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CDP 2020-0024; TOYOTA CARLSBAD; PRELIMINARY DRAINAGE STUDY; 2021-05-13
.. .. .. -.. ---.. ----- - -- -------- • • • .. -.. .. .. C CTE: l 0-15029 Construction Testing & Engineering, Inc. !napecibn : Testing i Gooted11vca1 I Emwonmental & Construction Engineermg ! Clvi: Engineering I Surveying PRELIMINARY DRAINAGE STUDY For: Toyota Carlsbad PROJECT LOCATION: 5424 Paseo Del Norte Carlsbad, CA 92008 ASSF.SSOR•s PARCEL NUMBER: A PN: 2 l l -060w l 6 PREPARED FOR: Steller Properties. LLC 6030 A venida Encinas, Suite 220 Carlsbad, CA 92009 760w438-2000 DRAINAGE STUDY PREPARED BY: Construction Testing & Engineering. lnc. David Caron J 44 l Montiel Road, Suite 115 Escondido, CA 92026 February 20, 2020 Revised May 13, 2021 TABLE OF CONTENTS SECTIONS 1.0 DISCUSSION ...................................................................................................................... 1 1.1 GENERAL PROJECT AND PURPOSE OF STUDY ........................................................ 1 1.2 DESCRIPTION OF WATERSHED .................................................................................... 1 OFFSITE CONDITION .................................................................................................................. 1 PRE-DEVELOPED CONDITION ................................................................................................. 1 POST-DEVELOPED CONDITION ............................................................................................... 1 1.3 METHODOLOGY .............................................................................................................. 2 ASSUMPTIONS ............................................................................................................................. 2 DISCUSSION ................................................................................................................................. 2 1.4 CONCLUSION .................................................................................................................... 3 1.5 REFERENCES .................................................................................................................... 4 2.0 DECLARATION OF RESPONSIBLE CHARGE .............................................................. 5 3.0 ENGINEER OF WORK ...................................................................................................... 5 ATTACHMENTS ATTACHMENT I -PRE-DEVELOPED CONDITION HYDROLOGY MAP ATTACHMENT 2 -POST-DEVELOPED CONDITION HYDROLOGY MAP ATTACHMENT 3 -SITE MAPS, ISOPLUVIAL MAPS, AND HYDROLOGIC SOILS GROUP MAP ATTACHMENT 4 -PRE-DEVELOPED HYDROLOGY CALCULATIONS ATTACHMENT 5 -POST-DEVELOPED HYDROLOGY CALCULATIONS 1111 11111 .. .. .. .. - 11111 ---------- -----.. -.. .. --- .. .. .. Ill .. Ill .. .. ... - ... .... Ill"' ,.. .. ... .. .. IIJIII .. ,. "' ,.. ~ 1.0 DISCUSSION 1.1 GENERAL PROJECT AND PURPOSE OF STUDY The purpose of this Drainage Study is to determine storm water runoff and site drainage of a 100-year storm event. The project site is located at 5424 Paseo Del Norte in Carlsbad, CA. The project area is approximately 2.995 acres. The proposed site development consists of demoing and removing the existing buildings and pavement to prepare the site for construction of new office buildings and paving of the entire site. Additionally, storm water conveyance system, storm water treatment system and detention system will be implemented. Incidental underground utilities, hardscape, and site landscaping are also proposed with this development. The site is located in a commercial area with site elevations ranging from approximately 78 to 68 feet above mean sea level (msl). See Attachment 3 for site location and vicinity maps . 1.2 DESCRIPTION OF WATERSHED OFFSITE CONDITION The project site does receive some runons from the slopes to the east. The runons are captured via existing brow ditches and convey to discharge onto Paseo Del Norte . PRE-DEVELOPED CONDITION The project site is currently a developed car dealership. The site consists of office buildings, and pavement on the entire site. There are a few vegetated islands located around the property. The surrounding properties are predominantly developed car dealership as well. Table 1 below is a summary of the pre-development criteria for the subject project site. TABLE 1: 100 YEAR PRE-DEVELOPMENT CRITERIA TIME OF CONCENTRATION DRAINAGE TOTAL RUNOFF Node (Min.) AREA (acre) 0100 (cfs) 103 5.20 2.995 16.739 OFFSITE 5.00 0.267 0.440 TOTAL 3.262 17.179 POST-DEVELOPED CONDITION The site will be divided into three drainage management area. Area PR-1 will take most of the pavement runoff and a small portion of the building area to be conveyed by ribbon gutter directing the flow toward a biofiltration basin. Area PR-2 will consist of the building structure and some pavement runoff where it will sheet flow towards the second biofiltration basin. Area PR-3 will consist of a small area of pavement sheet flowing into the third biofiltration basin. The project location has good infiltration rate, therefore, in smaller storm events, storm water runoff will be collected in the biofiltration basin and detain while it infiltrates or evaporates. However, in larger storm events, higher flows will overflow into raised basin inlet overflow structure where it will direct the storm water offsite. 1 Table 2 below shows a summary of the post-development criteria for the subject project site. TABLE 2: 100 YEAR POST-DEVELOPMENT CRITERIA WITH DETENTION BASINS TIME OF CONCENTRATION SUB-DRAINAGE TOTAL RUNOFF Node (Min.) AREA (acre) Q100 (cfs) 106 7.37 3.261 12.381 TOTAL 3.261 12.381 1.3 METHODOLOGY ASSUMPTIONS Flow calculations per San Diego County Hydrology Manual (2003) n = 0.013 for PVC pipe n = 0.013 for surface flow on concrete/asphalt pavement From the USDA Natural Resources Conservation Service Web Soil Survey, the site soil is Group "B" See Web Soil Survey Map in Attachment 2. Per the San Diego County Hydrology Manual (2003) Rainfall Isopluvial Map, 100 Year Rainfall Event for the 6-hour storm rainfall amount "P6" is 2.5 in/hr and the 24-hour storm rainfall amount "P24" is 4.3 in/hr. Rational method hydrology is implemented to calculate the 100-year storm frequency peak flow rates for the Discretionary Permit, using the CIVILCADD/CIVILDESIGN Engineering software version 7.6 per methods as outlined within the San Diego County Hydrology Manual (2003). The hydrology calculations for pre-developed and post-developed conditions are provided within the hydrology calculations section of this report, Attached 4 and 5 respectively. DISCUSSION Hydrologic calculations were performed per methods as outlined within the San Diego Hydrology Manual (2003). The hydrology calculations for pre-developed and post-developed conditions may be found within the hydrology calculations section of this report. Hydraulic calculations for velocity checks, capacity and sizing were performed using the Autodesk® Land Development 2016 suite (Hydroflow extension) and Manning's equation. The precipitations for 6 hour and 24 hour 100-year storms were determined using the Isopluvial Maps. Those maps have been included in Attachment 1. See Attachment 1 and Attachment 2 for the relevant hydrology maps for pre-developed and post-developed conditions, respectively. 2 1111 ... 11111111 ' ... J j j 11111 11111 .. .. .. ... 11111111 ... , ... ., ... .. ... .. ... .. .. .. .. 1111 Ill 1111 Ill .. Ill .. Ill ... ... .. ... ,.. ... 1111 111111 .. 11111 .. .. 1111 11111 .. .. .. .. .. .. The coefficient of runoff "C" was found from the San Diego County Hydrology Manual Table 3- 1 or calculated using the formula on page 3-2. The site storm water runoff will be conveyed toward their respective biofiltration basins in their drainage management areas. Since the project site decrease in impervious areas, and implementing biofiltration basin for treatment and detention, the proposed peak flow rates has been reduced by approximately 5 cfs. The biofiltration basins has been designed to allow smaller storm events to infiltrate and evaporate, while allowing larger storm events to bypass the system and discharge through pipe outlet. In addition to biofiltration basins, PR-1 and PR-2 will connect to an underground storm tank vault which will provide additional storage volume for water detention and infiltration . 1.4 CONCLUSION The project flows that will be discharged off the proposed development are permissible within the criteria and specifications indicated in this study. The proposed project site will maintain the same existing drainage pattern and provide a lower flow rate than the existing flows. Although the proposed development will decrease the amount of impervious areas compare to the existing site, all onsite storm water will enter the biofiltration basins for treatment, and mitigation . Smaller storm events will detain storm water for infiltration and evapotranspiration, while larger storm event will bypass infiltration and discharge offsite via an overflow riser . A hydrologic analysis has been conducted for the subject property for a 100-year storm event. The site peak runoff for the proposed condition after detention will be less than the existing runoff condition. Pollutants from the project will be handled using post construction BMPs as detailed within the Storm Water Quality Management Plan. The proposed project runoff water will be mitigated, and peak flow discharge will be reduced, therefore, it is anticipated that the project runoff water will not adversely affect the existing storm water drainage system. 3 1.5 REFERENCES 1. City of Carlsbad Storm Water Manual 2008 2. San Diego County Hydraulic Design Manual, September 2014 3. San Diego County Hydrology Manual, June 2003 4. Web Soil Survey, San Diego Area, California. United States Natural Resource Conservation Service. 5. CIVILCADD/CIVILDESIGN Engineering Software,© 1991-2006 Version 7.6. San Diego County Control Division 2003 Manual Rational Hydrology Study. 4 .. .. 1111 .. .. ~ .. ~ .. .. .. .. .. .. .. , .. .. .. ... .. 1111111 .. ... .. .. ... 1111 .. .. .. .. .. 1111 .. .. .. .. .. ... ,. ... .. Ill .. ... 1111" .. ... .. .. .. .. 11111 .. ... 2.0 DECLARATION OF RESPONSIBLE CHARGE I hereby declared that I am the Engineer of Work for this project that l have exercised responsible charge over the design of the project as defined in section 6 703 of the business and profession code, and that the design is consistent \Vith current standards, l understand that the <.'.heck of project drawings and specifications by the County of San Diego and City of Carlsbad is confined to a review only and does not relieve me, as Engineer of Work of my responsibility for project design, 3.0 ENGINEER OF WORK Construction Testing and Engineering, Inc . 144 l Montiel Road, Suite 115 Escondido, CA 92026 Expires 9-30-22 Date 5 ... ... 11111 .. .. .. -.. ... .. .. .. 111111 .. .. .. .. ... ... ... ... ... ... ... ... .. 11111 .. 11111 .. .. ... .. .. ,.. ATTACHMENT 1 PRE-DEVELOPED CONDITION HYDROLOGY MAP I I N 0 M ~ "- I I I I I I I I tl- LEGEND -1so-...... 1 ,1 ~ ~ EX/SflNG CONTOUR 1MAJOR1 ~ ----EX/SflNG CONTOUR (MINOR) HYDROLOG/C BASIN BOUNDAR Y -----HYDROLOG/C FLOW PA TH PR-1 BASIN NUMBER I 1.63 I AREA (ACRES) @ NODE NUMBER {160.00} ELEVA noN (FEET) -- I I I I I U') 6 ;:i ~ ( I I ( I I I EX -1 ~ L=100' I I I ( I 20 0 20 40 ~, -~-"if_-~' -~1--1 GRAPHIC SCALE SCALE: , .. = zo' ATTACHMENT 1 EXISTING HYDROLOGIC CONDITIONS .,L_ ___________________________________________________________________________________ ___. .. Ill .. --Ill -.. .. Ill 111111 Ill 111111 Ill .. .. 111111 ... .. ... 111111 Ill 111111 Ill Ill .. .. -.. .. 111111 .. .. ATTACHMENT 2 POST-DEVELOPED CONDITION HYDROLOGY MAP LEGEND ----160--._ ----160 .....___ EXISTING CONTOUR (MAJOR) EXISTING CONTOUR (MINOR) PROPOSED CONTOUR (MAJOR) PROPOSED CONTOUR (MINOR) HYDROLOG/C BASIN BOUNDARY -----HYDROLOG/C PIPE FLOW PATH ----- PR -1 [IQQ] @ {160.00) HYDROLOG/C FLOW PA TH BASIN NUMBER AREA ( A GRES) NODE NUMBER ELEVATION (FEET) I I / I - I I '-----._____ I' 1'11, JI:/ ~ ._____ ._____ n ' ' i I I I I ,,-:::---------~---------~ ~ ~ ~ _.,.,---------~ .,.,,.,..-:::,___,---~,,-_::,-------_.,.,--------------------~ ~ ~---:...------:..-----.:-----------~ ----.--------v -----------~ ~ ~ ~ ,,,..,.,---,: I I I I I I I I I I I . Io I .......-9 I N .,.,.. r- Asph. /~u -; I I I I PR -2.2 1 o.5661 L=60' I I ' I I I I I I I I I I I 20 0 20 GRAPHIC SCALE SCALE: 1" = 20' 40 ATTACHMENT 2 PROPOSED HYDROLOGIC CONDITIONS <Oil..---------------------------------------------------------------------------------------------------------- ,.. ,. I ... ,. ... ,.. Iii. ATTACHMENT 3 SITE MAPS, ISOPLUVIAL MAPS, HYDROLOGIC SOILS GROUP MAP ~ ~ SITE LOCATION MAP 5424 PASEO DEL NORTE .... ..,J. SNfTOS l""'IE, 2-25-20 ,"'-"" ASStiO'MI SITE VICINITY MAP 5424 PASEO DEL NORTE IIIIA• ... J. SANTOS $;: ;,, 8 ;,, $;: :r ~ ~ ~ ~ ~ ~ ~ Orange --::--";~? · -.. -~-· +---------1-33'30' ""' counlyl '·1 • ... ,,i/. .. ··;• , , ~--... f•· (:?/:~;~/- • -~: ~;:.:;; < • C::: .. : < L Rive~side County r -~:]:~i}~:::~~i:;i~:~, ... -~· ( ' \ ; :·:::-f ~::; ) : .-···. . ... · . . ... • .••' : . #/ 33'15'- ~ \<r \j\· .. It' .• • ... \ : . ~ 33°15' __.. .. -..... '···········~~·············/· .•.. ) ~ ·• .. -·• ... :: 33"00' 1·.~1 w=:-: I L:: ;"'<i 'it\ :f i; I . .: 33•00 0 ('I {Q I)) -:, DEi. 32°45' ___ ._ -~ '-'~ •• ,; q.,., . f <~ 32'30' ' g ~ ro ~ f / 1 ~:--.>-··········i \.t'· ·· .... ._ <P ·<:;\;t\\ , .. ••. ••·'i°:-f';J'., 3 "O a, :::i. 2!.." -~, \ i -._ I s:z-45• --- MexiCO ~ _,__ __ _ ~ ~ 32'30' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year lulnfaU Evcnt-6 Houn llopluvial("""-) DPW CGIS S~GIS ...,_,,~ ... ---\I.."~ tL..n.:\im 1>,.._,(:."<'f'Cd! +N :-:.:=.~=:._~..::,==- 01~ .... ._"°'.~~ ~...-.--.... ....... ,._.._...,_...,.... ...... l,llilCWI ...... E......,.,_,....,._ .. _._....._ .. ... ,....... .. MIC!llle _,......, .... .._..,. _____ _ .......... .,. ......... .._ 3 0 3 MIies ~ ~ ~ in & 8 ,._ ~ ; ~ ~ Orange+ ., -·~ -;----J · -· -t. 33.30' 33•30'-7--; : : ""' ., County I •. ,.-...; •• ~ ... .. . . . ., . . . · . .: / !:::'.: _.: :-l R1vers1de County . . .,_ .• -~ .. , •-.:. --'--.:·... I. __ -... ·,. "t:-s ,,.,. ... : .. ,. ' I ·. · ....... ·• . ...... <'fl 33•00- 0 ~ \') -~ ~ 32•45• ----+ ... ------- 92°30' -~ !:: I [o & '. ::r;; _ ,I . :~ -: ,'. ':. \ ' ~$:::~:;• ·::':;:? 5;;)' , ,·t· ! ,---~, v~~. l .. .,,. ~ ,'' >·'.), . '···:·C:Cii~ :-') ~ ::! ~ (') 0 C ::, --<" ("'••-.. ~ ... ~-1 ,·· .. . .... .,...__.... . - .· r f if:° / ,_.-; .. !:>/:> . j1 u..:•i; ~ .. J M e X I C r L -8 !:: ~ ~ ~ ~ :2 County of San Diego Hydrology Manual Rainfall lsopluvials 100 Year Rainfall Event• 24 Hours l ~ .... ~ lsopluvial (lrd,es) I DPW •GIS S1fGIS .._,~--............... --\\c H.1"" ~ l)u,p ,(h,'(;,C\1! 4N :::-:.:,=,~=:,~--==-•~...,.,,_l"Cllt .. """"'DA#I~ ................ ..._ ....... .,~--------IHDll8 ....... E ........ ..,.. ..... _____ ...._ .. _____ .,....,,.. ........................ ______ _ ...... .,......,.,___.,_..., s 3 0 3 MIies ~ 3.J" S'!"N 3.J" 754"N 3 11: ~ s Hydrologic Soil Group-San Diego County Area, California (Toyota Carlsbad) --4a&l --46l610 -46l670 ii! i 3 11: ~ 9 - N A -4005.!!) --468610 - Map Scale: l :l,490if pr'nled on A liYldscape (11" x 8.5'') sheet ----====-------========>Meiss --1,5) 0 Zl 40 Ill ---===------=====Feet 0 SJ 100 200 DJ Map projection: Web Mercator Q:mer roordinates: WGS84 frlge tics: lJTM lone llN WGS84 USDA Natural Resources -a Conservation Service Web Soil Survey National Cooperative Soil Survey 46l670 469700 4EB7.D 469700 4EB7.D - 4W700 3 ~ ~ s ;:: ~ ~ 9 ii! i ~ i I ; I I I 2/19/2020 Page 1 of 4 33" 8' l"N 3.J" 754"N USDA -iii Hydrologic Soil Group-San Diego County Area, California (Toyota Carlsbad) MAP LEGEND MAP INFORMATION Area of Interest (AOI) D Area of Interest (AOI) Soils Soll Rating Polygons A D AID -B D BID D C D CID -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 A CJ ND ■ B ■ 8/0 Natural Resources Conservation Service CJ CJ C C/D CJ D C] Not rated or not available Water Features Streams and Canals Transportation t-+-t 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 14, Sep 16, 2019 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. 2/19/2020 Page 2 of 4 .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... ... .. .. ... .. .. ... Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Marina loamy coarse B Totals for Area of Interest sand, 2 to 9 percent slopes Description 11.5 11.5 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, B, C, and D) and three dual classes (AID, B/D, and CID). 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 B. 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 D. 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 soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes . Rating Options Aggregation Method: Dominant Condition Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey Toyota Carlsbad 100.0% 100.0% 2/19/2020 Page 3 of4 Hydrologic Soil Group-San Diego County Area, California Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey Toyota Carlsbad 2/19/2020 Page 4 of 4 , .. .., .. ., ... .., .. ., .. J J ., ... -... ... .. .. 111111 .. 111111 111111 .. .. .. .. 111111 .. .. .. 111111 .. 111111 .. .. .. .. .. .. .. .. ... .. .. .. ... ... ... ATTACHMENT 4 HYDROLOGY CALCULATIONS FOR PRE-DEVELOPED CONDITION r 1 r 1 1 1 '' 11111111 I 1 I 1 I I I I I I I I I I I I I I I I I I 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 EX-1 A 0.20 0 0.000 0 0 0 0 0.00 0% 0.00 B 0.25 32,711 0.751 0 32,491 220 0 0.00 100% 0.00 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 32,711 0.751 0 32,491 220 0 99.33% 100% 0.00 0.896 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 EX-2 A 0.20 0 0.000 0 0 0 0 0.01 0% 0.00 B 0.25 97,739 2.244 0 92,181 5,558 0 0.01 100% 0.01 C 0.30 0 0.000 0 0 0 0 0.02 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.02 0% 0.00 Total 97,739 2.244 0 92,181 5,558 0 94.31% 100% 0.01 0.863 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF OFFSITE A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 11,646 0.267 0 0 11,646 0 0.25 100% 0.25 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.35 0% 0.00 Total 11,646 0.267 0 0 11,646 0 0.00% 100% 0.25 0.250 .. ... Ill ... .. .. .. .. .. .. .. .. .. .. -... San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/25/21 ********* Hydrology Study Control Information********** Program License Serial Number 6313 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.300 P6/P24 = 58.1% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai= 0.950 Sub-Area C Value= 0.870 Initial subarea total flow distance = 100.000(Ft.) Highest elevation= 75.800(Ft.) Lowest elevation= 72.900(Ft.) Elevation difference= 2.900(Ft.) Slope= 2.900 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.90 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration 2.60 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8700)*( 80.000A.S)/( 2.900A(l/3)]= 2.60 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.31 minutes for a distance of 20.00 (Ft.) and a slope of 2.90 % with an elevation difference of 0.58(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.306 Minutes Tt=[(ll.9*0.0038A3)/( 0.58)]A.385= 0.31 Total initial area Ti= 2.60 minutes from Figure 3-3 formula plus 0.31 minutes from the Figure 3-4 formula= 2.90 minutes Calculated TC of 2.903 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff= 4.304(CFS) Total initial stream area= 0.751(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel= Depth of flow= 0.159(Ft.), Average velocity= ******* Irregular Channel Data*********** Information entered for subchannel number 1 . Point number 'X' coordinate 'Y' coordinate 1 0.00 0.20 2 30.00 0.00 3 60.00 0.20 Manning's 'N' friction factor = 0.013 Sub-Channel flow = 10.SSl(CFS) flow top width= 47.641(Ft.) velocity= 2.789(Ft/s) area= 3.783(Sq.Ft) Froude number= 1.744 Upstream point elevation= Downstream point elevation= Flow length= 384.000(Ft.) 72.900(Ft.) 66.200(Ft.) Travel time = 2.29 min. Time of concentration= 5.20 min. 10.SSl(CFS) Depth of flow= 0.159(Ft.) Average velocity= 2.789(Ft/s) Total irregular channel flow= Irregular channel normal depth Average velocity of channel(s) above invert elev.= = 2.789(Ft/s) 10.SSl(CFS) 2.789(Ft/s) 0.159(Ft.) j J J , ... J J J , .. J 11111 .. 11111 .. .. .. .. .. .. .. .. .. ... .. -.. 6.424(In/Hr) for a = 0.000 Adding area flow to channel Rainfall intensity (I)= Decimal fraction soil group A Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = [INDUSTRIAL area type (General Industrial ) Impervious value, Ai= 0.950 Sub-Area C Value= 0.870 1.000 0.000 0.000 ] 100.0 year storm Rainfall intensity= 6.424(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA= 2.606 Subarea runoff= 12.436(CFS) for Total runoff= 16.739(CFS) Total Depth of flow= 0.189(Ft.), Average End of computations, total study area 2.244(Ac.) area= 2.995(Ac.) velocity= 3.130(Ft/s) = 2.995 (Ac.) .. .. .. ... .. ... 111111 11111 111111 11111 .. ... 111111 .. 111111 11111 111111 ... .. 1111 .. ... .. .. ... .. ... .. .. .. .. -.. .. 1111 ATTACHMENT 5 HYDROLOGY CALCULATIONS FOR POST-DEVELOPED CONDITION I I I I I I ' 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I r I I 1 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 PR-1 A 0.20 0 0.000 0 0 0 0 0.05 0% 0.00 B 0.25 66,239 1.521 0 48,896 3,456 13,887 0.07 100% 0.07 C 0.30 0 0.000 0 0 0 0 0.08 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.09 0% 0.00 Total 66,239 1.521 0 48,896 3,456 13,887 73.82% 100% 0.07 0.730 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-2.1 A 0.20 0 0.000 0 0 0 0 0.01 0% 0.00 B 0.25 21,046 0.483 0 19,794 1,252 0 0.01 100% 0.01 C 0.30 0 0.000 0 0 0 0 0.02 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.02 0% 0.00 Total 21,046 0.483 0 19,794 1,252 0 94.05% 100% O.Q1 0.861 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-2.2 A 0.20 0 0.000 0 0 0 0 0.01 0% 0.00 B 0.25 24,672 0.566 0 23,783 889 0 0.01 100% 0.01 C 0.30 0 0.000 0 0 0 0 0.01 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.01 0% 0.00 Total 24,672 0.566 0 23,783 889 0 96.40% 100% 0.01 0.877 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % CValue % Fraction C Value CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-2.3 A 0.20 0 0.000 0 0 0 0 -0.07 0% 0.00 B 0.25 12,945 0.297 0 8,424 2,127 2,394 -0.09 100% 0.09 C 0.30 0 0.000 0 0 0 0 -0.10 0% 0.00 D 0.35 0 0.000 0 0 0 0 -0.12 0% 0.00 Total 12,945 0.297 0 8,424 2,127 2,394 65.08% 100% 0.09 0.673 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % CValue % Fraction C Value CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-3 A 0.20 0 0.000 0 0 0 0 0.03 0% 0.00 B 0.25 5,548 0.127 0 4,791 757 0 0.03 100% 0.03 C 0.30 0 0.000 0 0 0 0 0.04 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.05 0% 0.00 Total -5,548 0.127 0 4,791 757 0 86.36% 100% 0.03 0.811 - Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value c'Vaiue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF OFFSITE A 0.20 0 0.000 0 0 0 0 -0.20 0% 0.00 B 0.25 11,646 0.267 0 0 11,646 0 0.25 100% 0.25 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 0 0.000 0 0 0 0 -0.35 0% 0.00 Total 11,646 0.267 0 0 11,646 0 0.00% 100% 0.25 0.250 1. . ...i ,_ .. l I I..J l.-1 L.J l._J I..J l. .. .J 1. . ..1 L . ..I l._.J l. .J L._J l . .J .. ___ .J l __ J I. .. .J l.-1 -.. - .. .. -.. ,.. .. .. .. .. - .. San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/11/21 ********* Hydrology Study Control Information********** Program License Serial Number 6313 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.300 P6/P24 = 58.1% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.770 Initial subarea total flow distance = 299.000(Ft.) Highest elevation= 74.030(Ft.) Lowest elevation= 67.240(Ft.) Elevation difference= 6.790(Ft.) Slope= 2.271 % Top of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration= 4.79 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.7700)*( 65.000A,5)/( 1.000A(l/3)]= 4.79 Calculated TC of 4.789 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff= 7.714(CFS) Total initial stream area= 1.521(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 61.500(Ft.) Downstream point/station elevation= 60.430(Ft.) Pipe length = 125.00(Ft.) Slope= 0.0086 Manning's N = No. of pipes= 1 Required pipe flow = 7.714(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow = 7.714(CFS) Normal flow depth in pipe= 12.12(In.) Flow top width inside pipe= 16.89(In.) Critical Depth= 12.91(In.) Pipe flow velocity= 6.10(Ft/s) Travel time through pipe= 0.34 min. Time of concentration (TC)= 5.13 min. End of computations, total study area= 1. 521 (Ac.) 0.013 ., .. ... J .., ' ~ J , ~ , .. ., .. J , .. - ... .. ... -.. .. Ill .. .. .. .. .. -.. .. .. .. .. -.. .. .. .. .. .. .. -.. .. ... .. .. San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/25/21 ********* Hydrology Study Control Information********** Program License Serial Number 6313 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.300 P6/P24 = 58.1% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai= 0.950 Sub-Area C Value= 0.870 Initial subarea total flow distance = 59.000(Ft.) Highest elevation= 75.120(Ft.) Lowest elevation= 73.830(Ft.) Elevation difference= 1.290(Ft.) Slope= 2.186 % Top of Initial Area Slope adjusted by User to 2.153 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.15 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration= 2.68 minutes TC= [1.8*(1.l-C)*distance(Ft.)A,5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8700)*( 70.000A,5)/( 2.153A(l/3)]= 2.68 Calculated TC of 2.682 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff= 2.768(CFS) Total initial stream area= 0.483(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 71.800(Ft.) Downstream point/station elevation= 70.860(Ft.) Pipe length = 134.00(Ft.) Slope= 0.0070 Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 2.768(CFS) Given pipe size= 12.00(In.) Calculated individual pipe flow = 2.768(CFS) Normal flow depth in pipe= 9.14(In.) Flow top width inside pipe= 10.22(In.) Critical Depth= 8.56(In.) Pipe flow velocity= 4.31(Ft/s) Travel time through pipe= 0.52 min. Time of concentration (TC)= 3.20 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 0.483(Ac.) Runoff from this stream= 2.768(CFS) Time of concentration= 3.20 min. Rainfall intensity= 6.587(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] J , ... ., J ... J .. I .. ., ... , .. .. .. - .. .. (General Industrial ) Impervious value, Ai= 0.950 Sub-Area C Value= 0.870 Initial subarea total flow distance = 60.000(Ft.) Highest elevation= 75.260(Ft.) Lowest elevation= 74.120(Ft.) Elevation difference= l.140(Ft.) Slope= 1.900 % Top of Initial Area Slope adjusted by User to 1.833 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.83 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration= 2.83 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8700)*( 70.000A.5)/( 1.833A(l/3)]= 2.83 Calculated TC of 2.830 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff= 3.243(CFS) Total initial stream area= 0.566(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.566(Ac.) Runoff from this stream= 3.243(CFS) Time of concentration= 2.83 min. Rainfall intensity= 6.587(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.768 3.20 6.587 2 3.243 2.83 6.587 Qmax(l) = 1.000 * 1.000 * 2.768) + 1.000 * 1.000 * 3.243) + = 6.011 Qmax(2) = 1.000 * 0.884 * 2.768) + 1.000 * 1.000 * 3.243) + = 5.691 Total of 2 main streams to confluence: Flow rates before confluence point: 2.768 3.243 Maximum flow rates at confluence using above data: 6.011 5.691 Area of streams before confluence: 0.483 0.566 Results of confluence: Total flow rate= 6.011(CFS) Time of concentration= 3.200 min. Effective stream area after confluence = 1.049(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 70.860(Ft.) Downstream point/station elevation= 66.830(Ft.) Pipe length = 390.00(Ft.) Slope= 0.0103 Manning's N = No. of pipes= 1 Required pipe flow = 6.011(CFS) Given pipe size= 15.00(In.) Calculated individual pipe flow = 6.011{CFS) Normal flow depth in pipe= 11.30(In.) Flow top width inside pipe= 12.94(In.) Critical Depth= 11.89(In.) Pipe flow velocity= 6.07(Ft/s) Travel time through pipe= 1.07 min. Time of concentration (TC)= 4.27 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 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= 1.049(Ac.) Runoff from this stream= 6.011(CFS) Time of concentration= 4.27 min. Rainfall intensity= 6.587(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A= 0.000 J ., I .. , ... , .. J J , .,; J J , .. ... ... .. --.. .. ... ---.. -... -.. Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.670 Initial subarea total flow distance = 243.000(Ft.) Highest elevation= 75.130(Ft.) Lowest elevation= 67.980(Ft.) Elevation difference= 7.150(Ft.) Slope= 2.942 % Top of Initial Area Slope adjusted by User to 2.955 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 2.96 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration= 5.12 minutes TC= [1.8*(1.l-C)*distance(Ft.)A,5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.6700)*( 90.000A.5)/( 2.955A(l/3)]= 5.12 Rainfall intensity (I)= 6.489(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.670 Subarea runoff= 1.291(CFS) Total initial stream area= 0.297(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 66.860(Ft.) Downstream point/station elevation= 66.830(Ft.) Pipe length = 4.00(Ft.) Slope= 0.0075 Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 1.291(CFS) Given pipe size= 10.00(In.) Calculated individual pipe flow = 1.291(CFS) Normal flow depth in pipe= 6.05(In.) Flow top width inside pipe= 9.78(In.) Critical Depth= 6.09(In.) Pipe flow velocity= 3.74(Ft/s) Travel time through pipe= 0.02 min. Time of concentration (TC)= 5.13 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= Runoff from this stream Time of concentration= Rainfall intensity= Summary of stream data: 0.297(Ac.) = 1.291(CFS) 5.13 min. 6.475(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 6.011 4.27 6.587 2 1.291 5.13 6.475 Qmax(l) = 1.000 * 1.000 * 6.011) + 1.000 * 0.832 * 1. 291) + = 7.085 Qmax(2) = 0.983 * 1.000 * 6.011) + 1.000 * 1.000 * 1. 291) + = 7.200 Total of 2 main streams to confluence: Flow rates before confluence point: 6.011 1.291 Maximum flow rates at confluence using above data: 7.085 7.200 Area of streams before confluence: 1.049 0.297 Results of confluence: Total flow rate= 7.200{CFS) Time of concentration= 5.135 min. Effective stream area after confluence = 1. 346(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 63.300(Ft.) Downstream point/station elevation= 61.280(Ft.) Pipe length = 27.00(Ft.) Slope= 0.0748 Manning's N = No. of pipes= 1 Required pipe flow = 7.200{CFS) Given pipe size= 15.00(In.) Calculated individual pipe flow = 7.200{CFS) Normal flow depth in pipe= 6.67(In.) Flow top width inside pipe= 14.91(In.) Critical Depth= 12.87(In.) Pipe flow velocity= 13.66(Ft/s) Travel time through pipe= 0.03 min. Time of concentration (TC)= 5.17 min. 0.013 , ... .. .I ... 111111 .. .. ... I , .. J , 1111111 , .. .. .. .. - -• .. - -• .. • .. • ... ... • End of computations, total study area= 1.346 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/11/21 ********* Hydrology Study Control Information********** Program License Serial Number 6313 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.300 P6/P24 = 58.1% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.800 Initial subarea total flow distance = 83.000(Ft.) Highest elevation= 69.430(Ft.) Lowest elevation= 66.400(Ft.) Elevation difference= 3.030(Ft.) Slope= 3.651 % Top of Initial Area Slope adjusted by User to 4.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.23 minutes .. I ... , ... , ... J J j J .. Ill .. ... .. ---.. .. .. -.. .. -.. .. ... -.. TC= [1.8*(1.1-C)*distance(Ft.)A.S)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8000)*( 90.000A.S)/( 4.000A(l/3)]= 3.23 Calculated TC of 3.227 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff= 0.669(CFS) Total initial stream area= 0.127(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 61.130(Ft.) Downstream point/station elevation= 60.430(Ft.) Pipe length = 43.00(Ft.) Slope= 0.0163 Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 0.669(CFS) Given pipe size= 6.00(In.) Calculated individual pipe flow = 0.669(CFS) Normal flow depth in pipe= 4.59(In.) Flow top width inside pipe= 5.08(In.) Critical Depth= 4.96(In.) Pipe flow velocity= 4.14(Ft/s) Travel time through pipe= 0.17 min. Time of concentration (TC)= 3.40 min. End of computations, total study area= 0.127 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/11/21 ********* Hydrology Study Control Information********** Program License Serial Number 6313 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.300 P6/P24 = 58.1% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.250 Initial subarea total flow distance = 35.000(Ft.) Highest elevation= 99.190(Ft.) Lowest elevation= 82.870(Ft.) Elevation difference= 16.320(Ft.) Slope= 46.629 % Top of Initial Area Slope adjusted by User to 47.857 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 47.86 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration= 4.21 minutes .. .. ., .. .. ... .. ... , "" :J J ... .. 11111 ,.. ... .. .. .. .. .. .. .. .. .. ... -... -... .. .. .. .. .. .. ... .. .. .. .. .. ,. .. ,. .. .. .. TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.2500)*( 100.000A.5)/( 47.857A(l/3)]= 4.21 Calculated TC of 4.214 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.250 Subarea runoff= 0.440(CFS) Total initial stream area= 0.267(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= Downstream point elevation= Channel length thru subarea Channel base width = Slope or 'Z' of left channel 82.870(Ft.) 80.780(Ft.) = 173.000(Ft.) 0.000(Ft.) bank = 1.000 Slope or 'Z' of right channel bank= 1.000 Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.440(CFS) Depth of flow= 0.389(Ft.), Average velocity= 2.902(Ft/s) Channel flow top width= 0.778(Ft.) Flow Velocity= 2.90(Ft/s) Travel time = 0.99 min . Time of concentration= 5.21 min. Critical depth= 0.414(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 74.100(Ft.) Downstream point/station elevation= 61.280(Ft.) Pipe length = 373.00(Ft.) Slope= 0.0344 Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 0.440(CFS) Given pipe size= 6.00(In.) Calculated individual pipe flow = 0.440(CFS) Normal flow depth in pipe= 2.72(In.) Flow top width inside pipe= 5.97(In.) Critical Depth= 4.05(In.) Pipe flow velocity= 5.08(Ft/s) Travel time through pipe= 1.22 min . Time of concentration (TC)= 6.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 0.267(Ac.) Runoff from this stream= 0.440(CFS) Time of concentration= 6.43 min. Rainfall intensity= 5.599(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 404.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'C' value of 0.826 given for subarea Rainfall intensity (I)= 6.471(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 5.14 min. Rain intensity= 6.47(In/Hr) Total area= 1.346(Ac.) Total runoff= 7.200(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 404.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 1.346(Ac.) Runoff from this stream= 7.200(CFS) Time of concentration= 5.14 min. Rainfall intensity= 6.471(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.440 6.43 5.599 2 7.200 5.14 6.471 Qmax(l) = 1.000 * 1.000 * 0.440) + 0.865 * 1.000 * 7.200) + = 6.670 Qmax(2) = 1.000 * 0.799 * 0.440) + 1.000 * 1.000 * 7.200) + = 7.551 Total of 2 main streams to confluence: Flow rates before confluence point: j J , .. .. l .. J J .. .. j J J J ., .. J J -.. .. .. - ---------Ill -.. -.. -.. --.. .. .. -.. ----- 0.440 7.200 Maximum flow rates at confluence using above data: 6.670 7.551 Area of streams before confluence: 0.267 1.346 Results of confluence: Total flow rate= 7.551(CFS) Time of concentration= 5.140 min. Effective stream area after confluence = 1.613(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 61.280(Ft.) Downstream point/station elevation= 60.430(Ft.) Pipe length = 62.00(Ft.) Slope= 0.0137 Manning's N = No. of pipes= 1 Required pipe flow = 7.551(CFS) Given pipe size= 15.00(In.) Calculated individual pipe flow = 7.551(CFS) Normal flow depth in pipe= 12.28(In.) Flow top width inside pipe= 11.56(In.) Critical Depth= 13.ll(In.) Pipe flow velocity= 7.03(Ft/s) Travel time through pipe= 0.15 min. Time of concentration (TC)= 5.29 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 1.613(Ac.) Runoff from this stream= 7.SSl(CFS) Time of concentration= 5.29 min. Rainfall intensity= 6.354(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'C' value of 0.770 given for subarea Rainfall intensity (I)= 6.479(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 5.13 min. Rain intensity= 6.48(In/Hr) Total area= 1.521(Ac.) Total runoff= 7.714(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 1.521{Ac.) Runoff from this stream -7.714(CFS) Time of concentration= 5.13 min. Rainfall intensity= 6.479(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 105.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'C' value of 0.800 given for subarea Calculated TC of 3.400 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.587(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 3.40 min. Rain intensity= 6.59(In/Hr) Total area= 0.127(Ac.) Total runoff= 0.669{CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area= 0.127(Ac.) Runoff from this stream= 0.669{CFS) Time of concentration= 3.40 min. Rainfall intensity= 6.587(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.551 5.29 6.354 2 7.714 5.13 6.479 3 0.669 3.40 6.587 .. .. .. .. .. .. ... .. .. - .. .. ,.. ----.. .. .. .. .. .. ,. .. .. • .. .. .. .. .. .. ... .. .. .. .. .. ,,. - Qmax(l) = 1.000 * 1.000 * 7.551) + 0.981 * 1.000 * 7.714) + 0.965 * 1.000 * 0.669) + = 15.762 Qmax(2) = 1.000 * 0.970 * 7.551) + 1.000 * 1.000 * 7.714) + 0.984 * 1.000 * 0.669) + = 15.699 Qmax(3) = 1.000 * 0.643 * 7.551) + 1.000 * 0.663 * 7.714) + 1.000 * 1.000 * 0.669) + = 10.638 Total of 3 main streams to confluence: Flow rates before confluence point: 7.551 7.714 0.669 Maximum flow rates at confluence using above data: 15.762 15.699 10.638 Area of streams before confluence: 1.613 1.521 0.127 Results of confluence: Total flow rate= 15.762(CFS) Time of concentration= 5.287 min. Effective stream area after confluence = 3. 261(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 60.430(Ft.) Downstream point/station elevation= 59.670(Ft.) Pipe length = 30.00(Ft.) Slope= 0.0253 Manning's N = No. of pipes= 1 Required pipe flow = 15.762(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow = 15.762(CFS) Normal flow depth in pipe= 13.90(In.) Flow top width inside pipe= 15.10(In.) Critical Depth= 17.04(In.) Pipe flow velocity= 10.76(Ft/s) Travel time through pipe= 0.05 min . Time of concentration (TC)= 5.33 min. End of computations, total study area= 3.261 (Ac.) 0.013 Stage Storage Capacity Caculations Hydrology Parameters Infiltration rate 0.21 inches / hour Before Detention Qout =AV= A acres• 43560 sf/Acre (infiltration rate in/hr)• 1ft/12in (1 hr/3600 sec) Q= 7.714 cfs A= 1.521 Acre Orifice Flow: Q = C •A• sqrt(2gh) Tc= 4.79 min. g= 32.20 sf/sec C= 0.770 C= 0.60 I= 8.668 in/hr 1onfic1rt After Detention No. of openings 1 LI.I= 2.00 min. Elevation 0.25 Q= 6.256 cfs diameter 0.5 inches 0.04 ft I A= 1.521 Acre A= 0.00 sf Tc= 6.79 min. C= 0.770 W2ir O~nin9:.1 Elevation 0.00 Cd 0.60 Width 0 ft g 32.20 sf/sec --- I~ No. of openings 0 Elevation 0.00 diameter 0 inches 0.00 ft A= 0.00 sf Grate Inlet-Overflow Elevation 4.25 Cw 3.00 L 2.0 ft w 2.0 ft Lw 8 sf Stage Storage Ar!!llf Effective Head Qcfs Effective Head Qcfs Effective Head g cfs Effective Head Qcfs Qtotal Draw down Water Deeth (ftl Voluma(ct} Area (Ac.ft} Infiltration (ftl g Infiltration Orifica-1 Orifica-1 ~ Orifica-2 ~ ~ ~ ~ g inf+ g orifice .i!!.!!2!!r! 0.00 0 0.000 N/A 0.000 N/A 0.00 N/A 0.00 N/A 0.00 N/A 0.00 0.000 0.0 3.25 40 0.001 1,451 0.007 2.98 0.01 N/A 0.00 0.00 0.00 N/A 0.00 0.018 0.6 3.75 766 0.018 1,451 0.007 3.48 0.01 N/A 0.00 0.00 0.00 N/A 0.00 0.019 11.0 4.20 1,418 0.033 1,451 0.007 3.93 0.01 4.20 0.00 0.00 0.00 0.00 0.00 0.020 19.6 5.00 2,579 0.059 1,451 0.007 4.73 0.01 5.00 0.00 5.00 0.00 0.75 7.79 7.816 0.1 1312D -CTE -Toyota DET1 5/11/2021 L....I L.J L...I L...I LJ f......J L.J L...I l.--1 LJ l.. ,.,J L...I lJ l.-1 l .. .J I. . .I I.~ L...I I.__..I ... .. .. .. .. .. .. .. .. ,. .. .. ,,. .. San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/25/21 ********* Hydrology Study Control Information********** Program License Serial Number 6313 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.300 P6/P24 = 58.1% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.770 Initial subarea total flow distance = 299.000(Ft.) Highest elevation= 74.030(Ft.) Lowest elevation= 67.240(Ft.) Elevation difference= 6.790(Ft.) Slope= 2.271 % Top of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration= 4.79 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.7700)*( 65.000A.5)/( 1.000A(l/3)]= 4.79 Calculated TC of 4.789 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff= 7.714(CFS) Total initial stream area= 1.521(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** 6 HOUR HYDROGRAPH **** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph Data -Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration= 4.79 Basin Area= 1. 52 Acres 6 Hour Rainfall= 2.500 Inches Runoff Coefficient = 0.770 Peak Discharge= 7.71 CFS Time (Min) Discharge (CFS) 0 0.000 4 0.174 8 0.175 12 0.178 16 0.179 20 0.182 24 0.184 28 0.187 32 0.188 36 0.191 40 0.193 44 0.196 48 0.198 52 0.201 56 0.203 60 0.207 64 0.209 68 0.213 72 0.215 76 0.220 80 0.222 84 0.227 88 0.229 92 0.234 96 0.237 100 0.243 , ., ., .. ., .. ., 11111 j , ... .., .. , .. J .. .. -.. 104 0.246 108 0.252 .. 112 0.255 .. 116 0.262 120 0.266 -124 0.273 .. 128 0.277 132 0.286 -136 0.291 140 0.300 .. 144 0.305 -148 0.316 152 0.322 .. 156 0.335 160 0.342 -164 0.356 .. 168 0.364 172 0.382 .. 176 0.392 .. 180 0.413 184 0.425 .. 188 0.451 192 0.466 1111 196 0.499 200 0.519 .. 204 0.564 .. 208 0.590 212 0.655 .. 216 0.694 .. 220 0.796 224 0.863 -228 1.055 .. 232 1.201 236 1. 764 ... 240 2.485 244 7.714 .. 248 1.415 252 0.947 .. 256 0.741 .. 260 0.620 264 0.540 .. 268 0.482 .. 272 0.437 276 0.402 -280 0.373 284 0.349 .. 288 0.328 292 0.311 .. 296 0.295 .. 300 0.282 .. .. ... .. 304 0.270 308 0.259 312 0.249 316 0.240 320 0.232 324 0.224 328 0.217 332 0.211 336 0.205 340 0.200 344 0.194 348 0.190 352 0.185 356 0.181 360 0.177 364 0.173 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 Hydrograph in 1 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 1.9 3.9 5.8 7.7 -------------------------------------------------------------------- 0+ 0 0.0000 0.00 Q 0+ 1 0.0001 0.04 Q 0+ 2 0.0002 0.09 Q 0+ 3 0.0004 0.13 Q 0+ 4 0.0006 0.17 Q 0+ 5 0.0008 0.17 Q 0+ 6 0.0011 0.17 Q 0+ 7 0.0013 0.18 Q 0+ 8 0.0016 0.18 Q 0+ 9 0.0018 0.18 Q 0+10 0.0021 0.18 Q 0+11 0.0023 0.18 Q 0+12 0.0025 0.18 Q 0+13 0.0028 0.18 Q 0+14 0.0030 0.18 Q 0+15 0.0033 0.18 Q 0+16 0.0035 0.18 Q 0+17 0.0038 0.18 Q 0+18 0.0040 0.18 Q 0+19 0.0043 0.18 Q 0+20 0.0045 0.18 Q 0+21 0.0048 0.18 Q 0+22 0.0050 0.18 Q 0+23 0.0053 0.18 Q 0+24 0.0055 0.18 Q .. .. j J ., .. ., .. j J J :J J ., .; j .. .. ,.,_ .. 0+25 0.0058 0.18 Q 0+26 0.0060 0.19 QV .. 0+27 0.0063 0.19 QV .. 0+28 0.0066 0.19 QV 0+29 0.0068 0.19 QV .. 0+30 0.0071 0.19 QV -0+31 0.0073 0.19 QV 0+32 0.0076 0.19 QV -0+33 0.0078 0.19 QV 0+34 0.0081 0.19 QV • 0+35 0.0084 0.19 QV 0+36 0.0086 0.19 QV -0+37 0.0089 0.19 QV • 0+38 0.0092 0.19 QV 0+39 0.0094 0.19 QV .. 0+40 0.0097 0.19 QV 11111 0+41 0.0100 0.19 Q 0+42 0.0102 0.19 Q -0+43 0.0105 0.20 Q .. 0+44 0.0108 0.20 Q 0+45 0.0110 0.20 Q -0+46 0.0113 0.20 Q 0+47 0.0116 0.20 Q .. 0+48 0.0119 0.20 QV 0+49 0.0121 0.20 QV -0+50 0.0124 0.20 QV .. 0+51 0.0127 0.20 QV 0+52 0.0130 0.20 QV .. 0+53 0.0132 0.20 QV .. 0+54 0.0135 0.20 QV 0+55 0.0138 0.20 QV -0+56 0.0141 0.20 QV 0+57 0.0144 0.20 QV .. 0+58 0.0146 0.21 QV 0+59 0.0149 0.21 QV .. 1+ 0 0.0152 0.21 QV .. 1+ 1 0.0155 0.21 QV 1+ 2 0.0158 0.21 QV .. 1+ 3 0.0161 0.21 QV .. 1+ 4 0.0164 0.21 QV 1+ 5 0.0166 0.21 QV .. 1+ 6 0.0169 0.21 QV -1+ 7 0.0172 0.21 QV 1+ 8 0.0175 0.21 QV -1+ 9 0.0178 0.21 Q V 1+10 0.0181 0.21 Q V .. 1+11 0.0184 0.21 Q V 1+12 0.0187 0.22 Q V .. 1+13 0.0190 0.22 Q V .. 1+14 0.0193 0.22 Q V ,. .. .. .. --~·--------~ - ~ .. q 1+15 0.0196 0.22 .. Q V 1+16 0.0199 0.22 Q V ., 1+17 0.0202 0.22 Q V -' 1+18 0.0205 0.22 Q V 1+19 0.0208 0.22 Q V 1+20 0.0211 0.22 Q V .. l 1+21 0.0214 0.22 Q V ... 1+22 0.0217 0.22 Q V 1+23 0.0220 0.23 Q V ., 1+24 0.0224 0.23 Q V 111111 1+25 0.0227 0.23 Q V 1+26 0.0230 0.23 Q V ., 1+27 0.0233 0.23 Q V .. 1+28 0.0236 0.23 Q V 1+29 0.0239 0.23 Q V ., 1+30 0.0243 0.23 Q V 1+31 0.0246 0.23 Q V ., 1+32 0.0249 0.23 Q V 1+33 0.0252 0.24 Q V .. I 1+34 0.0255 0.24 Q V .. 1+35 0.0259 0.24 Q V 1+36 0.0262 0.24 Q V .. 1+37 0.0265 0.24 Q V .. 1+38 0.0269 0.24 Q V 1+39 0.0272 0.24 Q V ., 1+40 0.0275 0.24 Q V .. 1+41 0.0279 0.24 Q V 1+42 0.0282 0.24 Q V 1+43 0.0285 0.25 Q V ., 1+44 0.0289 0.25 Q V .. 1+45 0.0292 0.25 Q V 1+46 0.0296 0.25 Q V ., 1+47 0.0299 0.25 Q V .. 1+48 0.0302 0.25 Q V 1+49 0.0306 0.25 Q V J 1+50 0.0309 0.25 Q V 1+51 0.0313 0.25 Q V 1+52 0.0316 0.26 Q V , 1+53 0.0320 0.26 Q V 1+54 0.0324 0.26 Q V -' 1+55 0.0327 0.26 Q V 1+56 0.0331 0.26 Q V , 1+57 0.0334 0.26 IQ V .. 1+58 0.0338 0.26 IQ V 1+59 0.0342 0.26 IQ V .. 2+ 0 0.0345 0.27 IQ V .; 2+ 1 0.0349 0.27 IQ V 2+ 2 0.0353 0.27 IQ V ., 2+ 3 0.0356 0.27 IQ V 2+ 4 0.0360 0.27 IQ V .. ., .. J jllllll .. .. .. 2+ 5 0.0364 0.27 Q V 2+ 6 0.0368 0.28 Q V .. 2+ 7 0.0372 0.28 Q V .. 2+ 8 0.0375 0.28 Q V 2+ 9 0.0379 0.28 Q V .. 2+10 0.0383 0.28 Q V .. 2+11 0.0387 0.28 Q V 2+12 0.0391 0.29 Q V .. 2+13 0.0395 0.29 Q V .. 2+14 0.0399 0.29 Q V 2+15 0.0403 0.29 Q V -2+16 0.0407 0.29 Q V 2+17 0.0411 0.29 Q V .. 2+18 0.0415 0.30 Q V 2+19 0.0419 0.30 Q V .. 2+20 0.0423 0.30 Q V .. 2+21 0.0427 0.30 Q V 2+22 0.0432 0.30 Q V .. 2+23 0.0436 0.30 Q V 1111 2+24 0.0440 0.31 Q V 2+25 0.0444 0.31 Q V .. 2+26 0.0449 0.31 Q V 2+27 0.0453 0.31 Q V .. 2+28 0.0457 0.32 Q V .. 2+29 0.0462 0.32 Q V 2+30 0.0466 0.32 Q V -2+31 0.0470 0.32 Q V 2+32 0.0475 0.32 Q V ,.. 2+33 0.0479 0.33 Q V 1111 2+34 0.0484 0.33 Q V 2+35 0.0488 0.33 Q V -2+36 0.0493 0.33 Q V 1111 2+37 0.0498 0.34 Q V 2+38 0.0502 0.34 Q V !11111 2+39 0.0507 0.34 Q V 2+40 0.0512 0.34 Q V -2+41 0.0516 0.35 Q V 2+42 0.0521 0.35 Q V ,.. 2+43 0.0526 0.35 Q V .. 2+44 0.0531 0.36 Q V 2+45 0.0536 0.36 Q V ... 2+46 0.0541 0.36 Q V ... 2+47 0.0546 0.36 Q V 2+48 0.0551 0.36 Q V .. 2+49 0.0556 0.37 Q V 2+50 0.0561 0.37 Q V 1111 2+51 0.0566 0.38 Q V .. 2+52 0.0572 0.38 Q V 2+53 0.0577 0.38 Q V .. 2+54 0.0582 0.39 Q V ,,,. .. .. .. -·~~-·--------~"'• ~·~ ,,,,,_,_< __ ~------,~----··------.. ~--------------------· ., .. .. VI .. 2+55 0.0588 0.39 Q 2+56 0.0593 0.39 Q V .. 2+57 0.0598 0.40 Q V J 2+58 0.0604 0.40 Q V 2+59 0.0610 0.41 Q V 3+ 0 0.0615 0.41 Q V .., ' 3+ 1 0.0621 0.42 Q V ... 3+ 2 0.0627 0.42 Q V 3+ 3 0.0633 0.42 Q V J 3+ 4 0.0638 0.42 Q V 3+ 5 0.0644 0.43 Q V 3+ 6 0.0650 0.44 Q IV .. 3+ 7 0.0657 0.44 Q IV ' 3+ 8 0.0663 0.45 Q IV .. 3+ 9 0.0669 0.45 Q V ., 3+10 0.0675 0.46 Q V 3+11 0.0682 0.46 Q V ... 3+12 0.0688 0.47 Q V 3+13 0.0695 0.47 Q V .. 3+14 0.0701 0.48 Q V J 3+15 0.0708 0.49 Q V 3+16 0.0715 0.50 Q V ., 3+17 0.0722 0.50 Q V .. 3+18 0.0729 0.51 Q V 3+19 0.0736 0.51 Q V , 3+20 0.0743 0.52 Q V 3+21 0.0750 0.53 Q V ... 3+22 0.0758 0.54 Q V 3+23 0.0765 0.55 Q V , 3+24 0.0773 0.56 Q V .. 3+25 0.0781 0.57 Q V 3+26 0.0789 0.58 Q V , 3+27 0.0797 0.58 Q V ... 3+28 0.0805 0.59 Q V 3+29 0.0814 0.61 Q V J 3+30 0.0822 0.62 Q V 3+31 0.0831 0.64 Q V 3+32 0.0840 0.65 Q V J 3+33 0.0849 0.66 Q V 3+34 0.0858 0.67 Q V 3+35 0.0868 0.68 Q V 3+36 0.0877 0.69 Q V J 3+37 0.0887 0.72 Q V 3+38 0.0898 0.75 Q V 3+39 0.0908 0.77 Q V J 3+40 0.0919 0.80 Q V 3+41 0.0930 0.81 Q V 3+42 0.0942 0.83 Q V J 3+43 0.0953 0.85 Q V 3+44 0.0965 0.86 Q V J J ,. .. .. ... 3+45 0.0978 0.91 Q V 3+46 0.0991 0.96 Q V .. 3+47 0.1005 1.01 Q V 1111 3+48 0.1019 1.05 Q V 3+49 0.1034 1.09 Q V -3+50 0.1050 1.13 Q V .. 3+51 0.1066 1.16 Q V 3+52 0.1083 1.20 Q V .. 3+53 0.1101 1.34 Q V 3+54 0.1121 1.48 Q V 1111 3+55 0.1144 1.62 Q V 3+56 0.1168 1. 76 Q V .. 3+57 0.1195 1.94 Q V 1111 3+58 0.1224 2.12 Q V 3+59 0.1256 2.30 Q IV .. 4+ 0 0.1290 2.49 Q IV Ill 4+ 1 0.1342 3.79 Q V 4+ 2 0.1413 5.10 V Q .. 4+ 3 0.1501 6.41 V Q .. 4+ 4 0.1607 7.71 V Q 4+ 5 0.1692 6.14 V Q .. 4+ 6 0.1755 4.56 Q V 4+ 7 0.1796 2.99 Q V Ill 4+ 8 0.1815 1.41 Q V 4+ 9 0.1833 1.30 Q V .. 4+10 0.1849 1.18 Q V .. 4+11 0.1864 1.06 Q V 4+12 0.1877 0.95 Q V .. 4+13 0.1889 0.90 Q V .. 4+14 0.1901 0.84 Q V 4+15 0.1912 0.79 Q V .. 4+16 0.1922 0.74 Q V .. 4+17 0.1932 0.71 Q V 4+18 0.1941 0.68 Q V 4+19 0.1950 0.65 Q V .. 4+20 0.1959 0.62 Q V .. 4+21 0.1967 0.60 Q V 4+22 0.1975 0.58 Q V .. 4+23 0.1983 0.56 Q V Ill 4+24 0.1990 0.54 Q V 4+25 0.1997 0.53 Q V .. 4+26 0.2005 0.51 Q V -4+27 0.2011 0.50 Q V 4+28 0.2018 0.48 Q V .. 4+29 0.2024 0.47 Q V 4+30 0.2031 0.46 Q V .. 4+31 0.2037 0.45 Q V 4+32 0.2043 0.44 Q V .. 4+33 0.2049 0.43 Q V Ill 4+34 0.2055 0.42 Q V .. .. ... - ,... .. ~,~· , ___ _,, .. _ J :J 4+35 0.2060 0.41 Q V 4+36 0.2066 0.40 Q V J 4+37 0.2071 0.39 Q V 4+38 0.2077 0.39 Q V 4+39 0.2082 0.38 Q V 4+40 0.2087 0.37 Q V .. I 4+41 0.2092 0.37 Q V ... 4+42 0.2097 0.36 Q V 4+43 0.2102 0.35 Q V J 4+44 0.2107 0.35 Q V 4+45 0.2111 0.34 Q V 4+46 0.2116 0.34 Q V ., 4+47 0.2121 0.33 Q V ~ 4+48 0.2125 0.33 Q V 4+49 0.2130 0.32 Q V J 4+50 0.2134 0.32 Q V 4+51 0.2138 0.32 Q V 4+52 0.2143 0.31 Q V 4+53 0.2147 0.31 Q V j 4+54 0.2151 0.30 Q V 4+55 0.2155 0.30 Q V 4+56 0.2159 0.30 Q V j 4+57 0.2163 0.29 Q V 4+58 0.2167 0.29 Q V 4+59 0.2171 0.29 Q V , 5+ 0 0.2175 0.28 Q V 5+ 1 0.2179 0.28 Q V .. 5+ 2 0.2183 0.28 Q V 5+ 3 0.2187 0.27 Q V ., 5+ 4 0.2190 0.27 Q V .. 5+ 5 0.2194 0.27 Q V 5+ 6 0.2198 0.26 Q V :J 5+ 7 0.2201 0.26 Q V 5+ 8 0.2205 0.26 Q V 5+ 9 0.2208 0.26 Q V J 5+10 0.2212 0.25 Q V 5+11 0.2215 0.25 Q V 5+12 0.2219 0.25 Q V :J 5+13 0.2222 0.25 Q V 5+14 0.2225 0.24 Q V 5+15 0.2229 0.24 Q V 5+16 0.2232 0.24 Q V ., 5+17 0.2235 0.24 Q V .. 5+18 0.2239 0.24 Q V 5+19 0.2242 0.23 Q V J 5+20 0.2245 0.23 Q V 5+21 0.2248 0.23 Q V 5+22 0.2251 0.23 Q V J 5+23 0.2254 0.23 Q V 5+24 0.2257 0.22 Q V J ., ..i .. .. -.. 5+25 0.2261 0.22 Q V 5+26 0.2264 0.22 Q V .. 5+27 0.2267 0.22 Q V .. 5+28 0.2270 0.22 Q V 5+29 0.2273 0.22 Q V -5+30 0.2275 0.21 Q V .. 5+31 0.2278 0.21 Q V 5+32 0.2281 0.21 Q V -5+33 0.2284 0.21 Q V 5+34 0.2287 0.21 Q V • 5+35 0.2290 0.21 Q V -5+36 0.2293 0.21 Q V 5+37 0.2296 0.20 Q V .. 5+38 0.2298 0.20 Q V 5+39 0.2301 0.20 Q V -5+40 0.2304 0.20 Q V .. 5+41 0.2307 0.20 Q V 5+42 0.2309 0.20 Q V Ill 5+43 0.2312 0.20 Q V .. 5+44 0.2315 0.19 Q V 5+45 0.2317 0.19 Q V -5+46 0.2320 0.19 Q V 5+47 0.2323 0.19 Q V .. 5+48 0.2325 0.19 Q V 5+49 0.2328 0.19 Q V .. 5+50 0.2330 0.19 Q V .. 5+51 0.2333 0.19 Q V 5+52 0.2336 0.19 Q V -5+53 0.2338 0.18 Q V -5+54 0.2341 0.18 Q V 5+55 0.2343 0.18 Q V -5+56 0.2346 0.18 Q V 1111 5+57 0.2348 0.18 Q V 5+58 0.2351 0.18 Q V Ill 5+59 0.2353 0.18 Q V 6+ 0 0.2355 0.18 Q V .. 6+ 1 0.2358 0.18 Q V 6+ 2 0.2360 0.17 Q V .. 6+ 3 0.2363 0.17 Q V .. 6+ 4 0.2365 0.17 Q V --------------------------------------------------------------------.. --End of computations, total study area = 1.521 (Ac.) -.. --.. .. - FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2012 Study date: 05/11/21 Program License Serial Number 6313 ********************* HYDROGRAPH INFORMATION********************** From study/file name: PRlHYD.rte ****************************HYDROGRAPH DATA**************************** Number of intervals= 364 Time interval= 1.0 (Min.) Maximum/Peak flow rate= 7.714 (CFS) Total volume= 0.237 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** RETARDING BASIN ROUTING**** User entry of depth-outflow-storage data Total number of inflow hydrograph intervals= 364 Hydrograph time unit= 1.000 (Min.) Initial depth in storage basin= 0.00(Ft.) Initial basin depth= Initial basin storage= Initial basin outflow= 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) j J J -.. ... ... (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ---------------------------------------------------------------------.. 0.000 0.000 0.000 0.000 0.000 -3.250 0.001 0.018 0.001 0.001 3.750 0.018 0.019 0.018 0.018 -4.200 0.033 0.020 0.033 0.033 Ill 4.750 0.051 7.816 0.046 0.056 --------------------------------------------------------------------.. Hydrograph Detention Basin Routing ---------------------------------------------------------------------.. -Graph values: 'I'= unit inflow; 'O'=outflow at time shown ---------------------------------------------------------------------.. Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.9 3.86 5.79 7.71 (Ft.) .. 0.017 0.04 0.00 0.000 0 0.10 ... 0.033 0.09 0.00 0.000 0 0.38 0.050 0.13 0.00 0.000 0 0.85 -0.067 0.17 0.01 0.000 0 1. 51 Ill 0.083 0.17 0.01 0.001 0 2.24 0.100 0.17 0.02 0.001 0 2.96 .. 0.117 0.18 0.02 0.001 0 3.25 0.133 0.18 0.02 0.001 0 3.26 Ill 0.150 0.18 0.02 0.002 0 3.27 0.167 0.18 0.02 0.002 0 3.27 .. 0.183 0.18 0.02 0.002 0 3.28 Ill 0.200 0.18 0.02 0.002 0 3.29 0.217 0.18 0.02 0.002 0 3.29 ... 0.233 0.18 0.02 0.003 0 3.30 .. 0.250 0.18 0.02 0.003 0 3.31 0.267 0.18 0.02 0.003 0 3.31 .. 0.283 0.18 0.02 0.003 0 3.32 11111 0.300 0.18 0.02 0.004 0 3.33 0.317 0.18 0.02 0.004 0 3.33 .. 0.333 0.18 0.02 0.004 0 3.34 0.350 0.18 0.02 0.004 0 3.34 .. 0.367 0.18 0.02 0.004 0 3.35 0.383 0.18 0.02 0.005 0 3.36 ... 0.400 0.18 0.02 0.005 0 3.36 .. 0.417 0.18 0.02 0.005 0 3.37 0.433 0.19 0.02 0.005 0 3.38 ... 0.450 0.19 0.02 0.006 0 3.39 .. 0.467 0.19 0.02 0.006 0 3.39 0.483 0.19 0.02 0.006 0 3.40 .. 0.500 0.19 0.02 0.006 0 3.41 0.517 0.19 0.02 0.007 0 3.41 .. 0.533 0.19 0.02 0.007 0 3.42 0.550 0.19 0.02 0.007 0 3.43 ... 0.007 0 3.43 0.567 0.19 0.02 ... 0.583 0.19 0.02 0.007 0 3.44 -.. -- ,_ ---...----~-·- :J ., .. 0.600 0.19 0.02 0.008 0 3.45 0.617 0.19 0.02 0.008 0 3.45 ., 0.633 0.19 0.02 0.008 0 3.46 ., 0.650 0.19 0.02 0.008 0 3.47 0.667 0.19 0.02 0.009 0 3.48 0.683 0.19 0.02 0.009 0 3.48 .. ' 0.700 0.19 0.02 0.009 0 3.49 .. 0.717 0.20 0.02 0.009 0 3.50 0.733 0.20 0.02 0.010 0 3.50 ., 0.750 0.20 0.02 0.010 0 3.51 .. 0.767 0.20 0.02 0.010 0 3.52 0.783 0.20 0.02 0.010 0 3.53 , 0.800 0.20 0.02 0.011 0 3.53 ., 0.817 0.20 0.02 0.011 0 3.54 0.833 0.20 0.02 0.011 0 3.55 .. 0.850 0.20 0.02 0.011 0 3.55 ~ 0.867 0.20 0.02 0.012 0 3.56 0.883 0.20 0.02 0.012 0 3.57 0.900 0.20 0.02 0.012 0 3.58 ., ' 0.917 0.20 0.02 0.012 0 3.58 .. 0.933 0.20 0.02 0.013 0 3.59 0.950 0.20 0.02 0.013 0 3.60 ., 0.967 0.21 0.02 0.013 0 3.61 .. 0.983 0.21 0.02 0.013 0 3.61 1.000 0.21 0.02 0.014 0 3.62 .. 1.017 0.21 0.02 0.014 0 3.63 11111 1.033 0.21 0.02 0.014 0 3.64 1.050 0.21 0.02 0.014 0 3.64 ., 1.067 0.21 0.02 0.015 0 3.65 1.083 0.21 0.02 0.015 0 3.66 .. 1.100 0.21 0.02 0.015 0 3.67 1.117 0.21 0.02 0.015 0 3.68 .. 1.133 0.21 0.02 0.016 0 3.68 111111 1.150 0.21 0.02 0.016 0 3.69 1.167 0.21 0.02 0.016 0 3.70 ., 1.183 0.21 0.02 0.017 0 3.71 .. 1.200 0.22 0.02 0.017 0 3.72 1.217 0.22 0.02 0.017 0 3. 72 ... 1.233 0.22 0.02 0.017 0 3.73 1.250 0.22 0.02 0.018 0 3.74 111111 1.267 0.22 0.02 0.018 0 3.75 1.283 0.22 0.02 0.018 0 3.76 .. I 1.300 0.22 0.02 0.018 0 3.76 .. 1.317 0.22 0.02 0.019 0 3.77 1.333 0.22 0.02 0.019 0 3.78 ., 1.350 0.22 0.02 0.019 0 3.79 .. 1.367 0.22 0.02 0.020 0 3.80 1.383 0.23 0.02 0.020 0 3.81 ., 1.400 0.23 0.02 0.020 0 3.81 .. 1.417 0.23 0.02 0.020 0 3.82 ., .. , ... - Ill -.. 1.433 0.23 0.02 0.021 0 3.83 1.450 0.23 0.02 0.021 0 3.84 .. 1.467 0.23 0.02 0.021 0 3.85 .. 1.483 0.23 0.02 0.022 0 3.86 1.500 0.23 0.02 0.022 0 3.87 .. 1.517 0.23 0.02 0.022 0 3.88 .. 1.533 0.23 0.02 0.022 0 3.88 1.550 0.24 0.02 0.023 0 3.89 .. 1.567 0.24 0.02 0.023 0 3.90 1.583 0.24 0.02 0.023 0 3.91 .. 1.600 0.24 0.02 0.024 0 3.92 -1.617 0.24 0.02 0.024 0 3.93 1.633 0.24 0.02 0.024 0 3.94 .. 1.650 0.24 0.02 0.025 0I 3.95 1.667 0.24 0.02 0.025 0I 3.96 .. 1.683 0.24 0.02 0.025 0I 3.97 .. 1.700 0.24 0.02 0.026 0I 3.98 1.717 0.25 0.02 0.026 0I 3.98 .. 1.733 0.25 0.02 0.026 0I 3.99 .. 1. 750 0.25 0.02 0.026 OI 4.00 1.767 0.25 0.02 0.027 0I 4.01 .. 1.783 0.25 0.02 0.027 0I 4.02 1.800 0.25 0.02 0.027 0I 4.03 .. 1.817 0.25 0.02 0.028 0I 4.04 1.833 0.25 0.02 0.028 0I 4.05 .. 1.850 0.25 0.02 0.028 0I 4.06 .. 1.867 0.26 0.02 0.029 0I 4.07 1.883 0.26 0.02 0.029 0I 4.08 .. 1.900 0.26 0.02 0.029 0I 4.09 ... 1.917 0.26 0.02 0.030 0I 4.10 1.933 0.26 0.02 0.030 0I 4.11 .. 1.950 0.26 0.02 0.030 0I 4.12 .. 1.967 0.26 0.02 0.031 0I 4.13 1.983 0.26 0.02 0.031 0I 4.14 .. 2.000 0.27 0.02 0.031 0I 4.15 2.017 0.27 0.02 0.032 0I 4.16 .. 2.033 0.27 0.02 0.032 0I 4.17 2.050 0.27 0.02 0.032 0I 4.18 ... 2.067 0.27 0.02 0.033 0I 4.19 .. 2.083 0.27 0.04 0.033 0I 4.20 2.100 0.28 0.15 0.033 0I 4.21 .. 2.117 0.28 0.21 0.033 0I 4.21 .. 2.133 0.28 0.24 0.034 0I 4.22 2.150 0.28 0.26 0.034 10 4.22 .. 2.167 0.28 0.27 0.034 10 4.22 2.183 0.28 0.27 0.034 10 4.22 .. 2.200 0.29 0.28 0.034 10 4.22 2.217 0.29 0.28 0.034 10 4.22 ... 0.29 0.034 10 4.22 2.233 0.29 .. 2.250 0.29 0.29 0.034 10 4.22 .. .. .. ... :J .. .. 2.267 0.29 0.29 0.034 0 4.22 2.283 0.29 0.29 0.034 0 4.22 ., 2.300 0.30 0.29 0.034 0 4.22 .I 2.317 0.30 0.29 0.034 0 4.22 2.333 0.30 0.30 0.034 0 4.22 2.350 0.30 0.30 0.034 0 4.22 ~ 2.367 0.30 0.30 0.034 0 4.22 .J 2.383 0.30 0.30 0.034 0 4.22 2.400 0.31 0.30 0.034 0 4.22 ... 2.417 0.31 0.30 0.034 0 4.22 .J 2.433 0.31 0.31 0.034 0 4.22 2.450 0.31 0.31 0.034 0 4.22 , 2.467 0.32 0.31 0.034 0 4.22 .. 2.483 0.32 0.31 0.034 0 4.22 2.500 0.32 0.32 0.034 0 4.22 :J 2.517 0.32 0.32 0.034 0 4.22 2.533 0.32 0.32 0.034 0 4.22 2.550 0.33 0.32 0.034 0 4.22 2.567 0.33 0.32 0.034 0 4.22 .. j 2.583 0.33 0.33 0.034 0 4.22 .. 2.600 0.33 0.33 0.034 0 4.22 2.617 0.34 0.33 0.034 0 4.22 ., 2.633 0.34 0.33 0.034 0 4.22 ... 2.650 0.34 0.34 0.034 0 4.22 2.667 0.34 0.34 0.034 0 4.22 , 2.683 0.35 0.34 0.034 0 4.22 2.700 0.35 0.34 0.034 0 4.22 .. 2.717 0.35 0.35 0.034 0 4.22 2.733 0.36 0.35 0.034 0 4.22 ., 2.750 0.36 0.35 0.034 0 4.22 .. 2.767 0.36 0.36 0.034 0 4.22 2.783 0.36 0.36 0.034 0 4.22 .. 2.800 0.36 0.36 0.034 0 4.22 .. 2.817 0.37 0.36 0.034 0 4.22 2.833 0.37 0.37 0.034 0 4.22 ., 2.850 0.38 0.37 0.034 0 4.22 ~ 2.867 0.38 0.37 0.034 0 4.23 2.883 0.38 0.38 0.034 0 4.23 ... 2.900 0.39 0.38 0.034 0 4.23 .I 2.917 0.39 0.38 0.034 0 4.23 2.933 0.39 0.39 0.034 0 4.23 2.950 0.40 0.39 0.034 0 4.23 , 2.967 0.40 0.39 0.034 0 4.23 .. 2.983 0.41 0.40 0.034 0 4.23 3.000 0.41 0.40 0.034 0 4.23 ., 3.017 0.42 0.41 0.034 0 4.23 .. 3.033 0.42 0.41 0.034 0 4.23 3.050 0.42 0.42 0.034 0 4.23 J 3.067 0.42 0.42 0.034 0 4.23 3.083 0.43 0.42 0.034 0 4.23 J J -.. -.. 3.100 0.44 0.43 0.034 0 4.23 3.117 0.44 0.43 0.034 0 4.23 .. 3.133 0.45 0.44 0.034 0 4.23 -3.150 0.45 0.45 0.034 0 4.23 3.167 0.46 0.45 0.034 0 4.23 .. 3.183 0.46 0.46 0.034 0 4.23 .. 3.200 0.47 0.46 0.034 0 4.23 3.217 0.47 0.46 0.034 0 4.23 .. 3.233 0.48 0.47 0.034 OI 4.23 3.250 0.49 0.48 0.034 OI 4.23 -3.267 0.50 0.49 0.034 0 4.23 3.283 0.50 0.49 0.034 0 4.23 .. 3.300 0.51 0.50 0.034 0 4.23 .. 3.317 0.51 0.50 0.034 0 4.23 3.333 0.52 0.51 0.034 0 4.23 .. 3.350 0.53 0.52 0.034 0 4.24 .. 3.367 0.54 0.53 0.034 0 4.24 3.383 0.55 0.54 0.034 0 4.24 .. 3.400 0.56 0.55 0.034 0 4.24 -3.417 0.57 0.56 0.034 0 4.24 3.433 0.58 0.56 0.034 0 4.24 .. 3.450 0.58 0.57 0.034 0 4.24 3.467 0.59 0.58 0.034 0 4.24 -3.483 0.61 0. 59 0.034 0 4.24 3.500 0.62 0.60 0.034 0 4.24 .. 3.517 0.64 0.61 0.034 0 4.24 .. 3.533 0.65 0.63 0.034 0 4.24 3.550 0.66 0.64 0.034 0 4.24 11111 3.567 0.67 0.66 0.034 0 4.24 -3.583 0.68 0.67 0.034 0 4.25 3.600 0.69 0.68 0.035 0 4.25 11111 3.617 0.72 0.69 0.035 0 4.25 3.633 0.75 0.71 0.035 OI 4.25 .. 3.650 0.77 0.73 0.035 0 4.25 3.667 0.80 0.76 0.035 0 4.25 .. 3.683 0.81 0.78 0.035 0 4.25 .. 3.700 0.83 0.80 0.035 0 4.25 3. 717 0.85 0.82 0.035 0 4.26 .. 3.733 0.86 0.83 0.035 0 4.26 .. 3.750 0.91 0.86 0.035 0 4.26 3.767 0.96 0.89 0.035 0 4.26 .. 3.783 1.01 0.93 0.035 OI 4.26 .. 3.800 1.05 0.98 0.035 0 4.27 3.817 1.09 1.02 0.035 0 4.27 .. 3.833 1.13 1.06 0.035 0 4.27 3.850 1.16 1.10 0.035 0 4.28 .. 3.867 1.20 1.14 0.036 0 4.28 3.883 1.34 1.20 0.036 OI 4.28 .. 3.900 1.48 1.30 0.036 OI 4.29 .. 3.917 1.62 1.41 0.036 OI 4.30 .. .. .. 1111 --~ ---~~--., .. 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0.011 0 3.55 .. 19.800 0.00 0.02 0.011 0 3.55 111111 19.817 0.00 0.02 0.011 0 3.55 19.833 0.00 0.02 0.011 0 3.55 .. 19.850 0.00 0.02 0.011 0 3.55 .. 19.867 0.00 0.02 0.011 0 3.55 19.883 0.00 0.02 0.011 0 3.55 .. 19.900 0.00 0.02 0.011 0 3.55 19.917 0.00 0.02 0.011 0 3.55 .. 19.933 0.00 0.02 0.011 0 3.54 19.950 0.00 0.02 0.011 0 3.54 .. 19.967 0.00 0.02 0.011 0 3.54 .. 19.983 0.00 0.02 0.011 0 3.54 20.000 0.00 0.02 0.011 0 3.54 .. 20.017 0.00 0.02 0.011 0 3.54 .. 20.033 0.00 0.02 0.011 0 3.54 20.050 0.00 0.02 0.011 0 3.54 .. 20.067 0.00 0.02 0.011 0 3.54 .. 20.083 0.00 0.02 0.011 0 3.54 20.100 0.00 0.02 0.011 0 3.54 .. 20.117 0.00 0.02 0.011 0 3.54 20.133 0.00 0.02 0.011 0 3.54 1111.1 20.150 0.00 0.02 0.011 0 3.54 20.167 0.00 0.02 0.011 0 3.53 .. 20.183 0.00 0.02 0.011 0 3.53 .. 20.200 0.00 0.02 0.011 0 3.53 20.217 0.00 0.02 0.011 0 3.53 .. 20.233 0.00 0.02 0.011 0 3.53 -20.250 0.00 0.02 0.011 0 3.53 20.267 0.00 0.02 0.011 0 3.53 .. 20.283 0.00 0.02 0.010 0 3.53 20.300 0.00 0.02 0.010 0 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0.00 0.02 0.007 0 3.44 22.317 0.00 0.02 0.007 0 3.44 22.333 0.00 0.02 0.007 0 3.44 22.350 0.00 0.02 0.007 0 3.44 ., 22.367 0.00 0.02 0.007 0 3.44 .. 22.383 0.00 0.02 0.007 0 3.43 22.400 0.00 0.02 0.007 0 3.43 ., 22.417 0.00 0.02 0.007 0 3.43 .. 22.433 0.00 0.02 0.007 0 3.43 22.450 0.00 0.02 0.007 0 3.43 , 22.467 0.00 0.02 0.007 0 3.43 22.483 0.00 0.02 0.007 0 3.43 .. 22.500 0.00 0.02 0.007 0 3.43 ., 22.517 0.00 0.02 0.007 0 3.43 22.533 0.00 0.02 0.007 0 3.43 .. 22.550 0.00 0.02 0.007 0 3.43 22.567 0.00 0.02 0.007 0 3.43 , 22.583 0.00 0.02 0.007 0 3.43 .. 22.600 0.00 0.02 0.007 0 3.43 22.617 0.00 0.02 0.007 0 3.42 ., 22.633 0.00 0.02 0.007 0 3.42 .. 22.650 0.00 0.02 0.007 0 3.42 22.667 0.00 0.02 0.007 0 3.42 ~ 22.683 0.00 0.02 0.007 0 3.42 ' 22.700 0.00 0.02 0.007 0 3.42 .. 22.717 0.00 0.02 0.007 0 3.42 22.733 0.00 0.02 0.007 0 3.42 , 22.750 0.00 0.02 0.007 0 3.42 .. 22.767 0.00 0.02 0.007 0 3.42 22.783 0.00 0.02 0.007 0 3.42 , 22.800 0.00 0.02 0.007 0 3.42 .. 22.817 0.00 0.02 0.007 0 3.42 22.833 0.00 0.02 0.007 0 3.41 , 22.850 0.00 0.02 0.007 0 3.41 .. 22.867 0.00 0.02 0.007 0 3.41 22.883 0.00 0.02 0.007 0 3.41 :J 22.900 0.00 0.02 0.007 0 3.41 22.917 0.00 0.02 0.006 0 3.41 22.933 0.00 0.02 0.006 0 3.41 22.950 0.00 0.02 0.006 0 3.41 .. 22.967 0.00 0.02 0.006 0 3.41 .I 22.983 0.00 0.02 0.006 0 3.41 23.000 0.00 0.02 0.006 0 3.41 J 23.017 0.00 0.02 0.006 0 3.41 23.033 0.00 0.02 0.006 0 3.41 23.050 0.00 0.02 0.006 0 3.41 :J 23.067 0.00 0.02 0.006 0 3.40 23.083 0.00 0.02 0.006 0 3.40 :J :J -.. .. .. 23.100 0.00 0.02 0.006 0 3.40 23.117 0.00 0.02 0.006 0 3.40 .. 23.133 0.00 0.02 0.006 0 3.40 .. 23.150 0.00 0.02 0.006 0 3.40 23.167 0.00 0.02 0.006 0 3.40 -23.183 0.00 0.02 0.006 0 3.40 .. 23.200 0.00 0.02 0.006 0 3.40 23.217 0.00 0.02 0.006 0 3.40 .. 23.233 0.00 0.02 0.006 0 3.40 23.250 0.00 0.02 0.006 0 3.40 .. 23.267 0.00 0.02 0.006 0 3.40 23.283 0.00 0.02 0.006 0 3.39 -23.300 0.00 0.02 0.006 0 3.39 .. 23.317 0.00 0.02 0.006 0 3.39 23.333 0.00 0.02 0.006 0 3.39 -23.350 0.00 0.02 0.006 0 3.39 .. 23.367 0.00 0.02 0.006 0 3.39 23.383 0.00 0.02 0.006 0 3.39 .. 23.400 0.00 0.02 0.006 0 3.39 .. 23.417 0.00 0.02 0.006 0 3.39 23.433 0.00 0.02 0.006 0 3.39 -23.450 0.00 0.02 0.006 0 3.39 23.467 0.00 0.02 0.006 0 3.39 .. 23.483 0.00 0.02 0.006 0 3.39 23.500 0.00 0.02 0.006 0 3.39 .. 23.517 0.00 0.02 0.006 0 3.38 .. 23.533 0.00 0.02 0.006 0 3.38 23.550 0.00 0.02 0.006 0 3.38 ... 23.567 0.00 0.02 0.005 0 3.38 -23.583 0.00 0.02 0.005 0 3.38 23.600 0.00 0.02 0.005 0 3.38 -23.617 0.00 0.02 0.005 0 3.38 23.633 0.00 0.02 0.005 0 3.38 111111 23.650 0.00 0.02 0.005 0 3.38 23.667 0.00 0.02 0.005 0 3.38 .. 23.683 0.00 0.02 0.005 0 3.38 .. 23.700 0.00 0.02 0.005 0 3.38 23.717 0.00 0.02 0.005 0 3.38 .. 23.733 0.00 0.02 0.005 0 3.37 .. 23.750 0.00 0.02 0.005 0 3.37 23.767 0.00 0.02 0.005 0 3.37 .. 23.783 0.00 0.02 0.005 0 3.37 .. 23.800 0.00 0.02 0.005 0 3.37 23.817 0.00 0.02 0.005 0 3.37 -23.833 0.00 0.02 0.005 0 3.37 23.850 0.00 0.02 0.005 0 3.37 .. 23.867 0.00 0.02 0.005 0 3.37 23.883 0.00 0.02 0.005 0 3.37 .. 23.900 0.00 0.02 0.005 0 3.37 .. 23.917 0.00 0.02 0.005 0 3.37 ... .. .. .. -----~~--~, ---.. J ~ ' .. 23.933 0.00 0.02 0.005 0 3.37 23.950 0.00 0.02 0.005 0 3.37 , 23.967 0.00 0.02 0.005 0 3.36 23.983 0.00 0.02 0.005 0 3.36 .. 24.000 0.00 0.02 0.005 0 3.36 24.017 0.00 0.02 0.005 0 3.36 .. 24.033 0.00 0.02 0.005 0 3.36 .. 24.050 0.00 0.02 0.005 0 3.36 24.067 0.00 0.02 0.005 0 3.36 .. 24.083 0.00 0.02 0.005 0 3.36 .. 24.100 0.00 0.02 0.005 0 3.36 24.117 0.00 0.02 0.005 0 3.36 ., 24.133 0.00 0.02 0.005 0 3.36 .. 24.150 0.00 0.02 0.005 0 3.36 24.167 0.00 0.02 0.005 0 3.36 ., 24.183 0.00 0.02 0.005 0 3.35 24.200 0.00 0.02 0.005 0 3.35 .. 24.217 0.00 0.02 0.005 0 3.35 24.233 0.00 0.02 0.004 0 3.35 ~ 24.250 0.00 0.02 0.004 0 3.35 Ill 24.267 0.00 0.02 0.004 0 3.35 24.283 0.00 0.02 0.004 0 3.35 ., 24.300 0.00 0.02 0.004 0 3.35 ... 24.317 0.00 0.02 0.004 0 3.35 24.333 0.00 0.02 0.004 0 3.35 ., 24.350 0.00 0.02 0.004 0 3.35 24.367 0.00 0.02 0.004 0 3.35 .. 24.383 0.00 0.02 0.004 0 3.35 24.400 0.00 0.02 0.004 0 3.35 , 24.417 0.00 0.02 0.004 0 3.34 .. 24.433 0.00 0.02 0.004 0 3.34 24.450 0.00 0.02 0.004 0 3.34 , 24.467 0.00 0.02 0.004 0 3.34 .. 24.483 0.00 0.02 0.004 0 3.34 24.500 0.00 0.02 0.004 0 3.34 .. 24. 517 0.00 0.02 0.004 0 3.34 I .. 24.533 0.00 0.02 0.004 0 3.34 24.550 0.00 0.02 0.004 0 3.34 j 24.567 0.00 0.02 0.004 0 3.34 24.583 0.00 0.02 0.004 0 3.34 24.600 0.00 0.02 0.004 0 3.34 24.617 0.00 0.02 0.004 0 3.34 j 24.633 0.00 0.02 0.004 0 3.33 24.650 0.00 0.02 0.004 0 3.33 24.667 0.00 0.02 0.004 0 3.33 J 24.683 0.00 0.02 0.004 0 3.33 24.700 0.00 0.02 0.004 0 3.33 24.717 0.00 0.02 0.004 0 3.33 .. 24.733 0.00 0.02 0.004 0 3.33 .I 24.750 0.00 0.02 0.004 0 3.33 J j .. .. .. .. 24.767 0.00 0.02 0.004 0 3.33 24.783 0.00 0.02 0.004 0 3.33 -24.800 0.00 0.02 0.004 0 3.33 .. 24.817 0.00 0.02 0.004 0 3.33 24.833 0.00 0.02 0.004 0 3.33 .. 24.850 0.00 0.02 0.004 0 3.33 .. 24.867 0.00 0.02 0.004 0 3.32 24.883 0.00 0.02 0.004 0 3.32 .. 24.900 0.00 0.02 0.003 0 3.32 24.917 0.00 0.02 0.003 0 3.32 .. 24.933 0.00 0.02 0.003 0 3.32 24.950 0.00 0.02 0.003 0 3.32 .. 24.967 0.00 0.02 0.003 0 3.32 .. 24.983 0.00 0.02 0.003 0 3.32 25.000 0.00 0.02 0.003 0 3.32 .. 25.017 0.00 0.02 0.003 0 3.32 .. 25.033 0.00 0.02 0.003 0 3.32 25.050 0.00 0.02 0.003 0 3.32 .. 25.067 0.00 0.02 0.003 0 3.32 .. 25.083 0.00 0.02 0.003 0 3.32 25.100 0.00 0.02 0.003 0 3.31 .. 25.117 0.00 0.02 0.003 0 3.31 25 .133 0.00 0.02 0.003 0 3.31 .. 25.150 0.00 0.02 0.003 0 3.31 25.167 0.00 0.02 0.003 0 3.31 .. 25.183 0.00 0.02 0.003 0 3.31 -25.200 0.00 0.02 0.003 0 3.31 25.217 0.00 0.02 0.003 0 3.31 .. 25.233 0.00 0.02 0.003 0 3.31 .. 25.250 0.00 0.02 0.003 0 3.31 25.267 0.00 0.02 0.003 0 3.31 .. 25.283 0.00 0.02 0.003 0 3.31 25.300 0.00 0.02 0.003 0 3.31 .. 25.317 0.00 0.02 0.003 0 3.30 25.333 0.00 0.02 0.003 0 3.30 .. 0.003 3.30 25.350 0.00 0.02 0 .. 25.367 0.00 0.02 0.003 0 3.30 25.383 0.00 0.02 0.003 0 3.30 .. 25.400 0.00 0.02 0.003 0 3.30 .. 25.417 0.00 0.02 0.003 0 3.30 25.433 0.00 0.02 0.003 0 3.30 .. 25.450 0.00 0.02 0.003 0 3.30 .. 25.467 0.00 0.02 0.003 0 3.30 25.483 0.00 0.02 0.003 0 3.30 .. 25.500 0.00 0.02 0.003 0 3.30 25.517 0.00 0.02 0.003 0 3.30 .. 25.533 0.00 0.02 0.003 0 3.30 25.550 0.00 0.02 0.003 0 3.29 .. 25.567 0.00 0.02 0.002 0 3.29 -25.583 0.00 0.02 0.002 0 3.29 .. .. .. .. --•-ry-• T-•-.,---.-~ --·---~-~--~--.. •-•••••• --••-s -T•T-•"T• -•••••--~--~--~-~•< •--••----T ~-••• :J :J 25.600 0.00 0.02 0.002 0 3.29 25.617 0.00 0.02 0.002 0 3.29 ., 25.633 0.00 0.02 0.002 0 3.29 25.650 0.00 0.02 0.002 0 3.29 .. 25.667 0.00 0.02 0.002 0 3.29 25.683 0.00 0.02 0.002 0 3.29 ., 25.700 0.00 0.02 0.002 0 3.29 .. 25.717 0.00 0.02 0.002 0 3.29 25.733 0.00 0.02 0.002 0 3.29 :J 25.750 0.00 0.02 0.002 0 3.29 25.767 0.00 0.02 0.002 0 3.29 25.783 0.00 0.02 0.002 0 3.28 j 25.800 0.00 0.02 0.002 0 3.28 25.817 0.00 0.02 0.002 0 3.28 25.833 0.00 0.02 0.002 0 3.28 J 25.850 0.00 0.02 0.002 0 3.28 25.867 0.00 0.02 0.002 0 3.28 25.883 0.00 0.02 0.002 0 3.28 25.900 0.00 0.02 0.002 0 3.28 :J 25.917 0.00 0.02 0.002 0 3.28 25.933 0.00 0.02 0.002 0 3.28 25.950 0.00 0.02 0.002 0 3.28 J 25.967 0.00 0.02 0.002 0 3.28 25.983 0.00 0.02 0.002 0 3.28 26.000 0.00 0.02 0.002 0 3.27 .. 26.017 0.00 0.02 0.002 0 3.27 .. 26.033 0.00 0.02 0.002 0 3.27 26.050 0.00 0.02 0.002 0 3.27 26.067 0.00 0.02 0.002 0 3.27 ., 26.083 0.00 0.02 0.002 0 3.27 .. 26.100 0.00 0.02 0.002 0 3.27 26.117 0.00 0.02 0.002 0 3.27 , 26.133 0.00 0.02 0.002 0 3.27 ... 26.150 0.00 0.02 0.002 0 3.27 26.167 0.00 0.02 0.002 0 3.27 J 26.183 0.00 0.02 0.002 0 3.27 26.200 0.00 0.02 0.002 0 3.27 26.217 0.00 0.02 0.002 0 3.27 J 26.233 0.00 0.02 0.001 0 3.26 26.250 0.00 0.02 0.001 0 3.26 26.267 0.00 0.02 0.001 0 3.26 26.283 0.00 0.02 0.001 0 3.26 :J 26.300 0.00 0.02 0.001 0 3.26 26.317 0.00 0.02 0.001 0 3.26 26.333 0.00 0.02 0.001 0 3.26 J 26.350 0.00 0.02 0.001 0 3.26 26.367 0.00 0.02 0.001 0 3.26 26.383 0.00 0.02 0.001 0 3.26 J 26.400 0.00 0.02 0.001 0 3.26 26.417 0.00 0.02 0.001 0 3.26 :J J .. -... -26.433 0.00 0.02 0.001 0 3.26 26.450 0.00 0.02 0.001 0 3.26 ... 26.467 0.00 0.02 0.001 0 3.25 .. 26.483 0.00 0.02 0.001 0 3.25 26.500 0.00 0.02 0.001 0 3.25 ... 26.517 0.00 0.02 0.001 0 3.25 -26.533 0.00 0.02 0.001 0 3.25 26.550 0.00 0.02 0.001 0 3.25 .. 26.567 0.00 0.02 0.001 0 3.25 26.583 0.00 0.02 0.001 0 3.17 -26.600 0.00 0.02 0.001 0 3.09 26.617 0.00 0.02 0.001 0 3.01 -2.94 26.633 0.00 0.02 0.001 0 -26.650 0.00 0.02 0.001 0 2.87 26.667 0.00 0.02 0.001 0 2.80 ... 26.683 0.00 0.02 0.001 0 2.73 -26.700 0.00 0.01 0.001 0 2.66 26.717 0.00 0.01 0.001 0 2.60 ... 26.733 0.00 0.01 0.001 0 2.53 ... 26.750 0.00 0.01 0.001 0 2.47 26.767 0.00 0.01 0.001 0 2.41 .. 26.783 0.00 0.01 0.001 0 2.35 26.800 0.00 0.01 0.001 0 2.29 ... 26.817 0.00 0.01 0.001 0 2.24 26.833 0.00 0.01 0.001 0 2.18 .. 26.850 0.00 0.01 0.001 0 2.13 -26.867 0.00 0.01 0.001 0 2.08 26.883 0.00 0.01 0.001 0 2.03 .. 26.900 0.00 0.01 0.001 0 1.98 .. 26.917 0.00 0.01 0.001 0 1.93 26.933 0.00 0.01 0.001 0 1.88 ... 26.950 0.00 0.01 0.001 0 1.84 26.967 0.00 0.01 0.001 0 1. 79 -26.983 0.00 0.01 0.001 0 1. 75 ... 27.000 0.00 0.01 0.001 0 1. 70 27.017 0.00 0.01 0.001 0 1.66 .. 27.033 0.00 0.01 0.000 0 1.62 27.050 0.00 0.01 0.000 0 1.58 .. 27.067 0.00 0.01 0.000 0 1.54 .. 27.083 0.00 0.01 0.000 0 1.51 27.100 0.00 0.01 0.000 0 1.47 ... 27.117 0.00 0.01 0.000 0 1.43 .. 27 .133 0.00 0.01 0.000 0 1.40 27.150 0.00 0.01 0.000 0 1.36 ... 27.167 0.00 0.01 0.000 0 1.33 27.183 0.00 0.01 0.000 0 1.30 .. 27.200 0.00 0.01 0.000 0 1.27 27.217 0.00 0.01 0.000 0 1.23 ... 27.233 0.00 0.01 0.000 0 1.20 .. 27.250 0.00 0.01 0.000 0 1.17 .. .. -.. --. -~---~------· ---· -.. -~------·----------__ ,_ ------··----·----- J 27.267 0.00 0.01 0.000 :J 0 1.15 27.283 0.00 0.01 0.000 0 1.12 , 27.300 0.00 0.01 0.000 0 1.09 27.317 0.00 0.01 0.000 0 1.06 .. 27.333 0.00 0.01 0.000 0 1.04 27.350 0.00 0.01 0.000 0 1.01 ., 27.367 0.00 0.01 0.000 0 0.99 111111 27.383 0.00 0.01 0.000 0 0.96 27.400 0.00 0.01 0.000 0 0.94 ., 27.417 0.00 0.01 0.000 0 0.92 .. 27.433 0.00 0.00 0.000 0 0.89 27.450 0.00 0.00 0.000 0 0.87 J 27.467 0.00 0.00 0.000 0 0.85 27.483 0.00 0.00 0.000 0 0.83 27.500 0.00 0.00 0.000 0 0.81 .. 27.517 0.00 0.00 0.000 0 0.79 27.533 0.00 0.00 0.000 0 0.77 111111 27.550 0.00 0.00 0.000 0 0.75 27.567 0.00 0.00 0.000 0 0.73 ~ 27.583 0.00 0.00 0.000 0 0.72 .. 27.600 0.00 0.00 0.000 0 0.70 27.617 0.00 0.00 0.000 0 0.68 .. 27.633 0.00 0.00 0.000 0 0.66 .. 27.650 0.00 0.00 0.000 0 0.65 27.667 0.00 0.00 0.000 0 0.63 .. 27.683 0.00 0.00 0.000 0 0.62 .. 27.700 0.00 0.00 0.000 0 0.60 27.717 0.00 0.00 0.000 0 0.59 :J 27.733 0.00 0.00 0.000 0 0. 57 27.750 0.00 0.00 0.000 0 0. 56 27.767 0.00 0.00 0.000 0 0.54 27.783 0.00 0.00 0.000 0 0.53 ., 27.800 0.00 0.00 0.000 0 0.52 .. 27.817 0.00 0.00 0.000 0 0.51 27.833 0.00 0.00 0.000 0 0.49 ., 27.850 0.00 0.00 0.000 0 0.48 .. 27.867 0.00 0.00 0.000 0 0.47 27.883 0.00 0.00 0.000 0 0.46 ., 27.900 0.00 0.00 0.000 0 0.45 27.917 0.00 0.00 0.000 0 0.44 .. 27.933 0.00 0.00 0.000 0 0.42 27.950 0.00 0.00 0.000 0 0.41 j 27.967 0.00 0.00 0.000 0 0.40 27.983 0.00 0.00 0.000 0 0.39 28.000 0.00 0.00 0.000 0 0.38 ., 28.017 0.00 0.00 0.000 0 0.38 .. 28.033 0.00 0.00 0.000 0 0.37 28.050 0.00 0.00 0.000 0 0.36 ., 28.067 0.00 0.00 0.000 0 0.35 .. 28.083 0.00 0.00 0.000 0 0.34 J j 11111 .. ... .. Ill .. Ill .. Ill .. 11111 .. .. .. .. .. .. .. .. .. Ill .. .. .. 11111 .. -.. .. ... ... .. 11111 28.100 28.117 28.133 28.150 28.167 28.183 28.200 28.217 28.233 28.250 28.267 28.283 28.300 28.317 28.333 28.350 28.367 28.383 28.400 28.417 28.433 28.450 28.467 28.483 28.500 28.517 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.33 0.32 0.32 0.31 0.30 0.29 0.29 0.28 0.27 0.27 0.26 0.25 0.25 0.24 0.23 0.23 0.22 0.22 0.21 0.21 0.20 0.20 0.19 0.19 0.18 0.18 ****************************HYDROGRAPH DATA**************************** Number of intervals= 1711 Time interval= 1.0 (Min.) Maximum/Peak flow rate= 6.256 (CFS) Total volume= 0.236 (Ac.Ft) Status of hydrographs being held in storage Peak (CFS) Vol (Ac.Ft) Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 *********************************************************************** Stage Storage Capacity Caculations Hydrology P_arameters Infiltration rate 0.43 inches/ hour Before Detention Qout =AV= A acres• 43560 sf/Acre (infiltration rate in/hr)• 1ft/12in (1 hr/3600 sec) Q= 7.200 cfs A= 1.346 Acre Orifice Flow: Q = C •A• sqrt(2gh) Tc= 5.13 min. g= 32.20 sf/sec C= 0.830 C= 0.60 I= 8.293 in/hr ,~ After Detention No. of openings 1 t.t= 2.00 min. Elevation 0.25 Q= 5.839 cfs diameter 2 inches 0.17 ft A= 1.346 Acre A= 0.02 sf Tc= 7.13 min. C= 0.830 Weir Oe§.ninfl,-1 Elevation 0.00 Cd 0.60 Width 0 ft g 32.20 sf/sec -- 10rifice-2 No. of openings 0 Elevation 0.00 diameter 0 inches 0.00 ft A= 0.00 sf Grate Inlet-Overflow Elevation 4.25 Cw 3.00 L 2.0 ft w 2.0 ft Lw 8 sf §tage Storage Area of Effective Head Qcfs Effective Head Qcfs Effective Head g cfs liff!ls.tive Head Qcfs Qtotal Draw down Water Deeth (ftl Volume(cD Area (Ac.ft) Infiltration (ftl g infiltration Orlfice-1 Q!i!iS!:! ~ ~ Weir Yi!!! Siw!...!!!.!!! Grate Inlet g inf+ g orifice .i!l...!!2!!r! 0.00 0 0.000 N/A 0.000 N/A 0.00 N/A 0.00 N/A 0.00 N/A 0.00 0.000 0.0 3.25 40 0.001 1,660 0.017 2.92 0.18 N/A 0.00 0.00 0.00 N/A 0.00 0.196 0.1 3.75 870 0.020 1,660 0.017 3.42 0.19 N/A 0.00 0.00 0.00 N/A 0.00 0.211 1.1 4.20 1,617 0.037 1,660 0.017 3.87 0.21 4.20 0.00 0.00 0.00 0.00 0.00 0.223 2.0 5.00 2,945 0.068 1,660 0.017 4.67 0.23 5.00 0.00 5.00 0.00 0.75 7.79 8.038 0.1 1312D -CTE -Toyota DET2 5/11/2021 L....I 1..-1 1......1 L..I I.J L-1 L~ L . ..I Li L-..1 LJ .. _ .. L..I L..I L....I L.-1 L....I l.q..l L.I Ill .. Ill .. .. Ill -Ill -Ill .. Ill .. Ill -Ill .. -Ill - ... .. Ill .. Ill .. .. ... San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/25/21 ********* Hydrology Study Control Information********** Program License Serial Number 6313 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.300 P6/P24 = 58.1% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai= 0.950 Sub-Area C Value= 0.870 Initial subarea total flow distance = 59.000(Ft.) Highest elevation= 75.120(Ft.) Lowest elevation= 73.830(Ft.) Elevation difference= 1.290(Ft.) Slope= 2.186 % Top of Initial Area Slope adjusted by User to 2.153 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.15 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration= 2.68 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8700)*( 70.000A.5)/( 2.153A(l/3)]= 2.68 Calculated TC of 2.682 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff= 2.768(CFS) Total initial stream area= 0.483(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 71.800(Ft.) Downstream point/station elevation= 70.860(Ft.) Pipe length = 134.00(Ft.) Slope= 0.0070 Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 2.768(CFS) Given pipe size= 12.00(In.) Calculated individual pipe flow = 2.768(CFS) Normal flow depth in pipe= 9.14(In.) Flow top width inside pipe= 10.22(In.) Critical Depth= 8.56(In.) Pipe flow velocity= 4.31(Ft/s) Travel time through pipe= 0.52 min. Time of concentration (TC)= 3.20 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 0.483(Ac.) Runoff from this stream= 2.768(CFS) Time of concentration= 3.20 min. Rainfall intensity= 6.587(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] :l ., .. .. .. , .. .. .. ., .. :J J :J .. .. .. ... .. -.. .. .. .. .. .. ... ... -.. .. .. .. .. ,. -... .. .. .. .. (General Industrial ) Impervious value, Ai= 0.950 Sub-Area C Value= 0.870 Initial subarea total flow distance = 60.000(Ft.) Highest elevation= 75.260(Ft.) Lowest elevation= 74.120(Ft.) Elevation difference= 1.140(Ft.) Slope= 1.900 % Top of Initial Area Slope adjusted by User to 1.833 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.83 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration= 2.83 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8700)*( 70.000A.5)/( 1.833A(l/3)]= 2.83 Calculated TC of 2.830 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff= 3.243(CFS) Total initial stream area= 0.566(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.566(Ac.) Runoff from this stream= 3.243(CFS) Time of concentration= 2.83 min . Rainfall intensity= 6.587(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No . (CFS) (min) (In/Hr) 1 2.768 3.20 6.587 2 3.243 2.83 6.587 Qmax(l) = 1.000 * 1.000 * 2.768) + 1.000 * 1.000 * 3.243) + = 6.011 Qmax(2) = 1.000 * 0.884 * 2.768) + 1.000 * 1.000 * 3.243) + = 5.691 Total of 2 main streams to confluence: Flow rates before confluence point: 2.768 3.243 Maximum flow rates at confluence using above data: 6.011 5.691 Area of streams before confluence: 0.483 0.566 Results of confluence: Total flow rate= 6.011(CFS) Time of concentration= 3.200 min. Effective stream area after confluence = 1.049(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 70.860(Ft.) Downstream point/station elevation= 66.830(Ft.) Pipe length = 390.00(Ft.) Slope= 0.0103 Manning's N = No. of pipes= 1 Required pipe flow = 6.01l(CFS) Given pipe size= 15.00(In.) Calculated individual pipe flow = 6.011(CFS) Normal flow depth in pipe= ll.30(In.) Flow top width inside pipe= 12.94(In.) Critical Depth= 11.89(In.) Pipe flow velocity= 6.07(Ft/s) Travel time through pipe= 1.07 min. Time of concentration (TC)= 4.27 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 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= 1.049(Ac.) Runoff from this stream= 6.011(CFS) Time of concentration= 4.27 min. Rainfall intensity= 6.587(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A= 0.000 j ., .. ., .. j , .. , .. , .. J J J J J J - ... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... .. .. 11111 -... ... -.. .. ... .. .. ... ... Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.670 Initial subarea total flow distance = 243.000(Ft.) Highest elevation= 75.130(Ft.) Lowest elevation= 67.980(Ft.) Elevation difference= 7.150(Ft.) Slope= 2.942 % Top of Initial Area Slope adjusted by User to 2.955 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 2.96 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration= 5.12 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.6700)*( 90.000A.5)/( 2.955A(l/3)]= 5.12 Rainfall intensity (I)= 6.489(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.670 Subarea runoff= 1.291(CFS) Total initial stream area= 0.297(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 66.860(Ft.) Downstream point/station elevation= 66.830(Ft.) Pipe length = 4.00(Ft.) Slope= 0.0075 Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 1.291(CFS) Given pipe size= 10.00(In.) Calculated individual pipe flow = 1.291(CFS) Normal flow depth in pipe= 6.05(In.) Flow top width inside pipe= 9.78(In.) Critical Depth= 6.09(In.) Pipe flow velocity= 3.74(Ft/s) Travel time through pipe= 0.02 min. Time of concentration (TC)= 5.13 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= Runoff from this stream Time of concentration= Rainfall intensity= Summary of stream data: 0.297(Ac.) = 1.291(CFS) 5.13 min. 6.475(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.011 4.27 6.587 2 1.291 5.13 6.475 Qmax(l) = 1.000 * 1.000 * 6.011) + 1.000 * 0.832 * 1. 291) + = 7.085 Qmax(2) = 0.983 * 1.000 * 6.011) + 1.000 * 1.000 * 1. 291) + = 7.200 Total of 2 main streams to confluence: Flow rates before confluence point: 6.011 1.291 Maximum flow rates at confluence using above data: 7.085 7.200 Area of streams before confluence: 1.049 0.297 Results of confluence: Total flow rate= 7.200(CFS) Time of concentration= 5.135 min. Effective stream area after confluence = 1. 346(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 404.000 **** 6 HOUR HYDROGRAPH **** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph Data -Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration= 5.13 Basin Area= 1.35 Acres 6 Hour Rainfall= 2.500 Inches Runoff Coefficient= 0.826 Peak Discharge= 7.20 CFS Time (Min) Discharge (CFS) 0 0.000 5 0.166 J , .. ., .. J J ... I .. J J , "' .. ... .. ... 10 0.167 15 0.170 ... 20 0.172 -25 0.175 30 0.177 .. 35 0.181 ... 40 0.182 45 0.186 11111 50 0.188 55 0.193 ... 60 0.195 .. 65 0.200 70 0.202 ... 75 0.207 80 0.210 .. 85 0.215 .. 90 0.218 95 0.225 .. 100 0.228 ... 105 0.235 110 0.239 .. 115 0.247 120 0.251 .. 125 0.260 130 0.265 ... 135 0.275 .. 140 0.281 145 0.293 .. 150 0.300 .. 155 0.314 160 0.322 ... 165 0.339 .. 170 0.349 175 0.371 .. 180 0.383 185 0.410 .. 190 0.426 195 0.463 .. 200 0.485 .. 205 0.538 210 0.571 -215 0.654 11111 220 0.709 225 0.867 ... 230 0.987 235 1.450 .. 240 2.043 ,. 245 7.200 250 1.163 .. 255 0.778 ... .. .. .. 260 0.609 265 0.510 270 0.444 275 0.396 280 0.359 285 0.330 290 0.307 295 0.287 300 0.270 305 0.255 310 0.243 315 0.232 320 0.222 325 0.213 330 0.205 335 0.197 340 0.190 345 0.184 350 0.179 355 0.173 360 0.169 365 0.164 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 Hydrograph in 1 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 1.8 3.6 5.4 7.2 -------------------------------------------------------------------- 0+ 0 0.0000 0.00 Q 0+ 1 0.0000 0.03 Q 0+ 2 0.0001 0.07 Q 0+ 3 0.0003 0.10 Q 0+ 4 0.0005 0.13 Q 0+ 5 0.0007 0.17 Q 0+ 6 0.0009 0.17 Q 0+ 7 0.0011 0.17 Q 0+ 8 0.0014 0.17 Q 0+ 9 0.0016 0.17 Q 0+10 0.0018 0.17 Q 0+11 0.0021 0.17 Q 0+12 0.0023 0.17 Q 0+13 0.0025 0.17 Q 0+14 0.0028 0.17 Q 0+15 0.0030 0.17 Q 0+16 0.0032 0.17 Q 0+17 0.0035 0.17 Q 0+18 0.0037 0.17 Q J :J J J J J j J J j 111111 ... 111111 .. 0+19 0.0039 0.17 Q 0+20 0.0042 0.17 Q .. 0+21 0.0044 0.17 Q .. 0+22 0.0046 0.17 Q 0+23 0.0049 0.17 Q ... 0+24 0.0051 0.17 Q .. 0+25 0.0054 0.18 Q 0+26 0.0056 0.18 Q ... 0+27 0.0059 0.18 QV 0+28 0.0061 0.18 QV 11111 0+29 0.0063 0.18 QV 0+30 0.0066 0.18 QV ... 0+31 0.0068 0.18 QV 11111 0+32 0.0071 0.18 QV 0+33 0.0073 0.18 QV .. 0+34 0.0076 0.18 QV 11111 0+35 0.0078 0.18 Q 0+36 0.0081 0.18 Q .. 0+37 0.0083 0.18 Q ... 0+38 0.0086 0.18 Q 0+39 0.0088 0.18 Q .. 0+40 0.0091 0.18 Q 0+41 0.0093 0.18 Q .. 0+42 0.0096 0.18 Q 0+43 0.0098 0.18 Q .. 0+44 0.0101 0.19 Q .. 0+45 0.0103 0.19 Q 0+46 0.0106 0.19 Q 11111 0+47 0.0109 0.19 Q .. 0+48 0.0111 0.19 Q 0+49 0.0114 0.19 Q .. 0+50 0.0116 0.19 QV 0+51 0.0119 0.19 QV 11111 0+52 0.0122 0.19 QV -0+53 0.0124 0.19 QV 0+54 0.0127 0.19 QV 11111 0+55 0.0129 0.19 QV 0+56 0.0132 0.19 QV .. 0+57 0.0135 0.19 QV .. 0+58 0.0137 0.19 QV 0+59 0.0140 0.19 QV ... 1+ 0 0.0143 0.19 QV .. 1+ 1 0.0146 0.20 QV 1+ 2 0.0148 0.20 QV .. 1+ 3 0.0151 0.20 QV 1+ 4 0.0154 0.20 QV ... 1+ 5 0.0156 0.20 QV 1+ 6 0.0159 0.20 QV .. 1+ 7 0.0162 0.20 QV .. 1+ 8 0.0165 0.20 QV .... .. .. ... ·---~ -------~•-___ , < -__ ,, __ , ___ ~--••~•-•--•-~-•----•-•,om--~••• --• •- :J .. 1+ 9 0.0167 0.20 IQV .. 1+10 0.0170 0.20 IQV :J 1+11 0.0173 0.20 IQ V 1+12 0.0176 0.20 IQ V 1+13 0.0179 0.21 IQ V 1+14 0.0182 0.21 IQ V J 1+15 0.0184 0.21 IQ V 1+16 0.0187 0.21 IQ V 1+17 0.0190 0.21 IQ V J 1+18 0.0193 0.21 IQ V 1+19 0.0196 0.21 IQ V 1+20 0.0199 0.21 Q V J 1+21 0.0202 0.21 Q V 1+22 0.0205 0.21 Q V 1+23 0.0208 0.21 Q V J 1+24 0.0210 0.21 Q V 1+25 0.0213 0.22 Q V 1+26 0.0216 0.22 Q V 1+27 0.0219 0.22 Q V J 1+28 0.0222 0.22 Q V 1+29 0.0225 0.22 Q V 1+30 0.0228 0.22 Q V J 1+31 0.0231 0.22 Q V 1+32 0.0234 0.22 Q V 1+33 0.0238 0.22 Q V J 1+34 0.0241 0.22 Q V 1+35 0.0244 0.22 Q V 1+36 0.0247 0.23 Q V 1+37 0.0250 0.23 Q V J 1+38 0.0253 0.23 Q V 1+39 0.0256 0.23 Q V 1+40 0.0259 0.23 Q V J 1+41 0.0263 0.23 Q V 1+42 0.0266 0.23 Q V 1+43 0.0269 0.23 Q V J 1+44 0.0272 0.23 Q V 1+45 0.0275 0.24 Q V 1+46 0.0279 0.24 Q V J 1+47 0.0282 0.24 Q V 1+48 0.0285 0.24 Q V 1+49 0.0288 0.24 Q V 1+50 0.0292 0.24 Q V J 1+51 0.0295 0.24 Q V 1+52 0.0298 0.24 Q V 1+53 0.0302 0.24 Q V J 1+54 0.0305 0.25 Q V 1+55 0.0308 0.25 Q V 1+56 0.0312 0.25 Q V J 1+57 0.0315 0.25 Q V 1+58 0.0319 0.25 Q V J J ... ... ... ... 1+59 0.0322 0.25 Q V 2+ 0 0.0326 0.25 Q V ... 2+ 1 0.0329 0.25 Q V ... 2+ 2 0.0333 0.25 Q V 2+ 3 0.0336 0.26 Q V ... 2+ 4 0.0340 0.26 Q V ... 2+ 5 0.0343 0.26 Q V 2+ 6 0.0347 0.26 Q V .. 2+ 7 0.0350 0.26 Q V -.. 2+ 8 0.0354 0.26 Q V 2+ 9 0.0358 0.26 Q V 2+10 0.0361 0.26 Q V .. 2+11 0.0365 0.27 Q V ... 2+12 0.0369 0.27 Q V 2+13 0.0373 0.27 Q V .. 2+14 0.0376 0.27 Q V ... 2+15 0.0380 0.28 Q V 2+16 0.0384 0.28 Q V .. 2+17 0.0388 0.28 Q V ... 2+18 0.0392 0.28 Q V 2+19 0.0395 0.28 Q V .. 2+20 0.0399 0.28 Q V 2+21 0.0403 0.28 Q V .. 2+22 0.0407 0.29 Q V 2+23 0.0411 0.29 Q V .. 2+24 0.0415 0.29 Q V .. 2+25 0.0419 0.29 Q V 2+26 0.0423 0.29 Q V .. 2+27 0.0427 0.30 Q V .. 2+28 0.0431 0.30 Q V 2+29 0.0435 0.30 Q V .. 2+30 0.0440 0.30 Q V 2+31 0.0444 0.30 Q V .. 2+32 0.0448 0.31 Q V 2+33 0.0452 0.31 Q V ,. 2+34 0.0456 0.31 Q V ... 2+35 0.0461 0.31 Q V 2+36 0.0465 0.32 Q V .. 2+37 0.0469 0.32 Q V .. 2+38 0.0474 0.32 Q V 2+39 0.0478 0.32 Q V .. 2+40 0.0483 0.32 Q V .. 2+41 0.0487 0.33 Q V 2+42 0.0492 0.33 Q V .. 2+43 0.0496 0.33 Q V 2+44 0.0501 0.34 Q V 11111 2+45 0.0506 0.34 Q V 2+46 0.0510 0.34 Q V ... 2+47 0.0515 0.34 Q V .. 2+48 0.0520 0.35 Q V ... 11111 .. .. ------------·~--- :J 2+49 0.0525 0.35 Q VI J 2+50 0.0529 0.35 Q VI j 2+51 0.0534 0.35 Q VI 2+52 0.0539 0.36 Q VI 2+53 0.0544 0.36 Q VI 2+54 0.0549 0.37 Q VI ~ t 2+55 0.0554 0.37 Q VI ... 2+56 0.0559 0.37 Q VI 2+57 0.0565 0.38 Q VI :J 2+58 0.0570 0.38 Q VI 2+59 0.0575 0.38 Q V 3+ 0 0.0580 0.38 Q V j 3+ 1 0.0586 0.39 Q V 3+ 2 0.0591 0.39 Q V 3+ 3 0.0597 0.40 Q V J 3+ 4 0.0602 0.40 Q V 3+ 5 0.0608 0.41 Q V 3+ 6 0.0614 0.41 Q V 3+ 7 0.0619 0.42 Q V :J 3+ 8 0.0625 0.42 Q V 3+ 9 0.0631 0.42 Q V 3+10 0.0637 0.43 Q IV J 3+11 0.0643 0.43 Q IV 3+12 0.0649 0.44 Q IV 3+13 0.0655 0.45 Q IV J 3+14 0.0661 0.46 Q IV 3+15 0.0668 0.46 Q IV 3+16 0.0674 0.47 Q IV 3+17 0.0681 0.47 Q IV J 3+18 0.0687 0.48 Q V 3+19 0.0694 0.48 Q V 3+20 0.0700 0.49 Q V J 3+21 0.0707 0.50 Q V 3+22 0.0714 0.51 Q V 3+23 0.0721 0.52 Q V J 3+24 0.0729 0.53 Q V 3+25 0.0736 0.54 Q V 3+26 0.0744 0.54 Q V J 3+27 0.0751 0.55 Q V 3+28 0.0759 0.56 Q V 3+29 0.0767 0.56 Q V 3+30 0.0774 0.57 Q V J 3+31 0.0783 0.59 Q V 3+32 0.0791 0.60 Q V 3+33 0.0799 0.62 Q V J 3+34 0.0808 0.64 Q V 3+35 0.0817 0.65 Q V 3+36 0.0826 0.67 Q V J 3+37 0.0836 0.68 Q V 3+38 0.0845 0.69 Q V J J ... .. ... ... 3+39 0.0855 0.70 Q V 3+40 0.0865 0.71 Q V ,. 3+41 0.0875 0.74 Q V ... 3+42 0.0885 0.77 Q V 3+43 0.0896 0.80 Q V .. 3+44 0.0908 0.84 Q V .. 3+45 0.0920 0.87 Q V 3+46 0.0932 0.89 Q V .. 3+47 0.0945 0.92 Q V 3+48 0.0958 0.94 Q V .. 3+49 0.0971 0.96 Q V 3+50 0.0985 0.99 Q V .. 3+51 0.0999 1.08 Q V 111111 3+52 0.1016 1.17 Q V 3+53 0.1033 1.26 Q V .. 3+54 0.1052 1.36 Q V .. 3+55 0.1072 1.45 Q V 3+56 0.1093 1.57 Q V .. 3+57 0.1117 1.69 Q V .. 3+58 0.1141 1.81 Q V I 3+59 0.1168 1.92 Q V I .. 4+ 0 0.1196 2.04 Q V I 4+ 1 0.1238 3.07 Q V I .. 4+ 2 0.1295 4.11 Q I 4+ 3 0.1366 5.14 V Q I .. 4+ 4 0.1451 6.17 V Q I ... 4+ 5 0.1550 7.20 V Q 4+ 6 0.1632 5.99 V Q ,. 4+ 7 0.1698 4.79 Q V .. 4+ 8 0.1748 3.58 Q V 4+ 9 0.1780 2.37 Q V .. 4+10 0.1796 1.16 Q V 4+11 0.1811 1.09 Q V .. 4+12 0.1825 1.01 Q V 4+13 0.1838 0.93 Q V .. 4+14 0.1850 0.85 Q V .. 4+15 0.1860 0.78 Q V 4+16 0.1871 0.74 Q V ,. 4+17 0.1880 0.71 Q V .. 4+18 0.1890 0.68 Q V 4+19 0.1899 0.64 Q V ... 4+20 0.1907 0.61 Q V .. 4+21 0.1915 0.59 Q V 4+22 0.1923 0.57 Q V ... 4+23 0.1931 0.55 Q V 4+24 0.1938 0.53 Q V .. 4+25 0.1945 0.51 Q V 4+26 0.1952 0.50 Q V ... 4+27 0.1958 0.48 Q V .. 4+28 0.1965 0.47 Q V .. -... ... -·-------· ----"'~--~·-------· -----------··~---"--~~--------. ---. , .. 4+29 0.1971 0.46 Q V J 4+30 0.1977 0.44 Q V ., 4+31 0.1983 0.43 Q V .. 4+32 0.1989 0.42 Q V 4+33 0.1995 0.42 Q V 4+34 0.2000 0.41 Q V , 4+35 0.2006 0.40 Q V .. 4+36 0.2011 0.39 Q V 4+37 0.2016 0.38 Q V :J 4+38 0.2022 0.37 Q V 4+39 0.2027 0.37 Q V 4+40 0.2032 0.36 Q V :J 4+41 0.2036 0.35 Q V 4+42 0.2041 0.35 Q V 4+43 0.2046 0.34 Q V .. 4+44 0.2051 0.34 Q V 4+45 0.2055 0.33 Q V .. 4+46 0.2060 0.33 Q V 4+47 0.2064 0.32 Q V J 4+48 0.2068 0.32 Q V 4+49 0.2073 0.31 Q V 4+50 0.2077 0.31 Q V , 4+51 0.2081 0.30 Q V .. 4+52 0.2085 0.30 Q V 4+53 0.2089 0.29 Q V ., 4+54 0.2093 0.29 Q V .. 4+55 0.2097 0.29 Q V 4+56 0.2101 0.28 Q V 4+57 0.2105 0.28 Q V .. 4+58 0.2109 0.28 Q V .. 4+59 0.2113 0.27 Q V 5+ 0 0.2116 0.27 Q V J 5+ 1 0.2120 0.27 Q V 5+ 2 0.2124 0.26 Q V 5+ 3 0.2127 0.26 Q V , 5+ 4 0.2131 0.26 Q V .. 5+ 5 0.2134 0.26 Q V 5+ 6 0.2138 0.25 Q V .. 5+ 7 0.2141 0.25 Q V .. 5+ 8 0.2145 0.25 Q V 5+ 9 0.2148 0.25 Q V 5+10 0.2151 0.24 Q V j 5+11 0.2155 0.24 Q V 5+12 0.2158 0.24 Q V 5+13 0.2161 0.24 Q V J 5+14 0.2164 0.23 Q V 5+15 0.2168 0.23 Q V 5+16 0.2171 0.23 Q V ., 5+17 0.2174 0.23 Q V .. 5+18 0.2177 0.23 Q V J J ... ... ,. ... 5+19 0.2180 0.22 Q V 5+20 0.2183 0.22 Q V .. 5+21 0.2186 0.22 Q V ... 5+22 0.2189 0.22 Q V 5+23 0.2192 0.22 Q V -5+24 0.2195 0.21 Q V .. 5+25 0.2198 0.21 Q V 5+26 0.2201 0.21 Q V -5+27 0.2204 0.21 Q V 5+28 0.2207 0.21 Q V 1111 5+29 0.2209 0.21 Q V 5+30 0.2212 0.20 Q V -5+31 0.2215 0.20 Q V 1111 5+32 0.2218 0.20 Q V 5+33 0.2221 0.20 Q V -5+34 0.2223 0.20 Q V .. 5+35 0.2226 0.20 Q V 5+36 0.2229 0.20 Q V ... 5+37 0.2231 0.19 Q V .. 5+38 0.2234 0.19 Q V 5+39 0.2237 0.19 Q V .. 5+40 0.2239 0.19 Q V 5+41 0.2242 0.19 Q V ... 5+42 0.2245 0.19 Q V 5+43 0.2247 0.19 Q V ... 5+44 0.2250 0.19 Q V .. 5+45 0.2252 0.18 Q V 5+46 0.2255 0.18 Q V .. 5+47 0.2257 0.18 Q V 1111 5+48 0.2260 0.18 Q V 5+49 0.2262 0.18 Q V ... 5+50 0.2265 0.18 Q V 5+51 0.2267 0.18 Q V .. 5+52 0.2270 0.18 Q V .. 5+53 0.2272 0.18 Q V 5+54 0.2274 0.17 Q V .. 5+55 0.2277 0.17 Q V 5+56 0.2279 0.17 Q V .. 5+57 0.2282 0.17 Q V .. 5+58 0.2284 0.17 Q V 5+59 0.2286 0.17 Q V .. 6+ 0 0.2289 0.17 Q V .. 6+ 1 0.2291 0.17 Q V 6+ 2 0.2293 0.17 Q V .. 6+ 3 0.2295 0.17 Q V 6+ 4 0.2298 0.16 Q V .. 6+ 5 0.2300 0.16 Q V ---------------------------------------------------------------------.. ... ... ... .. .. ------~---· -~ -----" ----- J :J End of computations, total study area= 1. 346 (Ac.) ., .. j j ~ J .. "' :J J .. ~ 11111 ., .. J ., .I :J j :J J J j .. ... -.. .. .. .. .. .. .. .. .. .. -.. -... - ... .. ... ... .. ... ... .. FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2012 Study date: 05/11/21 Program License Serial Number 6313 ********************* HYDROGRAPH INFORMATION********************** From study/file name: PR2HYD.rte ****************************HYDROGRAPH DATA**************************** Number of intervals= 365 Time interval= 1.0 (Min.) Maximum/Peak flow rate= 7.200 (CFS) Total volume= 0.230 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 404.000 **** 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= 0.00(Ft.) Initial basin depth= Initial basin storage= Initial basin outflow= 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) J ---------------------------------------------------------------------., 0.000 0.000 0.000 0.000 0.000 3.250 0.001 0.196 0.001 0.001 .. 3.750 0.020 0.211 0.020 0.020 4.200 0.037 0.223 0.037 0.037 , 4.750 0.058 8.038 0.052 0.064 .. -------------------------------------------------------------------- Hydrograph Detention Basin Routing .. ---------------------------------------------------------------------.. Graph values: 'I'= unit inflow; 'O'=outflow at time shown ., ---------------------------------------------------------------------"" Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.8 3.60 5.40 7.20 (Ft.) ., 0.017 0.03 0.00 0.000 0 0.07 ... 0.033 0.07 0.01 0.000 0 0.25 0.050 0.10 0.03 0.000 0 0.51 0.067 0.13 0.05 0.000 0 0.85 ., 0.083 0.17 0.07 0.000 0 1.23 .. 0.100 0.17 0.10 0.000 0 1. 59 0.117 0.17 0.11 0.001 0 1.87 ., 0.133 0.17 0.13 0.001 0 2.08 11111 0.150 0.17 0.14 0.001 0 2.24 0.167 0.17 0.14 0.001 0 2.37 J 0.183 0.17 0.15 0.001 0 2.46 0.200 0.17 0.15 0.001 0 2.54 0.217 0.17 0.16 0.001 0 2.60 0.233 0.17 0.16 0.001 0 2.65 j 0.250 0.17 0.16 0.001 0 2.69 0.267 0.17 0.16 0.001 0 2.72 0.283 0.17 0.17 0.001 0 2.75 J 0.300 0.17 0.17 0.001 0 2.77 0.317 0.17 0.17 0.001 0 2.79 0.333 0.17 0.17 0.001 0 2.80 :J 0.350 0.17 0.17 0.001 0 2.81 0.367 0.17 0.17 0.001 0 2.83 0.383 0.17 0.17 0.001 0 2.84 ., 0.400 0.17 0.17 0.001 0 2.85 0.417 0.18 0.17 0.001 0 2.86 ~ 0.433 0.18 0.17 0.001 0 2.87 0.450 0.18 0.17 0.001 0 2.88 j 0.467 0.18 0.17 0.001 0 2.89 0.483 0.18 0.17 0.001 0 2.90 0.500 0.18 0.18 0.001 0 2.91 ., 0.517 0.18 0.18 0.001 0 2.91 .; 0.533 0.18 0.18 0.001 0 2.92 0.550 0.18 0.18 0.001 0 2.93 J 0.567 0.18 0.18 0.001 0 2.94 0.583 0.18 0.18 0.001 0 2.95 J J ... .. ,.. .. 0.600 0.18 0.18 0.001 0 2.96 0.617 0.18 0.18 0.001 0 2.97 ,.. 0.633 0.18 0.18 0.001 0 2.98 .. 0.650 0.18 0.18 0.001 0 2.99 0.667 0.18 0.18 0.001 0 3.00 .. 0.683 0.18 0.18 0.001 0 3.01 .. 0.700 0.18 0.18 0.001 0 3.01 0.717 0.18 0.18 0.001 0 3.02 .. 0.733 0.19 0.18 0.001 0 3.04 0.750 0.19 0.18 0.001 0 3.05 .. 0.767 0.19 0.18 0.001 0 3.06 0.783 0.19 0.19 0.001 0 3.07 .. 0.800 0.19 0.19 0.001 0 3.08 .. 0.817 0.19 0.19 0.001 0 3.09 0.833 0.19 0.19 0.001 0 3.09 .. 0.850 0.19 0.19 0.001 0 3.10 ... 0.867 0.19 0.19 0.001 0 3.11 0.883 0.19 0.19 0.001 0 3.12 .. 0.900 0.19 0.19 0.001 0 3.14 .. 0.917 0.19 0.19 0.001 0 3.15 0.933 0.19 0.19 0.001 0 3.16 -0.950 0.19 0.19 0.001 0 3.17 0.967 0.19 0.19 0.001 0 3.18 .. 0.983 0.19 0.19 0.001 0 3.19 1.000 0.19 0.19 0.001 0 3.20 .. 1.017 0.20 0.19 0.001 0 3.21 .. 1.033 0.20 0.19 0.001 0 3.22 1.050 0.20 0.19 0.001 0 3.23 .. 1.067 0.20 0.20 0.001 0 3.24 ... 1.083 0.20 0.20 0.001 0 3.25 1.100 0.20 0.20 0.001 0 3.25 -1.117 0.20 0.20 0.001 0 3.25 ... 1.133 0.20 0.20 0.001 0 3.25 1.150 0.20 0.20 0.001 0 3.25 -1.167 0.20 0.20 0.001 0 3.25 1.183 0.20 0.20 0.001 0 3.25 .. 1.200 0.20 0.20 0.001 0 3.25 1.217 0.21 0.20 0.001 0 3.25 -1.233 0.21 0.20 0.001 0 3.25 .. 1.250 0.21 0.20 0.001 0 3.25 1.267 0.21 0.20 0.001 0 3.25 .. 1.283 0.21 0.20 0.001 0 3.25 .. 1.300 0.21 0.20 0.001 0 3.25 1.317 0.21 0.20 0.001 0 3.25 .. 1.333 0.21 0.20 0.001 0 3.25 1.350 0.21 0.20 0.001 0 3.26 .. 1.367 0.21 0.20 0.001 0 3.26 1.383 0.21 0.20 0.001 0 3.26 ... 1.400 0.21 0.20 0.001 0 3.26 ... 1.417 0.22 0.20 0.001 0 3.26 ... ... ,,. .. -----·~----..--~~ , .. -·-~ -----·--. ··-~---------- J 1.433 0.22 0.20 0.001 Q 3.26 J 1.450 0.22 0.20 0.001 Q 3.26 ., 1.467 0.22 0.20 0.001 Q 3.26 1.483 0.22 0.20 0.001 Q 3.26 ., 1.500 0.22 0.20 0.001 Q 3.26 1.517 0.22 0.20 0.001 Q 3.26 J 1.533 0.22 0.20 0.001 Q 3.26 1.550 0.22 0.20 0.002 Q 3.26 1.567 0.22 0.20 0.002 Q 3.27 ., 1.583 0.22 0.20 0.002 Q 3.27 .. 1.600 0.23 0.20 0.002 QI 3.27 1.617 0.23 0.20 0.002 QI 3.27 ., 1.633 0.23 0.20 0.002 QI 3.27 .. 1.650 0.23 0.20 0.002 QI 3.27 1.667 0.23 0.20 0.002 QI 3.27 J 1.683 0.23 0.20 0.002 QI 3.27 1.700 0.23 0.20 0.002 QI 3.27 1. 717 0.23 0.20 0.002 QI 3.28 1.733 0.23 0.20 0.002 QI 3.28 J 1.750 0.24 0.20 0.002 QI 3.28 1.767 0.24 0.20 0.002 QI 3.28 1. 783 0.24 0.20 0.002 QI 3.28 j 1.800 0.24 0.20 0.002 QI 3.28 1.817 0.24 0.20 0.002 QI 3.28 1.833 0.24 0.20 0.002 QI 3.28 ., 1.850 0.24 0.20 0.002 QI 3.29 1.867 0.24 0.20 0.002 QI 3.29 .. 1.883 0.24 0.20 0.003 QI 3.29 1.900 0.25 0.20 0.003 QI 3.29 J 1.917 0.25 0.20 0.003 QI 3.29 1.933 0.25 0.20 0.003 QI 3.30 1.950 0.25 0.20 0.003 QI 3.30 J 1.967 0.25 0.20 0.003 QI 3.30 1.983 0.25 0.20 0.003 QI 3.30 2.000 0.25 0.20 0.003 QI 3.30 J 2.017 0.25 0.20 0.003 QI 3.30 2.033 0.25 0.20 0.003 QI 3.31 2.050 0.26 0.20 0.003 QI 3.31 :J 2.067 0.26 0.20 0.003 QI 3.31 2.083 0.26 0.20 0.003 QI 3.31 2.100 0.26 0.20 0.003 QI 3.32 2.117 0.26 0.20 0.004 QI 3.32 j 2.133 0.26 0.20 0.004 QI 3.32 2.150 0.26 0.20 0.004 QI 3.32 2.167 0.26 0.20 0.004 QI 3.32 :J 2.183 0.27 0.20 0.004 QI 3.33 2.200 0.27 0.20 0.004 QI 3.33 2.217 0.27 0.20 0.004 QI 3.33 J 2.233 0.27 0.20 0.004 QI 3.33 2.250 0.28 0.20 0.004 QI 3.34 J J ... ... .. ... 2.267 0.28 0.20 0.004 QI 3.34 2.283 0.28 0.20 0.005 QI 3.34 .. 2.300 0.28 0.20 0.005 QI 3.35 .. 2.317 0.28 0.20 0.005 QI 3.35 2.333 0.28 0.20 0.005 QI 3.35 i--2.350 0.28 0.20 0.005 QI 3.36 .. 2.367 0.29 0.20 0.005 QI 3.36 2.383 0.29 0.20 0.005 QI 3.36 .. 2.400 0.29 0.20 0.005 QI 3.36 2.417 0.29 0.20 0.005 QI 3.37 .. 2.433 0.29 0.20 0.006 QI 3.37 .. 2.450 0.30 0.20 0.006 OI 3.37 2.467 0.30 0.20 0.006 QI 3.38 .. 2.483 0,30 0.20 0.006 QI 3.38 2.500 0.30 0.20 0.006 QI 3.39 .. 2.517 0.30 0.20 0.006 QI 3.39 .. 2.533 0.31 0.20 0.006 QI 3.39 2.550 0.31 0.20 0.007 QI 3.40 ... 2.567 0.31 0.20 0.007 QI 3.40 .. 2.583 0.31 0.20 0.007 QI 3.40 2.600 0.32 0.20 0.007 QI 3.41 ... 2.617 0.32 0.20 0.007 QI 3.41 2.633 0.32 0.20 0.007 QI 3.42 .. 2.650 0.32 0.20 0.008 QI 3.42 2.667 0.32 0.20 0.008 QI 3.43 ... 2.683 0.33 0.20 0.008 QI 3.43 ... 2.700 0.33 0.20 0.008 QI 3.43 2.717 0.33 0.20 0.008 QI 3.44 ,.. 2.733 0.34 0.20 0.008 QI 3.44 ... 2.750 0.34 0.20 0.009 QI 3.45 2.767 0.34 0.20 0.009 OI 3.45 ... 2.783 0.34 0.20 0.009 QI 3.46 .. 2.800 0.35 0.20 0.009 QI 3.46 2.817 0.35 0.20 0.009 QI 3.47 .. 2.833 0.35 0.20 0.010 QI 3.47 2.850 0.35 0.20 0.010 QI 3.48 .. 2.867 0.36 0.20 0.010 QI 3.49 2.883 0.36 0.20 0.010 QI 3.49 .. 2.900 0.37 0.20 0.010 QI 3.50 .. 2.917 0.37 0.20 0.011 QI 3.50 2.933 0.37 0.20 0.011 QI 3.51 ... 2.950 0.38 0.20 0.011 QI 3.52 .. 2.967 0.38 0.20 0.011 QI 3.52 2.983 0.38 0.20 0.012 QI 3.53 ... 3.000 0.38 0.20 0.012 OI 3.53 3.017 0.39 0.20 0.012 QI 3.54 -3.033 0.39 0.20 0.012 QI 3.55 3.050 0.40 0.21 0.013 QI 3.55 .. 3.067 0.40 0.21 0.013 QI 3.56 -3.083 0.41 0.21 0.013 QI 3.57 .. ... jllll .. ---·~---·-··------·-> ~-• ••-~_,-_,_ -T~--~-•-• --•-·-------~· -·-·-· ---~-, J 3.100 0.41 0.21 0.013 01 3.58 :J 3.117 0.42 0.21 0.014 01 3.58 :J 3.133 0.42 0.21 0.014 01 3.59 3.150 0.42 0.21 0.014 01 3.60 3.167 0.43 0.21 0.015 01 3.61 3.183 0.43 0.21 0.015 01 3.62 ., 3.200 0.44 0.21 0.015 01 3.62 .. 3.217 0.45 0.21 0.016 01 3.63 3.233 0.46 0.21 0.016 0 I 3.64 J 3.250 0.46 0.21 0.016 0 I 3.65 3.267 0.47 0.21 0.017 0 l 3.66 3.283 0.47 0.21 0.017 0 l 3.67 ., 3.300 0.48 0.21 0.017 0 l 3.68 3.317 0.48 0.21 0.018 0 l 3.69 .. 3.333 0.49 0.21 0.018 0 l 3.70 J 3.350 0.50 0.21 0.018 0 I 3.71 3.367 0.51 0.21 0.019 0 l 3.72 3.383 0.52 0.21 0.019 0 l 3.73 3.400 0.53 0.21 0.020 0 l 3.74 j 3.417 0.54 0.21 0.020 0 l 3.75 3.433 0.54 0.21 0.021 0 l 3.77 3.450 0.55 0.21 0.021 0 l 3.78 J 3.467 0.56 0.21 0.022 0 l 3.79 3.483 0.56 0.21 0.022 0 I 3.80 3.500 0.57 0.21 0.022 0 l 3.82 ., 3.517 0.59 0.21 0.023 0 l 3.83 3.533 0.60 0.21 0.024 0 l 3.84 .. 3.550 0.62 0.21 0.024 0 l 3.86 3.567 0.64 0.21 0.025 0 l 3.87 J 3.583 0.65 0.21 0.025 0 l 3.89 3.600 0.67 0.22 0.026 0 l 3.90 3.617 0.68 0.22 0.026 0 l 3.92 J 3.633 0.69 0.22 0.027 0 l 3.94 3.650 0.70 0.22 0.028 0 l 3.96 3.667 0.71 0.22 0.028 0 l 3.97 J 3.683 0.74 0.22 0.029 0 l 3.99 3.700 0.77 0.22 0.030 0 l 4.01 3. 717 0.80 0.22 0.031 0 I 4.03 J 3.733 0.84 0.22 0.032 0 I 4.05 3.750 0.87 0.22 0.032 0 I 4.08 3.767 0.89 0.22 0.033 0 l 4.10 3.783 0.92 0.22 0.034 0 l 4.13 j 3.800 0.94 0.22 0.035 0 l 4.15 3.817 0.96 0.22 0.036 0 l 4.18 3.833 0.99 0.29 0.037 10 l 4.20 J 3.850 1.08 0.59 0.038 I o l 4.23 3.867 1.17 0.81 0.039 I 0 I 4.24 3.883 1.26 0.98 0.039 I 01 4.25 J 3.900 1.36 1.11 0.039 I 0 I 4.26 3.917 1.45 1.23 0.040 I 0I 4.27 J J ... -.. .. 3.933 1.57 1.35 0.040 OI I I 4.28 3.950 1.69 1.46 0.040 OIi I 4.29 .. 3.967 1.81 1.58 0.041 OI I 4.30 .. 3.983 1.92 1.69 0.041 OI I 4.30 4.000 2.04 1.81 0.041 OI I 4.31 .. 4.017 3.07 2.12 0.042 10 I I 4.33 .. 4.033 4.11 2.72 0.044 I 0 I I 4.38 4.050 5.14 3.49 0.046 I 0 I 4.43 .. 4.067 6.17 4.38 0.048 I 0 I 4.49 4.083 7.20 5.32 0.051 I 0 I 4.56 .. 4.100 5.99 5.84 0.052 I OI 4.60 4.117 4.79 5.66 0.052 I I 0 4.58 .. 4.133 3.58 5.05 0.050 I I 0 4.54 ... 4.150 2.37 4.21 0.048 I I 0 4.48 4.167 1.16 3.21 0.045 I I 0 4.41 .. 4.183 1.09 2.36 0.043 I I 0 4.35 .. 4.200 1.01 1.82 0.041 I 0 4.31 4.217 0.93 1.48 0.040 I 0 4.29 ... 4.233 0.85 1.24 0.040 I 0 4.27 .. 4.250 0.78 1.07 0.039 IO 4.26 4.267 0.74 0.94 0.039 IO 4.25 ... 4.283 0.71 0.85 0.039 0 4.24 4.300 0.68 0.79 0.039 0 4.24 .. 4.317 0.64 0.74 0.038 IO 4.24 4.333 0.61 0.69 0.038 IO 4.23 .. 4.350 0.59 0.65 0.038 0 4.23 111111 4.367 0.57 0.62 0.038 0 4.23 4.383 0.55 0.60 0.038 0 4.23 -4.400 0.53 0.57 0.038 0 4.22 .. 4.417 0.51 0.55 0.038 0 4.22 4.433 0.50 0.53 0.038 0 4.22 .. 4.450 0.48 0.51 0.038 0 4.22 4.467 0.47 0.50 0.038 0 4.22 ... 4.483 0.46 0.48 0.038 0 4.22 .. 4.500 0.44 0.47 0.038 IO 4.22 4. 517 0.43 0.46 0.038 IO 4.22 .. 4. 533 0.42 0.45 0.038 0 4.22 4.550 0.42 0.44 0.038 0 4.21 ,. 4.567 0.41 0.43 0.038 0 4.21 -4.583 0.40 0.42 0.038 0 4.21 4.600 0.39 0.41 0.037 0 4.21 .. 4.617 0.38 0.40 0.037 0 4.21 ... 4.633 0.37 0.39 0.037 0 4.21 4.650 0.37 0.38 0.037 0 4.21 -4.667 0.36 0.37 0.037 0 4.21 4.683 0.35 0.37 0.037 0 4.21 .. 4.700 0.35 0.36 0.037 0 4.21 4.717 0.34 0.35 0.037 0 4.21 .. 4.733 0.34 0.35 0.037 0 4.21 .. 4.750 0.33 0.34 0.037 0 4.21 .. .. .. .. -------,--~----·-----~ ----·---~ --~~--~--- J J 4.767 0.33 0.34 0.037 0 4.21 4.783 0.32 0.33 0.037 0 4.21 :J 4.800 0.32 0.33 0.037 0 4.21 4.817 0.31 0.32 0.037 0 4.21 4.833 0.31 0.32 0.037 0 4.21 4.850 0.30 0.31 0.037 0 4.21 :J 4.867 0.30 0.31 0.037 0 4.21 4.883 0.29 0.30 0.037 0 4.21 4.900 0.29 0.30 0.037 0 4.21 J 4.917 0.29 0.29 0.037 0 4.21 4.933 0.28 0.29 0.037 0 4.20 4.950 0.28 0.29 0.037 0 4.20 :J 4.967 0.28 0.28 0.037 0 4.20 4.983 0.27 0.28 0.037 0 4.20 5.000 0.27 0.28 0.037 0 4.20 J 5.017 0.27 0.27 0.037 0 4.20 5.033 0.26 0.27 0.037 0 4.20 5.050 0.26 0.27 0.037 0 4.20 5.067 0.26 0.26 0.037 0 4.20 J 5.083 0.26 0.26 0.037 0 4.20 5.100 0.25 0.26 0.037 0 4.20 5.117 0.25 0.26 0.037 0 4.20 :J 5.133 0.25 0.25 0.037 0 4.20 5.150 0.25 0.25 0.037 0 4.20 5.167 0.24 0.25 0.037 0 4.20 J 5.183 0.24 0.25 0.037 0 4.20 5.200 0.24 0.24 0.037 0 4.20 5.217 0.24 0.24 0.037 0 4.20 5.233 0.23 0.24 0.037 0 4.20 ., 5.250 0.23 0.24 0.037 0 4.20 .. 5.267 0.23 0.23 0.037 0 4.20 5.283 0.23 0.23 0.037 0 4.20 j 5.300 0.23 0.23 0.037 10 4.20 5.317 0.22 0.23 0.037 IO 4.20 5.333 0.22 0.23 0.037 IO 4.20 :J 5.350 0.22 0.22 0.037 0 4.20 5.367 0.22 0.22 0.037 0 4.20 5.383 0.22 0.22 0.037 0 4.20 J 5.400 0.21 0.22 0.037 0 4.20 5.417 0.21 0.22 0.037 0 4.20 5.433 0.21 0.22 0.037 0 4.20 5.450 0.21 0.22 0.037 0 4.20 J 5.467 0.21 0.22 0.037 0 4.20 5.483 0.21 0.22 0.037 0 4.20 5.500 0.20 0.22 0.037 0 4.20 J 5.517 0.20 0.22 0.037 0 4.20 5.533 0.20 0.22 0.037 0 4.19 5.550 0.20 0.22 0.037 0 4.19 J 5.567 0.20 0.22 0.037 0 4.19 5.583 0.20 0.22 0.037 0 4.19 J J -.. .. .. 5.600 0.20 0.22 0.037 0 4.19 5.617 0.19 0.22 0.037 0 4.19 -5.633 0.19 0.22 0.037 0 4.19 .. 5.650 0.19 0.22 0.037 0 4.19 5.667 0.19 0.22 0.037 0 4.19 .. 5.683 0.19 0.22 0.036 0 4.19 .. 5.700 0.19 0.22 0.036 0 4.18 5. 717 0.19 0.22 0.036 0 4.18 -5.733 0.19 0.22 0.036 0 4.18 .. 5.750 0.18 0.22 0.036 0 4.18 5.767 0.18 0.22 0.036 0 4.18 .. 5.783 0.18 0.22 0.036 0 4.18 5.800 0.18 0.22 0.036 0 4.18 .. 5.817 0.18 0.22 0.036 0 4.17 5.833 0.18 0.22 0.036 0 4.17 .. 5.850 0.18 0.22 0.036 0 4.17 .. 5.867 0.18 0.22 0.036 0 4.17 5.883 0.18 0.22 0.036 0 4.17 .. 5.900 0.17 0.22 0.036 0 4.17 ... 5.917 0.17 0.22 0.036 0 4.16 5.933 0.17 0.22 0.036 0 4.16 -5.950 0.17 0.22 0.036 0 4.16 ... 5.967 0.17 0.22 0.035 0 4.16 5.983 0.17 0.22 0.035 0 4.16 6.000 0.17 0.22 0.035 0 4.16 ... 6.017 0.17 0.22 0.035 0 4.15 .. 6.033 0.17 0.22 0.035 0 4.15 6.050 0.17 0.22 0.035 0 4.15 .. 6.067 0.16 0.22 0.035 0 4.15 .. 6.083 0.16 0.22 0.035 0 4.15 6.100 0.00 0.22 0.035 0 4.14 .. 6.117 0.00 0.22 0.034 0 4.13 .. 6.133 0.00 0.22 0.034 0 4.12 6.150 0.00 0.22 0.034 0 4.12 .. 6.167 0.00 0.22 0.034 0 4.11 6.183 0.00 0.22 0.033 0 4.10 .. 6.200 0.00 0.22 0.033 0 4.09 6.217 0.00 0.22 0.033 0 4.08 .. 6.233 0.00 0.22 0.032 0 4.08 .. 6.250 0.00 0.22 0.032 0 4.07 6.267 0.00 0.22 0.032 0 4.06 ... 6.283 0.00 0.22 0.031 0 4.05 .. 6.300 0.00 0.22 0.031 0 4.04 6.317 0.00 0.22 0.031 0 4.04 ... 6.333 0.00 0.22 0.031 0 4.03 6.350 0.00 0.22 0.030 0 4.02 .. 6.367 0.00 0.22 0.030 0 4.01 .. 6.383 0.00 0.22 0.030 0 4.00 6.400 0.00 0.22 0.029 0 4.00 .. 6.417 0.00 0.22 0.029 0 3.99 .. .. .. .. ~ ~---=-·----~-----~--~ ~ :J 6.433 0.00 0.22 0.029 0 3.98 6.450 0.00 0.22 0.028 0 3.97 j 6.467 0.00 0.22 0.028 0 3.96 6.483 0.00 0.22 0.028 0 3.96 6.500 0.00 0.22 0.028 0 3.95 6.517 0.00 0.22 0.027 0 3.94 :J 6.533 0.00 0.22 0.027 0 3.93 6.550 0.00 0.22 0.027 0 3.93 6.567 0.00 0.22 0.026 0 3.92 :J 6.583 0.00 0.22 0.026 0 3.91 6.600 0.00 0.22 0.026 0 3.90 6.617 0.00 0.21 0.025 0 3.89 :] 6.633 0.00 0.21 0.025 0 3.89 6.650 0.00 0.21 0.025 0 3.88 6.667 0.00 0.21 0.025 0 3.87 , 6.683 0.00 0.21 0.024 0 3.86 6.700 0.00 0.21 0.024 0 3.85 .. 6.717 0.00 0.21 0.024 0 3.85 6.733 0.00 0.21 0.023 0 3.84 J 6.750 0.00 0.21 0.023 0 3.83 6.767 0.00 0.21 0.023 0 3.82 6.783 0.00 0.21 0.022 0 3.82 .. 6.800 0.00 0.21 0.022 0 3.81 .j 6.817 0.00 0.21 0.022 0 3.80 6.833 0.00 0.21 0.022 0 3.79 ., 6.850 0.00 0.21 0.021 0 3.78 6.867 0.00 0.21 0.021 0 3.78 .. 6.883 0.00 0.21 0.021 0 3.77 6.900 0.00 0.21 0.020 0 3.76 ~ l 6.917 0.00 0.21 0.020 0 3.75 .. 6.933 0.00 0.21 0.020 0 3.75 6.950 0.00 0.21 0.020 0 3.74 ., 6.967 0.00 0.21 0.019 0 3.73 .I 6.983 0.00 0.21 0.019 0 3. 72 7.000 0.00 0.21 0.019 0 3. 72 J 7.017 0.00 0.21 0.018 0 3.71 7.033 0.00 0.21 0.018 0 3.70 7.050 0.00 0.21 0.018 0 3.69 , 7.067 0.00 0.21 0.018 0 3.69 7.083 0.00 0.21 0.017 0 3.68 .. 7.100 0.00 0.21 0.017 0 3.67 7.117 0.00 0.21 0.017 0 3.66 :] 7 .133 0.00 0.21 0.016 0 3.66 7.150 0.00 0.21 0.016 0 3.65 7.167 0.00 0.21 0.016 0 3.64 J 7.183 0.00 0.21 0.016 0 3.63 7.200 0.00 0.21 0.015 0 3.63 7.217 0.00 0.21 0.015 0 3.62 J 7.233 0.00 0.21 0.015 0 3.61 7.250 0.00 0.21 0.014 0 3.60 J J -... .. .. 7.267 0.00 0.21 0.014 0 3.60 7.283 0.00 0.21 0.014 0 3.59 .. 7.300 0.00 0.21 0.014 0 3.58 .. 7.317 0.00 0.21 0.013 0 3.57 7.333 0.00 0.21 0.013 0 3.57 .. 7.350 0.00 0.21 0.013 0 3.56 -7.367 0.00 0.21 0.012 0 3.55 7.383 0.00 0.20 0.012 0 3.54 -7.400 0.00 0.20 0.012 0 3.54 7.417 0.00 0.20 0.012 0 3.53 .. 7.433 0.00 0.20 0.011 0 3.52 .. 7.450 0.00 0.20 0.011 0 3.51 7.467 0.00 0.20 0.011 0 3.51 .. 7.483 0.00 0.20 0.010 0 3.50 7.500 0.00 0.20 0.010 0 3.49 .. 7.517 0.00 0.20 0.010 0 3.48 .. 7.533 0.00 0.20 0.010 0 3.48 7.550 0.00 0.20 0.009 0 3.47 .. 7.567 0.00 0.20 0.009 0 3.46 -7.583 0.00 0.20 0.009 0 3.45 7.600 0.00 0.20 0.008 0 3.45 .. 7.617 0.00 0.20 0.008 0 3.44 7.633 0.00 0.20 0.008 0 3.43 -7.650 0.00 0.20 0.008 0 3.43 7.667 0.00 0.20 0.007 0 3.42 -7.683 0.00 0.20 0.007 0 3.41 -7.700 0.00 0.20 0.007 0 3.40 7.717 0.00 0.20 0.007 0 3.40 -7.733 0.00 0.20 0.006 0 3.39 .. 7.750 0.00 0.20 0.006 0 3.38 7.767 0.00 0.20 0.006 0 3.37 .. 7.783 0.00 0.20 0.005 0 3.37 .. 7.800 0.00 0.20 0.005 0 3.36 7.817 0.00 0.20 0.005 0 3.35 .. 7.833 0.00 0.20 0.005 0 3.35 7.850 0.00 0.20 0.004 0 3.34 -7.867 0.00 0.20 0.004 0 3.33 7.883 0.00 0.20 0.004 0 3.32 -7.900 0.00 0.20 0.004 0 3.32 .. 7.917 0.00 0.20 0.003 0 3.31 7.933 0.00 0.20 0.003 0 3.30 -7.950 0.00 0.20 0.003 0 3.30 .. 7.967 0.00 0.20 0.002 0 3.29 7.983 0.00 0.20 0.002 0 3.28 .. 8.000 0.00 0.20 0.002 0 3.27 8.017 0.00 0.20 0.002 0 3.27 .. 8.033 0.00 0.20 0.001 0 3.26 -8.050 0.00 0.20 0.001 0 3.25 8.067 0.00 0.17 0.001 0 2.75 .. 8.083 0.00 0.13 0.001 0 2.09 ,.. .. .. - 8.100 0.00 0.10 0.000 0 1.60 8.117 0.00 0.07 0.000 0 1.22 8.133 0.00 0.06 0.000 0 0.93 8.150 0.00 0.04 0.000 0 0.71 8.167 0.00 0.03 0.000 0 0.54 8.183 0.00 0.02 0.000 0 0.41 8.200 0.00 0.02 0.000 0 0.31 8.217 0.00 0.01 0.000 0 0.24 8.233 0.00 0.01 0.000 0 0.18 8.250 0.00 0.01 0.000 0 0.14 8.267 0.00 0.01 0.000 0 0.11 8.283 0.00 0.00 0.000 0 0.08 8.300 0.00 0.00 0.000 0 0.06 8.317 0.00 0.00 0.000 0 0.05 8.333 0.00 0.00 0.000 0 0.04 8.350 0.00 0.00 0.000 0 0.03 8.367 0.00 0.00 0.000 0 0.02 8.383 0.00 0.00 0.000 0 0.02 ****************************HYDROGRAPH DATA**************************** Number of intervals= 503 Time interval= 1.0 (Min.) Maximum/Peak flow rate= 5.839 (CFS) Total volume= 0.230 (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 *********************************************************************** ., 111111 .. 1111 j j J ' 1 f I , 1 f I r 1 I 1 r 1 f I r 1 ' 1 f I ' 1 I 1 f I I 1 I I I 1 I 1 f 1 Stage Storage Capacity Caculations Hydrology Parameters Infiltration rate 0.12 inches / hour Before Detention Qout =AV= A acres• 43560 sf/Acre (infiltration rate in/hr)• 1ft/12in (1 hr/3600 sec) Q= 0.669 els A= 0.127 Acre Orifice Flow: Q = C •A• sqrt(2gh) Tc= 3.23 min. g= 32.20 sf/sec C= 0.800 C= 0.60 I= 11.176 in/hr 1orific1r1 After Detention No. of openings 1 61= 1.00 min. Elevation 0.25 Q= 0.575 els diameter 0.12 inches 0.01 ft A= 0.127 Acre A= 0.00 sf Tc= 4.23 min. C= 0.800 Weir Oe§.ning-1 Elevation 0.00 Cd 0.60 Width 0 ft g 32.20 sf/sec - ,onfice-2 No. of openings 0 Elevation 0.00 diameter 0 inches 0.00 ft A= 0.00 sf Grate Inlet-Overflow Elevation 5.00 Cw 3.00 L 2.0 ft w 2.0 ft Lw 8 sf Stage Storage Ar!!..2f Effective Head Qcfs Effective Head 9£!! Effective Head Q cfs Effective Head Qcfs Qtotal Draw down Water Deeth (fll Volume 191 Area (Ac.fl! Infiltration (fll Q infiltration ~ Orifice-1 ~ ~ :rl!i! :rl!i! Grate Inlet Grate Inlet Q inf + Q orifice .!!!..l!2.!!!! 0.00 0 0.000 N/A 0.000 NIA 0.00 NIA 0.00 NIA 0.00 N/A 0.00 0.000 0.0 4.00 40 0.001 380 0.001 3.75 0.00 N/A 0.00 0.00 0.00 N/A 0.00 0.002 6.2 4.50 230 0.005 380 0.001 4.25 0.00 N/A 0.00 0.00 0.00 N/A 0.00 0.002 34.8 4.90 382 0.009 380 0.001 4.65 0.00 4.90 0.00 0.00 0.00 0.00 0.00 0.002 56.7 5.50 610 0.014 380 0.001 5.25 0.00 5.50 0.00 5.50 0.00 0.50 4.24 4.245 0.0 13120 -GTE -Toyota DET3 5/11/2021 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/25/21 ********* Hydrology Study Control Information********** Program License Serial Number 6313 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.300 P6/P24 = 58.1% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.800 Initial subarea total flow distance = 83.000(Ft.) Highest elevation= 69.430(Ft.) Lowest elevation= 66.400(Ft.) Elevation difference= 3.030(Ft.) Slope= 3.651 % Top of Initial Area Slope adjusted by User to 4.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.23 minutes J J J J ., .. ., .. J J J J .. .. -.. .. .. .. -.. .. .. .. ... .. .. 1111 .. 11111 .. .. .. ... 1111 .. -.. .. .. ... .. TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8000)*( 90.000A.5)/( 4.000A(l/3)]= 3.23 Calculated TC of 3.227 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff= 0.669(CFS) Total initial stream area= 0.127(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 105.000 **** 6 HOUR HYDROGRAPH **** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph Data -Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration= 3.23 Basin Area= 0.13 Acres 6 Hour Rainfall= 2.500 Inches Runoff Coefficient = 0.800 Peak Discharge= 0.67 CFS Time (Min) Discharge (CFS) 0 0.000 3 0.015 6 0.015 9 0.015 12 0.015 15 0.016 18 0.016 21 0.016 24 0.016 27 0.016 30 0.016 33 0.016 36 0.017 39 0.017 42 0.017 45 0.017 48 0.017 51 0.017 54 0.018 57 0.018 60 0.018 63 0.018 66 0.018 69 0.019 72 0.019 75 0.019 -~--~--~ --. ·~---..,...--------· --------------~ "<••------~-.. --·-----,...,.-~~-------·---- :1 ., .. 78 0.019 81 0.019 , 84 0.020 87 0.020 .. 90 0.020 93 0.020 ., 96 0.021 .. 99 0.021 102 0.021 :J 105 0.022 108 0.022 111 0.022 ., 114 0.022 .. 117 0.023 120 0.023 j 123 0.024 126 0.024 129 0.024 132 0.025 j 135 0.025 138 0.026 141 0.026 ., 144 0.027 ~ 147 0.027 150 0.028 ., 153 0.029 156 0.029 .. 159 0.030 :J 162 0.030 165 0.031 168 0.032 171 0.033 ., 174 0.034 .. 177 0.035 180 0.036 ., 183 0.037 .. 186 0.038 189 0.040 :J 192 0.041 195 0.043 198 0.044 201 0.047 ., 204 0.049 .. 207 0.052 210 0.054 J 213 0.059 216 0.062 219 0.068 J 222 0.073 225 0.083 J J ... - -.. .. .. .. .. .. -.. .. .. .. .. .. .. ... ,. .. .. .. .. 1111 .. .. .. .. .. .. .. .. ... .. .. .. 228 0.090 231 0.110 234 0.125 237 0.184 240 0.260 243 0.669 246 0.148 249 0.099 252 0.077 255 0.065 258 0.056 261 0.050 264 0.046 267 0.042 270 0.039 273 0.036 276 0.034 279 0.032 282 0.031 285 0.029 288 0.028 291 0.027 294 0.026 297 0.025 300 0.024 303 0.023 306 0.023 309 0.022 312 0.021 315 0.021 318 0.020 321 0.020 324 0.019 327 0.019 330 0.018 333 0.018 336 0.018 339 0.017 342 0.017 345 0.017 348 0.016 351 0.016 354 0.016 357 0.016 360 0.015 363 0.015 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 J Minute intervals ((CFS)) J Hydrograph in 1 --------------------------------------------------------------------j Time(h+m) Volume Ac.Ft Q(CFS) 0 0.2 0.3 0.5 0.7 -------------------------------------------------------------------- 0+ 0 0.0000 0.00 Q , 0+ 1 0.0000 0.01 Q .. 0+ 2 0.0000 0.01 Q 0+ 3 0.0000 0.02 Q :J 0+ 4 0.0001 0.02 Q 0+ 5 0.0001 0.02 Q 0+ 6 0.0001 0.02 Q :J 0+ 7 0.0001 0.02 Q 0+ 8 0.0001 0.02 Q 0+ 9 0.0002 0.02 Q :J 0+10 0.0002 0.02 Q 0+11 0.0002 0.02 Q 0+12 0.0002 0.02 Q 0+13 0.0003 0.02 Q J 0+14 0.0003 0.02 Q 0+15 0.0003 0.02 Q 0+16 0.0003 0.02 Q J 0+17 0.0003 0.02 Q 0+18 0.0004 0.02 Q 0+19 0.0004 0.02 Q J 0+20 0.0004 0.02 Q 0+21 0.0004 0.02 Q 0+22 0.0004 0.02 Q 0+23 0.0005 0.02 Q J 0+24 0.0005 0.02 Q 0+25 0.0005 0.02 QV 0+26 0.0005 0.02 QV J 0+27 0.0006 0.02 QV 0+28 0.0006 0.02 QV 0+29 0.0006 0.02 QV ., 0+30 0.0006 0.02 QV .. 0+31 0.0006 0.02 QV 0+32 0.0007 0.02 QV J 0+33 0.0007 0.02 QV 0+34 0.0007 0.02 QV 0+35 0.0007 0.02 QV 0+36 0.0008 0.02 QV J 0+37 0.0008 0.02 QV 0+38 0.0008 0.02 QV 0+39 0.0008 0.02 IQ J 0+40 0.0009 0.02 IQ 0+41 0.0009 0.02 IQ 0+42 0.0009 0.02 IQ J 0+43 0.0009 0.02 IQ 0+44 0.0009 0.02 IQ J J .. .. .. .. 0+45 0.0010 0.02 Q 0+46 0.0010 0.02 Q .. 0+47 0.0010 0.02 QV -0+48 0.0010 0.02 QV 0+49 0.0011 0.02 QV .. 0+50 0.0011 0.02 QV -0+51 0.0011 0.02 QV 0+52 0.0011 0.02 QV .. 0+53 0.0012 0.02 QV 0+54 0.0012 0.02 QV .. 0+55 0.0012 0.02 QV .. 0+56 0.0012 0.02 QV 0+57 0.0013 0.02 QV -0+58 0.0013 0.02 QV 0+59 0.0013 0.02 QV .. 1+ 0 0.0013 0.02 QV ... 1+ 1 0.0014 0.02 QV 1+ 2 0.0014 0.02 QV .. 1+ 3 0.0014 0.02 QV ... 1+ 4 0.0014 0.02 QV 1+ 5 0.0015 0.02 QV -1+ 6 0.0015 0.02 QV 1+ 7 0.0015 0.02 Q V .. 1+ 8 0.0015 0.02 Q V 1+ 9 0.0016 0.02 Q V .. 1+10 0.0016 0.02 Q V -1+11 0.0016 0.02 Q V 1+12 0.0016 0.02 Q V .. 1+13 0.0017 0.02 Q V -1+14 0.0017 0.02 Q V 1+15 0.0017 0.02 Q V -1+16 0.0017 0.02 Q V ... 1+17 0.0018 0.02 Q V 1+18 0.0018 0.02 Q V -1+19 0.0018 0.02 Q V 1+20 0.0018 0.02 Q V ... 1+21 0.0019 0.02 Q V 1+22 0.0019 0.02 Q V ... 1+23 0.0019 0.02 Q V .. 1+24 0.0020 0.02 Q V 1+25 0.0020 0.02 Q V ... 1+26 0.0020 0.02 Q V ... 1+27 0.0020 0.02 Q V 1+28 0.0021 0.02 Q V .. 1+29 0.0021 0.02 Q V 1+30 0.0021 0.02 Q V ... 1+31 0.0021 0.02 Q V 1+32 0.0022 0.02 Q V ... 1+33 0.0022 0.02 Q V .. 1+34 0.0022 0.02 Q V -.. .. - ~~------·------_, -· ---------· --. J J 1+35 0.0023 0.02 Q V 1+36 0.0023 0.02 Q V J 1+37 0.0023 0.02 Q V 1+38 0.0023 0.02 Q V 1+39 0.0024 0.02 Q V 1+40 0.0024 0.02 Q V J 1+41 0.0024 0.02 Q V 1+42 0.0025 0.02 Q V 1+43 0.0025 0.02 Q V .. 1+44 0.0025 0.02 Q V -' 1+45 0.0026 0.02 Q V 1+46 0.0026 0.02 Q V J 1+47 0.0026 0.02 Q V 1+48 0.0026 0.02 Q V 1+49 0.0027 0.02 Q V ., 1+50 0.0027 0.02 Q V ~ 1+51 0.0027 0.02 Q V 1+52 0.0028 0.02 Q V 1+53 0.0028 0.02 Q V J 1+54 0.0028 0.02 Q V 1+55 0.0029 0.02 Q V 1+56 0.0029 0.02 Q V :J 1+57 0.0029 0.02 Q V 1+58 0.0030 0.02 Q V 1+59 0.0030 0.02 Q V J 2+ 0 0.0030 0.02 Q V 2+ 1 0.0030 0.02 Q V 2+ 2 0.0031 0.02 Q V 2+ 3 0.0031 0.02 Q V J 2+ 4 0.0031 0.02 Q V 2+ 5 0.0032 0.02 Q V 2+ 6 0.0032 0.02 Q V J 2+ 7 0.0032 0.02 Q V 2+ 8 0.0033 0.02 Q V 2+ 9 0.0033 0.02 Q V J 2+10 0.0033 0.02 Q V 2+11 0.0034 0.02 Q V 2+12 0.0034 0.02 Q V J 2+13 0.0034 0.02 Q V 2+14 0.0035 0.03 Q V 2+15 0.0035 0.03 Q V 2+16 0.0036 0.03 Q V J 2+17 0.0036 0.03 Q V 2+18 0.0036 0.03 Q V 2+19 0.0037 0.03 Q V J 2+20 0.0037 0.03 Q V 2+21 0.0037 0.03 Q V 2+22 0.0038 0.03 Q V J 2+23 0.0038 0.03 Q V 2+24 0.0038 0.03 Q V J J .. ... .. .. 2+25 0.0039 0.03 Q V 2+26 0.0039 0.03 Q V ... 2+27 0.0040 0.03 Q V ... 2+28 0.0040 0.03 Q V 2+29 0.0040 0.03 Q V .. 2+30 0.0041 0.03 Q V .. 2+31 0.0041 0.03 Q V 2+32 0.0041 0.03 Q V ... 2+33 0.0042 0.03 Q V .. 2+34 0.0042 0.03 Q V 2+35 0.0043 0.03 Q V ... 2+36 0.0043 0.03 Q V 2+37 0.0043 0.03 Q V .. 2+38 0.0044 0.03 Q V 2+39 0.0044 0.03 Q V .. 2+40 0.0045 0.03 Q V ... 2+41 0.0045 0.03 Q V 2+42 0.0045 0.03 Q V ... 2+43 0.0046 0.03 Q V ... 2+44 0.0046 0.03 Q V 2+45 0.0047 0.03 Q V .. 2+46 0.0047 0.03 Q V 2+47 0.0048 0.03 Q V .. 2+48 0.0048 0.03 Q V 2+49 0.0049 0.03 Q V ... 2+50 0.0049 0.03 Q V ... 2+51 0.0049 0.03 Q V 2+52 0.0050 0.03 Q V .. 2+53 0.0050 0.03 Q V .. 2+54 0.0051 0.03 Q V 2+55 0.0051 0.03 Q V .. 2+56 0.0052 0.03 Q V .. 2+57 0.0052 0.03 Q V 2+58 0.0053 0.04 Q V ... 2+59 0.0053 0.04 Q V 3+ 0 0.0054 0.04 Q V .. 3+ 1 0.0054 0.04 Q V 3+ 2 0.0055 0.04 Q V .. 3+ 3 0.0055 0.04 Q V .. 3+ 4 0.0056 0.04 Q V 3+ 5 0.0056 0.04 Q V .. 3+ 6 0.0057 0.04 Q V .. 3+ 7 0.0057 0.04 Q V 3+ 8 0.0058 0.04 Q V .. 3+ 9 0.0058 0.04 Q V 3+10 0.0059 0.04 Q V ... 3+11 0.0060 0.04 Q V .. 3+12 0.0060 0.04 Q V 3+13 0.0061 0.04 Q V .. 3+14 0.0061 0.04 Q V .. .. .. .. •--~-~----r•--•• ,-~•------••~--~.-~~-~--•-------•• ,,-------.._,..-.<-~---·----- :J 3+15 0.0062 0.04 :J Q V 3+16 0.0062 0.04 Q V j 3+17 0.0063 0.04 Q V 3+18 0.0064 0.04 Q V 3+19 0.0064 0.05 Q V 3+20 0.0065 0.05 Q V j 3+21 0.0066 0.05 Q V 3+22 0.0066 0.05 Q V 3+23 0.0067 0.05 Q V .. 3+24 0.0068 0.05 Q V l .. 3+25 0.0068 0.05 Q V 3+26 0.0069 0.05 Q V J 3+27 0.0070 0.05 Q V 3+28 0.0070 0.05 Q V 3+29 0.0071 0.05 Q V j 3+30 0.0072 0.05 Q V 3+31 0.0073 0.06 Q V 3+32 0.0073 0.06 Q V 3+33 0.0074 0.06 Q V ., 3+34 0.0075 0.06 Q V .; 3+35 0.0076 0.06 Q V 3+36 0.0077 0.06 Q V J 3+37 0.0078 0.06 Q V 3+38 0.0079 0.07 Q V 3+39 0.0079 0.07 Q V ~ 3+40 0.0080 0.07 Q V ~ 3+41 0.0081 0.07 Q V 3+42 0.0082 0.07 Q V 3+43 0.0083 0.08 Q V .. 3+44 0.0085 0.08 Q V llil 3+45 0.0086 0.08 Q V 3+46 0.0087 0.09 Q V .. 3+47 0.0088 0.09 Q V I .J 3+48 0.0089 0.09 Q V I 3+49 0.0091 0.10 Q V I ., 3+50 0.0092 0.10 Q V I .. 3+51 0.0094 0.11 Q VI 3+52 0.0095 0.12 Q VI ., 3+53 0.0097 0.12 Q VI 3+54 0.0099 0.13 Q VI .. 3+55 0.0101 0.15 Q V 3+56 0.0103 0.16 Q V , 3+57 0.0105 0.18 Q IV .. 3+58 0.0108 0.21 Q IV 3+59 0.0112 0.23 Q I V ., 4+ 0 0.0115 0.26 Q I V \ .. 4+ 1 0.0121 0.40 I QV 4+ 2 0.0128 0.53 I V Q J 4+ 3 0.0137 0.67 I V Q 4+ 4 0.0144 0.50 I VQ I , .. , .. .. .. ... .. 4+ 5 0.0148 0.32 Q VI 4+ 6 0.0150 0.15 Q V -4+ 7 0.0152 0.13 Q V .. 4+ 8 0.0154 0~12 Q V 4+ 9 0.0155 0.10 Q V .. 4+10 0.0156 0.09 Q V .. 4+11 0.0158 0.08 Q V 4+12 0.0159 0.08 Q V .. 4+13 0.0160 0.07 Q V .. 4+14 0.0161 0.07 Q V 4+15 0.0161 0.06 Q V ... 4+16 0.0162 0.06 Q V 4+17 0.0163 0.06 Q V -4+18 0.0164 0.06 Q V 4+19 0.0165 0.05 Q V .. 4+20 0.0165 0.05 Q V .. 4+21 0.0166 0.05 Q V 4+22 0.0167 0.05 Q V .. 4+23 0.0167 0.05 Q V .. 4+24 0.0168 0.05 Q V 4+25 0.0169 0.04 Q V .. 4+26 0.0169 0.04 Q V .. 4+27 0.0170 0.04 Q V 4+28 0.0170 0.04 Q V .. 4+29 0.0171 0.04 Q V 4+30 0.0171 0.04 Q V .. 4+31 0.0172 0.04 Q V 4+32 0.0173 0.04 Q V .. 4+33 0.0173 0.04 Q V .. 4+34 0.0174 0.04 Q V 4+35 0.0174 0.04 Q V .. 4+36 0.0174 0.03 Q V -4+37 0.0175 0.03 Q V 4+38 0.0175 0.03 Q V .. 4+39 0.0176 0.03 Q V 4+40 0.0176 0.03 Q V .. 4+41 0.0177 0.03 Q V 4+42 0.0177 0.03 Q V ... 4+43 0.0178 0.03 Q V .. 4+44 0.0178 0.03 Q V 4+45 0.0178 0.03 Q V ,,. 4+46 0.0179 0.03 Q V .. 4+47 0.0179 0.03 Q V 4+48 0.0180 0.03 Q V .. 4+49 0.0180 0.03 Q V 4+50 0.0180 0.03 Q V .. 4+51 0.0181 0.03 Q V ... 4+52 0.0181 0.03 Q V 4+53 0.0181 0.03 Q V .. 4+54 0.0182 0.03 Q V ... .. .. .. __ , __ " ______ ---·--··-----~-------, .. ., 4+55 0.0182 0.03 Q V .. 4+56 0.0182 0.03 Q V ., 4+57 0.0183 0.03 Q V 4+58 0.0183 0.02 Q V .. 4+59 0.0183 0.02 Q V 5+ 0 0.0184 0.02 Q V ., 5+ 1 0.0184 0.02 Q V .. 5+ 2 0.0184 0.02 Q V 5+ 3 0.0185 0.02 Q V ~ 5+ 4 0.0185 0.02 Q V 5+ 5 0.0185 0.02 Q V 5+ 6 0.0186 0.02 Q V j 5+ 7 0.0186 0.02 Q V 5+ 8 0.0186 0.02 Q V 5+ 9 0.0187 0.02 Q V ., 5+10 0.0187 0.02 Q V 5+11 0.0187 0.02 Q V .. 5+12 0.0188 0.02 Q V 5+13 0.0188 0.02 Q V j 5+14 0.0188 0.02 Q V 5+15 0.0188 0.02 Q V 5+16 0.0189 0.02 Q V ., 5+17 0.0189 0.02 Q V .I 5+18 0.0189 0.02 Q V 5+19 0.0190 0.02 Q V , 5+20 0.0190 0.02 Q V 5+21 0.0190 0.02 Q V .. 5+22 0.0190 0.02 Q V 5+23 0.0191 0.02 Q V .. 5+24 0.0191 0.02 Q V .I 5+25 0.0191 0.02 Q V 5+26 0.0191 0.02 Q V j 5+27 0.0192 0.02 Q V 5+28 0.0192 0.02 Q V 5+29 0.0192 0.02 Q V ., 5+30 0.0192 0.02 Q V r .. 5+31 0.0193 0.02 Q V 5+32 0.0193 0.02 Q V ., 5+33 0.0193 0.02 Q V 5+34 0.0193 0.02 Q V .. 5+35 0.0194 0.02 Q V 5+36 0.0194 0.02 Q V ., 5+37 0.0194 0.02 Q V .. 5+38 0.0194 0.02 Q V 5+39 0.0195 0.02 Q V :J 5+40 0.0195 0.02 Q V 5+41 0.0195 0.02 Q V 5+42 0.0195 0.02 Q V J 5+43 0.0196 0.02 Q V 5+44 0.0196 0.02 Q V J J .. .. .. ... -.. .. .. .. -.. .. 11111 ... ... .. .. .. .. .. ... ... ,. ... ,.. .. .. .. 5+45 0.0196 0.02 Q 5+46 0.0196 0.02 Q 5+47 0.0197 0.02 Q 5+48 0.0197 0.02 Q 5+49 0.0197 0.02 Q 5+50 0.0197 0.02 Q 5+51 0.0197 0.02 Q 5+52 0.0198 0.02 Q 5+53 0.0198 0.02 Q 5+54 0.0198 0.02 Q 5+55 0.0198 0.02 Q 5+56 0.0199 0.02 Q 5+57 0.0199 0.02 Q 5+58 0.0199 0.02 Q 5+59 0.0199 0.02 Q 6+ 0 0.0199 0.02 Q 6+ 1 0.0200 0.02 Q 6+ 2 0.0200 0.02 Q 6+ 3 0.0200 0.02 Q ---------------------------------------------------- End of computations, total study area= V V V V V V V V V V V V V V V V V V V ---------------- 0.127 (Ac.) FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2012 Study date: 05/11/21 Program License Serial Number 6313 ********************* HYDROGRAPH INFORMATION********************** From study/file name: PR3HYD.rte ****************************HYDROGRAPH DATA**************************** Number of intervals= 363 Time interval= 1.0 (Min.) Maximum/Peak flow rate= 0.669 (CFS) Total volume= 0.020 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** RETARDING BASIN ROUTING**** User entry of depth-outflow-storage data Total number of inflow hydrograph intervals= 363 Hydrograph time unit= 1.000 (Min.) Initial depth in storage basin= 0.00(Ft.) Initial basin depth= Initial basin storage= Initial basin outflow= 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) ., .. , .. j J ., "' ., .. j :J , ... J :J j .. .. .. .. (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ---------------------------------------------------------------------.. 0.000 0.000 0.000 0.000 0.000 .. 4.000 0.001 0.002 0.001 0.001 4.500 0.005 0.002 0.005 0.005 .. 4.900 0.009 0.002 0.009 0.009 .. 5.500 0.014 4.245 0.011 0.017 --------------------------------------------------------------------.. Hydrograph Detention Basin Routing ---------------------------------------------------------------------.. .. Graph values: 'I'= unit inflow; 'O'=outflow at time shown ----------------------------------------------------------------------Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.2 0.33 0.50 0.67 (Ft.) 11111 0.017 0.01 0.00 0.000 0 0.01 1111 0.033 0.01 0.00 0.000 0 0.06 0.050 0.02 0.00 0.000 0 0.12 ... 0.067 0.02 0.00 0.000 0 0.21 .. 0.083 0.02 0.00 0.000 0 0.29 0.100 0.02 0.00 0.000 0 0.37 ... 0.117 0.02 0.00 0.000 0 0.46 0.133 0.02 0.00 0.000 0 0.54 ... 0.150 0.02 0.00 0.000 0 0.62 0.167 0.02 0.00 0.000 0 0.70 ... 0.183 0.02 0.00 0.000 0 0.79 .. 0.200 0.02 0.00 0.000 0 0.87 0.217 0.02 0.00 0.000 0 0.95 .. 0.233 0.02 0.00 0.000 0 1.03 .. 0.250 0.02 0.00 0.000 0 1.12 0.267 0.02 0.00 0.000 0 1.20 ... 0.283 0.02 0.00 0.000 0 1.28 1111 0.300 0.02 0.00 0.000 0 1.37 0.317 0.02 0.00 0.000 0 1.45 .. 0.333 0.02 0.00 0.000 0 1.53 0.350 0.02 0.00 0.000 0 1.61 .. 0.367 0.02 0.00 0.000 0 1. 70 0.383 0.02 0.00 0.000 0 1. 78 ,. 0.400 0.02 0.00 0.000 0 1.86 .. 0.417 0.02 0.00 0.000 0 1.95 0.433 0.02 0.00 0.001 0 2.03 ... 0.450 0.02 0.00 0.001 0 2.11 .. 0.467 0.02 0.00 0.001 0 2.20 0.483 0.02 0.00 0.001 0 2.28 ... 0.500 0.02 0.00 0.001 0 2.36 0.517 0.02 0.00 0.001 0 2.45 .. 0.533 0.02 0.00 0.001 0 2.53 0. 550 0.02 0.00 0.001 0 2.61 ,.. 0.567 0.02 0.00 0.001 0 2.70 .. 0.583 0.02 0.00 0.001 0 2.78 ,. ... ,. ... ""·~-----~---------"---------------------·-----·~---' -----------~------ :l ., ~ 0.600 0.02 0.00 0.001 0 2.86 0.617 0.02 0.00 0.001 0 2.95 ., 0.633 0.02 0.00 0.001 0 3.03 0.650 0.02 0.00 0.001 0 3.11 .. 0.667 0.02 0.00 0.001 0 3.20 0.683 0.02 0.00 0.001 0 3.28 :J 0.700 0.02 0.00 0.001 0 3.37 0.717 0.02 0.00 0.001 0 3.45 0.733 0.02 0.00 0.001 0 3.53 J 0.750 0.02 0.00 0.001 0 3.62 0.767 0.02 0.00 0.001 0 3.70 0.783 0.02 0.00 0.001 0 3.79 :J 0.800 0.02 0.00 0.001 0 3.87 0.817 0.02 0.00 0.001 0 3.95 0.833 0.02 0.00 0.001 0 4.00 J 0.850 0.02 0.00 0.001 0 4.00 0.867 0.02 0.00 0.001 0 4.01 0.883 0.02 0.00 0.001 0 4.01 0.900 0.02 0.00 0.001 0 4.01 :J 0.917 0.02 0.00 0.001 0 4.01 0.933 0.02 0.00 0.001 0 4.02 0.950 0.02 0.00 0.001 0 4.02 :J 0.967 0.02 0.00 0.001 0 4.02 0.983 0.02 0.00 0.001 0 4.03 1.000 0.02 0.00 0.001 0 4.03 J 1.017 0.02 0.00 0.001 0 4.03 1.033 0.02 0.00 0.001 0 4.03 1.050 0.02 0.00 0.001 0 4.04 1.067 0.02 0.00 0.001 0 4.04 J 1.083 0.02 0.00 0.001 0 4.04 1.100 0.02 0.00 0.001 0 4.04 1.117 0.02 0.00 0.001 0 4.05 J 1.133 0.02 0.00 0.001 0 4.05 1.150 0.02 0.00 0.001 0 4.05 1.167 0.02 0.00 0.001 0 4.06 J 1.183 0.02 0.00 0.001 0 4.06 1.200 0.02 0.00 0.001 0 4.06 1.217 0.02 0.00 0.002 0 4.06 J 1.233 0.02 0.00 0.002 0 4.07 1.250 0.02 0.00 0.002 0 4.07 1.267 0.02 0.00 0.002 0 4.07 1.283 0.02 0.00 0.002 0 4.08 J 1.300 0.02 0.00 0.002 0 4.08 1.317 0.02 0.00 0.002 0 4.08 1.333 0.02 0.00 0.002 0 4.09 :J 1.350 0.02 0.00 0.002 0 4.09 1.367 0.02 0.00 0.002 0 4.09 1.383 0.02 0.00 0.002 0 4.09 :J 1.400 0.02 0.00 0.002 0 4.10 1.417 0.02 0.00 0.002 0 4.10 J J .. ... .. -1.433 0.02 0.00 0.002 0 4.10 1.450 0.02 0.00 0.002 0 4.11 .. 1.467 0.02 0.00 0.002 0 4.11 .. 1.483 0.02 0.00 0.002 0 4.11 1.500 0.02 0.00 0.002 0 4.12 1111 1.517 0.02 0.00 0.002 0 4.12 1111 1.533 0.02 0.00 0.002 0 4.12 1.550 0.02 0.00 0.002 0 4.13 .. 1.567 0.02 0.00 0.002 0 4.13 1.583 0.02 0.00 0.002 0 4.13 ... 1.600 0.02 0.00 0.002 0 4.14 .. 1.617 0.02 0.00 0.002 0 4.14 1.633 0.02 0.00 0.002 0 4.14 1111 1.650 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28.683 0.00 0.005 0 4.53 0.00 .. 28.700 0.00 0.00 0.005 0 4.53 28.717 0.00 0.00 0.005 0 4.53 ... 28.733 0.00 0.00 0.005 0 4.53 .. 28.750 0.00 0.00 0.005 0 4.53 28.767 0.00 0.00 0.005 0 4.53 ... 28.783 0.00 0.00 0.005 0 4.52 28.800 0.00 0.00 0.005 0 4.52 .. 28.817 0.00 0.00 0.005 0 4.52 .. 28.833 0.00 0.00 0.005 0 4.52 28.850 0.00 0.00 0.005 0 4.52 .. 28.867 0.00 0.00 0.005 0 4.52 28.883 0.00 0.00 0.005 0 4.52 .. 28.900 0.00 0.00 0.005 0 4.52 .. 28.917 0.00 0.00 0.005 0 4.52 ... .. .. .. ---,----,-~~-·----------~ ----~-·~-----, ------------·-··· ., ... ., 28.933 0.00 0.00 0.005 0 4.52 ~ 28.950 0.00 0.00 0.005 0 4.52 j 28.967 0.00 0.00 0.005 0 4.52 28.983 0.00 0.00 0.005 0 4. 52 29.000 0.00 0.00 0.005 0 4.52 29.017 0.00 0.00 0.005 0 4.52 J 29.033 0.00 0.00 0.005 0 4.52 29.050 0.00 0.00 0.005 0 4. 52 29.067 0.00 0.00 0.005 0 4.52 J 29.083 0.00 0.00 0.005 0 4.52 29.100 0.00 0.00 0.005 0 4.52 29 .117 0.00 0.00 0.005 0 4.52 :J 29.133 0.00 0.00 0.005 0 4.52 29.150 0.00 0.00 0.005 0 4.52 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0.005 0 4.46 .. 32.283 0.00 0.00 0.005 0 4.46 J 32.300 0.00 0.00 0.005 0 4.46 32.317 0.00 0.00 0.005 0 4.46 32.333 0.00 0.00 0.005 0 4.46 32.350 0.00 0.00 0.005 0 4.46 , 32.367 0.00 0.00 0.005 0 4.46 .. 32.383 0.00 0.00 0.005 0 4.46 32.400 0.00 0.00 0.005 0 4.46 J 32.417 0.00 0.00 0.005 0 4.46 32.433 0.00 0.00 0.005 0 4.46 32.450 0.00 0.00 0.005 0 4.46 j 32.467 0.00 0.00 0.005 0 4.45 32.483 0.00 0.00 0.005 0 4.45 32.500 0.00 0.00 0.005 0 4.45 32.517 0.00 0.00 0.005 0 4.45 j 32.533 0.00 0.00 0.005 0 4.45 32.550 0.00 0.00 0.005 0 4.45 32.567 0.00 0.00 0.005 0 4.45 J 32.583 0.00 0.00 0.005 0 4.45 32.600 0.00 0.00 0.005 0 4.45 32.617 0.00 0.00 0.005 0 4.45 J 32.633 0.00 0.00 0.005 0 4.45 32.650 0.00 0.00 0.005 0 4.45 32.667 0.00 0.00 0.005 0 4.45 J 32.683 0.00 0.00 0.005 0 4.45 32.700 0.00 0.00 0.005 0 4.45 32.717 0.00 0.00 0.005 0 4.45 32.733 0.00 0.00 0.005 0 4.45 J 32.750 0.00 0.00 0.005 0 4.45 32.767 0.00 0.00 0.005 0 4.45 32.783 0.00 0.00 0.005 0 4.45 J 32.800 0.00 0.00 0.005 0 4.45 32.817 0.00 0.00 0.005 0 4.45 32.833 0.00 0.00 0.005 0 4.45 J 32.850 0.00 0.00 0.005 0 4.45 32.867 0.00 0.00 0.005 0 4.45 32.883 0.00 0.00 0.005 0 4.45 J 32.900 0.00 0.00 0.005 0 4.45 32.917 0.00 0.00 0.005 0 4.45 32.933 0.00 0.00 0.005 0 4.45 32.950 0.00 0.00 0.005 0 4.44 J 32.967 0.00 0.00 0.005 0 4.44 32.983 0.00 0.00 0.005 0 4.44 33.000 0.00 0.00 0.005 0 4.44 J 33.017 0.00 0.00 0.005 0 4.44 33.033 0.00 0.00 0.005 0 4.44 33.050 0.00 0.00 0.005 0 4.44 J 33.067 0.00 0.00 0.005 0 4.44 33.083 0.00 0.00 0.005 0 4.44 J J ... ... .. .. 33.100 0.00 0.00 0.005 0 4.44 33.117 0.00 0.00 0.005 0 4.44 ... 33.133 0.00 0.00 0.005 0 4.44 .. 33.150 0.00 0.00 0.005 0 4.44 33.167 0.00 0.00 0.005 0 4.44 ... 33.183 0.00 0.00 0.005 0 4.44 .. 33.200 0.00 0.00 0.005 0 4.44 33.217 0.00 0.00 0.005 0 4.44 .. 33.233 0.00 0.00 0.005 0 4.44 33.250 0.00 0.00 0.005 0 4.44 .. 33.267 0.00 0.00 0.005 0 4.44 33.283 0.00 0.00 0.005 0 4.44 .. 33.300 0.00 0.005 0 4.44 0.00 .. 33.317 0.00 0.00 0.004 0 4.44 33.333 0.00 0.00 0.004 0 4.44 .. 33.350 0.00 0.00 0.004 0 4.44 .. 33.367 0.00 0.00 0.004 0 4.44 33.383 0.00 0.00 0.004 0 4.44 .. 33.400 0.00 0.00 0.004 0 4.44 ... 33.417 0.00 0.00 0.004 0 4.44 33.433 0.00 0.00 0.004 0 4.43 .. 33.450 0.00 0.00 0.004 0 4.43 33.467 0.00 0.00 0.004 0 4.43 ... 33.483 0.00 0.00 0.004 0 4.43 33.500 0.00 0.00 0.004 0 4.43 ... 33.517 0.00 0.00 0.004 0 4.43 ... 33.533 0.00 0.00 0.004 0 4.43 33.550 0.00 0.00 0.004 0 4.43 ~ 33.567 0.00 0.00 0.004 0 4.43 ... 33.583 0.00 0.00 0.004 0 4.43 33.600 0.00 0.00 0.004 0 4.43 .. 33.617 0.00 0.00 0.004 0 4.43 .. 33.633 0.00 0.00 0.004 0 4.43 33.650 0.00 0.00 0.004 0 4.43 .. 33.667 0.00 0.00 0.004 0 4.43 33.683 0.00 0.00 0.004 0 4.43 ... 33.700 0.00 0.00 0.004 0 4.43 33.717 0.00 0.00 0.004 0 4.43 ... 33.733 0.00 0.00 0.004 0 4.43 ... 33.750 0.00 0.00 0.004 0 4.43 33.767 0.00 0.00 0.004 0 4.43 ,. 33.783 0.00 0.00 0.004 0 4.43 .. 33.800 0.00 0.00 0.004 0 4.43 33.817 0.00 0.00 0.004 0 4.43 ... 33.833 0.00 0.00 0.004 0 4.43 33.850 0.00 0.00 0.004 0 4.43 ... 33.867 0.00 0.00 0.004 0 4.43 33.883 0.00 0.00 0.004 0 4.43 ,. 33.900 0.00 0.00 0.004 0 4.43 .. 33.917 0.00 0.00 0.004 0 4.42 .. ... .. ... --a--• ---•-•---•c ~-.---~-------.,--------~·----- J 33.933 0.00 0.00 0.004 J 0 4.42 33.950 0.00 0.00 0.004 0 4.42 J 33.967 0.00 0.00 0.004 0 4.42 33.983 0.00 0.00 0.004 0 4.42 34.000 0.00 0.00 0.004 0 4.42 34.017 0.00 0.00 0.004 0 4.42 J 34.033 0.00 0.00 0.004 0 4.42 34.050 0.00 0.00 0.004 0 4.42 34.067 0.00 0.00 0.004 0 4.42 J 34.083 0.00 0.00 0.004 0 4.42 34.100 0.00 0.00 0.004 0 4.42 34.117 0.00 0.00 0.004 0 4.42 :J 34.133 0.00 0.00 0.004 0 4.42 34.150 0.00 0.00 0.004 0 4.42 34.167 0.00 0.00 0.004 0 4.42 J 34.183 0.00 0.00 0.004 0 4.42 34.200 0.00 0.00 0.004 0 4.42 34.217 0.00 0.00 0.004 0 4.42 34.233 0.00 0.00 0.004 0 4.42 J 34.250 0.00 0.00 0.004 0 4.42 34.267 0.00 0.00 0.004 0 4.42 34.283 0.00 0.00 0.004 0 4.42 J 34.300 0.00 0.00 0.004 0 4.42 34. 317 0.00 0.00 0.004 0 4.42 34.333 0.00 0.00 0.004 0 4.42 J 34.350 0.00 0.00 0.004 0 4.42 34.367 0.00 0.00 0.004 0 4.42 34.383 0.00 0.00 0.004 0 4.42 34.400 0.00 0.00 0.004 0 4.41 J 34.417 0.00 0.00 0.004 0 4.41 34.433 0.00 0.00 0.004 0 4.41 34.450 0.00 0.00 0.004 0 4.41 J 34.467 0.00 0.00 0.004 0 4.41 34.483 0.00 0.00 0.004 0 4.41 34. 500 0.00 0.00 0.004 0 4.41 J 34.517 0.00 0.00 0.004 0 4.41 34.533 0.00 0.00 0.004 0 4.41 34.550 0.00 0.00 0.004 0 4.41 J 34.567 0.00 0.00 0.004 0 4.41 34.583 0.00 0.00 0.004 0 4.41 34.600 0.00 0.00 0.004 0 4.41 34.617 0.00 0.00 0.004 0 4.41 J 34.633 0.00 0.00 0.004 0 4.41 34.650 0.00 0.00 0.004 0 4.41 34.667 0.00 0.00 0.004 0 4.41 J 34.683 0.00 0.00 0.004 0 4.41 34.700 0.00 0.00 0.004 0 4.41 34.717 0.00 0.00 0.004 0 4.41 J 34.733 0.00 0.00 0.004 0 4.41 34.750 0.00 0.00 0.004 0 4.41 J J .. .. .. .. 34.767 0.00 0.00 0.004 0 4.41 34.783 0.00 0.00 0.004 0 4.41 ... 34.800 0.00 0.00 0.004 0 4.41 .. 34.817 0.00 0.00 0.004 0 4.41 34.833 0.00 0.00 0.004 0 4.41 .. 34.850 0.00 0.00 0.004 0 4.41 .. 34.867 0.00 0.00 0.004 0 4.41 34.883 0.00 0.00 0.004 0 4.40 .. 34.900 0.00 0.00 0.004 0 4.40 34.917 0.00 0.00 0.004 0 4.40 .. 34.933 0.00 0.00 0.004 0 4.40 34.950 0.00 0.00 0.004 0 4.40 -34.967 0.00 0.00 0.004 0 4.40 .. 34.983 0.00 0.00 0.004 0 4.40 35.000 0.00 0.00 0.004 0 4.40 -35.017 0.00 0.00 0.004 0 4.40 .. 35.033 0.00 0.00 0.004 0 4.40 35.050 0.00 0.00 0.004 0 4.40 -35.067 0.00 0.00 0.004 0 4.40 .. 35.083 0.00 0.00 0.004 0 4.40 35.100 0.00 0.00 0.004 0 4.40 .. 35 .117 0.00 0.00 0.004 0 4.40 35 .133 0.00 0.00 0.004 0 4.40 .. 35.150 0.00 0.00 0.004 0 4.40 35.167 0.00 0.00 0.004 0 4.40 .. 35.183 0.00 0.00 0.004 0 4.40 .. 35.200 0.00 0.00 0.004 0 4.40 35.217 0.00 0.00 0.004 0 4.40 -35.233 0.00 0.00 0.004 0 4.40 .. 35.250 0.00 0.00 0.004 0 4.40 35.267 0.00 0.00 0.004 0 4.40 .. 35.283 0.00 0.00 0.004 0 4.40 35.300 0.00 0.00 0.004 0 4.40 .. 35.317 0.00 0.00 0.004 0 4.40 ... 35.333 0.00 0.00 0.004 0 4.40 35.350 0.00 0.00 0.004 0 4.40 .. 35.367 0.00 0.00 0.004 0 4.40 35.383 0.00 0.00 0.004 0 4.39 ... 35.400 0.00 0.00 0.004 0 4.39 .. 35.417 0.00 0.00 0.004 0 4.39 35.433 0.00 0.00 0.004 0 4.39 .. 35.450 0.00 0.00 0.004 0 4.39 .. 35.467 0.00 0.00 0.004 0 4.39 35.483 0.00 0.00 0.004 0 4.39 -35.500 0.00 0.00 0.004 0 4.39 35.517 0.00 0.00 0.004 0 4.39 .. 35.533 0.00 0.00 0.004 0 4.39 35.550 0.00 0.00 0.004 0 4.39 .. 35.567 0.00 0.00 0.004 0 4.39 .. 35.583 0.00 0.00 0.004 0 4.39 ... ... .. .. --·--·~~·--------··----~--------.. -----------~---· -·--· -~---------- J ., .. 35.600 0.00 0.00 0.004 0 4.39 35.617 0.00 0.00 0.004 0 4.39 J 35.633 0.00 0.00 0.004 0 4.39 35.650 0.00 0.00 0.004 0 4.39 35.667 0.00 0.00 0.004 0 4.39 35.683 0.00 0.00 0.004 0 4.39 :J 35.700 0.00 0.00 0.004 0 4.39 35.717 0.00 0.00 0.004 0 4.39 35.733 0.00 0.00 0.004 0 4.39 ., 35.750 0.00 0.00 0.004 0 4.39 .. 35.767 0.00 0.00 0.004 0 4.39 35.783 0.00 0.00 0.004 0 4.39 ~ 35.800 0.00 0.00 0.004 0 4.39 35.817 0.00 0.00 0.004 0 4.39 35.833 0.00 0.00 0.004 0 4.39 J 35.850 0.00 0.00 0.004 0 4.39 35.867 0.00 0.00 0.004 0 4.38 35.883 0.00 0.00 0.004 0 4.38 35.900 0.00 0.00 0.004 0 4.38 .. 35.917 0.00 0.00 0.004 0 4.38 .. 35.933 0.00 0.00 0.004 0 4.38 35.950 0.00 0.00 0.004 0 4.38 J 35.967 0.00 0.00 0.004 0 4.38 35.983 0.00 0.00 0.004 0 4.38 36.000 0.00 0.00 0.004 0 4.38 J 36.017 0.00 0.00 0.004 0 4.38 36.033 0.00 0.00 0.004 0 4.38 36.050 0.00 0.00 0.004 0 4.38 36.067 0.00 0.00 0.004 0 4.38 :J 36.083 0.00 0.00 0.004 0 4.38 36.100 0.00 0.00 0.004 0 4.38 36.117 0.00 0.00 0.004 0 4.38 J 36.133 0.00 0.00 0.004 0 4.38 36.150 0.00 0.00 0.004 0 4.38 36.167 0.00 0.00 0.004 0 4.38 J 36.183 0.00 0.00 0.004 0 4.38 36.200 0.00 0.00 0.004 0 4.38 36.217 0.00 0.00 0.004 0 4.38 :J 36.233 0.00 0.00 0.004 0 4.38 36.250 0.00 0.00 0.004 0 4.38 36.267 0.00 0.00 0.004 0 4.38 36.283 0.00 0.00 0.004 0 4.38 J 36.300 0.00 0.00 0.004 0 4.38 36.317 0.00 0.00 0.004 0 4.38 36.333 0.00 0.00 0.004 0 4.38 J 36.350 0.00 0.00 0.004 0 4.37 36.367 0.00 0.00 0.004 0 4.37 36.383 0.00 0.00 0.004 0 4.37 J 36.400 0.00 0.00 0.004 0 4.37 36.417 0.00 0.00 0.004 0 4.37 J J ... .. .. .. 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"' ---~-•••-~-r•--~~--~~~-,·---·--~-----~-- J J 37.267 0.00 0.00 0.004 0 4.36 37.283 0.00 0.00 0.004 0 4.36 J 37.300 0.00 0.00 0.004 0 4.36 37.317 0.00 0.00 0.004 0 4.35 37.333 0.00 0.00 0.004 0 4.35 37.350 0.00 0.00 0.004 0 4.35 J 37.367 0.00 0.00 0.004 0 4.35 37.383 0.00 0.00 0.004 0 4.35 37.400 0.00 0.00 0.004 0 4.35 :J 37.417 0.00 0.00 0.004 0 4.35 37.433 0.00 0.00 0.004 0 4.35 37.450 0.00 0.00 0.004 0 4.35 :J 37.467 0.00 0.00 0.004 0 4.35 37.483 0.00 0.00 0.004 0 4.35 37.500 0.00 0.00 0.004 0 4.35 J 37.517 0.00 0.00 0.004 0 4.35 37.533 0.00 0.00 0.004 0 4.35 37.550 0.00 0.00 0.004 0 4.35 37.567 0.00 0.00 0.004 0 4.35 J 37.583 0.00 0.00 0.004 0 4.35 37.600 0.00 0.00 0.004 0 4.35 37.617 0.00 0.00 0.004 0 4.35 J 37.633 0.00 0.00 0.004 0 4.35 37.650 0.00 0.00 0.004 0 4.35 37.667 0.00 0.00 0.004 0 4.35 J 37.683 0.00 0.00 0.004 0 4.35 37.700 0.00 0.00 0.004 0 4.35 37.717 0.00 0.00 0.004 0 4.35 37.733 0.00 0.00 0.004 0 4.35 J 37.750 0.00 0.00 0.004 0 4.35 37.767 0.00 0.00 0.004 0 4.35 37.783 0.00 0.00 0.004 0 4.35 J 37.800 0.00 0.00 0.004 0 4.34 37.817 0.00 0.00 0.004 0 4.34 37.833 0.00 0.00 0.004 0 4.34 :J 37.850 0.00 0.00 0.004 0 4.34 37.867 0.00 0.00 0.004 0 4.34 37.883 0.00 0.00 0.004 0 4.34 j 37.900 0.00 0.00 0.004 0 4.34 37.917 0.00 0.00 0.004 0 4.34 37.933 0.00 0.00 0.004 0 4.34 37.950 0.00 0.00 0.004 0 4.34 J 37.967 0.00 0.00 0.004 0 4.34 37.983 0.00 0.00 0.004 0 4.34 38.000 0.00 0.00 0.004 0 4.34 J 38.017 0.00 0.00 0.004 0 4.34 38.033 0.00 0.00 0.004 0 4.34 38.050 0.00 0.00 0.004 0 4.34 J 38.067 0.00 0.00 0.004 0 4.34 38.083 0.00 0.00 0.004 0 4.34 J J ... ... ... -38.100 0.00 0.00 0.004 0 4.34 38 .117 0.00 0.00 0.004 0 4.34 -38.133 0.00 0.00 0.004 0 4.34 .. 38.150 0.00 0.00 0.004 0 4.34 38.167 0.00 0.00 0.004 0 4.34 -38.183 0.00 0.00 0.004 0 4.34 .. 38.200 0.00 0.00 0.004 0 4.34 38.217 0.00 0.00 0.004 0 4.34 .. 38.233 0.00 0.00 0.004 0 4.34 38.250 0.00 0.00 0.004 0 4.34 -38.267 0.00 0.00 0.004 0 4.34 38.283 0.00 0.00 0.004 0 4.33 .. 38.300 0.00 0.00 0.004 0 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0.00 0.004 0 4.31 39.367 0.00 0.00 0.003 0 4.31 39.383 0.00 0.00 0.003 0 4.31 39.400 0.00 0.00 0.003 0 4.31 J 39.417 0.00 0.00 0.003 0 4.31 39.433 0.00 0.00 0.003 0 4.31 39.450 0.00 0.00 0.003 0 4.31 J 39.467 0.00 0.00 0.003 0 4.31 39.483 0.00 0.00 0.003 0 4.31 39.500 0.00 0.00 0.003 0 4.31 J 39.517 0.00 0.00 0.003 0 4.31 39.533 0.00 0.00 0.003 0 4.31 39.550 0.00 0.00 0.003 0 4.31 J 39.567 0.00 0.00 0.003 0 4.31 39.583 0.00 0.00 0.003 0 4.31 39.600 0.00 0.00 0.003 0 4.31 39.617 0.00 0.00 0.003 0 4.31 J 39.633 0.00 0.00 0.003 0 4.31 39.650 0.00 0.00 0.003 0 4.31 39.667 0.00 0.00 0.003 0 4.31 J 39.683 0.00 0.00 0.003 0 4.31 39.700 0.00 0.00 0.003 0 4.31 39.717 0.00 0.00 0.003 0 4.31 J 39.733 0.00 0.00 0.003 0 4.30 39.750 0.00 0.00 0.003 0 4.30 J J ... -... -39.767 0.00 0.00 0.003 0 4.30 39.783 0.00 0.00 0.003 0 4.30 .. 39.800 0.00 0.00 0.003 0 4.30 .. 39.817 0.00 0.00 0.003 0 4.30 39.833 0.00 0.00 0.003 0 4.30 .. 39.850 0.00 0.00 0.003 0 4.30 .. 39.867 0.00 0.00 0.003 0 4.30 39.883 0.00 0.00 0.003 0 4.30 "'11 39.900 0.00 0.00 0.003 0 4.30 39.917 0.00 0.00 0.003 0 4.30 .. 39.933 0.00 0.00 0.003 0 4.30 .. 39.950 0.00 0.00 0.003 0 4.30 39.967 0.00 0.00 0.003 0 4.30 .. 39.983 0.00 0.00 0.003 0 4.30 40.000 0.00 0.00 0.003 0 4.30 -40.017 0.00 0.00 0.003 0 4.30 -40.033 0.00 0.00 0.003 0 4.30 40.050 0.00 0.00 0.003 0 4.30 ... 40.067 0.00 0.00 0.003 0 4.30 ... 40.083 0.00 0.00 0.003 0 4.30 40.100 0.00 0.00 0.003 0 4.30 ... 40.117 0.00 0.00 0.003 0 4.30 40.133 0.00 0.00 0.003 0 4.30 ... 40.150 0.00 0.00 0.003 0 4.30 40.167 0.00 0.00 0,003 0 4.30 ... 40.183 0.00 0.00 0.003 0 4.30 .. 40.200 0.00 0.00 0.003 0 4.30 40.217 0.00 0.00 0.003 0 4.29 ... 40.233 0.00 0.00 0.003 0 4.29 ... 40.250 0.00 0.00 0.003 0 4.29 40.267 0.00 0.00 0.003 0 4.29 -40.283 0.00 0.00 0.003 0 4.29 .. 40.300 0.00 0.00 0.003 0 4.29 40.317 0.00 0.00 0.003 0 4.29 -40.333 0.00 0.00 0.003 0 4.29 40.350 0.00 0.00 0.003 0 4.29 .. 40.367 0.00 0.00 0.003 0 4.29 40.383 0.00 0.00 0.003 0 4.29 ... 40.400 0.00 0.00 0.003 0 4.29 .. 40.417 0.00 0.00 0.003 0 4.29 40.433 0.00 0.00 0.003 0 4.29 ... 40.450 0.00 0.00 0.003 0 4.29 .. 40.467 0.00 0.00 0.003 0 4.29 40.483 0.00 0.00 0.003 0 4.29 ... 40.500 0.00 0.00 0.003 0 4.29 40.517 0.00 0.00 0.003 0 4.29 .. 40.533 0.00 0.00 0.003 0 4.29 .. 40.550 0.00 0.00 0.003 0 4.29 40. 567 0.00 0.00 0.003 0 4.29 .. 40.583 0.00 0.00 0.003 0 4.29 .. ... .. .. . --·----·--~--.. ·--,---------~-_,__ ___ -· ·--·-·-----··----- J J 40.600 0.00 0.00 0.003 0 4.29 40.617 0.00 0.00 0.003 0 4.29 J 40.633 0.00 0.00 0.003 0 4.29 40.650 0.00 0.00 0.003 0 4.29 40.667 0.00 0.00 0.003 0 4.29 40.683 0.00 0.00 0.003 0 4.29 J 40.700 0.00 0.00 0.003 0 4.28 40.717 0.00 0.00 0.003 0 4.28 40.733 0.00 0.00 0.003 0 4.28 J 40.750 0.00 0.00 0.003 0 4.28 40.767 0.00 0.00 0.003 0 4.28 40.783 0.00 0.00 0.003 0 4.28 J 40.800 0.00 0.00 0.003 0 4.28 40.817 0.00 0.00 0.003 0 4.28 40.833 0.00 0.00 0.003 0 4.28 J 40.850 0.00 0.00 0.003 0 4.28 40.867 0.00 0.00 0.003 0 4.28 40.883 0.00 0.00 0.003 0 4.28 40.900 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4.00 54. 500 0.00 0.00 0.001 0 3.99 J 54.517 0.00 0.00 0.001 0 3.98 54.533 0.00 0.00 0.001 0 3.97 54.550 0.00 0.00 0.001 0 3.96 J 54.567 0.00 0.00 0.001 0 3.95 54.583 0.00 0.00 0.001 0 3.94 54.600 0.00 0.00 0.001 0 3.92 54.617 0.00 0.00 0.001 0 3.91 J 54.633 0.00 0.00 0.001 0 3.90 54.650 0.00 0.00 0.001 0 3.89 54.667 0.00 0.00 0.001 0 3.88 J 54.683 0.00 0.00 0.001 0 3.87 54.700 0.00 0.00 0.001 0 3.86 54.717 0.00 0.00 0.001 0 3.85 J 54.733 0.00 0.00 0.001 0 3.84 54.750 0.00 0.00 0.001 0 3.83 J J .. .. .. .. 54.767 0.00 0.00 0.001 0 3.82 54.783 0.00 0.00 0.001 0 3.81 .. 54.800 0.00 0.00 0.001 0 3.80 ... 54.817 0.00 0.00 0.001 0 3.79 54.833 0.00 0.00 0.001 0 3.78 ... 54.850 0.00 0.00 0.001 0 3. 77 ... 54.867 0.00 0.00 0.001 0 3.76 54.883 0.00 0.00 0.001 0 3.74 ... 54.900 0.00 0.00 0.001 0 3.73 1111 54. 917 0.00 0.00 0.001 0 3. 72 54.933 0.00 0.00 0.001 0 3. 71 .. 54.950 0.00 0.00 0.001 0 3.70 54.967 0.00 0.00 0.001 0 3.69 ... 54.983 0.00 0.00 0.001 0 3.68 55.000 0.00 0.00 0.001 0 3.67 .. 55.017 0.00 0.00 0.001 0 3.66 ... 55.033 0.00 0.00 0.001 0 3.65 55.050 0.00 0.00 0.001 0 3.64 .. 55.067 0.00 0.00 0.001 0 3.63 .. 55.083 0.00 0.00 0.001 0 3.62 55.100 0.00 0.00 0.001 0 3.61 .. 55.117 0.00 0.00 0.001 0 3.60 55.133 0.00 0.00 0.001 0 3.59 ... 55.150 0.00 0.00 0.001 0 3.58 .. 55.167 0.00 0.00 0.001 0 3.57 55.183 0.00 0.00 0.001 0 3.56 ... 55.200 0.00 0.00 0.001 0 3.55 55.217 0.00 0.00 0.001 0 3.54 ... 55.233 0.00 0.00 0.001 0 3.53 ... 55.250 0.00 0.00 0.001 0 3.52 55.267 0.00 0.00 0.001 0 3.52 ... 55.283 0.00 0.00 0.001 0 3.51 ... 55.300 0.00 0.00 0.001 0 3.50 55.317 0.00 0.00 0.001 0 3.49 ... 55.333 0.00 0.00 0.001 0 3.48 55.350 0.00 0.00 0.001 0 3.47 ... 55.367 0.00 0.00 0.001 0 3.46 55.383 0.00 0.00 0.001 0 3.45 .. 55.400 0.00 0.00 0.001 0 3.44 ... 55.417 0.00 0.00 0.001 0 3.43 55.433 0.00 0.00 0.001 0 3.42 ... 55.450 0.00 0.00 0.001 0 3.41 ... 55.467 0.00 0.00 0.001 0 3.40 55.483 0.00 0.00 0.001 0 3.39 .. 55.500 0.00 0.00 0.001 0 3.38 ... 55.517 0.00 0.00 0.001 0 3.37 55.533 0.00 0.00 0.001 0 3.36 .. 55.550 0.00 0.00 0.001 0 3.35 55.567 0.00 0.00 0.001 0 3.35 ... 55.583 0.00 0.00 0.001 0 3.34 ... ... ... ... --..-----~--~---·-·------ J 55.600 0.00 0.00 0.001 0 3.33 J 55.617 0.00 0.00 0.001 0 3.32 J 55.633 0.00 0.00 0.001 0 3.31 55.650 0.00 0.00 0.001 0 3.30 55.667 0.00 0.00 0.001 0 3.29 55.683 0.00 0.00 0.001 0 3.28 J 55.700 0.00 0.00 0.001 0 3.27 55.717 0.00 0.00 0.001 0 3.26 55.733 0.00 0.00 0.001 0 3.25 J 55.750 0.00 0.00 0.001 0 3.25 55.767 0.00 0.00 0.001 0 3.24 55.783 0.00 0.00 0.001 0 3.23 :J 55.800 0.00 0.00 0.001 0 3.22 55.817 0.00 0.00 0.001 0 3.21 55.833 0.00 0.00 0.001 0 3.20 :J 55.850 0.00 0.00 0.001 0 3.19 55.867 0.00 0.00 0.001 0 3.18 55.883 0.00 0.00 0.001 0 3.17 55.900 0.00 0.00 0.001 0 3.17 J 55.917 0.00 0.00 0.001 0 3.16 55.933 0.00 0.00 0.001 0 3.15 55.950 0.00 0.00 0.001 0 3.14 J 55.967 0.00 0.00 0.001 0 3.13 55.983 0.00 0.00 0.001 0 3.12 56.000 0.00 0.00 0.001 0 3.11 J 56.017 0.00 0.00 0.001 0 3.11 56.033 0.00 0.00 0.001 0 3.10 56.050 0.00 0.00 0.001 0 3.09 56.067 0.00 0.00 0.001 0 3.08 J 56.083 0.00 0.00 0.001 0 3.07 56.100 0.00 0.00 0.001 0 3.06 56.117 0.00 0.00 0.001 0 3.05 J 56.133 0.00 0.00 0.001 0 3.05 56.150 0.00 0.00 0.001 0 3.04 56.167 0.00 0.00 0.001 0 3.03 J 56.183 0.00 0.00 0.001 0 3.02 56.200 0.00 0.00 0.001 0 3.01 56.217 0.00 0.00 0.001 0 3.00 J 56.233 0.00 0.00 0.001 0 3.00 56.250 0.00 0.00 0.001 0 2.99 56.267 0.00 0.00 0.001 0 2.98 56.283 0.00 0.00 0.001 0 2.97 J 56.300 0.00 0.00 0.001 0 2.96 56.317 0.00 0.00 0.001 0 2.96 56.333 0.00 0.00 0.001 0 2.95 J 56.350 0.00 0.00 0.001 0 2.94 56.367 0.00 0.00 0.001 0 2.93 56.383 0.00 0.00 0.001 0 2.92 J 56.400 0.00 0.00 0.001 0 2.91 56.417 0.00 0.00 0.001 0 2.91 J J Ill'" -... -56.433 0.00 0.00 0.001 0 2.90 56.450 0.00 0.00 0.001 0 2.89 ... 56.467 0.00 0.00 0.001 0 2.88 -56.483 0.00 0.00 0.001 0 2.87 56.500 0.00 0.00 0.001 0 2.87 1111111 56.517 0.00 0.00 0.001 0 2.86 111111 56.533 0.00 0.00 0.001 0 2.85 56.550 0.00 0.00 0.001 0 2.84 .. 56.567 0.00 0.00 0.001 0 2.84 56.583 0.00 0.00 0.001 0 2.83 .. 56.600 0.00 0.00 0.001 0 2.82 .. 56.617 0.00 0.00 0.001 0 2.81 56.633 0.00 0.00 0.001 0 2.80 -56.650 0.00 0.00 0.001 0 2.80 56.667 0.00 0.00 0.001 0 2.79 .. 56.683 0.00 0.00 0.001 0 2.78 .. 56.700 0.00 0.00 0.001 0 2.77 56.717 0.00 0.00 0.001 0 2.77 ... 56.733 0.00 0.00 0.001 0 2.76 ... 56.750 0.00 0.00 0.001 0 2.75 56.767 0.00 0.00 0.001 0 2.74 ... 56.783 0.00 0.00 0.001 0 2.74 56.800 0.00 0.00 0.001 0 2.73 ... 56.817 0.00 0.00 0.001 0 2.72 56.833 0.00 0.00 0.001 0 2.71 .... 56.850 0.00 0.00 0.001 0 2.71 ... 56.867 0.00 0.00 0.001 0 2.70 56.883 0.00 0.00 0.001 0 2.69 ... 56.900 0.00 0.00 0.001 0 2.68 .. 56.917 0.00 0.00 0.001 0 2.68 56.933 0.00 0.00 0.001 0 2.67 .. 56.950 0.00 0.00 0.001 0 2.66 56.967 0.00 0.00 0.001 0 2.65 .. 56.983 0.00 0.00 0.001 0 2.65 11111 57.000 0.00 0.00 0.001 0 2.64 57.017 0.00 0.00 0.001 0 2.63 111111 57.033 0.00 0.00 0.001 0 2.62 57.050 0.00 0.00 0.001 0 2.62 .. 57.067 0.00 0.00 0.001 0 2.61 .. 57.083 0.00 0.00 0.001 0 2.60 57.100 0.00 0.00 0.001 0 2.60 -57.117 0.00 0.00 0.001 0 2.59 .. 57 .133 0.00 0.00 0.001 0 2.58 57.150 0.00 0.00 0.001 0 2.57 -57.167 0.00 0.00 0.001 0 2.57 57.183 0.00 0.00 0.001 0 2.56 -57.200 0.00 0.00 0.001 0 2.55 57.217 0.00 0.00 0.001 0 2.55 ... 57.233 0.00 0.00 0.001 0 2.54 ... 57.250 0.00 0.00 0.001 0 2.53 .. .. ... .. -----------· ----~----·----,.---~~-. -----··· ---------------···--~------- J J 57.267 0.00 0.00 0.001 0 2.53 57.283 0.00 0.00 0.001 0 2.52 J 57.300 0.00 0.00 0.001 0 2.51 57.317 0.00 0.00 0.001 0 2.50 57.333 0.00 0.00 0.001 0 2.50 57.350 0.00 0.00 0.001 0 2.49 J 57.367 0.00 0.00 0.001 0 2.48 57.383 0.00 0.00 0.001 0 2.48 57.400 0.00 0.00 0.001 0 2.47 J 57.417 0.00 0.00 0.001 0 2.46 57.433 0.00 0.00 0.001 0 2.46 57.450 0.00 0.00 0.001 0 2.45 J 57.467 0.00 0.00 0.001 0 2.44 57.483 0.00 0.00 0.001 0 2.44 57.500 0.00 0.00 0.001 0 2.43 J 57.517 0.00 0.00 0.001 0 2.42 57.533 0.00 0.00 0.001 0 2.42 57.550 0.00 0.00 0.001 0 2.41 57.567 0.00 0.00 0.001 0 2.40 J 57.583 0.00 0.00 0.001 0 2.40 57.600 0.00 0.00 0.001 0 2.39 57.617 0.00 0.00 0.001 0 2.38 J 57.633 0.00 0.00 0.001 0 2.38 57.650 0.00 0.00 0.001 0 2.37 57.667 0.00 0.00 0.001 0 2.36 J 57.683 0.00 0.00 0.001 0 2.36 57.700 0.00 0.00 0.001 0 2.35 57.717 0.00 0.00 0.001 0 2.34 57.733 0.00 0.00 0.001 0 2.34 J 57.750 0.00 0.00 0.001 0 2.33 57.767 0.00 0.00 0.001 0 2.33 57.783 0.00 0.00 0.001 0 2.32 :J 57.800 0.00 0.00 0.001 0 2.31 57.817 0.00 0.00 0.001 0 2.31 57.833 0.00 0.00 0.001 0 2.30 J 57.850 0.00 0.00 0.001 0 2.29 57.867 0.00 0.00 0.001 0 2.29 57.883 0.00 0.00 0.001 0 2.28 J 57.900 0.00 0.00 0.001 0 2.27 57.917 0.00 0.00 0.001 0 2.27 57.933 0.00 0.00 0.001 0 2.26 57.950 0.00 0.00 0.001 0 2.26 J 57.967 0.00 0.00 0.001 0 2.25 57.983 0.00 0.00 0.001 0 2.24 58.000 0.00 0.00 0.001 0 2.24 J 58.017 0.00 0.00 0.001 0 2.23 58.033 0.00 0.00 0.001 0 2.23 58.050 0.00 0.00 0.001 0 2.22 J 58.067 0.00 0.00 0.001 0 2.21 58.083 0.00 0.00 0.001 0 2.21 J J - -.. .. -.. .. ... 11111 ... .. ... .. 11111 .. 11111 .. 11111 .. ,. 11111 ... .. ... 11111 ... 11111 .. 11111 58.100 58.117 58.133 58.150 58.167 58.183 58.200 58.217 58.233 58.250 58.267 58.283 58.300 58.317 58.333 58.350 58.367 58.383 58.400 58.417 58.433 58.450 58.467 58.483 58.500 58.517 58.533 58.550 58.567 58.583 58.600 58.617 58.633 58.650 58.667 58.683 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.001 0 0.000 0 2.20 2.19 2.19 2.18 2.18 2.17 2.16 2.16 2.15 2.15 2.14 2.13 2.13 2.12 2.12 2.11 2.11 2.10 2.09 2.09 2.08 2.08 2.07 2.07 2.06 2.05 2.05 2.04 2.04 2.03 2.03 2.02 2.01 2.01 2.00 2.00 ****************************HYDROGRAPH DATA**************************** Number of intervals= 3521 Time interval= 1.0 (Min.) Maximum/Peak flow rate= 0.575 (CFS) Total volume= 0.019 (Ac.Ft) Status of hydrographs being held in storage Peak (CFS) Vol (Ac.Ft) Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 *********************************************************************** San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/11/21 ********* Hydrology Study Control Information********** Program License Serial Number 6313 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.300 P6/P24 = 58.1% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.250 Initial subarea total flow distance = 35.000(Ft.) Highest elevation= 99.190(Ft.) Lowest elevation= 82.870(Ft.) Elevation difference= 16.320(Ft.) Slope= 46.629 % Top of Initial Area Slope adjusted by User to 47.857 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 47.86 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration= 4.21 minutes J J J J J J J J J ... ... ... .. .. ... .. -.. ... ... ... .. .... ... ... .. ... -... .. - Ill ... .. .. .. ... .. ... .. 1111 .. TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= (1.8*(1.1-0.2500)*( 100.000A.5)/( 47.857A(l/3)]= 4.21 Calculated TC of 4.214 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.250 Subarea runoff= 0.440(CFS) Total initial stream area= 0.267(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= Downstream point elevation= Channel length thru subarea Channel base width = Slope or 'Z' of left channel 82.870(Ft.) 80.780(Ft.) = 173.000(Ft.) 0.000(Ft.) bank= 1.000 Slope or 'Z' of right channel bank= 1.000 Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.440(CFS) Depth of flow= 0.389(Ft.), Average velocity= 2.902(Ft/s) Channel flow top width= 0.778(Ft.) Flow Velocity= 2.90(Ft/s) Travel time = 0.99 min . Time of concentration= 5.21 min . Critical depth= 0.414(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 74.100(Ft.) Downstream point/station elevation= 66.830(Ft.) Pipe length = 389.00(Ft.) Slope= 0.0187 Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 0.440(CFS) Given pipe size= 6.00(In.) Calculated individual pipe flow = 0.440(CFS) Normal flow depth in pipe= 3.26(In.) Flow top width inside pipe= 5.98(In.) Critical Depth= 4.05(In.) Pipe flow velocity= 4.04(Ft/s) Travel time through pipe= 1.60 min . Time of concentration (TC)= 6.81 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 0.267(Ac.) Runoff from this stream= 0.440(CFS) Time of concentration= 6.81 min. Rainfall intensity= 5.396(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 404.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'C' value of 0.826 given for subarea Rainfall intensity (I)= 5.220(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 7.17 min. Rain intensity= 5.22(In/Hr) Total area= 1.346(Ac.) Total runoff= 5.547(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 404.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 1.346(Ac.) Runoff from this stream= 5.547(CFS) Time of concentration= 7.17 min. Rainfall intensity= 5.220(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.440 6.81 5.396 2 5.547 7.17 5.220 Qmax(l) = 1.000 * 1.000 * 0.440) + 1.000 * 0.950 * 5.547) + = 5.710 Qmax(2) = 0.968 * 1.000 * 0.440) + 1.000 * 1.000 * 5.547) + = 5.972 Total of 2 main streams to confluence: Flow rates before confluence point: J J ., .. ., .. J J J ., .. J ... - 1111111 1111111 1111111 ... -.. .. ... .. ... .. .. .. .. ... .. .. ... .. ... .. .. .. .. .. .. ... .. .. .. 0.440 5.547 Maximum flow rates at confluence using above data: 5.710 5.972 Area of streams before confluence: 0.267 1.346 Results of confluence: Total flow rate= 5.972(CFS) Time of concentration= 7.170 min. Effective stream area after confluence = 1.613(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 61.280(Ft.) Downstream point/station elevation= 60.430(Ft.) Pipe length = 62.00(Ft.) Slope= 0.0137 Manning's N = No. of pipes= 1 Required pipe flow = 5.972(CFS) Given pipe size= 15.00(In.) Calculated individual pipe flow = 5.972(CFS) Normal flow depth in pipe= 10.05(In.) Flow top width inside pipe= 14.10(In.) Critical Depth= 11.86(In.) Pipe flow velocity= 6.83(Ft/s) Travel time through pipe= 0.15 min. Time of concentration (TC)= 7.32 min . 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 1.613(Ac.) Runoff from this stream= 5.972(CFS) Time of concentration= 7.32 min . Rainfall intensity= 5.151(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'C' value of 0.770 given for subarea Rainfall intensity (I)= 5.407(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 6.79 min. Rain intensity= 5.41(In/Hr) Total area= 1.52l(Ac.) Total runoff= 6.256(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 1.521(Ac.) Runoff from this stream= 6.256(CFS) Time of concentration= 6.79 min. Rainfall intensity= 5.407(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 105.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'C' value of 0.800 given for subarea Calculated TC of 4.230 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.587(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 4.23 min. Rain intensity= 6.59(In/Hr) Total area= 0.127(Ac.) Total runoff= 0.575(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area= 0.127{Ac.) Runoff from this stream= 0.575{CFS) Time of concentration= 4.23 min. Rainfall intensity= 6.587(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.972 7.32 5.151 2 6.256 6.79 5.407 3 0.575 4.23 6.587 j J ., .. J J J J J J J J J J ... .. ... ... ... .. .. .. .. .. .. ... ... ... .. .. ... .. .. ... ... .. ... ... .. ... 111111 ... .. .. ... ... .. Qmax(l) = 1.000 * 1.000 * 5.972) + 0.953 * 1.000 * 6.256) + 0.782 * 1.000 * 0.575) + = 12.381 Qmax(2) = 1.000 * 0.927 * 5.972) + 1.000 * 1.000 * 6.256) + 0.821 * 1.000 * 0.575) + = 12.267 Qmax(3) = 1.000 * 0.578 * 5.972) + 1.000 * 0.623 * 6.256) + 1.000 * 1.000 * 0.575) + = 7.923 Total of 3 main streams to confluence: Flow rates before confluence point: 5.972 6.256 0.575 Maximum flow rates at confluence using above data: 12.381 12.267 7.923 Area of streams before confluence: 1.613 1.521 0.127 Results of confluence: Total flow rate= 12.381(CFS) Time of concentration= 7.321 min . Effective stream area after confluence = 3.261(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 60.430(Ft.) Downstream point/station elevation= 59.670(Ft.) Pipe length = 30.00(Ft.) Slope= 0.0253 Manning's N = No. of pipes= 1 Required pipe flow = 12.381(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow = 12.381(CFS) Normal flow depth in pipe= 11.53(In.) Flow top width inside pipe= 17.27(In.) Critical Depth= 15.95(In.) Pipe flow velocity= 10.36(Ft/s) Travel time through pipe= 0.05 min . Time of concentration (TC)= 7.37 min. End of computations, total study area= 3.261 (Ac.) 0.013