18 GUTIERFLOW B2.1 0.0317 i 0.900 0.029 0.029 60 1.00 4.1 0.0 4.1 0.20 0.01 OVERLAND FLOW 82.2 0.0851 0.85610.073 0.101 3.00 4.1 0.3 4.4 0.20 0.02 65 3 1.5 node 19 to 18 GUTIERFLOW CP#8 10.3 0.20 0.13 B 1.I -8 1.3: B2.I-B2.2 I B3.1 0.0355\ 0.900 0.032 0.032 60 1.00 4.1 0.0 4.1 0.20 0.01 OVERLAND FLOW B3.2 0.1256 0.550! 0.069 0.101 1.00 4.1 0.3 4.4 0.20 0.02 40 1 I.5 node 20 to 21 GUTTER FLOW I CP#9 1 10.3 0.20 0.15 CP#8:B3.I-B3.2 I B4.1 0.2949 10.636 0.188 0.649 100 >10% 10.3 6.9 17.2 0.20 1.15 node 21 to 22 OVERLAND FLOW 85.1 I 0.0904 0.834 0.075 0.Q75 75 2.00 3.6 0.0 3.6 0.20 0.02 OVERLAND FLOW 85.210.1591 0.790 0.126 0.201 150 2.00 3.6 5.4 9.0 0.20 0.04 node 23 to 24 OVERLAND FLOW B5.3 1 0.0393 0.460 0.018 0.018 85 2.00 10.9 0.0 10.9 0.20 0.00 node 25 to 24 OVERLAND FLOW I 1 CP#101 9.0 0.20 0.04 85.1 -B5.2:B5.3 B5.4 1.3837 0.746! 1.032 1.032 200 2.50 3.6 0.0 3.6 0.20 0.21 GUTTER FLOW CP#II 3.6 0.20 0.22 B5.1-85.3:B5.4 CP#12 3.6 0.20 0.46 node 24 to 22 CP# 10:B5. 1-85.4 B6.1 0.1848 0.658 0.122 0.122 85 3.00 3.4 0.0 3.4 0.20 0.02 OVERLAND FLOW CP#13 3.6 0.20 0.49 CP#12:B6.1 CI.I 0.1163 10.680 0.079 0.079 90 5.00 2.9 0.0 2.9 0.20 0.02 OVERLAND FLOW D1.l10.0461 0.46010.021 0.021 100 >10% 6.9 0.0 6.9 0.20 0.00 OVERLAND FLOW EJ.I 0.0184 0.9000.017 0.017 60 1.00 4.1 0.0 4.1 0.20 0.00 OVERLAND FLOW FI.I 0.2403 10.46010.111 0.111 100 >10% 6.9 0.0 6.9 0.20 0.02 OVERLAND FLOW F1.2 7.4950 0.460 3.448 3.558 775 2.00 6.9 25.5 32.4 0;20 0.71 node 26 to 27 OVERLAND FLOW I TOTAL 1.93 1 578-sd 12-06-06.xls TABLE 1.2 - - - - - - - - - --.-- - - - - - -HYDROLOGY SUMMARY conn.! Sub- ---------------~ - I AREAl "c" CA Sum L (ft) S(%) Ti Tt Tc I Q L (ft) S(%) Dia K' D\d Ca V Remarks • Point 1 Basin Ac. CA (Ovrlnd) (fg) (min) (min) min. in/hr cfs (Pipe) (Pipe) or or (fps) 100-yr event (or) (or) (W) area P6=2.7 (Gtr) (Gtr) (in) Proposed ] OO-yr A 1.1 0.1019 I 0.90010.09210.092 90 5.00 2.9 0.0 2.9 1O.11 0.93 OVERLAND FLOW AU 0.5090 0.85610.436 0.527 0.50 2.9 1.8 4.7 7.36 3.88 210 0.5 1.9 node I to 2 GUTTER FLOW I AI.3 0.1198 0.46010.055 0.055 100 >10% 6.9 0.0 6.9 5.78 0.32 OVERLAND FLOW AI.!l0.1491 0.46010.069 0.124 2.85 6.9 0.3 7.2 5.64 0.70 70 2.85 24 0.008 0.10 0.041 4.3 node 3 to 4 BROWDITCII FLOW 1 AuT 0.0150 0.90010.014 0.137 5.00 7.2 0.2 7.3 5.56 0.76 40 5 4.5 node 4 to 2 GUTTER FLOW CP#I 4.7 7.36 4.38 AI.I.A 1.2:A 1.3.A 1.4.A 1.5 A 1.6 ' 0.2735 0.834 0.228 0.893 0.50 4.7 0.8 5.5 6.66 5.94 100 0.5 2.1 node 2 to 5 GUTTER FLOW AI.7 0.1245 0.460 0.057 0.057 8.50 0.5 0.5 32.69 1.87 120 8.5 24 0.013 0.21 0.120 3.9 BROWDITCH FLOW CP#2 . 5.5 6.66 6.33 CP#I:AI.7 A 1.8 0.2646 0.614 0.162 0.162 220 5.00 6.9 0.0 6.9 5.78 0.94 node 5 to 6 OVERLAND FLOW CP#3 5.5 6.66 7.08 CP#2:AI.8 1 ' I AI.9 0.137810.83410.115 1.227 5.5 0.2 5.7 6.54 8.02 50 1.5 3.8 node 6 to 7 GUTTER FLOW I ....c AI.IO! 0.0684 0.460: 0.031 0.031 100 >10% 2.9 0.0 2.9 10.11 0.32 OVERLAND FLOW A 1.1 Ii 0.1636 0.460; 0.075 0.107 7.80 2.9 0.3 3.2 9.58 1.02 110 8 24 0.007 0.09 0.035 7.3 node 8 to 7 BROWDITCH FLOW CP#4 5.7 6.54 8.72 CP#3:AI.IO-AI.II AI.I2i 0.098110.460j 0.045 0.183 0.50 5.7 0.2 5.9 6.41 9.90 25 0.50 2.3 node 7 to 9 GUTTER FLOW ==C4.I.I3 0.0492 0.812 0.0401 0.040 75 2.00 3.6 0.0 3.6 8.79 0.35 OVERLAND FLOW AI.l4 0.0722 0.812 0.059 0.099 2.00 3.6 1.3 4.9 7.24 0.71 115 0.5 1.5 node 10 to 9 GUTTER FLOW CP#5 5.9 6.41 10.53 AI.I-AI.2:AI.13-AI.14 10.53 285 2.90 18 0.273 0.55 0.443 10.6 node 9 to 12 PIPE#I 1 A2.1 0.1356 0.46010.062 0.062 100 >10% 6.9 0.0 6.9 5.78 0.36 OVERLAND FLOW A2.2 0.4976 0.592 0.295 0.357 20.00 6.9 0.4 7.3 5.60 2.00 220 1.5 24 0.514 0.44 2.44 0.8 node II to 12 GRASS-LINED SWALE FLOW (n-0.2) CP#61 5.9 6.41 12.15 AI. I-AI. 14:A2. I-A2.2 12.15 42 15.90 18 0.134 0.37 0.264 20.4 node 12 to 15 PIPE #2 I A3.1 0.0781 0.900 0.070 0.070 75 2.00 3.6 0.0 3.6 8.79 0.62 OVERLAND FLOW A3.2 0.9441 0.724 0.684 0.754 1.75 3.6 1.4 5.0 7.14 6.00 285 1.75 3.4 node 13 to 14 GUTTER FLOW 6.00 145 3.04 18 0.152 0040 0.293 9.1 node 14 to 15 PIPE #3 A3.3 0.1212 00460 0.056 0.810 1.00 5.0 0.8 5.8 6046 6.00 node 14 to 15 OVERLAND FLOW CP#7 5.9 6.41 18.10 AI.I-AI.14,A2.I-A2.2:A3.I-A3.3 18.10 30 1.98 30 0.145 0.14 0.067 43.3 PIPE #4 1 578-sd 12 -06-06.xls TABLE 1.3 ~ -------------------HYDROLOGY SUMMARY CO~-f1J SUb_TAREA "C" CA Sum L(ft) S(%) Ti Tt Tc I Q L (ft) S (%)!Dia K' D\d Ca V Remarks Point Basin Ac. CA (Ovrlnd) (fg) (min) (min) min. in/hr cfs (Pipe) (Pipe) (in) (fps) 100-yr event (or) (or) P6=2.7 B1.I10.114710.46010.053 0.053 100 >10% 6.9 0.0 6.9 5.78 0.30 OVERLAND FLOW B 1.2 I 0.1085 0.460' 0.050 0.103 1.25 6.9 0.8 7.7 5.41 0.56 100 1.25 24 0.010 0.11 0.047 3.0 node 16 to 17 BROWDITCH FLOW B 1.3 I 0.522410.658; 0.344 0.446 0.50 7.7 2.6 10.3 4048 2.55 275 0.5 1.8 node 17 to 18 GUTIERFLOW I I 2.55 36 0.50 18 0.159 0040 0.293 3.9 node 18 to 21 PIPE #5 --1 B2.1 I 0.031710.900,0.02910.029 60 1.00 4.1 0.0 4.1 8.09 0.23 OVERLAND FLOW ~ B2.21 0.0851 i 0.856' 0.0731 O.IOJ 3.00 4.1 0.3 4.4 7.71 0.78 65 3 3.5 node 19 to 18 GUTIERFLOW 10.3 4.48 3.01 B I.I-B I.3:B2.I-B2.2 B3.1 0.0355 I 0.900i 0.0321 0.032 60 1.00 4.1 0.0 4.1 8.09 0.26 OVERLAND FLOW B3.2 i 0.1256 0.550' 0.0691 0.101 1.00 4.1 0.3 4.4 7.71 0.78 40 1 2.1 node 20 to 21 GUTTER FLOW T CP#91 1 1 10.3 4048 3046 CP#8:B3.1-B3.2 I I I 3046 76 0.50 18 0.216 0048 0.373 4.1 PIPE #6 ----L i 3046 35 0.50 18 0.216 0048 0.373 4.1 PIPE#7 . B4.1 0.2949 0.63610.188 0.649 100 >10% 10.3 6.9 17.2 3.21 4046 node 21 to 22 OVERLAND FLOW 4046 30 1.30 18 0.172 0.43 0.323 6.1 PIPE #8 B5.1 1 0.09Q4 0.834 0.075 0.075 75 2.00 3.6 0.0 3.6 8.79 0.66 OVERLAND FLOW B5.2 0.1591 0.790io.126 0.201 150 2.00 3.6 5.4 9.0 4.86 0.98 node 23 to 24 OVERLAND FLOW 0.98 160 1.60 8 0.296 0.58 0.472 4.7 node 23 to 24 PIPE #9 B5.3 0.0393 0.460' 0.018 0.018 75 2.00 10.9 0.0 3.6 8.79 0.16 node 25 to 24 OVERLAND FLOW I 0.16 120 1.55 8 0.049 0.16 0.081 4.4 node 25 to 24 PIPE #10 CP#IO! 9.0 4.86 1.38 B5.1-B5.2:B5.3 I B5.4 1.3837 0.746 1.032 1.032 200 2.50 0.0 6.6 6.6 5.92 6.11 GUTIERFLOW CP#II 1 6.6 5.92 7.13 B5.1-B5.3:B5.4 7.13 162 1.75 18 0.238 0049 0.383 8.3 PIPE#ll CP#121 6.6 5.92 8.85 node 24 to 22 CP# 10:B5.I-B5.4 8.85 85 1.41 18 0.329 0.61 0.502 7.8 P1PE#12 B6.1 0.1848 0.658 0.122 0.122 85 3.00 3.4 0.0 3.4 9.12 1.11 OVERLAND FLOW CP#13 6.6 5.92 9.57 CP#12:B6.1 9.57 22 19.18 24 0.045 0.21 0.120 20.0 PIPE #13 . CI.I 0.1163 0.68010.079 0.079 90 5.00 2.9 0.0 2.9 10.1l 0.80 OVERLAND FLOW D1.I 0:0461 0.460 0.021 0.021 100 >10% 6.9 0.0 6.9 =i.78 0.12 OVERLAND FLOW . EI.I 0.0184 0.900'0.017 0.017 60 1.00 4.1 0.0 4.1 8.09 0.13 OVERLAND FLOW I FI.l 0.2403 0.460 0.111 0.111 100 >10% 6.9 0.0 6.9 5.78 0.64 OVERLA.ND FLOW FI.2 7.4950 0.460' 3.448 3.558 775 2.00 6.9 25.5 32.4 2.13 7.59 node 26 to 27 OVERLAND FLOW 7.59 50 2.00 18 0.237 0.51 0.403 8.4 PIPE #14 7.59 19 41.45 24 0.024 0.16 0.081 23.4 PIPE #15 TOTAL 36.31 578-sd 12-06-06.xls TABLE 1.3 I - J I -'")', ; I 1-' I I I I I I I. I I ....... .... ...... i!88 ~ ..... ...... MODtF lED I'(F?E:. " F II C:B" IN L E;.T c..o t-J 'j"leO L-\I!f o~.1 FteE;' COt---JDll1of\..J 4-.'5" ~ _____ ~L~ ______ ~ tt' _ .. _ I . q =-.c orof,ce" A J ~ ~ h .......... ·{.R~.:" .. "·EQ"4·-iO "'·'~I'Nq .. :~' . . t.lWllil ~ '., ", C c· 0, 'a,ZOH.' ,······· .. "' .. ~·,." .. ·~.""",IIl" ... , ...... · .. ···,.····II.: .. ~ .. ···_.r-, ........... ".":' ... --: .... '':' ..... \.,., .. :-0 ••• .t: ....•. ~ ... ,. <Tho, ...... : ", ," :'''''':' 'c9 II: :5~ _:2 -fp~ .#. • • ., . • '. • ' A . If. ("X "+ ~ )/12 (3' Y I • • . h = ,[ex'+-y )/2. -I-2..15" ] / 1'2 . • • . . . .. '. '3iO, x (in) (P,!? B 10 . ''Z. 1'2. _ .. 'YOn) 'Z,~ ~4 4 4 (p A (e,t.) I,Q4 2,CS ~-CP ~,'3 5,15 ~ (f+) O,'?B 0,11 Oaq 0.5S O.qCJ, LX ~~~ '10,5 lB. ~ IG:>/~ 'B,~ I I I I Ii 11 Ii , I~ I I .1 ~.! i i 7](£1// . () TC# J5AcPA/ (aiC I ~. i -.~.---~-~~ ~~~-~ i .. . I i , . : !)c1 19 r---~---"""~-" '~R_" .... .-:..--•• -:-_._--.... ~-.----~--.----: --:----, ~-~--: -~-{: \ : 15~.',(~f ;::;. ~~L/c(15 ~i / C/.?e:ntJ:::f .:::::.: -=t_ttc-'i;' 5,: :t./'" l (~ 7", 'c: : 1 i ~. \ ..... ~"-...... "1 ~ '." ... ~.-'-"'~'''''''''''''''~----~--'T-------:------':~ 12. I , . -. r ~ ~ j ! I I I --1 i ; . ! . i .1 I I I: Ii If I: , , , ~ j ': \ 1!t?~:!'2:/ . {. ~UJffll(lj &1/1.'1 ~ 1'_ ~ Cf5 b~cn;h1 : ' C7 ! : ! ! .1 i I I I I ; .. \ ! .- I I I I i \ , i , I ! . , , j __ . I i I i , I i i I : : , . I I I Ii I I: I- I: : i I , -I I I , -j2pc~-Sl;z-Ei ~ r= i . . i --I ~. I I I I I i .1. ! . ~ .. -·1 i ! t I I ; I- I ~ -i )"- 2rS, , , i ,_ I Ii . !- I; i' i ·J. i ~_ I ! _. ; , Iii lb:::i-<.-; : : d ~ I .1 1 I I , I 1.. I. I· Ii -, - i .j _ J 11 11 1 11 !- I l ; i , 1 I \ , , I ! ! I i 1 ! i.5:o;' : ! : I c.:,'1:C+e: : : I I I _ .. ~I _ : : j . , I , -, ! // l(;? : : : i i i I I --i I ! i i I I , I , I ! ! ! , I 1 : I --- J : i I -! ~: "'-' I i : i i t·- I ! I I 1 I !--~ -1 i -1 ! - j .• I ! r --, I --J , -! I _ • .1. -- , -, , , -, - - - - - - - - - - - - - - ---.--HYDROLOGY SUMMARY I Sub-AREA "C" T I Q s n b K' D/b D Area V L Tt Remarks I Basin Ac. (min) in/hr cfs (%) (ftlft) (ft) (ft/ft) (ft) (sf) (ftlsec) (ft) (min) Grass Swale Calculations BMP Grass-Lines Swale A2.2 0.4976 0.592 7.3 0.20 0.07 0.01 0.25 1.-00 0.158 0.24 0.24 0.30 0.24 280 19.8 A3.3 0.1212 0.460 5.8 0.20 0.33 0.01 0.25 3.50 0.029 0.10 0.37 1.41 0.23 140 10.0 B5.4 1.3837 0.746 3.6 0.20 0.21 0.01 0.25 3.50 0.026 0.09 0.33 1.26 0.17 100 10.0 B5.4 1.3837 0.746 3.6 0.20 0.21 Q.QL cJlJ~ 3.50 0.018 0.07 0.25 0.92 0.23 160 11.7 -- NOTE: ALL GRASS LINED SWALES SHALL MEET THE FOLLOWING MINIMUM DESIGN CRITERIA: I. SWALE SHALL HAVE A MINIMUM OF 10.0 MINUTE OF HYDRAULIC RESIDENCE TIME 2. THE CHANNEL SLOPE CANNOT EXCEED OVER 2.5% SLOPE 3. THE DEPTH OF FLOW CANNOT EXCEED 4 INCHES HIGH 4. THE MINIMUM ALLOWABLE LENGTH OF SW ALE IS 100 FEET 5. THE BASE WIDTH OF SW ALE CANNOT EXCEED 10 FEET 6. MANNING'S EQUATION SHALL BE USED WITH A MANNING'S N OF 0.25 -.... -J~ 578-sd 12-06-06.xls TABLE 1.4 I I APPENDIX I I I I I I I I I I I I I I I I' I ------------------- » .".-• ,.. .. ~ San Diego County Hydrology Manual Date: June 2003 ~ Section: Page: Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil T.l::~e NRCS Elements Coun Elements % I MPER. A B Undisturbed Natural Terrain (Natural) Pennanent Open Space 0* 0.20 0.25 Low Density Residential (LOR) Residential, 1.0 DUIA or less lO 0.27 0.32- Low Density Residential (LOR) Residential, 2.0 DUI A or less 20 0.34 0.38 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MDR) 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 (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 High Density Residential (HDR) Residential, 24.0 DUIA or less 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DUIA or less 80 0.76 0.77 CommerciaVlndustrial (N. Com) Neighborhood Commercial 80 0.76 0.77 CommerciaVlndustrial (G. Com) General Commercial 85 0.80 0.80 CommerciaVlndustrial (O.P. Com) Office ProfessionaVCommercial 90 0.83 0.84 CommerciaVlndustrial (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 0042 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 3 60f26 0 0.35 0041 0046 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). DUI A = dwelling units per acre NRCS = National, Resources Conservation Service 3-6 r l II r I I I I ! • . ; ...... : ..... , "l, ! .... ·,,·· .... t 1· .. · .. r .. ····: ....... ".M ... ~ ...... i ·:·· .. -.. 1 ......... j · .. ·i ...... · !.-..... + ..... i l ....... !" ..... j I ...... I .. , ...... "" ........... : ... ~" ...... L .. o' I j ........ + I : ~ ........ ;. ~", ~ . y-........ : .. " "" ; ' ... •••• f". '''' : I f .f. 0' I ! .. _._M~.H .... ;. ·_·1· .. • ....... ;· I ! ..f ... -..... j I !. l .. _· ...... HMj .. "! I '/" ......... ; : __ ,H"'H' ........ ._.in .... l o . ...... " ........ ~ ......... " .. .... , i .......... L ........ . '''''-'' ........... _ ... . , L. . 1 _ 7-" "-,,1,-;,,, 0 • I 0 ! ·t··~"H.MNi··~·: M ...... M:. ... ~ ..... , I .......... .:.. ............. : ..... .1 . ..! I ·!I' .. · .. ·::·:::~:~::·~·:t:::t: ...... 1~ 1 ! ':'''fc ......... ; ...... ; ................... . I :: .... ~~::t :· .. C .:: : .. :::::.:~::.:: .... :.: ... " , ~-~:EtJb3~3:i~i~:~f¥=~=':~~ • :-...... MH"".: ... 1-· ·· .......... 1 ................. _ ..... ! i : ............ .... ;.... .. ........ ::. '.:;':':::'. '.: .:.~! .~:r T": :\:.' ::. : ·1···· :::::::.: ;:.::::::.... .... .. ............ : ..... . , '-Lf I .::::~:_~ ,L~::·-I·I' i . ... #", s...... '.;. it'"'' i ... L.I. ! ... ~ •• ",de C. ounty , ...... :.. " . ~. . .. -.--, '-", . . · •• --' .• ~, -, -I '--Rivers , ,., __ ~ .. ~ .................. i ···.1 l / .• o,~.:>., '." :',:-:-' ':J • ..;.~::-----"'<~:~.:, ., \. ". :'~"'" -'~s ..... ;:.\:-' ... :~:. , , ......... . , j. • . : ., i t i --33°30' ;. , "·'-Ff:=~~~~=~·.g-fI=.~====:::== . ! .. .......... , .......... ; .... , ... i .. ,. , ! ! ~.'" ". ~ -'. li I·' ! '. ...... ; "". ! '., . , ',. I. ~. . _, '. , , ~, '.. __ .". .._" "", , . -. , ',,' " -" ,,' ',-----': •••• '" • ' "'. • '..-~, I. '_'_', '; .... '. .' --... ~ r.~ __ ...... ~ "',. __ ... .-. '''', __ , __ "', . .. --;.... . ..... ,co"',_. T I, , I' ........ .;, "., ._. : ". :'. ',.\\_1 "'; ___ ' __ , : ii, ,'. I '''''., '" '. • .................. , •••• _"'. ' "'. . I _ '.,,: ,', '. '-; '. I:' ':" t:;,::, ... ' ',! ~.,.:.y--.. ' '\.:. \;;:-:-'::;:::.\;\. . l i '(\, ..:. • .", s'() ,. _ .. ~ .' • '" __ • ..,....." •. "', ... ..... .'. .'.: i'i'" ~ ~ . 'Q ' .. ~ : .. I • i I ", ! ,t I 'I .~.. i I I I I' , I , .. ~ ... ,. ~." .. ~. \ . t·, !. ~ County of San Diego HydrolOgy Manual ........ + ... i! ' ·f~::5;:·~·!: i ,';:~if1{~i~~ or 1.;~~~F: :':';~:\L\L I • ' . , ! I . 1.>·r-·-r·-~~ .... -.·i ................... :J ..... :.!..:.:::r::I::·: 1~ _________________ IIIIIi ____________ _ I.~ ! , .' .. I ...... ' , .. L~ .. i~:: ·t· " ................ 33°15' j ... :.. ... + .. .. , .. " .... ~ .. ". Rainfall Isopluvials ! "I"""·'''''' , 1 , • .. 1·",,,,,1 ...... ,' '1 ~: ::::::~~·I ~ t::.:~: .... 1 ;:r;i~~::!.~n., ' .... · .. 1 , ... ; ..... + .... t· ........... ! ..... !. i .. ' I , I ' ............ : .. 1 .... :._ .. ; .... ' .. /f .... , ...... ..L. ; -I' .: .... "1' ..... ;. I I' '1" ...... : ........... ·1· .. . J .... ..!:.·:·li~=}i r1~~rLi~~,r ...... f. .... ; .. 133060':' ~ ...... , ....... ,.. . .... : ...... t .... ··:; .... ··· f .. :·1 .............. 1 :'1' .J.. ..... ~ ..... L. ; r ,. ...... --... r' :·t~Ti + ..... :-... ( ..... ; I .. i .... · .. ~ .... : i i .... •• .. • .. 1 1 .. .L .......... ~ .... ! ... -...... --:.. ... ; . i I I :t:::.::::·::L:::: ...... ·f .. · .. · '1 • .... _· .. · .. ··1 ~ ...... r .. · .1' ........... .. 1 .: ........ , ...... ........ " .... ; .. ... i 'j 1:"1 I '. .. ! ........ ~ .. , ... ! .. · .... ·r .. · .. ~· .. i .L ... · ...... 1 ! ..... : ...... ) ..... , .. . .... ·f ... · .. .. ..·· .. ~ .. ·t ... ! I ··r .... "! .... : .. ; · .. · ..... , .. f· .... I ...... I T .... "'·· .. · : •• ~ .. " ...... ><,1 • :' .... , " ,,,',, I , • ............. 1 ~ :~:.:.:ti::l .. ; ....... : .. ::;:::. I"", 1.-................... ,. ! .~ " ... "!" .. I " •• _.,1 .... ' '1" .... , ............ . 1 .. 1 " .. ,: ......... : ....... ! . . " ...... " ... ! -. I , , , --. 32·30' I i~":'I> or: ::! ,'---> ... 'I -:::T -:: I i:': I·' -·'·'"+c"-; 'I':·:·'; .. ~ ..... /.: .. : ...... [. .. .... : .... ::~.. ;.~ ... ~.... . ....... ; .: .................... :... .." ... ".:.[ ...... r .: ............ . • •• ,,, ..... 1 ,. "'-'j _ .... ..... ··M ! •• _ ..... I ..... j 100 Year Rainfall Event - 6 Hours Isopluvial (inches) D:PW' ~GIS ~-SrulGIS ~.,.,:lt .. , •• t:"c;''A~'''' Gt:1':~'""~ /:'Itttt/r'''~w .~':."\IoCtI¥ We HoM: San Di~,II·CC>vcrc.: N fE s 3 03 THIS MAP IS ~RoVIDEEi WITHOUTWAARANTY oF ANY KIND, EITHEf\ E OR IMPLIED, INClU.DING. BUT NOTUMlTED.TO, :THE IMPLIEDWARRAN Of' MeRCHANT ABILITY·AND FITNESS FOR I< PARTICULAR PURPOSE. Cqiy'nghl ~IS. AM ""II 11 ..... 011. TIll. p<oduc1. may canloift inlonnilian Iram tho SANDI<G Rog1Mli InI_1an SYII"'" which conno\ be l'Jiproc1ucod'vi<JhouI lho wril!on ponnI.l1ait.oI SANDI<G, - . ",.. pmducI m.v !",!,.loIn 1nI(II!'I'II1pn wItIdt '* be ... '_cOlI I11III Pormlttalon gr .. IOII by 11tamioo BrOlhora MApa. Mii,es i i .. ~ ~ , t _ ... i' I -_ .. _--. __ .--1 ,,-'--' -'N_ ;' •• -1 , I . ; .. ~ --i • i l :.-... :- ! ... j.. .... L __ 1 r--. i -"1 i 11'''_I"i ... -.:~--i· ., ...... -~-i -.1 .. -I I L . J--I 1 .. i ~ . j ! N.I_j .. 1.-. I :-i j .. j 1·1 L.. • ~Q..-:-, ... ,:,'.,.. • ...;..I -''--c--~. i ~. i ! 1-·1 ... · . ..1._: .. I 1>' ,J " ,. ......... -------------------; '-'-" 3.0 .-;-+-+""""",+-I--+-~'C' 2~ ~qc ! II!I~ ~ ! o I .r: ! en : G> I .r: ! g1.0 ;:0.9 ~O.8H-t; I G> ! c O•7 i I -I I. Ii H.l.1 en -4-1.-I-4.~1 "ii' -:i:: : " 'T~nmil: n I Hf'\li Iii 1!II~riWlljjftH{l; Ilu: II' I[tHTII ;111:.I,~;li;~I::J~H:1; ~rnmTi [ttl i ; ~l: ,f: 1111111 j ! I I' i I I II ill" ·1 i' III il" 11!~i iii' I I' n I fN. nq, rs.Ln n '! ! i'. Ii. , i !il! !l;. I !! l! is·.! i.U~ !,i! i iJ.! N..-* t:!-S.!~~ -0' , ! iii II i il"i"!j i illl nil II"N. IlU nmHUHlIlIl1'I'N! r,.. i rs,1 ~!fi'r4.!!N ::~ ~ 1 J I i I II Hi Ulllni i I ! Il't! I II n lIilioS III I'-..l rN. I No! i'HJJ; r!.!.!~ 5.0 g' I ! II ! II i 11.1 IIIITIrH!I I II !I!ifllisJIU!Hi ~i 111.1 I"hlll rHlh cH.!.m 4.5 ~r I ! U II! I !!. II I !I!iI!!!!~~ H!! I 11 :~IHH II! ~II.T ri rrt -klli 1t*! ~:~! 05L i ! II I J 11 j II IIII III 1111111111111 1'111+ .11I1I1I,.lillit !, I I ~J rrt&lIT~ 30 '1"'" 11"I!i il \. I !PI'IIi' li1ii',i"'i1'tSl!I\Il'P I 1"'1 J ',"1 !II! ilj!'! . 4(' '!! I! I 'I II. I h' 1.11\ JlliL 1lllluih1;U11i I !~N I ~{lliilttHi 2.5 0.6 ' o. , , . III 11111 I II lUll I !IIIIIIIIIIIII !1~!l1111111 tl'N-illll ffi~1111 w 0.3.. . . .,." ". ' .. 'l.lll.!.l.l..l.LL '++++ .... "p L""" ., ., "'! " 11"" • --t--t-. ;::::t::i .. , ;-+t+. t'Hicti F!l ...... H I +-it ':tH itttHttttl,ffH-ff--t-~=i .; N,.-t-t-.t; t Il-t"itr .. m 2 I I, I Ii!' !! i I . ~ ; ~ I ;.' • t I •• t;: :; {I i. : f .;. • • it': ;lJI\. .-. ..-; :!:t "1~++ f++H Itl'lll.t!4.illh± ti iii! ;11.;; lli:~H IfH-t--ri+ t:l: .. l:tcis. j. ':Ht1 tt;:til-1.5 t::;_·f::t=i-t= .=r=!::t=t::t:. tt-tt· :tHl tt i ti~thi.l±·tJ !.itt tnlU fiimfW=~ :..i=t:t[:t .t:·lt.f r&!i 'ifliii 0.2 ~ f i; i ': !: :,11 : ~:;:.;!:. i J: :t.,w. ~ !;~;i:t:>i J ~ i S,i~i =;.:: ~i~;: : : ,; , I :; ;:. ; >:: ;,:~: :::;. >'i~: :1:;; 1 I'. i I::. ~ ; ~~:: '1.0 'j ,.. .._ ... It·· ·i . h j'l HII' I Ii !UWlllll+ rJ UlJ Wlhtt illl11ll-r -+--+ " r· I! I 11111 .Umll~l . t-t-t-t-t-' ++l·t-t-' t-t-t l+tJ. l-l-I iF H1tH· t..i ttU i.Jllt II H!l'!: .-4. Lll,,~ llitl.L Ii Hi II· I -L-J...lttti. 1-1 Jil IJI+wllH-il11lIt II !Iii! 'I 1.11111.l iii n; ! ,1 i =,1 iii. ! 1 'I'l! ilit ! I i ! lill i lIlI, ii iiil hi I i U 1 i I! ! '" TI I~ Jl i J I '! ; ~ II ,! i1~! !':! -t. -f! ® .\ll~! ill!! !ii ! ,! I !_L~: ~:!i! 11ml 0.11 ; ~ I : ,I I ! lUi i i 1I lin l..l ij i d ! h! d ii Ii lHh ill I I I! I! I I II i hi! Ii Ii 5 6 8 9 10 15 20 30 40 50 1 2 3 4 5 6 Minutes Hours Duration Intensity-Duration Design Chart -Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10. 50. and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Oesert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency I tJ 0 year (b) P6 = /..~ in .• P24 = ~-2 (c) Adjusted P6(2) = :l .. ':J-in . (d) tx = __ min. (e) 1= in./hr. P6 = ~;t... %(2) 'P24 ._-- Note: This chart replaces the IntenSity-Duration-Frequency curves used since 1965. P6' "j' 1.5:' 2': 2.5 : .. 3 ; 3.5:" 4.5: 5 5.5 6 Duration: " ; I !', ,. i"", I!" I I", , I 5 2.63,3.95:5.27,6.59:7.90 9.22:10.54 11.8613.17'14.4915.81 7 2.12 ;3.18:4.24' 5.30;6.36;7.42r8.48: 9.54 10.60:11.66 12.72 .... _. 10 1.68 ';2.53: 3.37: 4.21 : 5.05: 5.90' 6.74 • 7.58 8.42! 9.27 10.11 ..:~-= 15 .'.3OT1.95;2.59;'3.2(3.89~·4.54: 5.19: 5.84. 6.49 r 7.13 7.78 20 1.08 !1.62'2.15i2.69 3.23:3.7714.31' 4.85 5.39 i 5.93 6.46 25 0.93 {1.40: 1.87' 2.33:2.80:3.27; 3.73': 4.20 4.67: 5.13 5.60 30 0.83.; 1.24~·1,66;'2.0( 2.49:2:9013.32: 3.73 4.15; 4.56 4.98 40 0.69 il.03il.38; 1.72;2.072.41; 2.76; 3.10 3,45: 3.79 4.13 50 0.60 :0.90; 1.19: 1.49; 1.79' 2.09: 2.39; 2.69 2.98: 3.28 3.58 60 0.53 ·iO.80: 1.06;'1.33 'iS9: 1.86: 2.12; 2.39 2,65: 2.92 3.18 90 0.41 :0.61; 0.82: 1.02' 1.23; 1.43: 1.63 : 1.84 2.04' 2.25 2.45 120 0.34 ;0.51; 0.68~ 0,8( 1.02; 1.19; 1.36 :.-1.53 1.70; 1..87 2,04 150 0.29 :0.44: 0.59; 0.13 0.88' 1.03: 1.18 . 1.32 1.47 1.62 1.76 180 O.26:0:3g;6.5210.ss'O.78;0.91 t 1M 1.18 1.31 ;'1.44 1.57 "-"240 O.2210.33;o.4310.5{0.65\0.7sio.87 0.98 1.08:.1.19 1.30 300 0.19.!0.28,0.38:0.47;0.56'0.66~ 0.75 0.85 0.94.1.03 1.13 360 0.17 '0.25,0.33: 0.42 0.50' 0.58' 0.67 0.75 0.84 0.92 1.00 r I~_U1R E J I I '. 1 .I I I I I I I I -.j -... I ..... " ) I I I I I I I .) I I San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12of26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (T~ Element* DU/ .5% 1% 2% 3% 5% Acre LM Ti LM Ti LM Ti LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 LDR 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 MDR 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 5.7 MDR 14.5 50 8.2 65 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 HDR 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 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 O.P.lCom 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 Limited 1. 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 3-12 A 1\ , n.,~ \ I 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 ... i ---\,,-- :> ,J: • }"'-l - .... w w u.. ~ w 0 Z ~ en 0 w en 0::: :::> 0 0 0:: w ~ ~ ----- 1001 1.5 i ///'-/// I'; ----- -\--.J ~ / r /1 A 130 - (/) w .... :::> -z ~!::..--+_-,I IH /A'/:/F 5" I ~ I ~20 ~ 0 w :2 i= ~ 9 u.. 10 ~ :5 0::: w ~ -'0 EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) =1,3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes T = 1.8 (1.1-C) Yo :i\fS - SOURCE: Airport Drainage, Federal Aviation Administration, 1965 FIGURE Rational Formula -Overland Time of Flow Nomograph 3·3 ---' • :'" 't. " .~. ••. ~ ...... " I I I I I I I I I I" I I I I I I I I I 1.....:-1.5'--+1 -. l...-n=.015-.. 2% 1_------n = .0175 --------~~----~ + 2% Concrete --n===t:===:....;pP;aWive3dd~~~~R=E=SI~DE=N=TI~AL STREET Gutter ONE SIDE ONLY 20 I 18 16 14 12 10 9 8 I ---:---.I 1 "" I 7 6 5 4 Q) Co .9 3 "j (J') ... Q) ~ -(J') '0 ~ 1.: 1.6 1.4 1.2 1.0 0.9 0.8 0.7 0.6 0.5 2 3 4 5 6 7 8 9 10 20 30 40 50 Discharge (C.F.S.) EXAMPLE: Given: Q. 10 S • 2.5% Chart gives: Depth • 0.4, Velocity • 4.4 f.p.s. SOURCE: San Diego County Department of Special District Services Design Manual FIGURE Gutter and Roadway Discharge· Velocity Chart 3-6 I I I I I . I I I I I I. I I I; I I I I I REV. CHART. 1-103.6 A CAPACITY OF CURB OPENING INLETS ASSUMED 2% CROWN. Q = O.7L (A+y)3/2 *A = 0.33 Y = HEIGHT OF WATER AT CURB FACE (0.4' MAXIMUM) REFER TO CHART 1-104.12 L = LENGTH OF CLEAR OPENING OF INLET *Use A=O when the inlet is adjacent to traffic. i.e., for a Type "J" median inlet or where the. parking lane is removed. CITY OF SAN DIEGO -DESIGN GUIDE CAPACITY OF CURB OPENlNG INLETS SHT. NO. I ' l I POOR QUALITY ORIGINALS I I I I 1--.. -.. , .. , I I I I I I I' I I I I I I-lf\1~1JJ':sUU1\" Uli'l-IYDRAULICS , , for (lui Solutioil 0/" ,~~,--------~-~-"""ll-ll,""y~dml'tHr: Engtnellfilig ProT)/ e lilS ..... .. '" .. , • M'~" •• ,. _ ._ ..... , ... __ .......... '_ ..... , •• .". ... , ..... ~ .... "., ....... __ .' ._' .. t ......... -" fl~I_~~ .03 .0·' .05 .06 .Oi .08 .09 ------ I .0 J .(Ioon; .0003 J .00074 .OCH38 .O02:?:? .003~lOO-t.;;5 .00004'.(>077:; .1 .000G7.n 11 8 ,. QI -I;! .(Jl G7 .0195 .0225' .0257 .02!J 1 .0327 .O:lIjfj .~ .O.j()G, .04-18 .04 !I2 .0537 .0585 .M3o! .C11i86 .Oi38 .0ill:l· .OS:!!' •• _" 1 .3 .QUOT JJ!lGG .1027 .1080 .J J53 .1218-.'1284 .1 :tS!! .1420 .l-ll") "~..J .15Gl' ~l r,33' .1705 ~'Ii7O' .1854" , -.. -.~oo.r .!!CiS2-, .!!lGO' .Z~3S .10~O . . 5 .232 .2:m .~41 11-r. .203 .271 .2i!~ .:.?87-• :!t:l:; .:lO3 _."., .r. .311 .:IJ!) .327 .:13 r. .:1·13 .350 .:1;J8 .:uu; .373-.:;80 .7 .3d8 .3t'i~ .·HI:.? .·109 .·IIG .·122 .·I:m .·1:15 .·'·11 ..1·17 .S .'1.53 .-158 .41i3 .-1(.8 ."73 .477 .481 .·I8:i .-188 .·HIl' .U .4!H .-WG .4!17 .·ltI8 .: .·HlS .,198 .-:a!)(i .·HI-! .-IfS~1 .-183 1.0 • .,Ii;) J 'r~blll 7-:1. For Determining the Area a of the Cross ~cct.i/')n ()r t\. Cirr.ulnr Ct>ncillil Flowing ParL Full . Let -!!!.!:t"! .. <!(_~~~ n IJ c: t.I 1 1 1 1 Them a -C .. d!. di:unelcr or ch:lnnc1 -J an .. -II: t:\ )11 aLI!! \':~ III:. " J) .07 .OS .00 -.on .01 .02 .03 .0" .0.,) .on cI ----------' --- .. ' .0 .0000 .0013 .003i .0Oll!> .0105 .014; .010:!' .0~·12 .mn4 .~3S0 .1 .040U .1)ol70 .0:;3·' .oonn .olins .Oi30 .08.1 t .088.,) .ll!I(;1 • lOan ., .11lB .1IO!) .1281 .1:lll~ .14-lU .15:)5 .11;:!:J .1711 .) ~I)(J .lS01) ... .3 .lUS:? .!W7-t .21117 .2260 .2355 .2-l50 ' .~5-11;1 .~IH2 .2;'~tI .~S:1li ... .~':J" .3032 .31:10 .3:.!2U .33~S .:l42S .:s.');!':' .3U:!,: .372;' .!lS:!; .5, .3'3 .403 .413 ~~23 .43~ .4-&3 ..1.')3 .4.j2 .472 .482 .6 .<102 .b02 .512 .521 .531 .540 .55.9 .550 •• ";69 .578 .7 .58; .5!')U .605 .ti14 .GZ,1 .632 .M () • 1i4o .tiS7 .1i01 • .8 .n;oI .681 .680 .l1m .704 .712 .;'10 .;2.5 .732 .i38 .9 I .7-t5 .7.50 .756 .iIi! .iUt) .771 .775 .;;0 ,is:! .7tH A--6.1 I (~'1'( TtJ.. >? /Fi/f./1-( C-/ STEA l> \. U;\,,) ..,011:\1 {·'r.,O\\" t ~ 0[' E~ <:H.·\ ~ =,Er ... li 7-43 I To.blc 7·11. Values of K' in Formuln. Q = 1£ b~~~~i ro'r , n , Trn.pc1.uida.l Cllll.n ncls I D -dcpt.h of wllt.cr b -bottom widt.h or cha.nncl Side slopes or channel. ra.tio or borizont.al t.o vertical I D b Ver-~-l 1-1 IH-l 2-1 4-1 t.ical j1-1 J1-1 2>{-1 3-1 I I' I . I. ---- ---- .01 .00068 .OOO(j8,.OO069 .0001)9:.00069' .00009 .00069 .00069, .00070 .00010 .02 .00213 .00215;.00216 .0021ij-00218 .002201.002211.002221.()0223 .00225 .03 .00414 .004191.00423 .00426 .00428 .00433 .00436,.00439 .004431.00449 • 0"' .006601·0()6701·00Gi9 . 000851.00691 .007 001.00;08,.00716 1 .OOi23, .00736 .OS .00946 .00964 .00979 .OOU91 ' .01002 .01019i.01033 .01047 .01000 .01080 .06 .0127: .0130 .0132 .0134 .013G .0138 .Ot41 .0143 .OHS .0160 .07 .0162 .0166 .OliO .0173 .017.5 .0180 .0183 .0187 .0190 .0197 .08 .0200 .0206 .0211 .0215 .0219 .0225 .0231 .0236 .0240 .0250 .09 .0241 .0249 .0256 .0262 .0267 .0275 .0282 .0289 .0296 .0310 .10 .0284' .0294 .0304 .0311 .0318 .0329, .0339 .0348 .0358 .0376 I I , ' .' I .11 .0329 .0343 .03.54 .0364 .0373 .03S7 .0400 .0413 .0424 .0448 .12 .0376 .0:393 .0408 .0420 .0431 .0450 .0466 .0482 .0497 .0527 .13 .0425 .0446 .0464 .0480 .0493 .051G .0537 .0556 .0515 .0613 .14 .0476 .0502 .0524 .0542 .0559 .0587 .0612 .0636 .0059 .0706 .15 .0528 .0559 .05S5 .oaos .0027 .0062 .0092 .0721 .074:9 .0805 .16 .0582 .0619 .0650 .0676 .0700 .0740 .0777. .0811 .0845 .0912 .11 .0638 .0680 .0716 .0748 .07i5 .0823 .0866 .0907 .0947 .1026 .18 .0695 .0744 .0786 .0822 .0854 .0910 .0960 .1008 .1055 .1148 .19 .0753 .0809 .0857 .0899 .0936 .1001 .1059, .1115' .1169 .1277 .20 .0812 .087G .0931 .0979 .1021 .1096 .1103-.1227 .1200 .1414 ;.t .21 .0873 .0945 .101 .106 .111 .120 .127, .13S .142 .166 .22 .0934 .1015 .109 .US .120 .130 .139 .147 .155 .171 .23 .0997 .1087 .117 .124 .130 .141 .150, .160 .169 .187 .24 .1061 .1161 .125 .133 .140 .152 .163 .173 .184 .204 .25 .1125 .1236 .133 .142 .150 .163 .176 .188 .199 .222 .26 .119 .131 .142 .152 .lGO .175 .189 .202 .2tS .241 .27 .126 .139 .151 .1<i2 .171 .188 .203 .218 .232 .260 .28 .132 .147 .1130 .172 .182 .201 .217 .234 .249 .281 .29 .139 .155 .170 .1$2 .194 .214 .232 .250 .268 ' .302 .30 .146 .163 .119 .193 .205 .228 .248 .267 .281 .324 .31 .153 .172 .189 .204 .218 .242 .264 .285 .306 .347 .32 .160 .180 .199 .215 .230 ' .2SG .281 .304 .327 .371 .33 .167 .189 .209 .227 .243 .271 .298 .323 .348 .396 .34 .174 .198 .219 .238 .2513 .287 .316 .343 .370 .423 .35 .181 .207 .230 .251 .:lU9 .303 .334 .303 .392 .450 .36 .189 .216 .241 .263 .283 .319 .353 .385 .416 .4i8 .37 .19a .225 .252 .2iS .297 .3313 .312 .406 .440 .507 .38 .203 .234 .263 .288 .312 .353 .302 .429 .4G5 .537 .39 .211 .244 .274 .301 .32G .371 .413 .452 .401 .5u8 .40 .218 .253 .286 .315 .3·11 .389 .434 .476 .518 .600 .41 .226 .2133 .297 .328 .3.'51 .4.08 .456 .501 .546 .633 .42 .233 .273 .300 .342 .373 .427 .478 .52() .574 .6(iS .43 .241 .28:1 .321 .351 .389 .447 .501 " .S53 .003 .703 .44 .248 .2\>3 .334 .371 .405 .4 U7 .S25 .580 .C33 .740 .45 .25G .303 .340 .3Su 41')" .4:.88 .549 .607 .664 .771 . -- • " ,'I . • I,·· · . ':, r ,lit: .,;., liUi! !P.1I!' : .;:!/ :n.H. • :t'i I I "'1 ' ::.1 ; il,L I ,t.!t ... : '" ,.', "W;' 11:"1 'if' P: 'tol' k' t {'i • '111' . '1., : - .:~:.:: ,": -- - :;' !.:- [ I I : r~ . ~i,~f~k I ';~~!~ ~~f:?t! ~ .~. ': .":, .~ ~ :<:·"{,i, :·1 L"f. . {~ ~: tr~ " .1'1.": -;:; !. f".~ .'i -~j . L~ ;1J .n '1 ;; i; '" ., ... .,;: ~:~ i :Vi ,:'1 ~!.~ 'U ':]1 . ;- !.: 1; .... I :1 ~ "j '; . 'i . :'1· ,~ J. , :~1 .~~ , ---_.-: -----:-'; .~'-; ' .. ,:' .;' ,;. ~,p . .. .... ~ ·:f·:r.;.· .. ~'l::~dff..,->;fh ..... _"' .• : ,sc -z &'77 I 200-1.7 Selection of R;PtlP and filter Blanket Material . Table 200-1.7 VeL FllSoc (I) 6-7 7-. u.s 9.5-11 11113 Rock I ..... a.. 11aick- (2) -'T' No.3 .. ilIIdt- No.2 1.0 ilIIdt- r:-l.4 LiPt 2.0 - I 114 2.7 TON I"'S I ~ 3 •• TON fjIIrr ' .... (3) IIpptr I ~ opU o,t.2 I o,t.3 k:. ;;m 3ec.400 (j) I 3116" I C2 I D.O. II.' a) I D.O. 311" D.O. ~. 31.' I-Ill" P.'. 31.' -31.' l-J1l" P.'. l' -31.' I-JIl" P.' . ~ Layw I -I I SAND I SAND 1s-J7 1 • .3 l-lll" -TYPE I SAND TON • 17-20 2 S •• 2" -rral SAND TON See 200-1.6 See also 200-1.6(A) Practical use of this table is l i.ited to situations where 'T' is less than inside diameter. (1) Average velocity .in pipe or bottOlll velocity in energy dissipater. whichever is greater. eZ) If desfr~ rfprap and filter bl.nket cia •• is not available, use next larger cl.ss. (3) filter blanket thickness. 1 Foot or 'T'. whicKever is less. 11 "j i-I' . " q '-I , . :. ~ :·1 i \ I , , .; I I .. I I .I I , 1 J -,--- - -:~ r· .~: :: .. :~ ... ~ .. :.~ . (4) Standard Specifications for Plbllc Works Construction. (5) D.G. • Disintegrated Grenite. 1 MM to 10 MM. P.B •• Processed Miscellaneous B .... Type 8 • Type 8 bedding _terial, (aini_ 75X crushed pIIrticles. 100X pIIssing ~ aieve. 10X passing 1-sieve). (6) Sand 75X r.et.lned on 'ZOO sieve. SECTION 201 -CONCRETE. MORTAR AND RELATED MATERIALS 201-:1 PORTlAND CEMEIIT CONCRETE 201-1.1.2 Concrete Specified By Class Modify Table 201-1.1.2(A) as follows: (1) Revise: Concrete Pavtllent (not integral with curb) To aead: Concrete Pavenent (not integral with curb). Cross Gutter and Alley Aprons) (2) aevise: Curb. Integral Curb and Pav..ent, Gutter. Walk. Alley Aprons To Read: Cpq, 94) 520-A-2S00 520-C-2500 560-C-3250 520·C-2500 520-C-2500P Curb and Gutter (separate or combined) 5Z0-C-2500 and W.lks520-C-2500P. (3). Change concrete class for 'Sfdehfll Surface Drainage Facilities-fro. -5OO-C-25oo' to '520-C-2500-. (4) Change concrete cla.s for 'Pipe ledding and Encueaent. Anchors and Thrust Blocks. Uall ~rt for Pipe' fro. -'50-C-2000·' to -4&O-C-2000.-• 12 -- , , I ··1··· I ,I .. I 1+00 80 1 0 \St Drain \lndustria/\lnd-SOOB, dwg T: \fngr\2244\MASS-GRO arm, " ~ TillS NC'_/ ' e\.:ss.'fdS ' 4+00 i i GA7EWAY ROAD , ! i ! I SCALf: ,'-40' BENCH MARK IIlli ON N CONCRfTE: IN A STANDARD SURI£Y OfSCRIPl1ON: 8RASS DISKU~f OF U CAMINO RfAL A 1101'1 NO. R1800 288+89[C • ON CENTE:R SAN DlfGO 88VCHMARK D[SIGN COUNTY OF LOCA 110N: OA TUM: N. G. Y.D. 29 ELEVA TlON: Jl1.407 M.SoL '52'28 PM PDr 09/2 T /2004 OJ, . , ; I 5+00 ,i , I !. I I '. .. "I , " 6+00 , ' " . . NOTE: ' IIC NO. 4OO-BA FOR MASS GRADING 5£f D SEE O!!U. NO. 400-88 FOR IMPROVfMfNT PLANS . '-'. .. , " .', ~ ! I I ' I ", " " ! I . I , HORtZ "=40' VE:Rl: "=4' , SCALE:. , ',' •• 8' LfNGTHS B[VE:L~::mo;;f 8VO ... S£E SHEET 17 FOR , ' t WA rERTIGHT JOINTS Do. D'rtCTGN CONSULTANTS .r ~.oJBCT. LloX' III«JINm!IIINO • SllIM!!'iG'II ~. PI:ANNINO'" SanDiego. CA 92101 701 B Slreet, SUlt~~. 619.234.0349 , 619·2]5·6471 ~ DA~ ~~~~-o+1 ~~ I ~ If I . " . " , , PRI REVISION DESCRIPTION OlHER CITY APPROVAl . ,,' " ' RCE REVIEWED DWN BY: DE,~ CHKD BY: ~~-=-_I RVWD BY: .I .. , "AS BUILT" EXP. PROJECT NO. CT 00-06 DAlE DRAWING NO. 400-80 Job no. 2244.00 ---------------==~=-=-=-~----=-------------------------~------------------------------- .. , '. .' . I I: ... ..' . I" .... ". ...... I I· .... ' ....... I. .. .. I .. · .. '.' .j:-.......... I.·.···· .... -• ....... ·1 ..... '. I.. 1(1"'" \ k · .. ·1 , .. ~.I I .. :·· ... j •• '.. ".', ....... .. ... :.. ...-..' ... .. .. .. .. ! : .. .. I--I--,I---I--...... -/-.. -+--j-+---jc-j .... -...... ji'-.... :-k·:·-J ·--:--/--j"-+--j'!·-:+·---j--j---I=-2'l-··,:-I-"j--I---jl---1--1--1-' --I--r-t--t"'--I--'-'I--I-t"-'~ t--f-·I-:-1----y-ti· .. nJ· .. ·~· 'd~' .. ~.~t-H--i;!fA .. bEcj:;·-t-.... r~I--T--"i---I--"'I-... ~-t--~~'!'" ·· .. ·1 I' ___ k,( '.. I I ." 'I DIIu 'S-~ I I •. t-is ':" ...... ... ....1 ...... "" .. . .... .. ~ .... . ...., II'rc flNl >If '" i :i' ~. . ...... ........ --I f .. I I ...... . ''':.. I ~71Jp OF ~2" ~ diP ." ,,~, <;:1 'IE ! ;111· :l... ....... . . '. '. I I i , .: .. I .. -..J\ ... '~'I'" \ I Ii'" .. '21 ... "IL---vV-v, .... .......... .. ... : ...... I I . .. ..... ffpl:t'fH.'! .....: ......;,.1 i't; ~ i.,. i .. ., < 'l ". II ....• . ...... : ... '.. .. .. ., .... ':.. \ '~, "" ;:: "'-~~~ -y .. , I ,.... .......... ... ......... '" I I . ..... .. .... , ". ..... b .....1 , . .. ... It:!..! ~~~~.~-I-... ---j-,1P>trr"If-' -+++.....:'f-.J---I-'---I-'---l"-+----i--'-f--Ic......+---I' • _~----I---II-_I--... +' "T_5_+i"' ... + +-1-.-+.---\--'.-1---+,-.. -!--1---f".+'H-~-n I.:-I;--Hc--L-.. -.~-+--.+-..+-Mi I ..' .... /' r'" ... / -.. -'" \.. .. ' I .. -.. : .... . . ....... I I~, I,c I";,,, ..:. , , I , -.. .n ,: i ._ k ' U I ~ ~ ~'914"... ....... i t' _ ~--"'-~1~~+--1:~1~1I'''''-1-'''--1'---1-.. :'··1 ...... : .. Jj"-"'l~l---1---I~ ·I----~:..-.--,I-.. -:-i ... ---.-.-I . ... . ... .. I .WI <..., .. .. . . .1: ......... .. I' .......... :..' ......... ' 1:1-! 'Q,6li~ ~~ ,,,Ii :.1 . . . I. ......./ " "-. R' ,1,1 10X I ........ ..... ..... I·. :;;: i~m '';'j , I}-.. . .. , . .. ;, -<. BlI, I: --..(~ .. 1 ... 1 ·'1 ..... . '" i PEi'SqRSlfLj6Ji Y I .. .. 'V:; ,': ..... : ' ....., ... 1. " ~: i-~I~ it ....... .... .. . ~:, .. '....' ~ ~ ~ .. IV .. ",.r'i-J... ...... I ......... I ... ·: ./1'<" I /':'hr \-v ..,.--,V v"',V V 3,,:C~',~ii ~-~r-." v,.IY y ~i/F\~ ...•. -........ -.. ...... .... ..' ...... ~!~ ·'1 I"I~, :... .. ... -'1 /i' '\, ,,' .. ... I.. .. :.. ""-Y r--/ . Y .. I 1M ,. I.;.. '';;;--....... .... I.. 7~ cl '1.,=7,/0 lS' ... ./ "---"':; ....::: .......... ........ '__ ..... ,. ........ ....... . B'! Plr Fe_ W1I RI " 0, . .. ) I-'-j .. · ... -.. f---l-.. I·-·-·+.~-+·-+-.. -~l . . . : r j ..... .... ~'" -" _/ -." /' ~ '\ -<r-:...r :-"f';-. -"-L V~ ~ iB~o . ~. ,'-"> ~ , ! ~::;.:, '-"'p C -c. ..' • .'. .!> .t ~. ....,.. IAT 1--'.... P~R qllG.1 Ne I j '. ..' .. , I/r\. ........ / ~ ." .•. h ~i ~V . ')';''fYJ r--' • --A "Fttl ;......;.. "'V I .... ...• .... -C' , 1 .~ ,01;. ~ .'.'. I· .. ' .' '.. .'. I'· ;-~ '[; ~ ( . .,:" . r-.....' ,,11.5011 v .' .<' ". ,;::;-.v~. i... . j, , .' .' 1-' '. I .. '. , " 113 :l!! I!l< _ '.. .•. . t. 11t-.:... . '.' .... < ):: ,-} y ~I R;P ~, ' .. r 1i60 IIp·_. ,.... ,,:~;;t " .' . I·"··.~ ..>i I .' ". i ."~ Ii>!. '. I .. ' .~'. ". ..•. ;\ ',1 ...•... . 1' . Q~-. 0.:' ....." ~ .i' .•. ''''' --;: l/j '.',., .... ',:;='" .1, .... ..... ',' .• ..: .. ' .'. ..:..... ".' •. < .' I···· '.. . ... I' . ",' ..•. ,,' c,.' J\'~ AA. ,,!!~ .~ ~ '" '" <' ll! 1 '·'1 "". "'. ." .• :. , ... , ........ , m GEt .• ·· I .' -. I. IlfOi,r nR,,'i( I, . '., , .' .". ____ -= . j.. >. K..V '.': 1,:::1'" ; 1'1 . "" .. '~I:3 I\<J .. ) , '. .' ". .... '.-..... , "...... I.: '. .... .' ...... ,. ".' .' .' .'. -./'~,~ V'T',lim ...... .~. --::; /'-./ ~'" . .. .' .:' . ICiI.J . ~ l!! ·.:!I~ I ' .. ' '-.... ..... .' .' .... .:.' '. .' I ., l... :-.. ~ING ." ...... ....... . .'. ..... .' (i) I '. :7 , , • '. )' 1 :-:: ...... !: .... ,../ iA.' .. " ... , "." '\ /)--.......;-'-' ..... ..., ...... 'A.,'A..../ ,'-' 1 1~ P <l7ffi?jfi'p"tr<Jl ! '.. I , .. , ... :. '< I ". . .... . I.D' "'" ;. 5.;5 L eI, JJim:...J I I, .<,~ ... " ' : < ii .. i'" ~ ~ . .... .. ... '. ~r( ..... . .... /; ~.';';' ,..' ". '" '.... . . k J'-..... Jr:(1 . ..' .' f:R Ollt Ni· i '\.1 ... : . '.' . . ..... '. .: ' .. I [a ... =~,~ [em, V,,", = ~z/!IP' ,~ ll1' ;IB' :RC, ~-4J~ !F ,~I.r3~J . . . .. . IN... . .'1 II' 'W ;R' 4a i46 r· "( ;~ ~o;fi~! (~II1Glr if p ' •. (1!U:~ ,o,',,,n-\,:'; ;'.\ .•.... : :. V' .............................. '::, ,. , .. ' ,~tiDWi: Ni. ~~,~L...' .... ' ...... " eel .' .. i:' " .... ":"" . " '.'. '-i ~.~ '\~ B' PIM<"F :;~~' ~ I ... !i.' I .~' .' .. J I'!\/ .. " .. ' •. I ....... " .... , '.' > 'I; , ..... :, .. " ' .. 1.":' .,~'·:·,·I l!!", .··r; ) IF 0/1/ -... J/ ., ' .... v . ." .. . -, . "l ( 5 b.5: ;.5 5' " l 1>-.. 7 I ,". ... .." " \ \. ..... .'. : '-I '.£±-' ....... . ....... ,"I'--c1' I '10 ' i \ '. , • --l-··-.. ··I---I"\--\-.... +--+---.. f .. ;:::lj··-\ -'rl--t-I---f-,---!-" .. J;l ~~~~. t-;...: Q ... . ...• ~o-:.--'. \ • ,!,Y. '. . II.. ."'.' '. :.' I, .. .. .... \.. .,,':,,;, 6'-'. Ji~I1;HT JO/~ .' .. .' '1/ ',. ,. . .•. '.'. ..... . f-"... - ... .... .~ I ~~' ,~''': . <:--" '. /'.. . .' '. '.', . '.:. ". ,,' "'U , / II:()/J ~ 0 '." .... / • "-, '. '...... . 00, r:' , :"r • . .. ' "'. I --l A.. 7-:7' , . . .. .. " '.. . . . ... ' I ... \ ... '.' ... .•... .. IC ..... . ..... /' ..•.. ,'1"' ........ ' ~ -:-' ~Z .!:" 1, Y .. ' . ), •--I---+--.I-C-·j-"-+ -"ii~-+---+ __ + ___ "1_' _", (Y--f~+-j-~!-F.iil--clIl>;'h ;--/ .. \ . "" .' ..' ., . . 7 ,-LIB' RC <5C,BO LF rI ", .. /1; . ..f 1(. i . .. ... ; ~ '.I' v::: .-+ .. '.+~t-,:--I"')d-L''-'!f~V-I.-F-I-.. --1 ---I-' ... {---I-·'. . ", '1 r;. I:iJ ~ , ;...)' . \, ...... .•.. ...•. '..' , .. .. . .... .... .... ... ,-....;, .... ..... : ~~' •. ...·r ) . . . '1 I.. ..• ! '"" -=4 ./. . .. 11.~~ .• I::~:I=:-t = .. t:=l==li:~j~~t=t:=~==IAc.~'\...Jt=-t:=·f-·:-.. ~I:.~~~;;~I:~I .. -i~~·.~::!'~~:=:~:~·I~~~ I-J~' 1=+=:I!:' =li-==r::-l: :::I:::i:~~:t~:: l-: ·=-~::~t:,~~:::t·: ·=:I:_=::I:·.~~.I=~ .. I:::': .. ~ .... =: "J/~~;~ .. ,.~" .~.-... i---!-'-,t.--_·tc... ... j-".t .... -'--!-... --t-,I .+-.;,-I-... :-''l-.... --.. !.~ ,.+·j--rt--I-.+.c·t --.. ch, :-+--+:· .. +--1-;-: I....:.::....r-.-I'--+':-j-r''\·{ b,~(d:·+·I-.-+·-+-+~-1<'!~1;,! -il::i==I=1,p~,'Tl-;:'~~ WI .. .' . ..," / -I. " • <. ":'. ...-' .' '.. ." .. . .. .. L!.... '--... .... p--''-/.... .. '. ", " / TV -,1_(;;' r'l'r I ,1', ." .', i.'" .... , 1 . . .. ," p... /' ,. --'" . '-'\. A '. .'. ':-.: .. . . ...... ':;: 1I:i!.: 'SIlIo ':5 r.) ! .. .'. . .. i .;>:;-". <rA/I HIJRI2 =41 RT. 1""4' I· .' . . .i·· \':...c j' '.. .... .....:;.../... . i', .•.. . •. ' • '. ....-.. '.. • .-l---f---l-..... I--+-"-f---I-.... + .. +.--r---+-~I·---+~r~r~ ~S ~!TJ7f8"~7l,O.-·-I--~--I,---,f ... --I~-I-~--t;c~-:-\-~!---}-.l---I~-I~~~~.-,,---.~-I-,fr-.... I--.~.l---I--_.I:~+~+._~~~+~ .. ~ ... :+.-~~~~.+.~ ... J!~:I-'.--~--l.-·.-.-~.-.:~c...-l .. ~.-"I-~c~~-~ ... ~.-j~~~,--I-.-.. ~.h., .. -! ... -.,.~.l,,~ .. -.l-.. ,.-~~ ... , .. I-·-.. ~il ... :.~~-.~.~ .. ~b~;~-!--A,;i:·-···!;~·lL-l--·L~,~·I~~A··J/-:~~ .. Jc~~ .. ~.~.~ ... I~.:.A.-.--I~ .. ,t2 .•.• ~.:.~!--.-.-.j~.-r~~.J~--li-~.-.. -.. -l-.~ .. ,I-.. ,··I-.-.~I-... ,~=.l.: .... + .. ~:~:~=.~ .. ~·.~ •.. ~= .. ~1~1"~ ... 11--.{~~!--~~ ..•• -l--.t'---l-.-h-.~~~~II-.. -l---I-~I -etoO \ PLAN: GA7EWA J ROAD SCALo: I" = 40' BENCH MARK o . 20 40 80 DESCRIPITON: BRASS DISK IN CONCRo7C IN A STANDARD SURVE:Y 'IElL ON ON CfJI rERUNo OF EL CAMINO /?tAL LDCA I1ON: COUNTY OF SAN DIEGO BENCHMARK DESIGNA l10N NO. R1800 288+89EC SCALo: I" -40' ELEVAl1ON: JII,407 M.s.L DATUM: N,G.V,D. 29 . .. ~ \£ngr\2244\MASS-GRD\Storm Drain VndustrioIVnd-S009.dw~ 09/21/2004 OJ, 54: 14 PM PDT .. ' ..... '. ... . . N07C:" . FOR MASS GRADING Sff DIIG. NO. 400-SA .' FOR IMPROVE:MoNT PLANS Sff DIIG. NO, 400-88 PROJECI'DFSIGN CONSVLTAN'IS l'L4NNII«1 • ~ .1INaINBBIIMJ • SUJM!Y1OI'9 . 70[ B Sired, Suite 800, SIUl Diego, CA 92[01 619-235-6471 FAX 619-234-0349 . . OA 1£ RE~S11!A nOll 1l<SGN!D . . EXPIRES 03-31-04 _ BY: \\. \1. o't .. ~ . . . . -r... . '" No. 42951 1"1 '#. Exp, 03-31-04 !;i * * J'~ eIV\\' '(#;'t" 1't OF C~\. \ ~ - ... . . -. . .' "AS BUILT" .. . DATE ReE . EXP. BY: ... . .... PRIVATE CON TRACT;;:; ,'N e;:~~~mo\j;;:;: 11:nD UK~-'-'-' --'--~.-' -.--'D=-:-::A.1TE,:-:-- CITY OF CARLSBAD :;HWS. ENGINEERING nl'PAI'IMt.N 17 PLn"" FOR IMI rw, II OF: ~ - '. BRESSI RANCH INDUSTRIAL a . . , . . . GATEWAY ROAD STORM DRAIN ~7ff~~'~'K~~~~~t~II~H~~~&II~~~I~~'l~~~~~~(~,~~T.~~~~~~~~ W77704 KSB ADOFD SO L . ~ REPUf SHEH_ ,J..~ ,til . ~ \7 ROVED: LLOYD B. HUIlBS'f.{ 1/16/04 \ ffC DRAIN -''''PlArro SHEE. 2/ GW J/I ' .~sf·<-,rt ~&liM .. ~~~~+-~~IQNAJtY :U -DATE INrlAL -== .... DATE INInAL DATE INIlIAL g~DBJy:OE." PROJECT NO. EXPIRES 12 31-0~ I I~~,t DRAWING NO. 400 80 OF WORK REVISiON DESCRIPTION .... 01l-1ER CllY APPROVAL RVWIJ BY: CT 00 06 . .... . Job no, 2244.00 .