Loading...
HomeMy WebLinkAboutPD 16-15; HARRIS RESIDENCE; HYDROLOGY AND HYDRAULICS REPORT; 2016-06-06No.C45381 rn EXP. 9-30-08 )10 :111, iklz HYDROLOGY AND HYDRAULICS REPORT DATED 6/6/16 FOR Harris Residence Owner: Jeff Harris Address: 2055 Corte Del Nogal, Carlsbad, CA 92011 Phone number: 760-930-9966 LOCATION: 2414 Unicornio Street, Carlsbad, CA 92009 APN: 215-205-09 PREPARED BY: SPEAR & ASSOCIATES, INC. CIVIL ENGINEERS AND LAND SURVEYORS 457 Production Street San Marcos, CA 92078 PHONE: (760) 736-2040 '3 Date: 6/6/16 —? . D A PE RECEIVED JUN 0 9 106 LAND DEVELO!NT ENGNER ?O 16—a5 DECLARATION OF RESPONSIBLE CHARGE I, HEREBY DECLARE THAT I AM THE CIVIL ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THIS PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONAL CODE AND THAT THE DESIGN IS CONSISTENT WITH CURRENT DESIGN STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY IS CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. 01 Am A 6/6/16 Danny Abada Registered Civil Engineer Spear & Associates Inc. DATE P No. 4381 ~' C, V ~N ~ wRl -J TABLE OF CONTENTS INTRODUCTION DISCUSSION/CONCLUSION SUMMARY OF FLOW RATES ATTACHMENTS LOCATION MAP 2 HYDROLOGY/HYDRAULIC CALCULATION 4 DRAINAGE AREA MAP 22 1. INTRODUCTION This hydrology report was prepared for the Harris Residence, located at 2414 Unicomio Street, Carlsbad, CA 92009 The proposed consists of developing a single family residence in an existing vacant lot. The site was previously graded and is mostly bare. The topography slopes in a southwesterly direction with elevations ranging from approximately 356 to 305. Offsite Drainage from Unicornio Street runs onsite through an existing 18" RCP adjacent to the southerly property line and discharges to an existing brow ditch. The development will substantially maintain the existing drainage patterns of the site. The flow will connect to a new private drain and combine with the offsite flow into the existing brow ditch running southwesterly and draining to a curb outlet into Alga Road. The flow continues west to a curb inlet @ Alicante Road and continues southwesterly towards San Marcos Creek, Batiquitos Lagoon and the Pacific Ocean at approximately 3.7 miles west. We have used the County of San Diego Hydrology Manual to determine the run-off from the site for the 100-year storm event. Based on the soil hydrologic group map of the County Hydrology Manual, the project soil uniformly consists of type D across all sub areas. Peak inflow rates were calculated using the rational method. Times of concentrations were calculated using the Manning's and Kirpich equations to obtain velocities for average peak Q 10 flow rates. II. DISCUSSION/CONCLUSION This project will not significantly alter existing drainage patterns along the site or divert runoff from existing conditions. Total 100-year post development peak runoffs from the site will not exceed the pre-development rates. This was achieved with lower onsite flow velocities and increased times of concentration. Summary of pre and post development flow rates (cfs 100-yr Storm Event Flow Rate 4s) Outlet Velocity (f/Is) Total Pre-Development From Site 2.1 11.1 Total Post-Development From Site 1.9 I 11.0 ATTACHMENT A .YICINlfl!Y . MAP 3 NOT ,ro SCALE ,r :9_ ,J 1� 11 1 '2-·;· c�,•11,m ,Jffl11 ru11 . I U1 u ATTACHMENT B Post-Development Rational Method, lOoyr Event REACH TC C A CA >CA P6 I Qcfs Al 1 13.2 1 0.43 0.24 1 0.10 0.10 2.65 3.73 0.4 to new drain L= 135'V= 5 ft/s, T = 0.45, ETC: 13.70 A2 0.43 0.99 0.43 0.43 2.65 Al &A2 Total Flow 13.7 0.53 2.65 3.64 1.9 Pre-Development REACH TC C A CA CA P6 I Q cfs A 10.6 0.4 1.23 0.49 0.49 2.65 4.30 2.1 5 EQUATION _____________________________ IIIIII 1C!i!iI!11111111111111111111111111 I ________ 11111111 Intensity (in/hr) P6 6-Hour Precipitation ('in) 1111111 IIi'ulPIh'Iui1IiiuIuI Ilj;lIIl1Il;1II 1 Duration IIIII,IIIIIIuuIIIIIuuuIuIIuIIII iIIII!II101II1!IIhi!!! H 1 .114 10 1111111111111111,41 1111111111;1.911111111ism W-44116,24 5104 Mir, 1.116:1 IIIIIIIIIIIIIIIIIIIIIHIIIIIIIIIIIIIlI!!IOIIIIIIIIIIIII!!IIIIIIiIIiU Ili; !!!Ih!!!ii IIIIIIlIIIIIIIIIIIIIIIIHIIIIIIIIIIIIIIIIIhi!!!IIIIIIIIIIIIIIIII!UIIi!!IIIi!!Ilh !!I IIIIIIIIIIIIIIIIIIIIIIlHIIDIIIIIIIIIIIIIHIHIIIIIIii!!!IHIIIiiI!!IIlIj!!UII IlIIlIIIIIIIIIIIIIIIIIIIIIIHhIIIIIIIIIHhIIIIIIIIIIlIIIIfflflDli!!IIIIIlIiH!IIIII IiI '!!!' .......IuI.I.IuIuuu,uuII....,.U.,uuuI,IIIIuu,IuuuuIU zzzz-. ..lu..,J.u. .I.n n... Mon. ........ IIuIhuhu,I.....It...uI,IuhIIhuInhuIIsu .•UNUIUUUII uIIIIIIIII....!IU.,IUIlIIIIIlUIIIIIIul ......UU.UUUlIuuUII .........iiuuiiuuiiiiutuii....iuuIuiiuiuIiuiiuiiuiuIui ......Ui.,uuuiu,,ii - U•U• • UU •i uuuuiiiiiiiuiiiiu•i• lIll1IuIIIuIIJIuuI I 11111 - U•• l iiI 1)1111 --- --- - . .. .•.. .iiuiu I IIIIIIUhIIIIIUUUI I I UlUIllIllIul Illillifi I - U WE •• on on Uuui uuIIIu.ii ••••.uuuuu.uuuuuii iiiIiiIii..u.uuuuiuuuuuuiiuIuuuiuuiuu....u..uuuuuuuuuuii =11111112M.1111111 3 ••••UUUiUiIIuiIii 1111111111 i.iuiuuuiuiuiuiiii,111i1u11iu.....•iiuuuuiuuuiiiuii ZWOMM •••NUl •iui•uuiiuuuuii iiiiuiiuuiuuuuuuuuiiuuuiuiiuiuuiiuuiii•••ui•uuuiuuiiiuiiuiuiiiiii uuuuiuiiiuiiii niuuiuiiuuuiiiuiiuuiuuiiiuuuiiuuiiuu••u•uuuiuuiiuuiiuuiiiuii ____.._....I •uuuuuuuiiuuuiiiiiiiuiuiiiuuuiiuiiiiuiiiiiiiuiiuuniu•••ui•uuuuuuuiuiniuiiiuii ........•..i .uuuuuIuIIuuIII IIIIIIIIIIIuuuIIuII IIIIIIIIIIIIIIIIII.. .iu..uuuuuuuiuiiuu 1111111 u•uuu••••iuiuiuuiiiiiuiiiiiiiiiiiiiiuuiuiiiiiiiiiiiiiiiiiiiiiiu•uiuiuuuuuuniniuiiiiiiii UUR•IIIUIIIllIIIIIHIIIIlUIIIIUIIIIIIIIIIIIIHIlIIIIIIIIIIIIlI Emilio IIIIIIIIilhIIIIUII NOAA Atlas 14, Volume 6, Version 2 0 Location name: Carlsbad, California, US* 33.10250, Longitude: -117.25220 Elevation: 356ft* source: Google Maps '.,, c#' POINT PRECIPITATION FREQUENCY ESTIMATES Sonja Pence. Sarah Dietz. Sarah Helm, LIlian Hiner, Kazungu MalarIa, Deborah Martin, Sandra Paviovic. Ishani Roy, Carl Trypakik, Dale Unruh, Fenglin Yen, Michael Yekta, Tan Thao, Geoffrey Bonnin. Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National ftather Service, Slyer Spring, Maryland PF tabular I PF graphical I Mans & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 I Average recurrence interval (years) )uratlor 1 2 5 10 25 50 100 200F 500 1000 0.114 0.144 0.184 0.218 0.266 0.305 0.346 0.389 0.452 0.503 5-mm (0.320-0.644) (0.344.0.743) 0.163 0.206 0.264 0.313 0.382 0.437 0.495 0.558 0.648 0.721 10-mm (0.138-0.196) (0.173-0.248) (0.221-0.318) (0.260-0.380) (0.306-0.481) 1(0.343-0.563)1(0.378-0.656)1(0.414-0.761)1(0.459-0.923) (0.492-1.06) 0.198 0.249 0.319 0.378 0.462 0.529 0.599 0.676 0.783 0.872 15-mm (0.166-0.237) (0.209-0.299) (0.267-0.384) (0.314-0.460) (0.370-0.582) (0.414-0.681) (0.457-0.793) (0.500-0.920) (0.555-1.12) 1 (0.595-1.29) 0.279 0.351 0.450 0.633 0.651 0.746 0.845 IF 0.953 1.10 1.23 30-mm (0.235-0.335) (0.295-0.422) (0.377-0.542) (0.443-0.649) (0.522-0.821) (0.584-0.961) (0.645-1.12) (0.706-1.30) (0.783-1.57) (0.840-1.82) 0.400 0.505 0.646 0.766 0.935 1.07 1.21 1.37 -1-69---T-1.76 60-mm (0.337-0.481) (0.424-0.606) (0.541-0.779) (0.638-0.931) (0.749-1.18) (0.839-1.38) (0.927-1.61) (1.01-1.86) 11 (1.12-2.26) 1 (1.21-2.61) 0.559 -0.70-1 ]F-0.8-93---T-'--05 1.28 146 1.65 1.86 2.14 2.37 2-hr 1(0.471-0.671)1(0.589-0.643)1(0.748-1.08) (0.875-1.28) 1 (1.03-1.61) 1 (1.14-1.88) (1.26-2.18) (1.37-2.52) 11 (1.51-3.04) 1 (1.62-3.50) 0.674 0.844 1.07 IF 1.27 1.53 1.76 2.21 2.54 2.81 3-hr 1(0.567-0.808)1(0.710-1.01) (0.900-1.29) (1.05-1.54) (1.23-1.93) (1.37-2.25) (1.50-2.664-3.01) (1.80-3.62) (1.92-4.16) 6-hr 0.912 (0.767-1.09) 1.15 (0.963-1.38) 1.46 (1.22-1.76) 1.72 (1.43-2.09) 2.08 (1.68-2.62) 2.36 (1.85-3.04) 1.97 +1 (2.19-4.04) 2.65--]F--.40 (2.02-3.5 1 (2.41-4.84) 3.74 1 (2.56-5.54) 1.22 1.53 1.95 2.29 2.77 3.14 3.52 3.92 4.47 4.90 12-hr (1.02-1.46) (1.29-1.84) (1.63-2.35) (1.91-2.79) (2.22-3.49) (2.46-4.04) (2.69-4.66) 90-5.34) 1 (3.17-6.37) (3.35-7.25) 24-hr 1.53 (1.35-1.77) [ 1.94 I (1.71-2.24) j 2.47 (2.17-2.87) 2.91 (2.54-3.41) 3.51 (2.97-4.24) 3.98 (3.30-4.90) 446 (3.61-5.62) 4.95 (3.91-6.41) 5.63 (4.27-7.58) 6.17 (4.53-8.58) 1.88 2.40 3.08 3.64 4.41 5.01 6.63 6.27 7.15 7.85 2-day (1.66-2.17) 1 (2.11-2.77) 1 (2.70-3.57) 1 (3.17-4.26) (3.73-5.32) (4.15-6.17) (456-7.09) 1 (4.94-8.11) 1 (5.42-9.62) 1 (5.78-10.9) 2.11 F-2-70--T-3-.49- 4.14 5.03 6.73 645 7.21 8.25 9.07 3-day (1.86-2.44) (2.38-3.13) 11 (3.06-4.05) 1 (3.61-4.84) 1 (4.25-6.08) 1 (4.75-7.08) (5.23-8.13) (5.68-9.32) (6.25-11.1) (6.66-12.6) 2.31 2.97 3.84 4.57 5.67 6.36 7.17 8.02 9.19 10.1 4-day (2.03-2.67) (2.61-3.44) (3.38-4.46) 1 (3.98-5.35) (4.71-6.73) 1 (5.27-7.83) (5.81-9.03) (6.33-10.4) (6.97-12.4) (743-14.1) 2.71 3.51 4.57 5.45 6.67 7.63 8.63 9.68 11.1 12.3 7-day (2.39-3.13)1 (3.09-4.06) (4.01-5.31) 1 (475-6.38) (5.64-8.05) 1 (6.32-9.40) 1 (6.99-10.9) (7.63-12.5) (8.44-15.0) (9.02-17.1) 3.01 3.92 5.13 6.13 7.53 8.63 9.77 -11-0--T-1 2-.7 14.0 10-day (2.65-3.48) 1 (345-4.54) 1 (4.50-5.95) (5.35-7.17) (6.36-9.09) 1 (7.15-10.6) 1 (7.91-12.3) 1 (8.66-14.2) 1 (960-170) 1 (10.3-19.5) 3.68 4.80 6.34 7.63 9.42 10.8 --]F---]F-1-6.l 17.9 20-day (3.22-4.22) 1 (4.23-5.56) 1 (5.57-7.37) (6.85-8.93) (7.96-11.4) 1 (8.98-13.3) 1 (9.97-15.5) 1 (10.9-18.0) (12.2-21.6) (13.1-24.8) 4.38 5.80 7.71 9.30 11.5 13.3 15.1 17.1 19.9 22.1 30-day (3.68-5.07) 1 (5.11-6.72) (6.77-8.95) (8.11-10.9) 1 (9.73-13.9) (11.0-16.4) 1 (12.3-19.1) 1 (13.5-22.1) (15.1-26.7) (16.2-30.7) 5.17 6.87 9.15 11.1 13.7 15.9 18.1 20.6 23.9 26.7 45-day (4.56-5.98) 1 (6.05-7.96) (8.04-10.6) (9.65-12.9) 1 (11.6-16.6) (131-19.5) 1 (14.7-22.8) 1 (16.2-26.5) 1 (18.1-32.1) 1 (19.6-37.1) 6.01 7.97 10.6 12.8 [ 16.0 18.5 21.1 23.9 28.0 31.3 60-day (5.30-6.95) (7.03-9.24) (9.33-12.3) (11.2-15.0) (13.5-19.3) (15.3-22.7) (17i-26.6) (18.9-31.0) (21.2-37.7) (23.0-43.5) Precipitation frequency (PF) estimates In this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at tower and upper bounds of the 90% confidence Interval The probability that precipitation frequency estimates (for a given duration and average recurrence intervaQ will be greater than the upper bound (or less than the lower bound) Is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOM Atlas 14 document for more information. 0 Precipitation depth (in) Precipitation depth (in) - - Nj ts. LiJ LU - I- N NJLii LU a u' 0 LI' 0 LI' 0 Ln 0 LI' 0 LI' 0 LII 0 LI' C 2 ID SQ..NJ - • Fr LM ID ID 0 IC C g' c • ID N) o. LI' C/) 90 Ln CD - to 10 a -' • £ 0 1 1145 I Ln 4 -'-I N) 10-mm 15-mm 30-mm 60-mm 2-hr 3-hr 6-hr 12-hr 24-hr 2-day 3-day 4-day 7-day 10-day 20-day 30-day 45-day 60-day 0 San Diego Diego 0 Mexi Tijuana ) Insenada a --r c— ? Go ge 50 11 km Map data © Report a map error Large scale terrain d - '- - a . - 4 lot- LG0L4NLi California n.ei ,j.. • Lake San - , 1 Marcos • -, J _a-_ U •• -ti - t•• ;•- ' 5- i • ' - / 4 ./ , -- — - Go -- ,• - le U k - -Mr Report a -p'--•-'- Large scale map LEGOLAND 04( i.ao,1 Rd W Lake San California hotel - Marcos 0 2 km Map Report a map eror • 4 •"4 4 1 • 4 . Back to Too US Department of Commerce National Oceanic and Atmosoheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questionst)noaa,pov 10 San Dãego Coumty Hydm]ogy Mnn1 secdw. 3 Dan: Iuiie 2003 6 of 26 ___ Table 3-1 RUNOFF COiauCiENTS FOR URBAN AREAS Land Use ThmaffCoefficit'V' NBCS E1ia Counly r"t % ]MPBR. A B C D Ubed)aiwa1 Tx3m (Natiixul) Law Density Rasiitid (LDB) Law Density Rasidenlial (1DB) Law Density Reatil (LDR) Medftmm Density i"Ii (MDR) Medhzm Density Roddkzd MDR) Miedtmm Density PbTuti1 (MDR) Medimn Density Resddbud (MDR) Higb Dty R (NDR) ConnzierciaUlndnsthal (N. Corn) CorciaUIndiisthd (G. Corn) C0cial/1thistaI (OP. Corn) Cordal/Icdustha10irniie& I.) tOpen Space 0.20 0.2.5 0.30 0.35 RpPivtf1 10 DUJA or ]as 10 0.27 0.32, 0.34 041 2.0 DTJJA or lass 20 0.34 0.38 0.42 0.46 2.9 DIJIA or lass 2.5 0.38 0.41 0.45 0.49 RecidenIia1 4.3 DUIA or lass 30 0.41 0.45 0.48 0.52, Rpii11ivtiS? 7.3 ThU/A or less 40 0.48 051 0.54 0.57 RpdgTongal 109 DU!A or lass 45 0.52 0.54 0.57 0.60 Residential 14.5 DU!A or less 50 0.55 0.58 0.60 0.63 Raideniial 24.0 DU!A or less 65 0.66 0.67 0.69 0.71 Rptiti1 43.0 flU/A or less 80 0.74 0.77 0.73 0.79 80 0.74 0.77 0.73 0.79 GenemaCoemencial 35 0.80 010 011 0.32 90 013 0.84 0.34 0.85 90 013 0.84 0.34 0.85 0.87 0.87 017 The v,Jmes associated with 0% inqwWoms maybe used for direct lailsñan of the runoff cWrim,t as desafbed in Sectioa 3.12 (cepresuithg the p&vuis runoff coethcit, Cp, fK the soi' type), or for areas thatwill remom undishubed m peipetuity. Tusflcaiion roust be gwno tbat the area will remain rnlural frzev& (e.g., the aa s located in OeiPPJaXII1NItjOiJ Forest). ThU/A = dwelling roits per aae RCS =Natioeal Resaircas Ccnsexvtion Service 34 11 Runoff Coefficient Adjustment Post Development Area Total Area 53394 Impervious 8117 C = 0.90 x (% Impervious) + Cp x (1 - % Impervious) % impervious = 0.15 Cp = 0.35 (Table 3.1, soil type 0, 0% impervious, County Hydrology Manual) C= 0.43 13 Figure 819.2A Runoff Coefficients for Undeveloped Areas Watershed Types Extreme High Normal Low Relief .28-35 .20-.28 .14-.20 .08-.14 Steep, rugged terrain Hilly, with average Rolling, with average Relatively flat land, with average slopes slopes of 10 to 30% slopes of 5 to 10% with average slopes above 30% of 0 to 5% Soil ,ltration .12-.16 .08-.12 .06-.08 .04-.06 No effective soil Slow to take up Normal; well drained High; deep sand or cover, either rock or water, clay or light or medium other soil that takes thin soil mantle of shallow loam soils of textured soils, sandy up water readily, negligible low infiltration barns, silt and silt very light well infiltration capacity capacity, imperfectly barns drained soils or poorly drained Vegetal Cover .12-.16 .08-.12 .06-.08 .04-.06 No effective plant Poor to fair; clean Fair to good; about Good to excellent; cover, bare or very cultivation crops, or 50% of area in good about 90% of sparse cover poor natural cover, grassland or wood- drainage area in less than 20% of land, not more than good grassland, drainage area over 50% of area in woodland or good cover cultivated crops equivalent cover. Surface Sr .10-.12 .08-.10 .06-.08 .04-.06 Negligible surface Low; well defined Normal; High; surface stor- depression few and system of small considerable surface age, high; drainage shallow; drainageways; no depression storage; system not sharply drainageways steep ponds or marshes lakes and pond defined; large flood and small, no marshes plain storage or large marshes number of ponds or marshes. Given An undeveloped watershed consisting of, Solution: rolling terrain with average slopes of 5%, Relief 0.14 clay type soils, Soil Infiltration 0.08 good grassland area, and Vegetal Cover 0.04 normal surface depressions. Surface Storage C= 0.32 Find The runoff coefficient, C, for the above watershed. Pre-Developed Project Conditions: (Site Previously Graded & Mostly Bare) Initial Relief (1%) = 0.1 Soil Infiltration (type D) = 0.1 Vegetal Cover (mostly bare) = 0.1 Surface Storage (negligible) = 0.1 Pre-Development Runoff C = 0.40 14 Time of Concentration Initial Additional IC Averaae Initial TC Averaae Mannincis (travAl time irriii lfitflIjJI 1[flI (QflJ rfII(jJ ET'A iij L I1T(fl1D [flhtI [4.-Un FiUliIii1ffl Ii [4t1.iiiiiii Pre-Dev Post-Dev Initial TC Onsite DMA Al C = 0.4 0.43 Dft= 50 50 S%= 0.7 0.5 T= 10.03 10.74 Pre-Dev AE ft 49 LFeet= 152 L miles = 0.028788 Thours= 0.009633 T min = 0.58 Initial TC (Figure 3-3) T min= 1.80.1-C)D1 Slr Overland Flow (Pre-Development) Kirpich Formula Tc min= (II .9L3/E)0385 15 slope .T 100 30 AYAIi.o Cj",f / I f 5qf, jr 9 CJII I'll LU , w U. 0 : U - i - C z 20 - 2 2 I p o I . I UI I ' C _0.90 9 I — — ---- 5 U. 10 0 z o U . --- _ it Lu I w 10 EXAMPLE: Given: Watercourse Distance (0) = 70 Feet - Slope(s)=1.3% _1.8(1.1-C)Vb Runoff Coefficient (C) = 0.41 T - 3V s Overland Flow Time (1) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 F I C U RE Rational Formula - Overland Time of Flow Nomograph 1303 0) EQUATION E I111.900.385 Feet TO = LE) 5000 Tc = Time of concentration (hauls) I = Watercourse Distance (miles) ...4000 óE = Change In elevation along effective slope line (See Figure 3-5) (feet) I.-3000 Tc F-. Hours Minutes 1-. 2000 4_L 240 180 —1000 900 800 2 120 Too 100 90 _soo\ so —400 70 11-60 —300 St 50 St St —200 St ,40 St L \ Miles Feet 30 St St —100 4000 20 St 18 3000 16 50 0 5 St St 14 40 2000 12 1800 1600 St 10 30 1400 Ste 1200 8 20 1000 7 900 800 6 700 600 10 4 400 300 S 200 AE L Tc California Division of Highways (1941) and Kirpich (1940) FIGURE Nomograph for Determination of Time of Concentration (Tc) or Travel Time (Tt) for Natural Vitersheds 3.4 17 ATTACHMENT C 22 £45 DC S REPRESENTED HEREON ARE THE PROPERTY OF SPEAR & ASSOCIATES CIVIL ENGINEERING & SHALL BE USED FOR THIS PROJECT ONLY EXCEPT WITH THE WRITTEN PERMISSION OF SAID ENGINEER. ANY CHANGE MADE BY PARTIES OTHER THAN SAID CIVIL ENGINEER SHALL RELIEVE CIVIL ENGINEER OF RESPONSIBILITY FOR THE FACILITY OR AFFECTED PORTION THEREOF. CONTRACTORS SHALL VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO THE START OF ANY WORK & SHALL REPORT ANY DISCREPANCY TO THE CIVIL ENGINEER. 10 10 1 10 40 60 SCALE: 1" = 20' iii' I TII\ iII\ PLANS PREPARED BY: flhi L\ SPEAR & ASSOCIATES, INC. CIVIL ENGINEERING & LAND SURVEYING 475 PRODUCTION STREET, SAN MARCOS, CA 92078 PHONE (760) 736-2040 FAX (760) 736-4866 WWW.SPEARINC.NET CITY OF CARLSBAD SHEETS SnlTl ENGINEERING DEPARTMENT 1 PEE DEVELOPMENT PLAN FOE: HARRIS RESIDENCE 2414 UNICORNIO STREET APPROVED: JASON S. GELDERT CITY ENGINEER RCE 63912 EXPIRES 9/30/16 DATE DWN BY: NJD CHKD BY: RVWD BY: PROJECT NO. DRAWING NO. CIVIL ENGINEERING & SHALL BE iNS, & ARRANGEMENTS THE WRITTEN PERMISSION OF SAID ENGINEER. ANY D CIVIL ENGINEER SHALL RELIEVE CIVIL CONTRACTORS SHALL VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO THE START OF ANY WORK & SHALL REPORT ANY DISCREPANCY TO THE CIVIL ENGINEER. iTo~ :t: ui co Qr _ EXIST HOUSE ' THE FACILITY OR AFFECTED POR 1~~ @0 L07 - go \-EX. A C PAVEMENT / (if #29 M-356, 76 A 355.28 I 94 EX WOOD FENCE f. 90 TO \SLOPE 20 TW /353. 15 /NJ$ R "\ 3() I QFG\ A INITIAL Tc L135' O *56&/77 ESIDEW 1600, V=0.56 ft/s \' '5 \355.& K> ':ys DRAINAGE AREA "Al" 0.24 ACRES I /i - - - 10,455 SQUARE FEET DOC NO. 2005-0248514 OR TOTAL DISTURBED AREA: TOTAL DISTURBED AREA J6,778 SF I N .. .. ... IMPERVIOLJS AREA: EASEMENT REC. Jll~~005 AS TOTAL LOT AREA = 53,394 sf (1.23 AC) EXISTING IMPERVIOUS AREA PRE-CONSTRUCTION = 0 sf PROPOSED IMPERVIOUS AREA POST-CONSTRUCTION = 8,117 sf IMPERVIOUS AREA INCREASE = 8,117 sf DRAINAGE AREA DMA BREAKDOWN LA. UNI''LIL /L)LW/Lfrc, CURB & UTTER + TG=35.24 S IE=345.Q / 55.13'TC / c SDG EX. 8" V C. SEWER PER DWG 769-7 / / <((;\ LX. STORUDRAIN INLET - / PIM =JO2.86 - \ Th- JO 1. J8 EX. CONCRETE 0 - - DRAINAGE 9USE DRAINAGE AREA SURFACE SYMBOL SOIL TYPE DRAINAGE AREA '1 1" DRAINAGE AREA '42" BUILDING ROOFTOP "D" 5,517 SQ FT 0 SQ FT PERVIOUS PAVERS "D" 1,551 SQ FT 0 SQ FT CONCRETE HARDSCAPE "D" 0 SQ FT 2,600 SQ FT LANDSCAPING AREA '] "1)" 3,387 SQ FT 40,339 SQ FT LOT AREAS 10,455 SQ FT 42,939 SQ FT TOTAL LOT AREA = 53,394 SQ FT LEGEND: "A" EXISTING CONTOURS EXISTING DIRECTION OF DRAINAGE DRAINAGE AREA DRAINAGE MANAGEMENT AREA DESIGNATION PERVIOUS CURB OR CONCRETE J ~/8" CONCRETE JOINTS EDGE RESTRAINT COMMEHCIAL PERVIOUS FA VERS 1" WASHED CONCRETE SAND MIIN. ROAD BASE II \-IVOISTURE'CO"NDITION & COMPACT 95% TOP 12" OF NATIVE PERVIOUS PAVER SECTION SECTION SHALL CONFORM WITH MANUFACTURER'S SPECIFICATIONS & GEO TECHNICAL ENGINEER'S RECOMMENDATIONS NOT—TO—SCALE ++',,+"'''+, \ \ N CAIN LIA FENCE NN DRAINAGE AREA N S' 0 42,939 SQUARE FEET +','\N \. .N.+ +'NN '\\ , 1 EX. STORY DRAIN LEANOUT \ N \ \\ \ \ \ N 7 1.00' 2.00' MINIMUM MINIMUM EXISTING P.C.C. CURB & GU7TER TO BE - X SAWCUT REMOVE & 2" DEPTH GRIND REPLACE EN77RESEC77OM AND OVERLAYMATCH EXISTING SECTION TO CARLSBAD STANDARDS \ r SAWCUT, GRIND AND OVERLAY CONSTRUCTION NOTES TYPICAL SECTION NOT-TO-SCALE SAWCUT & REMOVE EXISTING SIDEWALK, CURB & GUTTER. CONSTRUCT CONCRETE DRIVEWAY PER SDG-161 (SDRSD). SEE SAWCUT GRIND AND OVERLAY DETAIL (PER DETAIL HEREON) N N 7++\ \ \ CONSTRUCT PERVIOUS PAVERS (PER DETAIL HEREON) ® CONSTRUCT 4.5" P.C.C. PAVEMENT OVER 957., COMPACTED SOIL (PER SOILS ENGINEER). 20 60 1_0 20 O SCALE: 1" = 20' PLANS PREPARED BY: SPEAR & ASSOCIATES, INC. CIVIL ENGINEERING & LAND SURVEYING 475 PRODUCTION STREET, SAN MARCOS, CA 92078 PHONE (760) 736-2040 FAX (760) 736-4866 WWW.SPEARINC.NET '1. STORM DRAIN STENCIL - SD-13 SEE CASQA SD-13 FOR MORE INFO NO SCALE 'C N 'C INSTALL 8" PVC SOLID STORM DRAIN @ 2.007. MIN (TYP). INSTALL 8" PVC TEE WITH 6" PVC VERTICAL RISER TO FINISHED SURFACE. INSTALL 6" DIA. CATCH BASIN WITH ATRIUM GRATE. SEGMENTAL RETAINING WALL (PER SEPARATE PERMIT). SAWCUT EX 18" RCP & INSTALL TYPE "F" CATCH BASIN PER D-7 (SDRSD). DEMOLISH PORTION OF EX BROWDITCH, WEST OF NEW TYPE "F" CATCH BASIN. EX. WA TER METER TO BE RELOCA TED. EXTEND EX. LA TERAL TO NEW LOCATION. [-! J ET] CITY OF CARLSBAD SHEETS ENGINEERING DEPARTMENT 1 POST DEVE LOPMENT PLAN FOR: HARRIS RESIDENCE 2414 UNICORNIO STREET [ APPROVED: JASON S. GELDERT IY ENGINEER ROE 63912 EXPIRES 9/30/16 DATE D NN BY: NJD CHKD BY: RVWD BY: PROJECT NO. DRAWING NO.