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HomeMy WebLinkAboutCDP 2017-0044; THOMPSON GREESBREGHT ADU; HYDROLOGY STUDY GUEST HOUSE GARAGE; 2018-12-06-·--4---------- Hydrology Study RECORD COPY Thompson/Geesbreght Guest House and Garage 4056 Skyline Road f>ef1-.}N'II{ Tnitial Carlsbad, California 92008 CDP20 17-0044 GR2018-0016 Prepared For: Sylvia Thompson and Priscilla Geesbreght lOvc 4056 Skyline Road J'--1!., ◄ V • Carl sbad, CA 92008 (817) 917-2309 Prepared By: Civil Landworks Corporation 110 Copperwood Way Suite P, Oceanside CA, USA 92058 760-908-8745 12-6-18 JAN O 8 2019 LAND DEVELl., 1,1• ,· ENGJNEER11"~ ,\1 T TABLE OF CONTENTS Section INTRODUCTION .......................................................................................................................... 1 DESIGN CRITERIA AND ASSUMPTIONS ................................................................................ I DISCUSSION ................................................................................................................................. 2 Existing Conditions ..................................................................................................................... 2 Proposed Conditions ................................................................................................................... 3 ANALYSIS and CONCLUSION ................................................................................................... 5 DECLARATION OF RESPONSlBLE CHARGE ......................................................................... 5 REFERENCES ............................................................................................................................... 6 ATTACHMENTS ATTACHMENT I -LOCATION MAP ATTACHMENT 2-PRECIPITATION MAPS AND SOIL MAP ATTACHMENT 3 -EXISTING HYDROLOGY CALCULATIONS ATTACHMENT 4 -PROPOSED HYDROLOGY CALCULATIONS ATTACHMENT 4B -PROPOSED CIVILD CALCULATIONS ATTACHMENT 5 -HYDROLOGY MAP -EXISTING CONDITIONS ATTACHMENT 6-HYDROLOGY MAP-PROPOSED CONDITIONS 12-6-18 INTRODUCTION Drainage Study Thompson/Geesbreght Guest House Carlsbad, CA Determine storm water runoff and site drainage of a 100 year storm event for the construction of a guest house with detached garage. The project site is located at 4056 Skyl ine Road. The project area is approximately 0.642 acres. The existing impervious area total is 6,189 SF. The proposed site development will replace 759 SF of the existing impervious area, demo 539 SF of existing impervious area, and create 3,409 SF of proposed imperv ious area. The proposed site development consists of re moving several existing retaining walls, removing chain-link fe nces, removing an existing brick pad, and removing an existing barn to prepare the site for the construction of a guest house, detached garage and detention. Incidental underground utilities, hardscape, pavers and site landscaping are also proposed w ith thi s development. The site is in a residential area with site elevations range from approximately 302 to 274 free above mean sea level (msl). Although the site has a 28 feet elevation difference, the site does not have existing natural slopes that exceed 25%. See Attachment I fo r the Site Location and Vicinity Maps. DESIGN CRITERIA AND ASSUMPTIONS I. The site soil classification as hydrologic soil type B. See Attachment 2. 2. Per th e San Diego County Hydrology Manual (2003) Rainfall lsopluvial Map (See Attachment 2): • I 00 Year Rainfall Event -6 hours P6 = 2.65 inches/hour • I 00 Year Rainfal I Event -24 hours P24 = 4.9 inches/hour 3. Per the San Diego County Hydrology Manual (2003) Table 3.1: C values were based on percent impervious and Soil Type "B." 0% impe rvious correlates to C=0.25, % impervious values between 10 and 20 correlates to C=0.38, % impervious values between 20 and 25 correlates to C=0.4 1, % impervious values between 30 and 40 correlates to C=0.51, % impervious values between 40 and 45 correlates to C=0.54, % impervious values between 50 and 65 correlates to C=0.67, and% impervious values between 80 and 85 correlates to C=0.80. 4. Hydrologic calculations were performed using the C IVILCAD/CIV ILDESIGN Eng ineering software version 7.6 per methods as outlined within the San Diego Hydrology Manual (2003). The hydrology calculati ons for proposed and existing conditions may be found within the hydrology calculations section of this report. Page 1 12-6-18 DISCUSSION EXISTING CONDITIONS Drainage Study Thompson/Geesbreght Guest House Carlsbad, CA The site is developed with a sing le-family residence on the property. The existing property has 2 hydraulic basins. The western basin (offsite) fl ows southwesterly on the shared driveway toward Skyline Road and then sheet fl ows into a storm drain inlet at the corner of Sunnyhill Drive and Tamarack A venue. The eastern basin sheet fl ows southeasterly along the backyard of the property toward E Pointe Avenue. The runoff enters into a storm drain inlet located at Palisades Drive. The existing impervious area total is 6,189 SF. The runoff from OFF-1 will rema in unchanged as there is no proposed work in the basin area. Below is a summary of pre-development criteria for the subject property: TABLE 1: 100 YEAR PRE-DEVELOPMENT CRITERIA Tc Area Basin Node C (Min.) (acre) QlOO (cfs) OFF-1 102 0.54 5.00 0.095 0.360 EX-2 202 0.37 7.71 0.548 1.070 TOTAL 0.643 1.430 Page 2 12-6-18 PROPOSED CONDITIONS Drainage Study Thompson/Geesbreght Guest House Carlsbad, CA The proposed conditions will consist of 7 basins, see Attachment 6 for proposed drainage patterns. Runoff from OFF-I will not change since there is no proposed work in that area. The runoff from OFF-2 will also remain unchanged since the proposed proj ect is leaving the basin area as existing condition. The remaining 5 basins will ultimately discharge into a bioretention basin located at the lower southeasterly portion of the site. Basin PR-2A will capture runoff in a trench grate in front of the proposed detached garage and be directed into the proposed bioretention basin through a storm d rain system. Basin PR-2B includes the runoff from the northern side yard of the proposed garage and wil l be captured by a storm drain system that will discharge into the proposed bioretention basin. Basin PR-2C consists of runoff created by a graded area that will be captured in a storm drain system and directed into the proposed bioretention basin. Basin PR-2O includes the runoff created by the area between the proposed garage and proposed house. The runoff flows southeasterly into a storm drain system what will lead to the proposed bioretentio n basin. The final basin's, Basin PR-2E, runoff is created by the existing slope of the southern portion of the s ite. T he runoff sheet flows easterly and will be directed into proposed riprap at the southeastern portion of the site by a proposed brow ditch. The proposed hydro logic conditions w ithout detention are summarized below: TABLE 2: 100 YEAR POST-DEVELOPMENT WITHOUT DETENTION CRITERIA Tc Area Basin Node C (Min.) (acre) QlOO (cfs) OFF-1 102 0.54 5.00 0.095 0.360 OFF-2 210 0.25 5.00 0.095 0.170 PR-2 209 0.63 5.51 0.453 1.506 TOTAL 0.643 2.036 Si nce OFF-I does not drain near the POC to the east, the total QI 00 for the east of the site is 1.700 CFS. The proposed development w ithout detention will increase peak fl ow rates by 0.606 CFS compared to the existing value of 1.070 CFS. Page 3 12-6-18 Drainage Study Thompson/Geesbreght Guest House Carlsbad, CA The p roposed hydrologic conditions with detention are summarized be low: TABLE 3: 100 YEAR POST-DEVELOPMENT WITH DETENTION CRITERIA Tc Area Basin Node C (Min.) (acre) QlOO (cfs) OFF-1 102 0.54 5.00 0.095 0.360 OFF-2 210 0.25 5.00 0.095 0.170 PR-2 209 0.63 9.53 0.453 0.398 TOTAL 0.643 0.928 The proposed development will keep the same fl ow rate as existing. Since OFF-l goes to the west POC, the rema ining basins OFF-2, PR-2, and PR-2E go to the eastern portion of the site for a total of I. 700 CFS before detention. After detention, PR-2 is reduced from l .506 CFS to 0.503 CFS, whi ch resul ts in a total offsite flow value of 1.070 CFS fo r OFF-2, and PR-2 after detenti on. Since the existing eastern portion had a fl ow rate of 1.070 CFS, the proposed conditions w ill decrease the flow by 0.502 cfs. Page 4 12-6-18 Drainage Study Thompson/Geesbreght Guest House Carlsbad, CA ANALYSIS AND CONCLUSION A hydro logic analysis has been conducted for the subject for a I 00 year storm event. The main hydrologic basins will drain into the bioretention basin for treatment and detention. Detention routing was performed to reduce the proposed improvement fl ow rates to a total of 0.928 CFS, resulting in neither a decrease nor increase in flow rate compared to the existing conditions. It is anticipated that the proposed development will not result in any adverse impacts to the existing public storm system. DECLARATION OF RESPONSIBLE CHARGE I, hereby declare that I am the Engineer of Work for this project, that I have exerc ised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is cons istent with current standards. r understand that the check of project drawings and specifications by the County of San Diego and City of Carlsbad is confined to a review only and does not re lieve me, as Engineer of Work of my responsibility for project design. ENGINEER OF WORK: C ivil Landworks Corporation 110 Copperwood Way S uite P, Oceanside CA, USA 92058 David V. Caron R.C.E. 70066 Exp. 9-30-20 12-6-18 Date Page 5 12-6-18 REFERENCES I. City of Carlsbad Storm Water Manual 2008. 2. San Diego County Hydrology Manual (June 2003). Drainage Study Thompson/Geesbreght Guest House Carlsbad, CA 3. San Diego County Drainage Design Manual (July 2005). 4. Web Soil Survey, San Diego Area, California. United States Natural Resource Conservation Service. 5. CIVILCADD/CIVILDES IGN Engineering Software, © 1991-2006 Version 7.6. San Diego County Control Division 2003 Manual Rational Hydrology Study. Page 6 ATTACHMENT 1 LOCATION MAP ~---'-"-- 2 z 0 ~ ; 0 ~ 0 _J w ~-f- (/) ATTACHMENT 2 PRECIPITATION MAPS AND SOIL MAP i t< I (L 4: 2 )- I I- z -00 0 -> w I-- (/) .. I " ~ ~ i;! a i 0 M ~ f Orange i .. • ·:if~ _ I 33•30• County ' · · ..... :' ,· 33'15 SITE LOCATION P6=2.65 ~ ~ ("l ~ "' ~ 0 .., ~ I I I Riverside County ~[;:;i?~~··i·· .. :·· . ' ·. .. ·· ....... 2:? ~ I -. 33•30• /······ ..... l ...._ ;::::~f;:)_) ·, ·"2.5 ..•........... 33•15• ·······• ... l .· 33•00 I -=.:. ~ . 'IJ\ ·--~J~ ~ J i<>'=,:~//· ... :·f ~ ...... ...-33•00· () SOI.ANA BE>C LI · 3 0 () {'il ~ -:, ... ,~;ts-··· -0 ~ li2: 32•45• I ~~-~ ....... •···;,~ k·····:;· '... · -.... .. ~4{) :;,........,__--+-c--4 -----32'45' .. ,~ r:·~ e X C = I ~ ~ 8 ~ g ~ ~ ~ ~ ~ ~ ~ 32'30' County of San Diego Hydrology Manual • Rainfall Isopluvia/s 100 Year Rainfall Event• 6 Hours lsopluvial (inches) DPW *GIS ~ SliiGIS ~~~----\X.',: H.&v.. '..tn i'>.1.ru (,cM.rc.u! N na-•~wmo.."Tw#fl/U,,JnVOl'~$Cl..l:l"'lClll£0"MSIJ * Ol'IM'\.lf.0.N:l.~IIVtlOOfUW?CJ'Q,NEN'\IUI~ Ol'~.o,kr,YNO,n-..sa•c,tA~~ ~a..aa .. ...,,..,__ n.....-........ --... .....c.oo....-\ E ::-.,..:.,-.:.=-..,_.._-... ,._.,._ __ ..._..._ ____ _ -.-~---..... s 3 0 3 Miles ~ g i.. "' ~ 8 ~ "' ... ~ 33•30• VI CJI 'H"' t--. •. ·$> '·· -: .• r::,· . I I I ~· -:"-, ..... 0 "' ~ .,, ~ I I 33•30• ~~-s ·•-. -·· ···-: /1 { I I ,, ' · .•'-::1?)/r, 1 ·. --~ 'T .... ::::::-.·. ... ;;,(.··:-.. .. 'J:' .... Fl' i .• :·1··· .• e= 33•15 ..• . I --~ , .'t .---'.\.• -,~ · \.'.·?-~ .• ·· ·-..... •: ·. ·. ·. · · ···· · SITE LOCATION P24=4.9 -Q I)) Cl -I -;. ffl;t:'<-I 33°00' Cl . ' "· 32"◄5' 0 Cl (\) I)) ? .. 33°00' 3 "O CD :::!. !!!.. () 0 C: :::, ·.:;z- •·1 ,.... ::> fr\ !S'O' .,..cf· 32"◄5' ~ -· .... ·.\._/ ··--... _ ........ __ Mex 32°30' I 1t, g ~ ~ ~ ~ 0 "' ~ "' ~ ~ 32°30' County of San Diego Hydrology Manual • Rainfall lsopluvials 100 Year Rainfall Event -24 Hours lsopluvial (inches) DPW ~GIS ~~"==-s1fiGIS We H.i.,..: "i.111 ;)n:to C '"• r,.J'. N TMIS_ • ...,.UOwm«)VT~O, 1,1,('fJQtCI 8"Et ~ * Oll~IN0.IJCalG;.SU'fC1TLNTCTOTI-a.-.ul.OW,l,,llillW,fflf 0,0~--ffVNC)..,,,...iJ(IIIIA,-Nmel,.Ult~ ~s-,c.,,.._,...__ ,... ________ ,_~""'-"' \ E ::--...::::-.;:;::•..;:-•----... TI!fa--~-........ --.... --.,...._..,_"',._. ....... ~ s 3 0 3 MIies Hydrologic Soil Group-San Diego County Area, California 33" 9'22"N I 4701al 47013:J 47014:J 47019:J 470100 470170 470100 470100 = 410210 4702a) = 41024:J 47tl250 470200 410270 33" 9' 22"N i i I I i 0 i i i I I I I I '\-W i~ i 3J09'18"N 33" 9' 18' N 4701al 47013:J 47014:J 47019:J 470100 470170 470100 470100 = 470210 4702a) 47CIZ3J 41024:J 47tl250 47\l!OO 470270 3: 3: ~ " !!l Map Scale: 1:766 if printed on A landscape (11" x8.5") 51m. !!l Meters ~ ~ N 0 10 20 40 ff) A Feet 0 35 70 140 210 Map projection: Web Mercator Corner axrdinates: WGS84 Edge tics: UTM Zone llN WGS84 USDA Natural Resources Web Soil Survey 8/17/2018 ~iiii Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons D A D ND D B D B/D D C D CID D D D Not rated or not available Soil Rating Lines A ND -B -BID C CID D , ~ Not rated or not available Soil Rating Points [] A C ND El B ■ BID USDA Natural Resources ~iiiii Conservation Service a [] C CID [] D □ Not rated or not available Water Features Streams and Canals Transportation ++-+ -- Rails Interstate Highways US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 12, Sep 13, 2017 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014-Nov 22,2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 8/17/2018 Page 2 of 4 Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group I Map unit symbol Map unit name Rating Acres In AOI Percent of AOI CbE Carlsbad gravelly loamy B 0.6 sand, 15 to 30 percent slopes MIC Marina loamy coarse B 1.4 sand, 2 to 9 percent slopes Totals for Area of Interest I 2.0 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, 8, C, and 0) and three dual classes (A/0, 8/0, and C/0). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group 8. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group 0. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soi ls have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/0, 8/0, or C/0 ), the first letter is for drained areas and the second is fo r undrained areas. On ly the soils that in their natural condition are in group O are assigned to dual classes. USDA Natural Resources =,a Conservation Service Web Soil Survey National Cooperative Soil Survey 29.6% 70.4% 100.0% 8/17/2018 Page 3 of4 Hydrologic Soil Group-San Diego County Area, California Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources :iiiiii Conservation Service Web Soil Survey National Cooperative Soil Survey 8/17/2018 Page 4 of 4 ATTACHMENT 3 EXISTING HYDROLOGY CALCULATIONS AREA CALCULATIONS EXISTING HYDROLOGIC BASINS Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF OFF-1 A 0.20 0 0.000 0 0 0 0 0.00 0% 0.00 B 0.25 4,133 0.095 0 1,855 2,278 0 0.14 100% 0.14 C 0.30 0 0.000 0 0 0 0 0.00 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.00 0% 0.00 Total 4,133 0.095 0 1,855 2,278 0 44.88% 100% 0.14 0.542 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pave rs Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF EX-2 A 0.20 0 0.000 0 0 0 0 0.00 0% 0.00 B 0.25 23,859 0.548 0 4,334 19,525 0 0.20 100% 0.20 C 0.30 0 0.000 0 0 0 0 0.00 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.00 0% 0.00 Total 23,859 0.548 0 4,334 19,525 0 18.17% 100% 0.20 0.368 C Value Weighted = (Pervious Runoff Coefficient) x (% pervious) C Value Fraction= (C Value Weighted) x (% Fraction of Site) C Value Final= (0.9x% lmpervious)+C Value Fraction 10.0 --,-----.,----<""-~...---,-.,~""'<""""C---------~-------- 1.0 ' ", ~~", -, .. ",~--, ....... ",~--- 0.1 10 100 1000 1259D -basin calcs Intensity-Duration Design Chart OFF-1 -Existing Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= slope = 0.54 48.00 ft. 10.833 % Tr = 1.8(1.1 -c)✓D ¼ *Tc= 5.00 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) L = na ft o iss E1 E = na ft T <. = ( 1 I . 9 L 3 ) **Tc= #VALUE! min. 6 £ ** Minimum Tc = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 year Ps = 2.65 in. P6 must be within P24 = 4.9 in. 45% to 65% of P24. Ps/ P24= 54% Adjust P6 as needed. Adjusted P6= 2.65 in. Tc(D) = 5.00 min. 11 = 7.44P6D -o64sl I = 6.98 in/hr Basin Flow Calculations Q = 0.36 cfs C = 0.54 IQ= C *f *A I I = 6.98 in/hr A= 0.095 ac. OFF-1 10.0 ~,------<"-..,---._.-..,.....--._..--..,...........,~--------,--------------, 1.0 ' 0.1 10 100 1000 1259D -basin calcs Intensity-Duration Design Chart EX-2 Existing Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= slope= 0.37 191.00 ft. 13.194 % T, = 1.8(1.1 -c}JD Vs *Tc= 7.71 min. • Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L::;: na ft o iss llE ::;: na ft T _ ( I I . 9 L 3 ) **Tc = #VALUE! min. c -I',. E •• Minimum Tc::;: 10 Minutes Basin Intensity Calculations Selected Frequency, 100 year Ps ::;: 2.65 in. P6 must be within P24 ::;: 4.9 in. 45% to 65% of P24. Ps / P24::;: 54% Adjust P6 as needed. Adjusted P6= 2.65 in. Tc (D) = 7.71 min. 11 = 7.44P6D-064S I I= 5.28 in/hr Basin Flow Calculations Q::;: 1.07 cfs C::;: 0.37 IQ=C*f*AI I ::;: 5.28 in/hr A = 0.548 ac. EX-2 ~I w □ □ ~ □ C ATTACHMENT 4 PROPOSED HYDROLOGY CALCULATIONS AREA CALCULATIONS PROPOSED HYDROLOGIC BASINS Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF OFF-1 A 0.20 0 0.000 0 0 0 0 0.00 0% 0.00 B 0.25 4,133 0.095 0 1,855 2,278 0 0.14 100% 0.14 C 0.30 0 0.000 0 0 0 0 0.00 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.00 0% 0.00 Total 4,133 0.095 0 1,855 2,278 0 44.88% 100% 0.14 0.542 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF OFF-2 A 0.20 0 0.000 0 0 0 0 0.00 0% 0.00 B 0.25 4,129 0.095 0 0 4,129 0 0.25 100% 0.25 C 0.30 0 0.000 0 0 0 0 0.00 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.00 0% 0.00 Total 4,129 0.095 0 0 4,129 0 0.00% 100% 0.25 0.250 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-2A A 0.20 0 0.000 0 0 0 0 0.00 0% 0.00 B 0.25 3,288 0.075 0 2,795 493 0 0.04 100% 0.04 C 0.30 0 0.000 0 0 0 0 0.00 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.00 0% 0.00 Total 3,288 0.075 0 2,795 493 0 85.01% 100% 0.04 0.803 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-2B A 0.20 0 0.000 0 0 0 0 0.00 0% 0.00 B 0.25 803 0.018 0 0 803 0 0.25 100% 0.25 C 0.30 0 0.000 0 0 0 0 0.00 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.00 0% 0.00 Total 803 0.018 0 0 803 0 0.00% 100% 0.25 0.250 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-2C A 0.20 0 0.000 0 0 0 0 0.00 0% 0.00 B 0.25 950 0.022 0 0 950 0 0.25 100% 0.25 C 0.30 0 0.000 0 0 0 0 0.00 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.00 0% 0.00 Total 950 0.022 0 0 950 0 0.00% 100% 0.25 0.250 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % CValue % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-2O A 0.20 0 0.000 0 0 0 0 0.00 0% 0.00 B 0.25 4,732 0.109 0 2,968 1,700 64 0.09 100% 0.09 C 0.30 0 0.000 0 0 0 0 0.00 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.00 0% 0.00 Total 4,732 0.109 0 2,968 1,700 64 62.72% 100% 0.09 0.658 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % CValue % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-2E A 0.20 0 0.000 0 0 0 0 0.00 0% 0.00 B 0.25 9,957 0.229 0 1,441 8,274 242 0.21 100% 0.21 C 0.30 0 0.000 0 0 0 0 0.00 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.00 0% 0.00 Total 9,957 0.229 0 1,441 8,274 242 14.47% 100% 0.21 0.344 C Value Weighted = {Pervious Runoff Coefficient) x {% Pervious) C Value Fraction = {C Value Weighted) x (% Fraction of Site) C Value Final = {0.9x% lmpervious)+C Value Fraction 10.0 , ' ',,,, ~- ·,, .. , ''\·,,, .----",:' .. ~---..1 ',,',,, ',, I ', I ''l, ',, ',,, ',,, 1.0 ' ,, ' ,,-',.",~-'.'--------J 0.1 10 100 1000 12590 -basin calcs Intensity-Duration Design Chart OFF-1 Existing Conditions Time of Concentration Calculations Overland Flow Method Land Use = C= Dist. = slope = 0.54 48.00 ft. 10.833 % *Tc= 5.00 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) T, = 1.S(l.l -c }JD ¼ L = na ft 3 o.Jss tiE = na ft Tc = ( 11 . 9 L J **Tc= #VALUE! min. 6 E ** Minimum Tc = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 year Ps = 2.65 in. P6 must be within P24 = 4.9 in. 45% to 65% of P24. Ps / P24 = 54% Adjust P6 as needed. Adjusted P6= 2.65 in. Tc(D) = 5.00 min. 11 = 7.44P6D -064s l I = 6.98 in/hr Basin Flow Calculations Q = 0.36 cfs C = 0.54 IQ= C*f* A I I = 6.98 in/hr A = 0.095 ac. OFF-1 10.0 ~-~-~~~~~~--------~-----------, 1.0 ' ~ ""'-: '. ', ', "',',_''" I 0.1 10 100 1000 1259D -basin calcs Intensity-Duration Design Chart OFF-2 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use = C= Dist.= slope = 0.25 58.00 ft. 18.970 % *Tc = 5.00 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) T, = 1.S(l.1-C}JD 3✓s L = na ft 3 o.iss ClE = na ft T c = ( 11 . 9 L ) **Tc= #VALUE! min. l'1 E •• Minimum Tc = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 year Ps = 2.65 in. P6 must be within P24 = 4.9 in. 45% to 65% of P24. Ps/P24= 54% Adjust P6 as needed. Adjusted P6= 2.65 in. Tc (D) = 5.00 min. 11 = 7.44P6D --064sl I= 6.98 in/hr Basin Flow Calculations Q = 0.17 cfs C = 0.25 IQ=C*f*AI I = 6.98 in/hr A= 0.095 ac. OFF-2 10.0 I ' '\. '\. ' '\. ' ' _r;:-------r-----------, I PR-2A 1 .0 ' -,~ ", ' . "'--~--------! 0.1 10 100 1000 1259D -basin calcs Intensity-Duration Design Chart Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use = C= Dist.= slope= 0.80 57.00 ft. 2.632 % *Tc = 5.00 min. • Minimum Tc= 5 Minutes Natural Watershed (Kirpich) Tr = 1.8(1. I -C}JD ¼ L = na ft o JRs 6 E = na ft T c = ( 11 . 9 L 3 J **Tc = #VALUE! min. 6 £ ** Minimum Tc= 10 Minutes Basin Intensity Calculations Selected Frequency, 100 year Ps = 2.65 in. P6 must be within P24 = 4.9 in. 45% to 65% of P24. Psl P24= 54% Adjust P6 as needed. Adjusted P6= 2.65 in. Tc (D) = 5.00 min. 11 = 7.44P6D -064s l I= 6.98 in/hr Basin Flow Calculations Q = 0.42 cfs C = 0.80 IQ= C * I *A I I = 6.98 in/hr A = 0.075 ac. PR-2A 10.0 , 1.0 I ~ I >, ' '\., ·~", ',",·' ... ",'•2' I 0.1 10 100 1000 12590 -basin calcs Intensity-Duration Design Chart PR-2B Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= slope= 0.25 78.00 ft. 15.770 % *Tc = 5.39 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) Tr = 1.8(1.1-c}JD 1/s L = na ft o J•s 6 E= na ft T c = (II .9L3 ) **Tc= #VALUE! min. 6 E ** Minimum T0 = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 year Ps = 2.65 in. P6 must be within P24 = 4.9 in. 45% to 65% of P24. Ps/P24= 54% Adjust P6 as needed. Adjusted P6= 2.65 in. Tc(D) = 5.39 min. 11 = 7.44P6D -064sl I= 6.65 in/hr Basin Flow Calculations Q = 0.03 cfs C = 0.25 IQ = C*f*AI I = 6.65 in/hr A= 0.018 ac. PR-2B 10.0 ~-~~~-~~~~-------~-------~ 1.0 I I ", ' ", -,~", '. ", ', ",','\.. I 0.1 10 100 1000 1259D -basin calcs Intensity-Duration Design Chart PR-2C Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use = C= Dist. = slope= 0.25 57.00 ft. 11.400 % *Tc= 5.13 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) Tc = 1.8(1.1-C}JD 1/s L = na ft o 38s 6 E= na ft T c= (11 .9l3 J. **Tc= #VALUE! min. 6 E ** Minimum Tc = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 year Ps = 2.65 in. P6 must be within P24 = 4.9 in. 45% to 65% of P24. Ps/P24 = 54% Adjust P6 as needed. Adjusted P6= 2.65 in. Tc(D) = 5.13 min. 11 = 7.44P6D-064s l I = 6.87 in/hr Basin Flow Calculations Q = 0.04 cfs C = 0.25 IQ= C * I* A I I = 6.87 in/hr A= 0.022 ac. PR-2C 10.0 ' ' 1.0 ' -~""-' , ', -,, .. ", ',,,, I 0.1 10 100 1000 1259D -basin calcs Intensity-Duration Design Chart PR-2D Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist. = s lope= 0.66 26.00 ft. 33.460 % Tc= l.8(1.1-C}JD Vs *Tc = 5.00 min. * Minimum T0 = 5 Minutes Natural Watershed (Kirpich) L = na ft o 3,5 ~E = na ft T c = ( 11 . 9 L 3 J **Tc= #VALUE! min. 6. £ ** Minimum T0 = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 year Ps = 2.65 in. P6 must be within P24 = 4.9 in. 45% to 65% of P24• Ps / P24 = 54% Adjust P6 as needed. Adjusted P6= 2.65 in. T0 (D) = 5.00 min. 11 = 7.44P6D -o64s l I= 6.98 in/hr Basin Flow Calculations Q = 0.50 cfs C = 0.66 IQ=C*f*AI I = 6.98 in/hr A= 0.109 ac. PR-2D 10.0 , , I . I " . " -~ " . " , " . " 1.0 I , ' , ~-, ' ... , ', .. ,', .. ,------1 0.1 10 100 1000 1259D -basin calcs Intensity-Duration Design Chart PR-2E Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist. = slope = 0.34 72.00 ft. 24.890 % *Tc= 5.00 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) T, = 1.8(1. I -c)✓D Vs L = na ft 3 o.Jss t.E = na ft T c = ( 11 . 9 L J **Tc = #VALUE! min. L!. E ** Minimum Tc = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 year Ps = 2.65 in. P6 must be within P24 = 4.9 in. 45% to 65% of P24. Ps / P24 = 54% Adjust P6 as needed. Adjusted P6= 2.65 in. Tc (D) = 5.00 min. 11 = 7.44P5D-06451 I= 6.98 in/hr Basin Flow Calculations Q = 0.55 cfs C = 0.34 IQ=C *f*AI I = 6.98 in/hr A= 0.229 ac. PR-2E ATTACHMENT 4B PROPOSED CIVILD CALCULATIONS PR2 San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Ve rsion 7.9 Rational method hydrology program based on San Diego county Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/25/18 ~'(~'r**i:~',*** Hydrology Study control I nformation********** Program License Serial Number 6313 Rational hydrology study storm event year is English (in-lb) input data units used Map data preci pitation entered: 6 hour, preci pitation(inches) = 2.650 24 hour precipitation(inches) = 4.900 P6/P24 = 54.1% San Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 *'""' USER DEFINED FLOW INFORMATION AT A POINT **** user specified 'c ' value of 0.803 given for subarea Rainfall intensity (I)= 6.982(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 5.00 min. Rain intensity= 6 .98(In/Hr) Total area= 0.075(Ac.) Total runoff= 0.420(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202 .000 to Point/Station 203.000 *''''* PIPEFLOW TRAVEL TIME (Program estimated size) ''*** upstream point/station elevation= 299.700(Ft.) Downstream point/station elevation 290.000(Ft.) Pipe length 132.00(Ft.) slope 0.0735 Manning's N No. of pipes = 1 Required pipe flow 0.420(CFS) Nearest computed pipe diameter 6.00(In.) calculated individual pipe flow = 0.420(CFS) Normal flow depth in pipe = 2.16(In.) Flow top width inside pipe = 5.76(In .) criti cal Depth= 3.96(In.) Pipe flow velocity = 6.62(Ft/s) Travel time through pi pe = 0.33 min. Time of concentration (TC)= 5.33 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202 .000 to Poi nt/Station 203.000 *''** CONFLUENCE OF MAIN STREAMS ''''*'' The following data inside Main Stream is listed: I n Main Stream number: 1 Stream f l ow area = 0.075(Ac.) Runoff from this stream 0.420(CFS) Time of concentration = 5.33 min. Rai nfal l intensity = 6.698(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 203.000 '"'*"' USER DEFINED FLOW INFORMATION AT A POINT **** user specified 'c' value of 0.250 given for subarea Rainfall intensity (I)= 6.652(In/Hr) for a 100.0 year storm User specified values are as follows : TC = 5.39 min. Rain intensity= 6.65(In/Hr) Total area= 0.018(Ac.) Total runoff = 0.030(CFS) Page 1 PR2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 203.000 ***'' CONFLUENCE OF MAIN STREAMS ''*** The following data insi de Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.018(Ac.) Runoff from this stream 0.030(CFS) Time of concentration= 5.39 min. Rainfall intensity= 6.652(In/Hr) summary of stream data: stream Flow rate TC Rainfall Intensity NO. (CFS) (min) (In/Hr) 1 0.420 5.33 6.698 2 0.030 5.39 6.652 Qmax(l) 1.000 ~·: 1.000 ~·: 0.420) + 1.000 * 0. 989 -:, 0.030) + 0.450 Qmax(2) 0.993 i: 1. 000 '' 0.420) + 1.000 * 1. 000 '' 0.030) + 0.447 Total of 2 main streams to confluence: Flow rates before confluence point: 0.420 0.030 Maximum flow rates at confluence using above data: 0.450 0.447 Area of streams before confluence: 0.075 0.018 Results of confluence: Total flow rate = 0.450(CFS) Time of concentration 5.332 min. Effective stream area after confluence 0.093(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 205.000 *'"''' PIPE FLOW TRAVEL TIME (Program estimated size) *''** Upstream point/station elevation= 290.000(Ft.) Downstream point/station elevation 285.800(Ft.) Pipe length 36.00(Ft.) Slope 0.1167 Manning's N No. of pipes= 1 Required pipe flow 0.450(CFS) 0.013 Nearest computed pipe diameter 6.00(In.) calculated individual pipe flow 0.450(CFS) Normal flow depth in pipe = 1.98(In.) Flow top width inside pipe= 5.64(In.) critical Depth = 4.lO(In.) Pipe fl ow velocity = 7.98(Ft/s) Travel time through pipe= 0.08 min. Time of concentration (TC)= 5.41 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203 .000 to Point/Station 205.000 ***'' CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 0.093(Ac.) Runoff from this stream 0.450(CFS) Time of concentration= 5.41 min. Rainfall intensity = 6.638(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 206.000 to Point/station 205.000 *''** USER DEFINED FLOW INFORMATION AT A POINT ''"** user spec Rainfall user spec fied 'c' value of 0.250 given for subarea ntensity (I)= 6.867(In/Hr) for a 100.0 fied values are as follows: Page 2 year storm PR2 TC= 5.13 min. Rain intensity 6.87(In/Hr) Total area= 0.022(Ac.) Total runoff = 0 .040(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 205.000 '"",,, CONFLUENCE OF MAIN STREAMS *''''* The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.022(Ac.) Runoff from this stream 0 .040(CFS) Time of concentration= 5.13 min. Rainfall intensity = 6.867(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 "*"* USER DEFINED FLOW INFORMATION AT A POINT ***'' user specified 'C' value of 0.658 given for subarea Rainfall intensity (I)= 6 .982(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.00 min . Rain intensity= 6.98(In/Hr) Total area = 0.109(Ac.) Total runoff = 0.500(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 205.000 '"'** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 288.000(Ft.) Downstream point/station elevation 285.800(Ft.) Pipe length 77 .00(Ft.) slope 0.0286 Manning 's N No. of pipes = 1 Required pipe flow = 0.500(CFS) Nearest computed pipe diameter 6.00(In.) calculated individual pipe flow = 0.500(CFS) Normal flow depth in pipe= 3.09(In.) Fl ow top width inside pipe = 6.00(In.) critical Depth = 4.33(In.) Pipe flow velocity = 4.89(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC)= 5.26 min . 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 205 .000 *''''* CONFLUENCE OF MAIN STREAMS ''*'''* The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.109(Ac.) Runoff from this stream 0.500(CFS) Time of concentration= 5.26 min. Rainfall intensity = 6.756(In/Hr) summary of stream data: stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.450 5.41 6.638 2 0.040 5 .13 6.867 3 0. 500 5.26 6.756 Qmax(l) 1. 000 * 1.000 * 0.450) + 0.967 ;~ 1. 000 ,, 0.040) + 0.983 * 1.000 * 0.500) + 0.980 Qmax(2) 1.000 * 0.949 * 0.450) + 1. 000 ,, 1. 000 ,, 0.040) + 1. 000 ,, 0.975 1"( 0. 500) + 0.954 Qmax (3) 1.000 ;•~ 0.973 0.450) + 0. 984 ,, 1.000 * 0.040) + 1.000 ~•: 1.000 ,, 0. 500) + 0.977 Total of 3 mai n streams to confluence: Page 3 PR2 Flow rates before confluence point: 0 .450 0.040 0. 500 Maximum flow rates at confluence using above data: 0.980 0.954 0.977 Area of streams before confluence: 0.093 0.022 0.109 Results of confluence: Total flow rate = 0.980(CFS) Time of concentration 5.408 min. Effective stream area after confluence 0.224(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 213.000 "**" PIPEFLOW TRAVEL TIME (Program estimated size) **''* upstream point/station elevation= 285.800(Ft.) Downstream point/station elevation 279.080(Ft.) Pipe length 52 .00(Ft.) slope 0.1292 Manning's N No. of pipes= 1 Required pipe flow 0 .980(CFS) 0.013 Nearest computed pipe diameter 6.00(In.) calculated individual pipe flow 0.980(CFS) Normal flow depth in pipe= 2.95(In.) Flow top width inside pipe = 6.00(In.) critical Depth= 5.65(In.) Pipe flow velocity= 10.20(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC)= 5.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 213.000 ***'' CONFLUENCE OF MAIN STREAMS *'""°' The following data i nside Main Stream is listed: I n Main Stream number: 1 Stream flow area = 0.224(Ac.) Runoff from this stream 0.980(CFS) Ti me of concentration = 5.49 min. Rainfal l intensity= 6.571(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 211 .000 to Point/Station 212.000 *''** USER DEFINED FLOW INFORMATION AT A POINT *''** user specified 'C' value of 0.344 given for subarea Rainfall intensity (I)= 6.982(In/Hr) for a 100.0 year storm user specified values are as fol lows: TC= 5.00 min. Rain intensity = 6.98(In/Hr) Total area= 0.229(Ac.) Total runoff = O.SSO(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 212 .000 to Point/station 213.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME *'"'* Depth of fl ow = ~·:-1('{(-f:*** 0.289(Ft.), Average velocity = Irregular channel Data*********** 6.569(Ft/s) ----------------------------------------------------------------- Information entered for subchannel Point numbe r 'X' 1 2 3 Manning 's 'N ' friction coordinate 0.00 1.00 2.00 factor number 1 : 'y' coordinate 1.00 0.00 1.00 0.013 -----------------------------------------------------------------sub-channel flow O.SSO(CFS) flow top width = 0.579(Ft.) velocity= 6.570(Ft/s) area= 0.084(Sq.Ft) Froude number= 3.044 Upstream point elevation = Downstream point el evation = Flow length = 52.000(Ft.) 285 . 710(Ft.) 282.120(Ft.) Page 4 Travel time 0.13 min . Time of concentration= 5.13 mi n. Depth of flow = 0.289(Ft.) Average velocity = 6.569(Ft/s) PR2 Total irregular channel flow= O.SSO(CFS) Irregular channel normal depth above invert elev. Average velocity of channel Cs)= 6.569(Ft/s) 0.289(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 213.000 ***'' CONFLUENCE OF MAIN STREAMS '"'*'' The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.229(Ac.) Runoff from this stream O.SSO(CFS) Time of concentration = 5.13 min. Rainfall intensity = 6.866(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.980 5.49 6. 571 2 0.550 5 .13 6.866 Qmax(l) 1.000 ,, 1.000 * 0.980) + 0.957 * 1.000 * 0. 5 SO) + 1. 506 Qmax(2) 1.000 * 0. 934 ,, 0.980) + 1.000 1. 000 * 0.550) + 1. 465 Total of 2 main streams to confluence: Flow rates before confluence point: 0.980 0.550 Maximum flow rates at confluence using above data: 1. 506 1. 465 Area of streams before confluence: 0.224 0.229 Results of confluence: Total flow rate = 1.506(CFS) Time of concentration 5.493 min. Effective stream area after confluence 0.453(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/station 209 .000 ''*** PIPEFLOW TRAVEL TIME (Program estimated size) *"*" upstream point/station elevation= 279.080(Ft .) Downstream point/station elevation 278.000(Ft.) Pipe len~th 14.00(Ft.) Slope 0.0771 Manning's N No. of pipes = 1 Required pipe flow l.506(CFS) Nearest computed pipe diameter 6.00(In.) calculated individual pipe flow 1.506(CFS) Normal f low depth in pipe= 4.75(In.) Flow top width inside pipe= 4.88(In.) critical depth could not be calculated. Pipe flow velocity = 9.04(Ft/s) Travel time t hrough pipe = 0.03 min. Time of concentration (TC)= 5.52 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 209.000 ***'' 6 HOUR HYDROGRAPH **** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph Data -section 6, san Diego county Hydrology manual , June 2003 Time of concentration= 5.52 Basin Area= 0.45 Acres 6 Hour Rainfall = 2.650 Inches Runoff coefficient= 0.487 Page 5 PR2 Peak oischar9e = Ti me (Ml n) 0 1. 51 CFS Discharge (CFS) 0.000 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240 245 250 255 260 265 270 275 280 285 290 295 300 305 310 315 320 325 330 335 340 345 350 355 360 365 0.035 0.035 0.036 0.036 0.037 0 .037 0 .038 0.038 0.039 0.040 0.041 0.041 0.042 0 .043 0.044 0.044 0 .045 0.046 0.047 0.048 0.049 0.050 0.052 0.053 0.055 0.056 0.058 0.059 0.062 0.063 0.066 0.068 0.071 0.073 0 .078 0.081 0.086 0.090 0.098 0.102 0.113 0.120 0.138 0.149 0.182 0.208 0 .305 0.430 1. 506 0.245 0.164 0.128 0.107 0.093 0.083 0.076 0.070 0.065 0.060 0.057 0.054 0.051 0.049 0.047 0.045 0.043 0.042 0.040 0.039 0.038 0.037 0.035 0.035 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 -H O U R S T O R M R u n o f f H y d r o g r a p h Page 6 PR2 --------------------------------------------------------------------Hydrograph in 1 Minute intervals ((CFS)) --------------------------------------------------------------------Time(h+m) volume Ac.Ft Q(CFS) 0 0.4 0.8 1.1 1.5 -----------------------------------------------------------------------0+ 0 0.0000 0.00 Q 0+ 1 0.0000 0.01 Q 0+ 2 0.0000 0.01 Q 0+ 3 0.0001 0.02 Q 0+ 4 0.0001 0 .03 Q 0+ 5 0.0001 0.03 Q 0+ 6 0.0002 0.03 Q 0+ 7 0.0002 0.03 Q 0+ 8 0.0003 0.04 Q 0+ 9 0.0003 0.04 Q 0+10 0.0004 0 .04 Q 0+11 0.0004 0.04 Q 0+12 0.0005 0.04 Q 0+13 0.0005 0.04 Q 0+14 0.0006 0.04 Q 0+15 0.0006 0.04 Q 0+16 0.0007 0.04 Q 0+17 0.0007 0 .04 Q 0+18 0.0008 0.04 Q 0+19 0.0008 0 .04 Q 0+20 0.0009 0.04 Q 0+21 0.0009 0.04 Q 0+22 0. 0010 0.04 Q 0+23 0.0010 0.04 Q 0+24 0.0011 0.04 Q 0+25 0.0011 0.04 Q 0+26 0.0012 0.04 Q 0+27 0.0012 0.04 QV 0+28 0.0013 0.04 QV 0+29 0.0013 0.04 QV 0+30 0.0014 0.04 QV 0+31 0.0014 0.04 QV 0+32 0.0015 0.04 QV 0+33 0.0015 0.04 IQ 0+34 0 .0016 0.04 IQ 0+35 0.0016 0.04 IQ 0+36 0.0017 0.04 IQ 0+37 0.0017 0.04 IQ 0+38 0.0018 0.04 IQ 0+39 0.0019 0.04 IQ 0+40 0.0019 0.04 IQ 0+41 0.0020 0.04 IQ 0+42 0.0020 0.04 IQ 0+43 0.0021 0.04 IQ 0+44 0.0021 0.04 IQ 0+45 0.0022 0.04 IQ 0+46 0.0022 0.04 IQ 0+47 0.0023 0.04 IQ 0+48 0.0023 0.04 IQ 0+49 0.0024 0.04 IQ 0+50 0.0024 0.04 IQV 0+51 0.0025 0.04 IQV 0+52 0.0026 0.04 IQV 0+53 0.0026 0.04 IQV 0+54 0.0027 0.04 IQV 0+55 0.0027 0.04 IQV 0+56 0.0028 0 .04 IQV 0+57 0.0028 0.04 IQV 0+58 0.0029 0.04 IQV 0+59 0.0029 0.04 IQV 1+ 0 0.0030 0.04 IQV 1+ 1 0.0031 0.04 IQV 1+ 2 0.0031 0.04 IQV 1+ 3 0.0032 0.04 IQV 1+ 4 0.0032 0.04 IQV 1+ 5 0.0033 0.04 IQV 1+ 6 0.0034 0.04 IQV 1+ 7 0.0034 0.04 IQV 1+ 8 0.0035 0.04 IQV 1+ 9 0.0035 0.04 IQV 1+10 0.0036 0.04 JQV 1+11 0.0036 0.04 IQ V 1+12 0.0037 0 .04 IQ V Page 7 PR2 1+13 0.0038 0.04 IQ V 1+14 0.0038 0.04 IQ V 1+15 0.0039 0.04 IQ V 1+16 0.0039 0.04 IQ V 1+17 0.0040 0.04 IQ V 1+18 0.0041 0.04 IQ V 1+19 0.0041 0 .04 IQ V 1+20 0.0042 0.04 IQ V 1+21 0.0042 0.04 IQ V 1+22 0.0043 0.04 IQ V 1+23 0.0044 0.04 IQ V 1+24 0.0044 0.05 IQ V 1+25 0.0045 0.05 IQ V 1+26 0.0046 0.05 IQ V 1+27 0.0046 0.05 IQ V 1+28 0.0047 0.05 IQ V 1+29 0.0047 0.05 IQ V 1+30 0.0048 0.05 IQ V 1+31 0.0049 0.05 Q V 1+32 0.0049 0.05 Q V 1+33 0.0050 0.05 Q V 1+34 0.0051 0.05 Q V 1+35 0.0051 0.05 Q V 1+36 0.0052 0.05 Q V 1+37 0.0053 0.05 Q V 1+38 0.0053 0.05 Q V 1+39 0.0054 0.05 Q V 1+40 0.0055 0.05 Q V 1+41 0.0055 0.05 Q V 1+42 0.0056 0.05 Q V 1+43 0.0057 0.05 Q V 1+44 0.0057 0.05 Q V 1+45 0.0058 0.05 Q V 1+46 0.0059 0.05 Q V 1+47 0.0059 0.05 Q V 1+48 0.0060 0.05 Q V 1+49 0.0061 0.05 Q V 1+50 0.0061 0.05 IQ V 1+51 0.0062 0.05 IQ V 1+52 0.0063 0.05 IQ V 1+53 0.0063 0.05 IQ V 1+54 0.0064 0.05 IQ V 1+55 0.0065 0.05 IQ V 1+56 0.0066 0 .05 IQ V 1+57 0.0066 0.05 IQ V 1+58 0.0067 0.05 IQ V 1+59 0.0068 0.05 IQ V 2+ 0 0 .0069 0.05 IQ V 2+ 1 0.0069 0.05 IQ V 2+ 2 0.0070 0.05 IQ V 2+ 3 0.0071 0 .05 IQ V 2+ 4 0.0072 0.05 IQ V 2+ 5 0 .0072 0.05 IQ V 2+ 6 0 .0073 0.05 lo V 2+ 7 0.0074 0.06 IQ V 2+ 8 0.0075 0.06 IQ V 2+ 9 0.0075 0.06 IQ V 2+10 0.0076 0.06 IQ V 2+11 0.0077 0.06 IQ V 2+12 0.0078 0.06 IQ V 2+13 0.0078 0.06 IQ V 2+14 0.0079 0.06 IQ V 2+15 0.0080 0.06 IQ V 2+16 0.0081 0.06 Q V 2+17 0.0082 0.06 Q V 2+18 0.0082 0.06 Q V 2+19 0.0083 0.06 Q V 2+20 0.0084 0.06 Q V 2+21 0.0085 0.06 Q V 2+22 0.0086 0.06 Q V 2+23 0.0087 0.06 Q V 2+24 0.0087 0.06 Q V 2+25 0.0088 0.06 Q V 2+26 0.0089 0.06 Q V 2+27 0.0090 0.06 Q V 2+28 0.0091 0.06 IQ V 2+29 0.0092 0.06 IQ V 2+30 0.0093 0.06 IQ V 2+31 0.0093 0.06 IQ V Page 8 PR2 2+32 0 .0094 0.06 Q V 2+33 0.0095 0.06 Q V 2+34 0.0096 0 .07 Q V 2+35 0.0097 0.07 Q V 2+36 0.0098 0 .07 Q V 2+37 0.0099 0 .07 Q V 2+38 0 .0100 0 .07 Q V 2+39 0.0101 0 .07 Q V 2+40 0.0102 0 .07 Q V 2+41 0.0103 0.07 Q V 2+42 0.0103 0.07 Q V 2+43 0.0104 0.07 Q V 2+44 0.0105 0.07 Q V 2+45 0.0106 0.07 Q V 2+46 0.0107 0 .07 Q V 2+47 0.0108 0.07 Q V 2+48 0.0109 0.07 Q VI 2+49 0.0110 0.07 Q VI 2+50 0.0111 0.07 IQ VI 2+51 0.0112 0.07 Q VI 2+52 0.0113 0.08 Q VI 2+53 0.0115 0.08 Q VI 2+54 0.0116 0.08 Q VI 2+55 0.0117 0.08 Q VI 2+56 0.0118 0.08 Q VI 2+57 0.0119 0.08 Q VI 2+58 0.0120 0.08 Q VI 2+59 0.0121 0.08 Q V 3+ 0 0.0122 0.08 Q V 3+ 1 0.0123 0.08 Q V 3+ 2 0.0124 0.08 Q V 3+ 3 0.0126 0.08 Q V 3+ 4 0.0127 0 .09 Q V 3+ 5 0.0128 0 .09 Q V 3+ 6 0.0129 0 .09 Q V 3+ 7 0.0130 0 .09 Q V 3+ 8 0.0132 0 .09 Q V 3+ 9 0.0133 0.09 Q V 3+10 0.0134 0.09 Q IV 3+11 0.0135 0 .09 Q IV 3+12 0.0137 0.09 Q IV 3+13 0.0138 0 .09 Q IV 3+14 0.0139 0 .10 Q IV 3+15 0.0141 0.10 Q IV 3+16 0.0142 0 .10 Q IV 3+17 0.0143 0 .10 Q IV 3+18 0.0145 0 .10 Q IV 3+19 0.0146 0.10 Q I V 3+20 0.0147 0.10 Q I V 3+21 0.0149 0.10 Q I V 3+22 0.0150 0.11 Q I V 3+23 0.0152 0.11 Q I V 3+24 0.0153 0.11 Q I V 3+25 0.0155 0 .11 Q I V 3+26 0.0156 0.11 Q I V 3+27 0.0158 0.12 Q I V 3+28 0.0160 0.12 Q I V 3+29 0.0161 0 .12 Q I V 3+30 0.0163 0.12 Q I V 3+31 0.0165 0.12 Q I V 3+32 0.0166 0.13 Q I V 3+33 0.0168 0.13 Q I V 3+34 0.0170 0.13 Q V 3+35 0.0172 0.14 Q V 3+36 0.0174 0.14 Q V 3+37 0.0176 0.14 Q V 3+38 0.0178 0.14 Q V 3+39 0.0180 0.15 Q V 3+40 0.0182 0 .15 Q V 3+41 0.0184 0.16 Q V 3+42 0.0186 0.16 Q V 3+43 0.0189 0.17 Q V 3+44 0.0191 0.18 Q V 3+45 0.0194 0.18 Q V 3+46 0.0196 0.19 Q V 3+47 0 .0199 0.19 Q V 3+48 0.0202 0.20 Q V 3+49 0 .0204 0 .20 Q V 3+50 0.0207 0.21 Q V Page 9 PR2 3+51 0.0210 0.23 Q I V I 3+52 0.0214 0.25 Q I V I 3+53 0.0217 0.27 Q I V I 3+54 0.0221 0.29 Q I V I 3+55 0.0226 0. 31 Q I V I 3+56 0 .0230 0 .33 Q I VI 3+57 0 .0235 0.36 QI VI 3+58 0 .0240 0.38 Q VI 3+59 0 .0246 0.40 Q V 4+ 0 0.0252 0.43 Q V 4+ 1 0.0261 0.65 Q IV 4+ 2 0.0272 0.86 I Q 4+ 3 0 .0287 1.08 I V Q 4+ 4 0.0305 1. 29 I V Q 4+ 5 0.0326 1. 51 I V Q 4+ 6 0.0343 1. 25 I V I Q I 4+ 7 0.0357 1.00 I Q VI I 4+ 8 0.0367 0.75 QI V I 4+ 9 0.0374 0. 50 Q V I 4+10 0.0377 0.24 Q I V I 4+11 0.0381 0.23 Q I V I 4+12 0.0383 0.21 Q I V I 4+13 0.0386 0.20 Q IV 4+14 0.0389 0.18 Q V 4+15 0.0391 0.16 Q V 4+16 0.0393 0.16 Q V 4+17 0.0395 0.15 Q V 4+18 0.0397 0.14 Q V 4+19 0.0399 0.14 Q V 4+20 0.0401 0.13 Q V 4+21 0.0402 0.12 Q V 4+22 0.0404 0.12 Q V 4+23 0.0406 0.12 Q V 4+24 0.0407 0.11 Q V 4+25 0.0409 0.11 Q V 4+26 0.0410 0.10 Q V 4+27 0.0412 0.10 Q V 4+28 0.0413 0.10 Q V 4+29 0.0414 0.10 Q V 4+30 0.0416 0.09 Q V 4+31 0.0417 0.09 Q V 4+32 0.0418 0.09 Q V 4+33 0.0419 0.09 Q V 4+34 0.0420 0.09 Q V 4+35 0.0422 0.08 Q V 4+36 0.0423 0.08 Q V 4+37 0.0424 0.08 Q V 4+38 0.0425 0.08 Q V 4+39 0.0426 0.08 Q V 4+40 0.0427 0.08 I Q V 4+41 0.0428 0.07 Q V 4+42 0.0429 0.07 Q V 4+43 0.0430 0.07 Q V 4+44 0.0431 0.07 Q V 4+45 0.0432 0.07 Q V 4+46 0.0433 0.07 Q V 4+47 0.0434 0.07 Q V 4+48 0.0435 0.07 Q V 4+49 0.0436 0.07 Q V 4+50 0.0436 0.06 Q V 4+51 0.0437 0.06 Q V 4+52 0.0438 0.06 Q V 4+53 0.0439 0.06 Q V 4+54 0.0440 0.06 Q V 4+55 0.0441 0.06 Q V 4+56 0.0442 0.06 Q V 4+57 0.0442 0.06 Q V 4+58 0.0443 0.06 Q V 4+59 0.0444 0.06 Q V 5+ 0 0.0445 0.06 Q V 5+ 1 0.0446 0.06 Q V 5+ 2 0.0446 0.06 Q V 5+ 3 0.0447 0.05 Q V 5+ 4 0.0448 0.05 Q V 5+ 5 0.0449 0.05 Q V 5+ 6 0.0449 0.05 Q V 5+ 7 0.0450 0.05 Q V 5+ 8 0.0451 0.05 IQ V 5+ 9 0.0451 0.05 IQ V Page 10 PR2 5+10 0.0452 0.05 IQ I V 5+11 0.0453 0.05 IQ I V 5+12 0.0454 0 .05 IQ V 5+13 0.0454 0 .05 IQ V 5+14 0.0455 0.05 IQ V 5+15 0.0456 0 .05 IQ V 5+16 0.0456 0.05 IQ V 5+17 0.0457 0 .05 IQ V 5+18 0.0458 0 .05 IQ V 5+19 0.0458 0.05 IQ V 5+20 0.0459 0.05 IQ V 5+21 0.0459 0.05 IQ V 5+22 0.0460 0.05 IQ V 5+23 0.0461 0.05 IQ V 5+24 0.0461 0.05 IQ V 5+25 0.0462 0 .04 IQ V 5+26 0.0463 0.04 IQ V 5+27 0.0463 0.04 IQ V 5+28 0.0464 0.04 IQ V 5+29 0.0464 0.04 IQ V 5+30 0.0465 0.04 IQ V 5+31 0.0466 0.04 IQ V 5+32 0.0466 0.04 IQ V 5+33 0.0467 0.04 IQ V 5+34 0.0467 0.04 IQ V 5+35 0.0468 0.04 IQ V 5+36 0.0468 0.04 IQ V 5+37 0.0469 0.04 IQ V 5+38 0.0470 0.04 IQ V 5+39 0.0470 0.04 IQ V 5+40 0.0471 0.04 IQ V 5+41 0.0471 0.04 IQ V I 5+42 0.0472 0.04 IQ VI 5+43 0.0472 0.04 IQ VI 5+44 0.0473 0.04 IQ VI 5+45 0.0473 0.04 IQ VI 5+46 0.0474 0.04 IQ VI 5+47 0.0474 0.04 IQ VI 5+48 0 .0475 0.04 IQ VI 5+49 0.0475 0.04 IQ VI 5+50 0.0476 0.04 Q VI 5+51 0.0477 0.04 Q VI 5+52 0.0477 0.04 Q VI 5+53 0.0478 0.04 Q VI 5+54 0.0478 0.04 Q VI 5+55 0.0479 0.04 Q VI 5+56 0.0479 0.04 Q VI 5+57 0.0480 0.04 Q VI 5+58 0.0480 0 .04 Q VI 5+59 0.0481 0.04 Q VI 6+ 0 0.0481 0.04 Q VI 6+ 1 0.0482 0.04 Q VI 6+ 2 0.0482 0.04 Q VI 6+ 3 0.0482 0.03 Q VI 6+ 4 0.0483 0 .03 Q VI 6+ 5 0.0483 0 .03 Q V ----------------------------------------------------------------------- End of computations, total study area= 0 .453 (Ac .) Page 11 Stage Storage Capacity Caculations Qout =AV= A acres• 43560 sf/Acre (infiltration rate in/hr)• 1ft/12in (1 hr/3600 sec) Orifice Flow: g= Q = C *A* sqrt(2gh) C= Orifice-1 No. of openings Elevation diameter A= ! Grate Inlet-Overflow I Elevation 'Cw L w Lw Water De~th (ft) 0.00 2.50 4.00 1259D -Skyline 32.20 ft/sec2 0.60 0.00 3 0.05 278.8 3.00 1.0 1.0 4 Volume (cfl 0 375 938 inches sf ft ft sf Stage Storage Area (Ac.ft) 0.000 0.009 0.022 0.25 ft Area of Infiltration (ft) Q infiltration N/A 0.000 N/A 0.000 N/A 0.000 DET A=(n:*D2)/4 I Lw=2*(L +W) Effective Head Q cfs Orifice-1 Orifice-1 N/A 0.00 2.38 0.36 3.88 0.47 10/26/2018 Time (Hours) 0.017 0.033 0 .050 0.067 0.083 0.100 0.117 0.133 0.150 0.167 0.183 0. 200 0.217 0 .233 0.250 0. 267 0.283 PR2DET FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2012 study date: 10/26/18 Program License serial Number 6313 ********************* HYDROGRAPH INFORMATION ********************** From study/file name: PR2.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 365 Time interval = 1.0 (Min .) Maximum/Peak flow rate = 1.506 (CFS) Total vol ume = 0.048 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 210.000 **** RETARDING BASIN ROUTING **** user entry of depth-outflow-storage data Total number of inflow hydrograph intervals = 365 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = O.OO(Ft.) Initial basin depth = Initial basin storage = Initial basin outfl ow = 0.00 (Ft.) 0.00 (AC.Ft) 0. 00 (CFS) Depth vs. storage and Depth vs. Discharge data: Basin Depth storage outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac . Ft) (CFS) (Ac. Ft) (AC . Ft) 0.000 2.500 4.000 0.000 0.009 0.022 0.000 0.360 0.470 0.000 0.009 0.022 0.000 0 .009 0.022 Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 'O'=outflow at time shown Inflow (CFS) 0.01 0.01 0.02 0.03 0.03 0.03 0.03 0.04 0.04 0.04 0.04 0.04 0 .04 0.04 0.04 0.04 0 .04 Outflow (CFS) 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 Storage (AC. Ft) .0 0.000 0 0.000 0 0.000 O 0.000 O 0.000 O 0.000 0 0.000 0 0.000 O 0.000 O 0.000 O 0.000 o 0.000 O 0.000 0 0.000 O 0.000 O 0.000 0 0.000 O 0.4 0.75 1.13 Page 1 Depth 1.51 (Ft.) I o .oo I 0.01 I 0.01 I 0.02 I o.o3 I o.04 I 0.05 I 0.06 I 0.07 I 0.08 I o.09 I 0.10 I 0.11 I 0.11 I 0.12 I 0.13 I 0.13 0.300 0.317 0.333 0.350 0.367 0.383 0.400 0.417 0.433 0.450 0.467 0.483 0.500 0.517 0.533 0.550 0.567 0.583 0.600 0.617 0.633 0.650 0.667 0.683 0.700 0 . 717 0.733 0.750 0.767 0.783 0.800 0.817 0.833 0.850 0.867 0.883 0.900 0.917 0.933 0.950 0.967 0.983 1.000 1.017 1.033 1.050 1.067 1.083 1.100 1.117 1.133 1.150 1.167 1.183 1.200 1.217 1. 233 1. 250 1. 267 1 .283 1 . 300 1. 317 1. 333 1.350 1.367 1.383 1.400 1.417 1. 433 1.450 1. 467 1. 483 1. 500 1. 517 1. 533 1. 550 1. 567 1. 583 1.600 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0 .04 0.04 0.04 0.04 0 .04 0.04 0.04 0.04 0 .04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0 .04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.05 0.05 0.05 0 .05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0 .03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0 .04 0.04 0.04 0.04 0.04 0.04 0.001 o 0 .001 O 0 .001 0 0.001 0 0.001 0 0 .001 0 0.001 o 0.001 0 0.001 o 0.001 0 0.001 0 0.001 o 0.001 O 0.001 O 0.001 o 0 .001 0 0.001 0 0 .001 o 0.001 O 0.001 o 0.001 0 0 .001 o 0.001 o 0.001 0 0.001 o 0.001 O 0.001 0 0.001 o 0.001 0 0.001 o 0.001 o 0.001 0 0.001 o 0.001 o 0 .001 0 0.001 o 0.001 0 0.001 0 0.001 o 0 .001 0 0.001 O 0.001 0 0.001 O 0.001 O 0 .001 O 0.001 o 0.001 O 0.001 o 0.001 O 0.001 o 0.001 0 0.001 o 0.001 o 0.001 o 0 .001 0 0.001 o 0.001 O 0.001 0 0.001 0 0.001 o 0.001 o 0.001 0 0.001 O 0.001 O 0.001 o 0.001 o 0.001 O 0.001 0 0.001 o 0.001 O 0.001 0 0.001 o 0.001 0 0.001 o 0.001 o 0.001 0 0.001 o 0.001 OI 0.001 OI PR2DET I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Page 2 0.14 0 .15 0.15 0 .16 0.16 0.17 0.17 0.18 0.18 0.19 0.19 0.19 0.20 0.20 0.20 0.21 0 .21 0.21 0. 21 0.22 0.22 0.22 0.22 0.23 0.23 0.23 0.23 0 .24 0.24 0.24 0.24 0.24 0.24 0.25 0.25 0 .25 0.25 0.25 0. 25 0. 26 0. 26 0 .26 0 .26 0.26 0.26 0.26 0 .27 0.27 0.27 0.27 0.27 0.27 0 .27 0.27 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0 . 28 0 .29 0 .29 0 . 29 0. 29 0.29 0 .29 0.29 0.29 0.30 0 .30 0.30 0.30 0.30 0.30 o. 30 0.30 0.31 PR2DET 1. 617 0.05 0.04 0.001 OI I 0.31 1. 633 0.05 0.04 0.001 OI I 0.31 1. 650 0.05 0.04 0.001 OI I 0.31 1. 667 0.05 0.04 0.001 OI I 0.31 1. 683 0.05 0.04 0.001 OI I 0. 31 1.700 0.05 0.05 0.001 OI I 0.31 1. 717 0 .05 0.05 0.001 OI I 0. 31 1. 733 0.05 0.05 0.001 OI I 0.32 1. 750 0.05 0.05 0.001 OI I 0.32 1. 767 0.05 0.05 0 .001 OI I 0 .32 1. 783 0.05 0.05 0.001 OI I 0.32 1.800 0.05 0.05 0.001 OI I 0.32 1. 817 0.05 0.05 0.001 OI I 0. 32 1. 833 0.05 0.05 0.001 OI I 0.32 1. 850 0.05 0.05 0.001 OI I 0.33 1. 867 0 .05 0.05 0.001 10 0.33 1. 883 0.05 0.05 0.001 10 0.33 1.900 0.05 0.05 0.001 10 0.33 1. 917 0.05 0.05 0.001 10 0.33 1. 933 0.05 0.05 0.001 10 0.33 1.950 0.05 0.05 0.001 10 0.33 1. 967 0.05 0.05 0.001 10 0.34 1. 983 0.05 0.05 0.001 10 0.34 2.000 0.05 0.05 0.001 10 0.34 2.017 0.05 0.05 0.001 10 0 .34 2.033 0.05 0.05 0.001 10 0.34 2.050 0.05 0.05 0.001 10 0.34 2.067 0.05 0.05 0.001 10 0.35 2.083 0.05 0 .05 0.001 10 0.35 2.100 0.05 0.05 0.001 10 0.35 2.117 0.06 0.05 0.001 10 0.35 2 .133 0.06 0.05 0.001 10 0.35 2.150 0.06 0.05 0.001 10 0.35 2.167 0.06 0.05 0.001 10 0.36 2.183 0.06 0.05 0.001 10 0.36 2.200 0.06 0.05 0.001 10 0. 36 2.217 0.06 0.05 0.001 10 0. 36 2.233 0.06 0.05 0.001 Jo 0. 36 2.250 0.06 0.05 0.001 10 0.37 2.267 0.06 0.05 0.001 10 0 .37 2.283 0.06 0.05 0.001 10 0.37 2.300 0.06 0.05 0.001 10 0.37 2.317 0.06 0.05 0.001 10 0.37 2 .333 0.06 0.05 0.001 10 0.38 2.350 0.06 0.05 0.001 ID 0.38 2.367 0.06 0.05 0.001 10 0.38 2.383 0.06 0.05 0.001 10 0.38 2.400 0.06 0.06 0.001 10 0.38 2.417 0.06 0.06 0.001 10 0. 39 2.433 0.06 0.06 0.001 10 0. 39 2.450 0.06 0.06 0 .001 10 0.39 2.467 0.06 0.06 0.001 10 0. 39 2.483 0.06 0.06 0.001 10 0.40 2.500 0.06 0.06 0.001 lo 0.40 2.517 0.06 0.06 0.001 ID 0.40 2.533 0.06 0.06 0.001 10 0.40 2.550 0.06 0.06 0.001 10 0.40 2. 567 0.07 0.06 0.001 10 0.41 2.583 0.07 0.06 0.001 10 0 .41 2.600 0.07 0.06 0.001 ID 0.41 2.617 0.07 0.06 0.001 10 0.42 2.633 0.07 0.06 0.002 10 0.42 2.650 0.07 0.06 0.002 10 0.42 2.667 0.07 0.06 0.002 10 0.42 2.683 0.07 0.06 0.002 10 0.43 2.700 0.07 0.06 0.002 10 0.43 2. 717 0.07 0.06 0.002 10 0.43 2.733 0.07 0.06 0.002 10 0.43 2.750 0.07 0.06 0.002 10 0.44 2.767 0.07 0.06 0.002 10 0.44 2.783 0.07 0.06 0.002 10 0.44 2.800 0.07 0.06 0.002 10 0.45 2.817 0.07 0.06 0.002 10 0.45 2 .833 0.07 0.07 0.002 10 0.45 2.850 0.07 0.07 0.002 10 0.46 2.867 0.08 0.07 0 .002 10 0.46 2 .883 0.08 0.07 0.002 ID 0.46 2.900 0.08 0.07 0.002 10 0.47 2.917 0.08 0.07 0.002 10 0.47 Page 3 PR2DET 2.933 0.08 0.07 0.002 ID I 0.47 2.950 0.08 0.07 0.002 10 I 0.48 2.967 0 .08 0.07 0.002 10 I 0.48 2.983 0.08 0.07 0.002 10 I 0.49 3.000 0.08 0.07 0.002 10 I 0.49 3.017 0.08 0.07 0.002 10 I 0.49 3.033 0.08 0.07 0.002 10 I 0. 50 3.050 0.08 0.07 0.002 10 I 0. 50 3.067 0.09 0.07 0.002 10 I 0. 51 3.083 0.09 0.07 0.002 10 I 0. 51 3.100 0.09 0.07 0.002 10 I 0. 52 3 .117 0.09 0.08 0.002 10 I 0. 52 3 .133 0.09 0.08 0.002 10 I 0. 53 3.150 0.09 0.08 0.002 10 I 0.53 3.167 0.09 0.08 0.002 10 I 0. 54 3.183 0.09 0.08 0.002 10 I 0.54 3.200 0.09 0.08 0.002 10 I 0.55 3.217 0.09 0.08 0.002 IOI I 0.55 3. 233 0.10 0.08 0.002 IOI I o. 56 3.250 0.10 0.08 0.002 IOI I 0. 56 3.267 0.10 0.08 0.002 IOI I 0. 57 3.283 0 .10 0.08 0.002 IOI I 0.58 3.300 0.10 0.08 0.002 IOI I 0. 58 3. 317 0.10 0.08 0.002 IOI I 0. 59 3. 333 0.10 0.09 0.002 IOI I 0.60 3.350 0.10 0.09 0.002 IOI I I 0.60 3.367 0.11 0.09 0.002 IOI I 0.61 3.383 0.11 0.09 0.002 IOI I 0.62 3.400 0.11 0.09 0.002 IOI I 0.62 3.417 0.11 0.09 0.002 IOI I 0.63 3.433 0.11 0.09 0 .002 IOI I 0.64 3.450 0.12 0.09 0.002 IOI I 0.65 3.467 0.12 0.09 0.002 I o I 0.66 3.483 0.12 0.10 0.002 I o I 0.67 3.500 0.12 0.10 0.002 I o I 0.68 3.517 0.12 0.10 0.002 I o I 0.68 3.533 0.13 0.10 0.003 I o I 0.69 3.550 0.13 0.10 0.003 I o I o. 71 3.567 0.13 0.10 0.003 I o I 0.72 3.583 0.14 0.10 0.003 I o I 0.73 3.600 0.14 0.11 0.003 I o I 0.74 3.617 0.14 0.11 0.003 I OI I I 0.75 3.633 0.14 0.11 0.003 I QI I I 0 . 77 3.650 0.15 0.11 0.003 I OI I I 0.78 3.667 0.15 0.11 0.003 I OI I I 0.79 3.683 0.16 0.12 0.003 I OI I I 0.81 3.700 0.16 0.12 0.003 I OI I I 0.82 3.717 0.17 0.12 0.003 OI I I 0.84 3.733 0.18 0.12 0.003 QI I I 0.86 3.750 0.18 0.13 0.003 OI I I 0.88 3.767 0.19 0.13 0.003 OI I I 0.90 3.783 0.19 0.13 0.003 0 I I I 0.93 3.800 0.20 0.14 0.003 0 I I I 0.95 addition time in basin = 3.817 0.20 0.14 0.003 0 I I I 0.97 3.833 0. 21 0.14 0.004 OI I I 1.00 4.083-4.150=0.067 hours 3.850 0.23 0.15 0.004 OI I I 1.02 = 4.02 minutes 3.867 0.25 0.15 0.004 0 I I I 1.06 3.883 0.27 0.16 0.004 0 I I I 1.10 3.900 0.29 0.16 0.004 0 I I I 1.14 3.917 0.31 0.17 0.004 0 I I I I 1.19 3.933 0.33 0.18 0 .004 0 I[ I I 1.24 3.950 0. 36 0.19 0.005 0 I[ I I 1. 30 3.967 0.38 0.20 0.005 0 I I I 1. 37 3.983 0.40 0. 21 0.005 0 I I I 1.44 4.000 0 .43 0.22 0.005 0 II I I 1. 52 4.017 0.65 0.24 0 .006 0 I I I I 1. 64 4.033 0.86 0 .26 0.007 0 I I I I 1. 83 4.050 1.08 o. 30 0.008 o I I I I 2.09 4.067 1. 29 0. 35 0.009 01 I I I 2 .42 4.083 1. 51 0.37 0.010 01 I II 2.63 4.100 1. 25 0.38 0.012 0 I I I 2.79 4.117 1.00 0.39 0.013 0 I I I 2.91 4.133 0.75 0.40 0.013 0 II I 2.99 4.150 0. 50 0.40 0.014 0 I I I 3.02 4.167 0.24 0.40 0.013 I 0 I I 3.02 4.183 0.23 0.40 0.013 I 0 I I 2.99 4.200 0.21 0.39 0.013 I 0 I I 2.97 4.217 0.20 0.39 0 .013 I 0 I I 2.94 4.233 0.18 0.39 0.012 I 0 I I 2.90 Page 4 PR2DET 4.250 0.16 0.39 0 .012 I 0 I 2.87 4.267 0.16 0.38 0.012 I 0 I 2.83 4.283 0.15 0.38 0.012 I 0 I 2.80 4.300 0.14 0.38 0.011 I 0 I 2.76 4.317 0.14 0.38 0.011 I 01 I 2.72 4.333 0.13 0.37 0 .011 I 01 I 2.68 4.350 0 .12 o. 37 0 .010 I 01 I 2.64 4.367 0.12 0. 37 0.010 I 01 I 2.60 4.383 0.12 0.36 0.010 I 01 I 2.56 4.400 0.11 0.36 0.009 I 01 I 2.53 4 .417 0.11 0.36 0.009 I 01 I 2.47 4.433 0.10 0.34 0.009 I 0 1 I 2.37 4.450 0.10 0.33 0.008 I 0 I I 2.28 4.467 0.10 0.32 0.008 I 0 I 2.20 4.483 0.10 0.30 0.008 I 0 I 2 .12 4.500 0.09 0.29 0.007 I 0 I 2.04 4 .517 0.09 0.28 0.007 II 0 I 1. 96 4.533 0.09 0.27 0.007 II 0 I 1.89 4. 550 0.09 0.26 0.007 II 0 I 1. 82 4.567 0.09 0 .25 0.006 II 0 I 1. 76 4. 583 0 .08 0.24 0.006 II 0 I 1. 70 4.600 0.08 0.24 0.006 II 0 I 1.64 4.617 0 .08 0.23 0.006 II 0 I 1. 58 4.633 0.08 0.22 0.005 II 0 I 1.52 4.650 0.08 0. 21 0.005 II 0 I 1.47 4.667 0.08 0.20 0.005 II 0 1. 42 4.683 0.07 0.20 0.005 I 0 1. 37 4.700 0.07 0.19 0.005 I 0 1. 33 4. 717 0.07 0.18 0.005 I 0 1. 28 4. 733 0.07 0.18 0.004 I 0 1. 24 4.750 0.07 0.17 0.004 I 0 1. 20 4.767 0.07 0.17 0.004 I 0 1.16 4.783 0.07 0.16 0.004 I 0 1.12 4.800 0.07 0 .16 0.004 I 0 1.09 4.817 0 .07 0.15 0.004 I 0 1.05 4.833 0.06 0.15 0.004 I 0 1.02 4.850 0.06 0.14 0.004 I 0 0.99 4.867 0.06 0.14 0.003 IO 0.96 4.883 0.06 0.13 0.003 IO 0.93 4.900 0.06 0.13 0.003 IO 0.91 4.917 0.06 0.13 0.003 IIO 0.88 4.933 0.06 0.12 0.003 IIO 0.86 4.950 0 .06 0.12 0.003 IIO 0.83 4.967 0.06 0.12 0.003 IIO 0.81 4.983 0.06 0.11 0.003 IIO 0.79 5 .000 0.06 0.11 0.003 IIO 0 .77 5 .017 0.06 0.11 0.003 IIO 0.75 5.033 0.06 0.10 0.003 IIO 0.73 5.050 0.05 0.10 0.003 IIO 0.71 5.067 0.05 0.10 0.002 IIO 0.69 5.083 0.05 0.10 0.002 IO 0.67 5 .100 0.05 0.09 0.002 IO 0.66 5 .117 0.05 0.09 0 .002 0 0.64 5 .133 0.05 0.09 0 .002 0 0.63 5.150 0.05 0 .09 0.002 0 0.61 5.167 0.05 0.09 0 .002 10 0.60 5.183 0.05 0.08 0.002 10 0. 59 5.200 0.05 0.08 0.002 10 0.57 5.217 0.05 0.08 0.002 10 0. 56 5.233 0.05 0.08 0.002 10 0. 55 5.250 0.05 0.08 0 .002 10 0. 54 5.267 0.05 0.08 0.002 10 o. 53 5.283 0.05 0.07 0.002 10 0.52 5.300 0 .05 0.07 0.002 10 0. 51 5.317 0.05 0.07 0.002 IO 0.50 5.333 0.05 0.07 0.002 IO 0.49 5.350 0.05 0.07 0 .002 IO 0.48 5.367 0.05 0 .07 0.002 IO 0.47 5.383 0.05 0.07 0.002 IO 0.46 5.400 0.05 0.07 0.002 IO 0.45 5.417 0.04 0.06 0.002 IO 0.45 5.433 0.04 0.06 0.002 IO 0.44 5.450 0.04 0.06 0.002 IO 0.43 5.467 0.04 0.06 0.002 IO 0 .43 5.483 0.04 0.06 0.002 IO 0.42 5.500 0.04 0.06 0.001 IO 0.41 5.517 0.04 0.06 0.001 IO 0.41 5.533 0.04 0.06 0.001 I O 0.40 5.550 0.04 0.06 0.001 IO 0. 39 Page 5 PR2DET 5.567 0.04 0.06 0.001 IO I 0.39 5.583 0.04 0.06 0.001 IO I 0.38 5.600 0.04 0.05 0.001 IO I 0.38 5.617 0.04 0.05 0.001 IO 0.37 5.633 0.04 0 .05 0.001 IO 0.37 5.650 0.04 0.05 0.001 IO 0.36 5.667 0.04 0.05 0.001 IO 0.36 5.683 0.04 0.05 0.001 IO 0.36 5.700 0.04 0.05 0.001 IO 0.35 5. 717 0.04 0.05 0.001 IO 0.35 5.733 0.04 0.05 0.001 IO 0.34 5.750 0.04 0.05 0.001 IO 0.34 5.767 0.04 0.05 0.001 IO 0.34 5.783 0.04 0.05 0.001 IO 0.33 5.800 0.04 0.05 0.001 IO 0. 33 5.817 0.04 0.05 0.001 0 0.32 5. 833 0.04 0.05 0.001 0 0.32 5.850 0.04 0.05 0.001 0 0.32 5.867 0.04 0.05 0.001 0 0. 31 5.883 0.04 0.04 0.001 0 0.31 5.900 0.04 0.04 0.001 0 0.31 5.917 0.04 0.04 0.001 0 0. 31 5.933 0.04 0.04 0.001 0 0.30 5.950 0.04 0.04 0.001 0 0.30 5.967 0.04 0.04 0.001 0 0.30 5.983 0.04 0.04 0.001 0 o. 29 6.000 0.04 0.04 0.001 0 o. 29 6.017 0.04 0.04 0.001 0 o. 29 6.033 0.04 0.04 0.001 0 0. 29 6.050 0.03 0.04 0.001 0 0 .28 6.067 0.03 0.04 0.001 0 0.28 6.083 0.03 0.04 0.001 0 0 .28 6.100 0.00 0.04 0.001 0 0 .27 6.117 0.00 0.04 0.001 0 0 .26 6.133 0.00 0.04 0.001 0 0 .24 6.150 0.00 0.03 0.001 0 0 .23 6.167 0.00 0.03 0.001 0 0.22 6.183 0.00 0.03 0.001 0 0 .21 6.200 0.00 0.03 0.001 0 0.20 6.217 0.00 0.03 0.001 0 0.18 6.233 0.00 0.03 0.001 0 0.17 6.250 0.00 0.02 0.001 0 0.17 6.267 0.00 0.02 0.001 0 0.16 6.283 0.00 0.02 0.001 0 0.15 6.300 0.00 0.02 0.001 0 0.14 6.317 0.00 0.02 0.000 0 0.13 6.333 0.00 0.02 0.000 0 0 .13 6.350 0.00 0.02 0.000 0 0.12 6.367 0.00 0.02 0 .000 0 0.11 6.383 0.00 0.02 0.000 0 0.11 6.400 0.00 0.01 0.000 0 0.10 6.417 0.00 0.01 0.000 0 0.10 6.433 0.00 0.01 0.000 0 0.09 6.450 0.00 0.01 0.000 0 0.09 6.467 0.00 0.01 0.000 0 0.08 6.483 0.00 0.01 0.000 0 0.08 6. 500 0.00 0.01 0.000 0 0.07 6. 517 0.00 0.01 0.000 0 0.07 6.533 0.00 0.01 0.000 0 0 .06 6.550 0.00 0.01 0.000 0 0 .06 6.567 0.00 0.01 0.000 0 0.06 6.583 0.00 0.01 0.000 0 0.05 6.600 0.00 0.01 0.000 0 0.05 6.617 0.00 0.01 0.000 0 0.05 6.633 0.00 0.01 0.000 0 0.05 6.650 0.00 0.01 0.000 0 0.04 6.667 0.00 0.01 0.000 0 0.04 6.683 0.00 0.01 0.000 0 0.04 6.700 0.00 0.01 0.000 0 0.04 6. 717 0.00 0.01 0.000 0 0.04 6.733 0.00 0.00 0.000 0 0.03 6.750 0.00 0.00 0.000 0 0.03 6.767 0.00 0.00 0.000 0 0.03 6.783 0.00 0.00 0.000 0 0.03 6.800 0.00 0.00 0.000 0 0.03 6.817 0.00 0.00 0.000 0 0.03 6.833 0.00 0.00 0.000 0 0.02 6.850 0.00 0.00 0.000 0 0.02 6.867 0.00 0.00 0.000 0 0.02 Page 6 PR2DET 6.883 0.00 0.00 0.000 0 I 0.02 6.900 0.00 0.00 0.000 0 I 0.02 6.917 0 .00 0.00 0.000 0 I 0.02 6.933 0.00 0.00 0.000 0 I 0.02 6.950 0.00 0.00 0.000 0 I 0.02 6.967 0 .00 0.00 0.000 0 I 0.02 6.983 0.00 0.00 0.000 0 I 0.01 7.000 0.00 0.00 0.000 0 I 0.01 7.017 0.00 0.00 0.000 0 I 0.01 7.033 0.00 0.00 0.000 0 I 0.01 7.050 0.00 0.00 0.000 0 I 0.01 7.067 0.00 0.00 0.000 0 I 0.01 7.083 0.00 0.00 0.000 0 I 0.01 7 .100 0.00 0.00 0.000 0 I 0.01 7 .117 0.00 0.00 0.000 0 I 0 .01 7 .133 0.00 0.00 0 .000 0 I 0.01 7.150 0.00 0.00 0.000 0 I 0.01 7.167 0.00 0.00 0.000 0 I 0.01 7.183 0.00 0.00 0 .000 0 I 0.01 7.200 0.00 0.00 0.000 0 I 0.01 7.217 0.00 0 .00 0.000 0 I 0.01 -.'< -,': *-!t ili( ** it ir ~'<* *** ** ** *ir ** * *,'<-.'<*HYDROGRAPH DATA**-,'(,·:~':-.'< ,·r *** ,"< ;':* ir-.'< -.·r ·k** -,'r-!r -::*i':-.': i:;': i: Number of intervals = 433 Time interval = 1.0 (Min.) Maximum/Peak flow rate 0.398 (CFS) Total volume = 0.048 (Ac .Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0 .000 0.000 0.000 0.000 *********************************************************************** Page 7 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 30® by Autodesk, Inc. Node 210 Circular Diameter (ft) Invert Elev (ft) Slope(%) N-Value Calculations Compute by: Known Q (cfs) Elev (ft) 377.00 376.50 376.00 375.50 375.00 0 = 0.50 = 375.50 = 1.90 = 0.013 Known Q = 0.40 V -- Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Ye (ft) Top Width (ft) EGL (ft) Section I 2 Reach (ft) Friday, Oct 26 2018 = 0.26 = 0.398 = 0.10 = 3.84 = 0.81 = 0.33 = 0.50 = 0.49 3 ATTACHMENT 5 HYDROLOGY MAP -EXISTING CONDITIONS <O -,_ LEGEND -160 ------EXIS11NG CONTOUR (MAJOR) -------.. EXIS11NG CONTOUR (MINOR) HYDROLOGIC BASIN BOUNDARY -----HYDROLOGIC FLOW PA 71-1 PR-1 BASIN NUMBER I 1-63 I AREA (ACRES} ® NODE NUMBER (160.00) ELEVA 71ON (FEET) I C'rfAIN LINK FENCE ------_ _ ---r --J06~ -X-_ X 305.9 ---------/ 4---__ --,--~=--===--==-==--~-.--r '-CHAIN LINK FENCE 'l ~ "'7 0 I (; I 1'u•' LV I '' v' t,,-1,., "U"''78 (!J /7 1!.J /' J/1 OFF-1 0.095 L=48' 305.6 -f,' --_.. X -X ~ -~-,--~ J04.I '-x - 304. I ---("' 24"/IA , ,f __ 30{---3°:!J _,)02.2 I ) / / / ~~-::~-~-illl!~"-~~\~~---~l!IP-~~----/ '---_ I!!:_ ~ ·, ~ _ -tftEwioN j __ 3o3 ,at.,, I 2wo r-----' \ "'--\ \ t x ~ I --1 ----...___ -....__ ,, 303_5 = = _ ----J ___.,, ,a\ s, ,/ 1 / / 294_3 r 29J.9 '------.._ ..___ ..___ -..___ ---.. ,~~ ~ ,· ~ -j --✓ "§>" ~" :t, ~ "' -----~ .,, ~ !n,-.:;, -• -J0I.V 2."9. n,.'t /ti/~/~ /,;, \ 293/' ---~----. / I J0J.6 -__ .,,. •l'C__ ~~ / ,. ,, ' = "' (' ..___ -......., ]03.7 302 ~ ' JOl.61 --_./' / / / 294.J ~\ \ \ 2 OJ) I I \I I / ,1 lf19I ( J . r -..---r----L--, 2919 "e. \ ) \ I '!J ' <I Ll 1' ' ( I I 295.D \ \ I I I \ / ~ ""'\, I ..---303-~ \ ' ?9JO ~~-I j \ \ ..---<Ii 301.56 '----\ \ \ \ \ "~ \\ ~ fl\\~~ {;;) I; 3028 A ' J0/.6] 301.4 \ \ \\ ) ? 295. \I / I ~/,~I "' '290./1 I II // I \; 302.82 I I I I I I ',,w %/Ii'~_,,-• '''" ~[., " • <la / ,!, -\ \ : / I f:,,"" /"' / /~ ;~ / I / "'-A·,~ -1 ,":]1V10h mi:E <1 .~ / ·"' "' ' / ~'\t :;:: t <I /"\ \, ' 294,6 I I /;/J' ( 286.7 "" r) 1 MATE~{~;7 1 ~/,<\f;'ii' ! 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"-... c.; ,✓ " W!w; ~ Pl/ASTER "•11 "" / I 300.35 ..,, ,/1:\~ '\!' ~~" JO. "'---, mfTA~ON/ Q/,½~/(fict -;~-1 ~-.L /'%11,,1 =1 I I I I I I I I L1" '-'..._ ~ C / \0L,'o'.\ '--/ ), 29~~ '} I / ~> 2911 ~, / / / I I _ ---- ;OT '1,/'7 I I . ! u' ' L I I ! ,un ,r,,70 ;j1/1!f-' t'u·! ,,.! /Vi/71 I \.../ 1 l.../ .~ lll . .jONc I /\ \\'\9,: .,~ ,~i A . / i I ,.,-,_. ~ I I II II I I ·~\ JI: f )\'t,~0 I ·~::Xlc~iii 1' 11 ;' If ~-7-) / I I I " ~ I I ; I I ~ I~ .c1 /I! ~'-.~ il:: "I / /i .',·! /1 I I 289.11 i ';---286.8/ I I I I i 1, ~ ;--. -:r$'g I ) I @ f i ,· / <l 301.92 ! \ / 1:::: 1 294.9 I Zj ._ "" 2849 I 281/ >< /<I 'j, ....._ / 1 ~ / I ;:, \ \ 298.71: / j i ti .:,:',\\\fffc, 2f/1A/ I II I / fr ,s; '-.-... / I / ./ \ · / I " j 4"' j ~ '1 \ II / II I jl if;;;"~ / / 2/lJ / / /~ i? / ,. ""-/ / \ CFS / 1--.....<I," !,) , 297.0 )~8.6 I 1 N I I\ '\.--, I~ ' ! %1 \\' I I ,, 'V ....... '. 1n , '2.0BFF@TRESH 0, I 1·,1/ 1_:,' jJ '/ii\12'vA . / / ~ / f-. / ~ Q Jij~ ~ETAllpN/ I fi-,,, / ~: , \JJrf" \ \ ' I ,,.J / l'J (:\:) m~/ / ( 2 ~o. 3 __ / __ / _~/ // 2850 / /~ J '/'- Q100 0.360 "-. ' ·~. (:>' -,,,1 \ Ii I I !1 \ I [)(/5 ' I .j 30212 \ \ \ \ i ' I I EX 2 / / / ~ R[SI. C[ 02.1 j . , 1, / \ 1 l / I -/ / / ';' ~ " '---' /~ \ \ I J \ I \ ! ' i is; 1 I 1· / 291.71' ---II I II I I ~ .1 :... · I ~O:fo ,:j '\ 0198 ;· I t\ ~ l · 0. 548 I j" ~ 7 1 <I <g \ JOO, ~~DIA \ I \ I I 296.4-f ~ i ~277.~ 7 ------\---/ \ ,,n¼\.J >i3l r I J}JJ/ ,r'.....J@lo! 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CHAIN/1,1 LC£ i i i-~ i i i i i i ~/,1\~ 6~i:iCK i i i i i ri--w -w ~wGA -,GAS -GAS As ./ ~ 1%'\~E(o -E(oH)-E(oH)-E(oH)-\ , / / \, / I / ( / : s_-=. s_-_s ~-=-s -w s .=-w s--1 -s--wG•Ass-•w-s ·•·•·•" -~•rtfl:•-•wG~:s __ wG.;;.:s• -~-w;;.GA;s_s,;._;=;;;;.. •• I ,,c~ 1, [ / "'' : : : \' \ \ \ [\ /\ \ "-"' ~ WN LINK /FENCE \ \ \ I \ -x--x--- I I I ' I I I I I I --x--..J I Civil ~--andworks 0 10 ~ '---I GRAPHIC SCALE SCALE: 1"= 10' 20 ! ATTACHMENT 5 EXISTING HYDROLOGIC CONDITIONS 110 COPPERWOOD WAY, SU ITE P, OCEANSIDE, CA 92058 PH: 760-908·87 45 • info@civillandworks.com a>L-----------------------------------------------------------------------------------------------------------------~ ATTACHMENT 6 HYDROLOGY MAP -PROPOSED CONDITIONS a:, - I I I I I / CHAIN UNK FDIC[ 9 _____________ ,/ 4---v-_ ----306 --,-~=~ -X--= -cc--=--==,----,X=-::~ _ X 305. 305.6 ':,,!;,:, ---.a LEGEND ---160 --- ---160 --- -.-----l!!!!IJ------ PR-1 11.63 1 @ (16aOO} Civil [XISTTNG CONTOUR (MAJOR} [XISTTNG CONTOUR (MINOR) PROPOS[D CONTOUR (MAJOR) PROPOS[D CONTOUR (MINOR) HYDROLOG/C BASIN BOUNDARY HYDROLOG/C FLOW PA1H PIPE FLOW PA 1H BASIN NUMBER AREA (ACR[S) NODE NUMBER El£VA TTON (ff[T) OFF -1 0.095 L=48' 0100 ""-andworks 11 0 COPPERWOOD WAY, SUITE P, OCEANSIDE, CA 92058 304. I I 304.1 !ARIS & DECK ABOW: GRAD[ ~-08 FF @ 1/l[SH ¾ /;f 'ti I 02.11 j Ll EXIS RESl CE l)/cONC 301.92 \ ARTIFICIAL '\._GRASS 302./2 \ \ LI\ 01.98 r I PATIO r-~2.21 302. 4 @ Tl/ESH 302.26/ f I ::::1 / 298.7 ls§ I Iii; ' ;;; . ;,; \ 1:1" I"' \ \ \ \ I I I i ! I ' ' 1' 11 I I ' ' I "' \l 11 " PR-2B 0. 018 L=78' PR-2C 0.022 L=57' I i,,1" iWA/---L-----.---~ ' cC L=72' ~--\ jf93 \ \ I (285.71 ' ' -1-1-I I 1@ 1 ' ' --r -,--r--, I I I I I WN UNK !mlcE I " / \ \ \ \ --------- \- \ \ I \ I \ I I I \ I ~ "' I -x- 10 -x--- 0 10 GRAPHIC SCALE S CALE: 1"= 10' I I I I I --- <I <I u~p 1nc;,7r; 1V1f-1 ,v v lU . <I Q100 0.170 CFS 278.9) <I 0100 BEFORE DET = 1.506 CFS I I I I I I I I I I I I I I <I i 0100 TOTAL WITH DET = 0.398 CFS . 275.llE) I I I ---x--- 20 ATTACHMENT 6 PROPOSED HYDROLOGIC PH: 760-908-8745 • info@civillandworks.com ;L ____________________________________________________________________________________________________________ ........ CONDITIONS