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HomeMy WebLinkAboutDEV 2016-0070; DEMPSEY RESIDENCE; DRAINAGE STUDY DEMPSEY RESIDENCE; 2017-07-12CTE Inc.Construction Testing & Engineerin RECORD COPY 7/W,7 3, Inditiliai Dyte Inspection | Testing | Geotechnical | Environmental & Construct Engine^ing | Civil Englneemg | Surveying Drainage Study Dempsey Residence DEV 2016-0070 GR 2017-0016 Lot 46, PM APN 215-491-36-00 Carlsbad, California Prepared For: John Dempsey 7105 Corintia St. Carlsbad, CA 92008 Prepared By: Constmction Testing & Engineering, Inc. 1441 Montiel Road, Suite 115 Escondido, California 92026 CTE Job No. 10-13392 Y. 0 'Si 1 \ri > * o CL a OQ "a> 05 -C o RECEr ED JUL 1 4 20iy LAND OEVELwrMENT ENGINEERING July 12, 2017 1441 Montiel Road. Suite 115 | Escondido. CA 92026 ] Ph (760) 74&4955 | Fax (760) 746-9806 [ www.cte-lnc.net Dempsey Residence Page 0 Carlsbad, California July 12,2017 CTEJobNo. 10-13392C TABLE OF CONTENTS Section OBJECTIVE 1 INTRODUCTION 1 REFERENCES I Design criteria 1 DISCUSSION 2 Existing Conditions 2 Proposed Conditions 2 SUMMARY 3 CONCLUSION 7 DECLARATION OF RESPONSIBLE CHARGE 8 APPENDIX 1 HYDROLOGY CALCULATIONS Existing Conditions Proposed Conditions ATTACHMENTS ATTACHMENT 1 - LOCATION MAP ATTACHMENT 2 - PRECIPITATION MAPS and SOIL MAP ATTACHMENT 3 - HYDROLOGY MAP Dempsey Residence Page { Carlsbad, California July 12, 2017 CTE JobNo. 10-13392C OBJECTIVE Determine storm water runoff and site drainage collection, storage, and conveyance system components, sizing, and storm water runoff treatment required for development for a single fkmily residential house in Carlsbad, California. INTRODUCTION The site is located Bolero Street in Carlsbad, California. The project site is approximately 0.76 acres in size. The site is an undeveloped lot in a residential neighborhood on moderately sloping natural terrain. The proposed development is to grade and construct a house and accessory dwelling on the property. REFERENCES 1. San Diego County Hydrology Manual (2003). 2. San Diego County Drainage Design Manual (May 2005). 3. Soil Survey, San Diego Area, California. United States Department of Agriculture (December 1973). Sheet 24. 4. CrVILCADD/CIVILDESIGN Engineering Software, © 1991 -2006 Version 7.6. San Diego County Control Division 2003 Manual Rational Hydrology Study. DESIGN CRITERIA The majority of the subject property, the soil group is classified as a Fallbrook Loam (FaD2), 9 to 15 percent slopes and hydrologic soil Group "D". (Per the Soil Survey - 1973-Sheet 11) See Attachment 2. Per the San Diego County Hydrology Manual (2003) Table 3.1: • The existing condition is classified as Undisturbed Natural (0% impervious area) and Low Density Residential (1 DU/A -10% impervious area). • The proposed conditions on the grading pads are classified as Low Density Residential (1 DU/A -10% impervious area). Per the San Diego County Hydrology Manual (2003) Rainfall Isopluvial Map: • 100 Year Rainfall Event-6 hours P6= 2.8 inches/hour • 100 Year Rainfall Event-24 hours P24= 5.0 inches/hour Hydrologic calculations were performed using the CIVILCADD/CIVILDESIGN Engineering software version 7.6 per methods as outlined within the San Diego Hydrology Manual (2003). CivilCADD utilizes the Rational Method Hydrology Program which is based on the San Diego County Flood Control Division 2003 Hydrology Manual. The hydrology calculations for proposed and existing conditions may be found within the hydrology calculations section of this report. Dempsey Residence Page 2 Carlsbad, California July 12,2017 CTE JobNo. 10-13392C DISCUSSION Existing Conditions The surrounding areas are developed single family homes. The lot is undeveloped natural Hillside terrain moderately sloping downhill south westerly. There is a manufactured slope along the easterly property line and Right of Way for Bolero Street constructed as a part of the original roadway improvements 30+ years ago. There are no offsite flows entering the site. The uphill northerly property has browditch running alongside the PL. Street flows stay in the right of way. The site runoff surface flows westerly. There are no drainages, ditches, or underground systems. Calculations are presented in Existing Conditions Q1 GO, Appendix 1. Drainage results for existing, and proposed conditions are summarized in the table below. Proposed Conditions The project objective is to maintain the existing drainage patterns, determine the 100 year storm event flows, size the proposed facilities, and discharge the flow without negatively impacting adjacent properties. Site runoff is collected in area drains and brow ditches. Precipitation which lands on the downhill slopes will surface flow off site without entering the storm drain. The private storm drain runoff is discharged at the northwest comer through a difhiser which provides level spreading of the flow. The diffiiser is 10' of perforated pipe covered in rock. This approximates the existing condition. This creates a very shallow flow with non-erosive velocity. The QlOO increase at this comer is less than 0.5 cfe (1.8-1.35) and safely discharges on the slope. No downstream features are near this flow. Flow to the south is reduced as the northeast drainage system collects most flow. The south flow comes down landscaped graded slope to the existing sewer access and drainage easements where it meets an existing drainage and headwall within a drainage easement on the adjacent property. Lot 45. The calculations for sizing for facility and all other supporting portions are presented in Proposed Conditions Q100, Appendix 1. A comparison of drainage results is summarized in the table below. Dempsey Residence Carlsbad, California July 12,2017 Page 3 CTEJobNo. I0-13392C SUMMARY TABLE 1: PRE- DEVELOPENT CRITERIA TABLE 2: POST- DEVELOPENT CRITERIA Basin Area (acre)Basin Area (acre) El 0.04 POl 0.03 E2 0.36 P02 0.08 E3 0.12 P03 0.06 E4 0.24 P04 0.09 TOTAL 0.76 P05 0.06 QlOO (cfs)1.35 P06 0.1 P07 0.03 P08 0.08 P09 0.01 PIO 0.22 TOTAL 0.76 QlOO (cfs)1.8 Dempsey Residence Carlsbad, California July 12, 2017 Page 4 CTEJobNo. 10-13392C ^.' Vw ' "boodc eaT4 n ^ —. • Im-igpivlJaJr-1l/tt/Allo t^fJS'4/fl1i« H/»»«'4S'»I'W rta,,.l.'4 II 4ll -IKI-i II Flow Path - The aerial view above shows the storm water path from the back of the property on Bolero St down the natural drainage to an underground system which enters the golf course channel. The view below shows the adjacent terrain the sheet flow will cross on route to the natural drainage. Dempsey Residence Carlsbad, California July 12,2017 Page 5 CTEJobNo. 10-13392C ORIFICE CALCULATIONS Pipe: diameter 0.5 inches 0-04 ft 0 = CoAo^2giH^) Ao= 0.0014 (6-12) where Q = orifice flow disciiarge (ft^/s); Co ~ orifice discharge coefficient: Ac = cross-sectional area of flow tluougli the orifice (£P); g - gra\itatioual acceleration (32.2 ft/s^): Ho ~ effective head above orifice (ft); and Co= 0.50 from Table 6.1 County Drainage Design Manual Ao= 0.0014 sf MItered pipe entrance ellipse area g= 32.20 sf/sec Q Co Ao Ho 0.0067 0.5 0.00136 1.5 perforations #2 o.c.in 5 L in 120 Multiplier PR 48 Q PF*q 0.32 Q85 C 1 A 0.065 0.45 0.2 0.72 The diffuser capacity is determined by the total of the orifice flow rate through the perforations. The diffuser capacity is 5x the Q85. This mitigates erosive potential in the most common rain events. In large events the rainfall will pour over the sides of the catch basin as a 4' wide weir flow. Calculations show this to be less than 2" depth. Perforated pipe specification - 2 rows of holes, 120° apart, parallel to the axis of the pipe Holes are 1/2" in diameter and are on 5" center. Dempsey Residence Carlsbad, California July 12, 2017 Page 6 CTEJobNo. 10-13392C Weir Flow over catch basin tniiel FonnulM: k - y(b + 2v) b + 2y(l + 22)1''2 b + 2zv k/S A/T C - (k/n) V - C/A F - V/(gD)1/2 OUTPUT Normal flow depth y„: 0136 ft Normal flow velocity V^; 2.67 fps Normal Froude number F^; 1.298 N«nwl( O«initon iMncn tor a pnvnnc cttanntf MPUT0A1A: SlwAinMnc) • Select US CuMDmeryuM FkMciBchanieQ _ Bottom wdth b ul Side slope z il Booom slope S _ Manning's n 02 J cb MIERMEOIATE CALC S: Units selected U S Cusiomafy GravXatianalaccelerabong 321711s'' Units constant k 1488 Welled perimetet P 4 38411 TopimdIhT 4 272n FiowareaA 0 56ft' Hydrauic radnis R 012811 Hydrauic depth 0 0131 ft Dempsey Residence Page 7 Carlsbad, California July 12, 2017 CTE JobNo. 10-13392C CONCLUSION A hydrology and hydraulic analysis has been conducted for the subject property and surrounding properties for a ICQ year storm event. All facilities have adequate capacity to convey QlOO flows. The peak flow increase does not create a negative impact. The point of discharge is mitigated with a energy dissipating storm drain difiuser. Downstream facilities are not negatively impacted. The site is not in a FEMA floodway. Dempsey Residence Carlsbad, California July 12,2017 Page 8 CTEJobNo. 10-13392C DECLARATION OF RESPONSIBLE CHARGE I, hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the County of San Diego is confined to a review only and does not relieve me, as Engineer of Work of my responsibility for project design. ENGINEER OF WORK: Construction Testing and Engineering, Inc. 1441 Montiel Road, Suite 115 Escondido, CA 92026 Mellor Landy R.C.E. 81085 Exp. 9-30-17 06/15/2017 Date C081085 09/30/17 OFCAV.^5 Danpsey RMidence PageO Carlsbad, CalifOTnia July 12,2017 CTEJobNo. 10-13392C APPENDIX 1 HYDROLOGY CALCULATIONS Dempsey Residence Page 1 Carlsbad, California July 12, 2017 CTEJobNo. 10-13392C EXISTING CONDITION - 100 YEAR STORM San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2005 Version 7.5 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 02/16/17 ********* Hydrology Study Control Information ********** Program License Serial Number 6024 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.000 P6/P24 = 56.0% San Diego hydrology manual 'C values used Process from Point/Station 10.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1,000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 396.800(Ft.) Lowest elevation = 301.000(Ft.) Elevation difference = 15.800(Ft.) Slope = 31.600 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Table 3-2 Initial Area Time of Concentration = 6.90 minutes (for slope value of 10.00 %) Rainfall intensity (I) = 5.993(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.084(CFS) Dempsey Residence Carlsbad, California July 12, 2017 Page 2 CTE Job No. 10-13392C Total initial stream area =0.040(Ac.) Process from Point/Station 20.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 100.000 0.430(CFS) Upstream point elevation = 381.000(Ft.) Downstream point elevation = 365.000(Ft.) Channel length thru subarea = 124.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.100 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.430(CFS) Depth of flow = 0.085(Ft.), Average velocity = 1.010(Ft/s) Channel flow top width = 5.000(Ft.) Flow Velocity = 1.01(Ft/s) Travel time = 2.05 min. Time of concentration = 8.95 min. Critical depth = 0.062(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 5.069(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.140 Subarea runoff = 0.626(CFS) for 0.360(Ac.) Total runoff = 0.710(CFS) Total area = 0.400(Ac.) Depth of flow = 0.116(Ft.), Average velocity = 1.229(Ft/s) Critical depth = 0.086(Ft.) Process from Point/Station 20.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 100.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.400(Ac.) Runoff from this stream = 0.710(CFS) Time of concentration = 8.95 min. Rainfall intensity = 5.069 (In/Hr) Process from Point/Station 50.000 to Point/Station **** INITIAL AREA EVALUATION **** 60.000 Dempsey Residence Page 3 Carlsbad, California July 12,2017 CTE JobNo. 10-13392C Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 32.000(Ft.) Highest elevation = 394.000(Ft.) Lowest elevation = 379.000(Ft.) Elevation difference = 15.000(Ft.) Slope = 46.875 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Table 3-2 Initial Area Time of Concentration = 6.90 minutes (for slope value of 10.00 %) Rainfall intensity (I) = 5.993(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.252 (CFS) Total initial stream area = 0.120(Ac.) Process from Point/Station 60.000 to Point/Station 100.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 379.000(Ft.) Downstream point elevation = 364.000(Ft.) Channel length thru subarea = 116.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or *Z' of right channel bank = 0.000 Estimated mean flow rate at midpoint of channel = 0.477(CFS) Manning's 'N' = 0.100 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.477(CFS) Depth of flow = 0.091(Ft.), Average velocity = 1.053(Ft/s) Channel flow top width = 5.000(Ft.) Flow Velocity = 1.05 (Ft/s) Travel time = 1.84 min. Time of concentration = 8.74 min. Critical depth = 0.065(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Dempsey Residence Carlsbad, California July 12, 2017 Page 4 CTEJobNo. 10-13392C Sub-Area C Value = 0.350 Rainfall intensity = 5.147(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.126 Subarea runoff = 0.397(CFS) for 0.240(Ac.) Total runoff = 0.649(CFS) Total area = 0.360(Ac.) Depth of flow = 0.109(Ft.), Average velocity = 1.187(Ft/s) Critical depth = 0.080(Ft.) Process from Point/Station 60.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 100.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.360(Ac.) Runoff from this stream = 0.649(CFS) Time of concentration = 8.74 min. Rainfall intensity = 5.147(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 0.710 0.649 1.000 * 0.985 * Qmax(2) = 1.000 1.000 8.95 8.74 1.000 * 1.000 * 0.977 * 1.000 * 5.069 5.147 0.710) + 0.649) + 0.710) + 0.649) + 1.348 1.342 Total of 2 streams to confluence: Flow rates before confluence point: 0.710 0.649 Maximum flow rates at confluence using above data: 1.348 1.342 Area of streams before confluence: 0.400 0.360 Results of confluence: Total flow rate = 1.348(CFS) Time of concentration = 8.946 min. Effective stream area after confluence = 0.760(Ac.) Process from Point/Station **** 6 HOUR HYDROGRAPH **** 60.000 to Point/Station 100.000 2003 Hydrograph Data - Section 6, San Diego County Hydrology manual, June Dempsey Residence Carlsbad, California July 12,2017 Page 5 CTEJobNo. 10-13392C Time of Concentration = 8.95 Basin Area =. , 0.76 Acres 6 Hour Rainfall = 2.800. Inches Runoff Coefficient = 0.350 " Peak Discharge = Time (Min) 0 8 16 . 24 . 32 "40 48. n 56 64 . 72 80 : 88 .96 104 112 , 120 . 120 136 144 152 160 168 176 184 192 200 208 216 224 232 240 248 : 256 264 272 280 288 296 304 312 320 328 336 : 344 352 360 368 1.35 CFS ; Dischairge (CFS) 0.000 0.044 0.045 0.047 0.047 0.0-49 0.050 0.051 0.052 0.054 0.056 , . 0.058 0.059 0.062 ,0.064 0.067 0.069 0.073 0.076 0.081 0.084 0.092 0.096 0.106 .0.113 0.129 _ 0.140 0.172 0.195 0.287 0.404 1.348 0.230 0.154 0.120 0.101 0.088 0.078 0.071 0.065 - 0.061 0.057 0.053 0.051 0.048 0.046. 0.044 Dempsey Residence Page 6 Carlsbad, California July 12,2017 CTEJobNo. 10-13392C PROPOSED CONDITION - 100 YEAR STORM San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2005 Version 7.5 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/04/17 A*******-*Hydrology Study Control Information Program License Serial Number 6024 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.000 P6/P24 = 56.0% San Diego hydrology manual 'C' values used Process from Point/Station 200.000 to Point/Station 210.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Initial subarea total flow distance = 14.000(Ft.) Highest elevation = 395.000(Ft.) Lowest elevation = 387.300(Ft.) Elevation difference = 7.700(Ft.) Slope = 55.000 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of 1.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 6.40 minutes Dempsey Residence Page 7 Carlsbad, California July 12,2017 CTEJobNo. I0-13392C (for slope value of 10.00 %) Rainfall intensity (I) = 6.291(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff = 0.077(CFS) Total initial stream area = 0.030(Ac.) Process from Point/Station 210.000 to Point/Station 220.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 387.300 (Ft.) Downstream point/station elevation = 379.500 (Ft.) Pipe length = 102.00 (Ft.) Manning's N = 0.020 No. of pipes = 1 Required pipe flow = 0.077(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.077(CFS) Normal flow depth in pipe = 0.93(In.) Flow top width inside pipe = 6.42 (In.) Critical Depth = 1.35(In.) Pipe flow velocity = 2.78(Ft/s) Travel time through pipe = 0.61 min. Time of concentration (TC) = 7.01 min. Process from Point/Station 220.000 to Point/Station 230.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 376.300(Ft.) Downstream point/station elevation = 375.900(Ft.) Pipe length = 32.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.077(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.077(CFS) Normal flow depth in pipe = 1.42(In.) Flow top width inside pipe = 5.10 (In.) Critical Depth = 1.64(In.) Pipe flow velocity = 2.17(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 7.26 min. Process from Point/Station 220.000 to Point/Station 230.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.450 given for subarea Time of concentration = 7.26 min. Rainfall intensity = 5.802 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.450 CA = 0.050 Subarea runoff = 0.210(CFS) for 0.080(Ac.) Total runoff = 0.287(CFS) Total area = 0.110(Ac.) - gsjgqns joj u3at6 QSfr'Q Jo sutbA ,o, peTj-pjads .jssq fi-'n. Noiiiaov. 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(saO) 62^*0 = jjotrrij aaoaqhs 92T*0 = VD 05^*0 = O sp (VI0a=<5) aajB X^POP xoj pasn quaxaxjjaoo qjoutu aAxqoaqja uixoqs jaaA o*OOI ® (:iH/ui) S89 *S = Aqxsupqux xTBJUTBh - ■UXTH 6^*Z, = uoxqaqquaoaoo JO auTfi ■ , . Bajpqns joj uaAjS QSfr'Q Jd anxcA ,o, pajjjoads jasQ **** Noixiaov Moaa ^raaYa£ls **** 000*092 uoxq^qs/qiixoa oq 000*0^2 uoxqcqs/qaxoa inojj ssaooxa +++++++++++++++++++++++++++++-H-++++++++++++-H-H-++++++++++++++++-H-+++++ - '.upu 6^'L = (oil) uoxqBxquaouoo jo aurpx •ujui ez'O = adjd qBnoxqq amxq x^Aaqj, (s/qa)88*2 = AqjooxsA moxj sdja (*ui)S2*E = ^ddaa X^TPT^O (*ui)00*9 = adjd apjsux qqpT« doq «oxa (*"1)50*0 = adxd uj qqdap «bxj x^'^^roN (Sao)^,82*0 = MOXJ sdxd x^T^PTAXPux paq^xhox^O (*ui)00*9 = szjs ad-pd uaAjs " : , (sao)z!82* 0 = «oTJ adjd paxxnban :x =: sadjd jo 'Oii 010*0 => N S.iBuxuuaw ('Ja).00*0^ : = qqfiuax adja (*da) 005 * SZ-0 = UoxqBAaxai uoxqaqs/qujod ureaxqsuMOQ . . (*-Ja) 006 * 5Z.0 = uoxq^qs/qujod nreajqsdn (azja pajjjoads xasn) aWIX laA^fHX MOTaaaia **** 000*0^2 uoxqaqis/qujoa oq. 000 *002 uoxq^qs/qujoa uioxj ssaooxlj +++++++++++++++++++++++++++++++++++++++++++++++-H-+++++++++++++^+-H-++++ 336eei-0T OMqoxaXD LlOZ'Zl^W minojTO/pcqsiiBQ 8 sSbj acraapxs^ i£a^ni3Q Dempsey Residence Page 9 Carlsbad, California July 12,2017 CTE JobNo. 10-13392C Time of concentration = 7.84 min. Rainfall intensity = 5.519{In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.450 CA = 0.185 Subarea runoff = 0.302(CFS) for 0.130(Ac.) Total runoff = l.D18(CFS) Total area = 0.410(Ac.) Process from Point/Station 260.000 to Point/Station 280.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 374.600(Ft.) Downstream point/station elevation = 373.600(Ft.) Pipe length = 91.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.018(CFS) Given pipe size = 8.00 (In.) Calculated individual pipe flow = 1.018(CFS) Normal flow depth in pipe = 5.43 (In.) Flow top width inside pipe = 7.47(In.) Critical Depth = 5.74(In.) Pipe flow velocity = 4.04(Ft/s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 8.22 min. Process from Point/Station 260.000 to Point/Station 280.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.450 given for subarea Time of concentration = 8.22 min. Rainfall intensity = 5.354(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.450 CA = 0.221 Subarea runoff = 0.162(CFS) for 0.080(Ac.) Total runoff = 1.181(CFS) Total area = 0.490(Ac.) Process from Point/Station 250.000 to Point/Station 280.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.450 given for subarea Time of concentration = 8.22 min. Rainfall intensity = 5.354(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.450 CA = 0.243 Subarea runoff = 0.120(CFS) for 0.050(Ac.) Total runoff = 1.301(CFS) Total area = 0.540(Ac.) Process from Point/Station 280.000 to Point/Station 300.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Dempsey Residence Page 10 Carlsbad, California July 12, 2017 CTE JobNo. 10-13392C Upstream point/station elevation - 369.400(Ft.) Downstream point/station elevation = 369.000(Ft.) Pipe length = 54.00(Ft.) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 1.301(CFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.549(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.626 (Ft.) Minor friction loss = 0.324(Ft.) K-factor = 1.50 Pipe flow velocity = 3.73(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 8.46 min. Process from Point/Station 280.000 to Point/Station 300.000 **** SUBAREA FLOW ADDITION User specified 'C value of 0,450 given for subarea Time of concentration = 8.46 min. Rainfall intensity = 5.255(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.450 CA = 0.342 Subarea runoff = 0.496(CFS) for 0.220(Ac.) Total runoff = 1.797(CFS) Total area = 0.760(Ac.) End of computations, total study area = 0.760 (Ac.) Dempsey Residence Page 0 Carlsbad, California July 12,2017 CTE JobNo. 10-13392C ATTACHMENT 1 LOCATION MAP Dempsey Residence Carlsbad, California July 12, 2017 Page 0 CTE Job No. 10-13392C MCtflataad >mla O McCWIafvPBlonar 'j oxmiM I ^SSt RANCH J ./ V 0 V l^kaSan i ParkHysnAvtara^ Resott Golf Club t Oi / t7W3MW08MM \ TT VruMtBI CiS*Goegle VJ^O' / 0l I &mm ft MwiftaaWTOooM T«Rra OMfiedbKii awoAi I Etempsey RMidence Page 1 Carisbad, California July 12,2017 : CTEJobNo. 1O-13302C ATTACHMENT 2 PRECIPITATION MAPS & SOIL MAPS r] r 117»30'0"W 1 I I I I I i I 116'30'0-W <j I I I 117'0'0"W neMS'o-w 116»15*0"W117*15'0"W Orange County Riverside County '4.\J' x:eanside 'hydrglogic group MARcioa^ "s CARLSBAD ENCINITAS SOLANA-BEACU DEL MAR 4 'A M/m, RIAL BEACH I M€ xico ns'isD-w116'45'0"W 116'30'0'W117'15'0-W 117*0'0"W117'30'0"W i County of San Diego ^ Hydrology Manual Soil Hydrologic Group Legend [ki ' INajor Roads ^ Incorporated City Bdy HYDROLOGIC SOIL GROUP Hydrologic Group Undefined " Hydrologic Group A Hydrologic Group B Hydrologic Group C "Hydrologic Group D ^ No Soil DaU 1 Note: Soil Data Source USDA/NRCS SSURGO Soils 2007 N A I—I—i 31.50 3 Miles DPW «GIS ^GIST.I-.. V THIS P»<AP IS F«OVIOED WITHOUT WARRANTY OF ANY KIND. EITHER EXPRESS OR IMPLED, INCLUDING. BUT NOT UMITED TO, THE MPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE Cop^igM SanGIS Al Rights Raservad Tlw product ray corain infoiination from tw SANDAG Regional frifacniation System which cannot be reproduced wlhout the written penrtKion oT SANDAG ITss product ray contain inlormation which has been teptoduced wKh permisston granted by Thomas Brothers k4ape. Orange 33'30^ 33'30* Riverside County t n *». *» a\ ' I I VI \t ! V - N- ^ , v.../ ■^iV \?iV■ '.V; \! \3 riff J.SITE LOCATION CARLSBAD ENCINrTAS 3»0)*$(XANABEAC DEL counrx ■ ; 1 1 . 1 . ■r-, ;VJ • , • I 'NiVVv 'v ■ ■ ■.- li i M ■ ^_ j -M.; 1 ^ , - . I -H ,/. ;p : ^ '/■ V.' : I • IMPERIAL BEAClt M e X ;« G County of San Diego Hydrology Manual Rainfall Isoplavials 100 Year Rainfall Event - 6 Hours iBopluvial (IncheB) DPW«Gis SSiGIS Oi»Wi^«^ft*fcWOr«»Wc Have San (l^ncrcd! N TW MAP B PROVDEO wrTHOOT WMfUMTV OP ANY IQ»0 DTHER EXPRESS OR MPUED. MaUOMO. Ot/T NOT LMTED TO. THE inJED WATWANTIESOF WRCHWTAMirT Ate PTTTCSS POR A nwmjUft PURPOSECavrVTSanCCS Ain^RMrvari TT* paduf —y cMiMlfi Wowitm Pom tn SAW»GP WcwiNlcii tiiNiiiiHoh—ic>b«<«ptBBMaiRhoa»i»*- 1—»|fFwfc» ^BANDAQ TIM proAa inair cottPi MoniaMn oNch laibMniicrapMMon grarM br Themn Bfotian Mi«* 3 Miles Orange33*30 County 33*30' \ ^ n /§/ U V Riverside County svSs I M • •!- » *1. •^ V IV • c\ /. - ;*.• 1% V I ivrvv i V- • n/*. -♦ 4 • %, f, , - •. . i;'» *. f. » V 51 ;j • V. • y-v v \i 1.-. • f> • v; • r > -a \ \ ^v\rR\ ^v^l -vs^ \ \ i yiQ v\ wX \ ep N V v\^ , ^ -•.L.;. • • •.'• \h;% «; . I • 1 ^ \ SITE LOCATION P24=5.0 'OCEANSIDS CARL6BA0 • \ ]®L I • ' ' % % j■ Tv 1. ' \ ■' ' ENCtNITAS 3T0(r$0U1SAB^CH S.ff. (^KTY •W'^'IV • /• ■ • A ■ ' f -i- \, J ^iV 'vX; / , :;1 \ . I\l\ (S'' •! •• k:DPW ^GIS IMPERIM. M ex I C 3 Miles County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours IsophMal (Inches) SaSGIS^X'c Haw San Diego f Vivcrtd? T>«SU*PtBMKMUEOWrTHO^WARfUMTirOf AHVKMO EmeiEXPflESSOM HnjED. MCLUCNNO BUT NOT UMTTIO TO. THE MnJED WAftfWMnES OF UERCHWrTMUTV AND mrcu FOR A MimCUlAR BtMBOBECHliVaenOIS _ Ttto^WucMiMircMMiMviwegnltDmtieSANOAOIWMC M»BMBanft|iMMiM»cani« be nerateed^ -«■— penNeeion c« 8AHDA6 eiieluii eentfi Iim been ii(iWi<uiNa ■»>lewiJeelMi yeee by T»mhi BiiieMii tieee Dempsey Residence Page 0 Carlsbad, California June 15,2017 CTEJobNo. 10-13392C ATTACHMENT 3 HYDROLOGY MAP ----~---------- TOTALQlOO = QP(1-9)+QP(10)0.1.80 = 1.30+0.SO = 1.80 cfs / t r 1 ~D -48 P J\JJ 8302 Lo-r -47 ' 377.-G~ {76 ----~373.6 I · · 373.9 SDCO 369.4 IL ~~=--"::'D~ SDHW (IE 362.0) DWG 182-6 ' ' ' ' EXISTING 18" RCP ounET ,w .. ~ Con struction Tes ting & Engineering. Inc. CIE !Ne ,,.,_fJ/Jr, / Tllfilg / Gwtanli:d / Eil.t111111111fd ,I a.trucfiGn &Jjiu ilg / 1M filgil J •• / SlneJ6if ~ 1441 llontlll RoC11L .SW. ttS. &candldo, CA 92028 Pltone: (180) 746 -41155 Fa,: (180) 746 -9111)6 GTE NO. 13392C 5' f5E ER AC ESS EASEMENI" PE M P J 2 R :/'/16 (GR 368.0) (IE 360.5) owe 182-6 \~ -XISTING SCRE N WALL \ , o-r LJ5 en ~ r, C"> ..... ,c, "' z u; N ' '.<> n --0 "" ,:: -0 \ \ \ ';::, ~ ,._ (TC 379.4) (IE 370.0) ~ OWG 182-/6 r lf----______//~~~&~-~~- <::, - "" <;,;_, I I I 18° RCDSO (DWG 182-6} / f ~ I LEGEND SUBDIVISION BOUNDARY __.....-650 -------EXIS11NG CONTOUR (MAJOR} ---~ ---EXIS11NG CONTOUR (MINOR} ...--650---....__ PROPOSED CONTOUR (MAJOR} -------PROPOSED CONTOUR (MINOR} EXIS11NG BASIN BOUNDARY PROPOSED BASIN BOUNDARY ' ~·~'~ ' PROPOSED 6" BROW DITO/ -------HYDROLOGIC FLOW PA TH D PROPOSED STORM DRAIN I 0 1 I EXIS11NG BASIN @) PROPOSED BASIN e EXIS11NG NODE ® PROPOSED NODE I I IMPERVIOUS PROPOSED J 1 ; ; ;1 PERVIOUS PA VERS ~ DISTURBED AREA TABLE 1: PRE-TABLE 2: POST- DEVELOP ENT DEVELOPENT CRITERIA CRITERIA Basin Area Basin Area (acre) (acre) El 0.04 POI 0.03 E2 0.36 P02 0.08 E3 0.12 P03 0.06 E4 0.24 P04 0.09 TOTAL 0.76 P05 0.06 QlOO (cfs) 1.35 P06 0.1 P07 0.03 P08 0.08 P09 0.01 PIO 0.22 TOTAL 0.76 QlOO (cfs) 1.8 RUNOFF COEFFICIENT SOIL % IMPERVIOUS %PERVIOUS Cimo Cperv CWeighted EXISTING D 0% 100% 0.35 0.9 0.35 PROPOSED D 23% 77% 0.35 0.9 0.45 - GRAPH IC SCALE 20 O 10 20 40 80 CITY OF CARLS BAD DEMPSEY RESIDEN CE HYDROLOGY EXHIB IT ~-~-~-~I -~1 ~I~--1------1 1 inch = 20 f t. 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