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HomeMy WebLinkAboutTract No. 18824 Drainage StudyTRACT 18824 Fontana, CA DRAINAGE STUDY May 18, 2012 Reference 102-139.013 PREPARED BY: Encompass Associates, Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 Fax-909-586-6979 Aaron/Skeers Date R.C.E. 62183 Exp. 9/30/13 askeers(a,encompasscivil.com www.encompasscivil.com CONTENTS SECTION TITLE ❑ A DISCUSSION ❑ Vicinity Map ❑ 0 OFFSITE ANALYSIS o Excerpts from AEI-CASC/CoyotoCanyonlnftrastructure Study o Exhibit o Debris Flow Bulking Calculation u HEC-RAS analysis of upstream channel flow ❑ Q PRE DEVELOPMENT AND DEVELOPED HYDROLOGY o Pre: 2-,5-,10-,25-year rational method hydrology ❑ Dev:2-, 1D , 25-,100 year rational method hydrology ❑ UH SYNTHETIC UNIT HYDROGRAPH/FLOOD ROUTING ❑ Soil Loss Factor Calculations ❑ Basin Geometry and Outlet Hydraulics o S.U.H./F.R.:2yr,10yr,25yr,100yr ❑ D STREET FLOW DEPTH AND CATCH BASIN SIZING ❑ H 100-YEAR PIPE HYDRAULIC CALCULATIONS ❑ R REFERENCES & MAPS ❑ Soils Map (from County Hydrology Manual) ❑ Isohyetal Map (from County Hydrology Manual) ❑ Pre -development Hydrology Map ❑ Developed Hydrology Map NOT TO SCALE ROADRUNNER DL COYOTE CANYON RD. VICINITY MAP TTM 18824 COYOTE -k CANYON RD. SUMMIT AVE. CITRUS AVE. 0 t IL ENCOMPASS ASSOCIATES, INC. CONSULTING CIVIL ENGINEERS 5699 COUSINS PLACE RANCHO CUCAMONGA, CA 91737 (909) 684-0093 J:\102-139\013-NorthFontana\HydrologyMap.dwg, 6/14/2011 2:15:48 PM, 1:1 DRAINAGE SCHEMATIC TR 18824 i 23a'?vp, 10 © 9 8 aEo 7 QED 6 5 4 3 LAT A-2 LINE A NE BP EXISTING OFF -SITE VION:C /C�_ CHANNEL - r4-Y;-2Drr�Zt" ® 6a9 k 0:30 r LINE A 97 118 117 116 1, 11 ®nnt• 1113 ®'‘ �/ OFFSITE LAT2 112 �LINEB I I ,,,. „{ GII �) I OFF -SITE LINE B OFF -SITE LATA-1 -` 2 OFFSITE LINE A „ ,, .- 41 3 --'n------ OFF -SITE LINE C J:\102- 4;TT OFF -SITE LAT 1 1 ir ® 63 iZ 64r L1 LAT D-1 52 LINE D • V V 39) 149 ENCOMPASS ASSOCIATES, INC. CONSULTING CIVIL ENGINEERS 5699 COUSINS PLACE RANCHO CUCAMONGA, CA 91737 (909) 684-0093 ontana\HydrologyMap.dwg, 5/3/2012 7:25:37 AM, 1:1.8616 DISCUSSION The purpose of this drainage study is to determine the drainage facility requirements for Tract 18824 in Fontana. Specifically, the subject project is located south of low -density residential and vacant foothills, west of vacant foothills, north of Coyote Canyon and Duncan Canyon Roads, and east of vacant foothill grasses, in the City of Fontana, County of San Bernardino, California. The subject site will consist of approximately 118 single-family residences, with an approximate area of 35 acres. Proposed drainage is overland and by sheet flow generally in a south easterly direction. The site is subject to approximately 8 acres of off -site runoff. The limit of the area that drains to the subject property was analyzed herein. Cross -sections were developed from field survey, with hydrology taken from the "Coyote Canyon Infrastructure Improvements" report prepared by AEI-CASC, dated 12/5/2005. Hydraulics of the existing water conveyances was then modeled utilizing HEC-RAS software developed by USACE. Offsite Analysis The analysis shows that historic upstream canyon flows are maintained in the natural and improved channels north of the project, and all but the aforementioned 8 acres are conveyed to the west of the project. While some of these flows were tabled to Coyote Canyon along the frontage of this proposed project, they would have been conveyed along the existing channel north of Coyote Canyon Road, so downstream improved storm drain facilities will not be burdened beyond original design capacity. Debris bulking was calculated for the off -site runoff conveyed by the existing channel. Bulking was determined via the LA District of the USACE's "Debris Method" report. The existing channel is able to contain the upstream runoff, bulked per the calculation herein. Note that one cross-section shows a slight exceedence of one inch, not enough to generate an overflow condition. AEI-CASC's master plan showed a concentration point crossing the project from the extreme northeast corner. However, their analysis was based upon large-scale and out -dated USGS topography, and a review of the current, more accurate aerial topography, shows that concentration point as flowing along the easterly side of the levee that exists to the east of the project. The off -site 8 acres, plus or minus, that do still drain to the project consist of low -density residences and farm -related buildings and pastures. This area is not a source of debris, so the flowsentering the project should be relatively clear. The easterly portion will be conveyed via a ditch in the access road to a riser and pipe, which discharges into the street. The westerly portion will run along the up hill side of the project wall toward the westerly most street (Tahan Way). Flows beyond those picked up at Tahan Way will carry on to the west as they have historically. Should all or a portion of the 8 acres be developed later, that project will be required to mitigate runoff to a condition at or below the existing runoff calculated herein, and therefore a developed condition analysis for these 8 acres is not included. Minimal flows are intercepted along Duncan Canyon by two catch basins, one each at the upstream side of both project intersections. The easterly catch basin is sized to pick up flows as far up Duncan Canyon as curb currently exists. Beyond that, the runoff flows off the shoulder and eventually into the Hawker -Crawford Channel. Both catch basins are connected to the basin outlet pipe, so do not effect basin sizing for 100-year mitigation or water quality. Detention & Infiltration Basins The subject site is tributary to the Hawker -Crawford Channel, Rich Basin, and ultimately the San Sevaine Creek Channel system. The county currently requires development in this area to mitigate to pre -development runoff levels, as defined by county policy. Therefore, the pre - development 2-, 5-, 10-, and 25-year storm events were modeled for a basis to compare against the developed 2-, 10-, 25-, and 100-year storm events, per county policy, and to achieve 90% of the pre -development storms. All storms were modeled utilizing rational method hydrology. The developed storms were also modeled utilizing the small area unit hydrograph method, in order to route developed runoff through the two proposed on -site detention basins. See the summary sheet showing that mitigation is achieved at all storm periods. In some cases, pipe flow processes in the hydrology calculations utilized adjusted elevations to better approximate pressure flow due to backwater conditions arising from discharge into detention basins. In sump conditions (cul-de-sacs), a gentle swale will be graded to an omitted block in the perimeter wall, facilitiating drainage should the sump and/or basin become overwhelmed or blocked. Note that the proposed basins will also function as infiltration basins to achieve water quality performance requirements. The basin outlet works are established approximately 4 feet above the basin floor to allow capacity for infiltration prior to discharge in storm events in excess of water quality provisions. High infiltration rates in the native soil at this project site will allow for basin drainage within the 72-hour requirements of water quality policy. See the project Water Quality Management Plan for more information. The rational method and small area unit hydrologic models, as defined by Flood Control for San Bernardino County, were followed in the determination of storm runoff. AES software was utilized for rational method hydrology calculations. Unit hydrograph and flood routing analyses were prepared utilizing algorithms provided in Chapters E, F and K of the county Hydrology Manual, implemented in spreadsheets and included herein. Encompass Associates, Inc. Job Tract 18824 Civil Engineers 5699 Cousins Place Rancho Cucamonga, CA 91737 (909) 684-0093 Fax 586-6979 Sheet No. of Calculated by: ATS Date 12/13/11 Checked by: Date Scale nts SUMMARY SHEET "West" = area tributary to westerly basin (Basin 1). "East" = area tributary to easterly basin (Basin 2). 2-yr 19 15.8 34.8 5-yr 26.7 23.8 50.5 10-yr 32.8 30.2 63 25-yr 40.94 38.7 79.64 Proposed 2-yr 28.9 16 Total 44.9 10-yr 45.5 30 75.5 25-yr 55.2 30.2 85.4 100-yr 69.7 38 107.7 Basin Routing West Eas .:.cfs 17.8 8.6 27.7 13.5 36.3 16.4 ,Bypass Combined cfs cfs 26.4 41.2 52.7 47.3 20.8 68.1 Mitigation ova 76% 82% 84% 86% Max Basin Depth = 6.9 6.2 ft P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basinl.xlsm 3/13/2012 OFF -SITE RUNOFF ANALYSIS 03/13/12 0-1 DRAINAGE AN PSIS FOR COYOTE CANYON T ROVE NTS OF FONTANA, CALIFORNIA PREPARE. FOR: CENTER HOMES 2280 ARDLOW CIRCLE, SUIT CORONA, CA. 92880 937 SOUTH VIA LATA, SUITE 500 COLTON, CA 92324 (909) 783-0101 • FAx (909) 783-0108 REVISED DECEMBER 2, 2005 III 1� 1 1� 1 i' Rainfall intensi Effective runoff rational method) Subarea runoff = Total runoff = Effective area t Total Study Area. Area averaged Pm Depth of flow Critical depth = value y = 3.281(In/Hr) for a 100.0; yearstorm coefficient used for area, ( tot KCA) is C = ,11.754 30.648(CFS) or 17.500(Ac.) 135.318(CFs) 1 dream = 54:70(Ac,) (Main Stream No. 1) = 54.70(Ac..) = 0,532(1n/Hr) 1.306(Ft.), Average velocity = 2.125(Ft.) Process from Point/Station * * * * IMPROVED CHANNEL ,TRAVE 613(Ft /s al area with modified 1703.100 to Point/Station 1704.100 TIME **** Upstream point elevation = 1745.000(Ft.) Downstream point elevation = 1683.000(Ft.) Channel length thru subarea = 1560.000(Ft. Channel base width = 5.000 (Ft. ) Slope or of left channel bank = 1..500 Slope or ' Z' of right channel bank = 1.. 500 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 2aximum depth of channel Flow(q) thru subarea Depth of flow = 1..892(Ft Channel flow top width = 10 Plow Velocity = 9.85(Ft/s) Travel time 2.64 min. Time of concentration-- 21.49 min. Critical depth 2.344(Ft.) Adding area flow to channel Soil classification AP and SCS values inpu USER INPUT of soil data for subarea SCS curve number for soil(M C 2) = 70.00 Pervious ratio(Ap) - 1.0000> Max loss rate(Fm) 0.532( Rainfall intensity = - 3.033(In/.Hr) for a 100.0 year star, Effective runoff coefficient used for area,(total area with modified rational method) (Q=KCIA) i C = 0.742 Subarea runoff = 213.0 (CS) for 14.900 (Ac. ) Total runoff = 156.628(CFSa) Effective area this stream = 69.60(Ac.)i Total Study Area (Main Stream o ' 1) 69.60 (A.c. Area averaged Fm value = 0.532(In/Hr) Depth of flow = 1.964(Ft. Critical depth = 2.438 5 .000( 007(CFS )' Average v 67(Ft.) Average velocity :_. Ft,) Process from Point/Station 1703. **** CONFLUENCE OF MINOR STREAMS ** i0.038(Ft/s) + +++++++++ ++a++ 00 to Point/Station 1704.100 Along Main Stream Stream flow area = Runoff from this suea Time of concentration.- ream number er: 69 1 in normal .600(Ac.) 156.628 (CFS); .49 .min. Downstream point elevation _ l'694.000(Ft. Channel length thru subarea = 2145.000(Ft.) Channel base width 5.000(Ft. ) Slope or ';Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated Mean flow rate at midpoint of channel = 197.753(CFS) Manning' s ' N' = 0.035 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 197.753(CFS) Depth of flow = 1.787(Ft.), Average velocity = 12.904(Ft/s) Channel flow top width, = 12.149 (Ft . ) Flow Velocity = 12.90(Ft/s) Travel time = 2.77 min.. Time of concentration = 19.14 is Critical depth = 2.594(FC,�.). Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap), = 0.9850 Max loss rate(Fm) 0,540(in/Hr) Rainfall intensity = 3.251(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area, (total area with modified rational method)(Q=KCIA) is C = 0.752 Subarea runoff = 86.470 (CFS) or 42 100 (Ac. ) Total runoff = 240.956(CFS) Effective area this stream 986t(Ac.)) Total Study Area (Main Stream 0 2) = 174,.10(Ac.`) Area averaged Fm value = 0. 36(In/Hr) Depth of flow = 1.976(Ft.), Average velocity = 13,617 Critical depth = 2.875(F t++++++ +++++ ++++E+++++i+ +++ + ++++++++++++++++ Process from Point/Station 1708.000 to Point/ **** CONFLUENCE OF MINOR STREAMS a +++++++ 1713.000 Along Main Stream number .2 in normal streamnumber 1 Stream flow area = I98.600(Ac.) Runoff from this stream .= Time of concentration = 1.9 Rainfall intensity = 3.2 Area averaged loss rate (Fm) = Area averaged Pervious ratio (Ap 240.956(CFS) 14 min. /Hr) 0.5356(In/Hr) = 0.9936 ++++++r++a+++++++++++++++++++++++++++++++++++++t++++a++++++++++++++++t Process from Point/Station 1.710,000 to Feint ion 1;711.000 **** INITIAL AREA EVALUATION Soil classification AP and SCS values input by user USER, INPUT lof soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious.ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 990.000(Ft.) Top (of initial area) elevation = 2520.000(Ft.) Bottom (of initial area) elevation = 2173.200(Ft•.) 0..532 (In/Hr) IMMO IIIMI IIIIM — MEI IIMI IMO NM =I MN MIN OM =II MOB MI UM MI 11111/41k ites. wawrsoret Tr 18824 Avellino DEBRIS BULKING FACTOR US Army Corps of Engineers (LA) Debris Method Job # 102-139.013 12/13/11 Debris Flow Determination for Off -site Areas USACE Debris Method Step 1 Max. 1-hr rainfall x 100 2 Drainage Area 3 Relief Ratio 4 Fire Factor high pt. low pt. length 2820 1745 4970 1.65 in ft ft ft = 0.94 mi Figure 2 (Debris Method) for "A"< 3 sq. mi. 5 Adjustment -Transposition Factor Table B-1 (Debris Method) Parent Material Moderate Soils Mod/Sev. Channel Morphology Mod/Sev. Hillslope Morphology Mod/Sev. 6, 7, 8 Calculate Equation 1 ("A" > .1, < 3.0 sq. mi.) Unit Debris Yield (cy/sq.mi.) 0.15 0.2 0.2 0.2 Log Dy=0.65log P+0.62 Log RR+0.18 Log A+0.12 FF 9 Adjusted Unit Debris Yield per "A-T" factor „P„= "A"= "RR"= "FF"= 165 153.3 acres 0.24 sq. mi. 1142.1 ft/mi 6.5 "A-T"= 0.75 (1 yr) Dy= 32399 cy/sq.mi. Dy-adj= 24299 cy/sq.mi. 10 Volume of Debris (unit debris yield x area in sq. mi.) V= 5820 cy (end Debris Method) Bulking Factor = 0.5 x (1+ Dy-adj/120,000) x 100% (LACFCD) Bulking Factor= 60 % SBCFCD policy: 100% 50%bulking or use USACE, LA District Debris Method Z:\ftp\Debris.xls 12/13/2011 US Army Corps of Engineers Los Angeles District LOS ANGELES, CALIFORNIA DEBRIS METHOD LOS ANGELES DISTRICT METHOD FOR PREDICTION OF DEBRIS YIELD FEBRUARY 1992 UPDATED FEBRUARY 2000 Fire Factors in the current analysis. It was especially apparent that recently burned watersheds of greater than 3 mi2 in area exhibit a proportionally smaller increase in unit debris yield when compared to watersheds of smaller areal extent. Thus, two curves were developed, one for watersheds 0.1 to 3.0 mi2 in area, and another for watersheds larger than 3.0 mi2 in area. The magnitude of increase in debris yield in larger watersheds impacted less than one year after burn was on the order of two to ten times the normal rate (as opposed to 20-30 times the normal rate given by Rowe et al. and Ferrell), when applied to single flood events. Several variations of the Fire Factor curves were tested before arriving at the final Fire Factor relationships. Each trial curve was adjusted in a manner that minimized the residuals (the amount that wasn't explained by the equation), such that the remaining residuals for a given time after burn and drainage area were clearly not attributable to wildfire impact (i.e., presented no clear trend relating to time since burn or extent burned). The final Fire Factor curves are presented in Figures 2 and 3. These curves represent a 100% burn condition. It would be desirable to have a single Fire Factor curve for Equations 1 to 5 (see Sec. 5.3 for Equations). However, because of the fundamental difference in the hydrologic variable in Equation 1 (precipitation) versus the hydrologic variable in Equations 2 to 5 (runoff), it should not be expected that the curves will be consistent at 3 mi2 (the interface between Equation 1 and Equation 2). 5.3. Development of The Predictive Equations. The variables selected for use in the final equations were relief ratio (RR), drainage area (A), unit peak flow (Q) or 1-hour precipitation (P), and the non -dimensional Fire Factor (FF). Each of these variables was determined to be significant at the 95 percent confidence level. 5.3.1. Equation 1. Regression Equation 1 was selected by statistical criteria for use in watersheds from 0.1 to 3.0 mi2 in area for which peak flow data is not available. Equation 1 takes the form: LOG Dy = 0.65 (LOG P) + 0.62 (LOG RR) + 0.18 (LOG A) + 0.12 (FF) .... Eq. 1 where: Dy = Unit Debris Yield (yd3/mi2) P = Maximum 1-Hour Precipitation (inches, taken to two places after the decimal point, times 100) RR = Relief Ratio (ft/mi) A = Drainage Area (ac) FF = Non -Dimensional Fire Factor The coefficient of multiple determination (R2) for this equation is 0.987. All factors in this equation are significant at the 0.99 level of confidence (see Table 3 for "F" test values). A total of 349 observations from 80 watersheds were used in the final development of this equation. Los Angeles District Debris Method February 2000 -15- 11111 NM M 11111 MIN GNI I MN NM 111111 'a:LYi��r�xyr TABLE B-1: ADJUSTMENT -TRANSPOSITION FACTOR TABLE A-T Subfactor 0.25 0.20 0.15 0.10 0.05 Parent Material Subfactor Group 1 Folding Severe Moderate Minor Faulting Severe Moderate Minor Fracturing Severe Moderate Minor Weathering Severe Moderate Minor Soils Subfactor Group 2 Soils Non -cohesive Partly Cohesive Highly Cohesive Soil Profile Minimal Soil Profile Some Soil Profile Well -developed Soil Profile Soil Cover Much Bare Soil in Evidence Some Bare Soil in Evidence Little Bare Soil in Evidence Clay Colloids Few Clay Colloids Some Clay Colloids Many Clay Colloids Channel Morphology Subfactor Group 3 Bedrock Exposures Few Segments in Bedrock Some Segments in Bedrock Many Segments in Bedrock Bank Erosion >30% of Banks Eroding 10-30% of Banks Eroding <10% of Banks Eroding Bed and Bank Materials Non -cohesive Bed and Banks Partly Cohesive Bed and Banks Mildly Cohesive Bed and Banks Vegetation Poorly Vegetated Some Vegetation Much Vegetation Headcutting Many Headcuts Few Headcuts No Headcutting Hillslope Morphology Subfactor Group 4 Rills and Gullies Many and Active Some Signs Few Signs Mass Movement Many Scars Evident Few Signs Evident No Signs Evident Debris Deposits Many Eroding Deposits Some Eroding Deposits Few Eroding Deposits The A-T Factor Is the Sum of the A-T Subfactors from All 4 Subfactor Groups. Los Angeles District Debris Method February 2000 B-7 Tract. 18824 Drainage Study OFF -SITE RUNOFF ANALYSIS Encompass Associates, Inc. 0-1 3/6/2012 MI I NM r N r i EN NM 1 N MN 1 M--- ON MN HEC-RAS Version 4.1.0 Jan 2010 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California x X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: Tr18824nlyOffsiteChannel Project File : Tr18824v1.prj Run Date and Time: 3/6/2012 12:58:16 PM Project in English units PLAN DATA Plan Title: Plan 01 Plan File : p:\102-139\013-NorthFontana\HEC-RAS-Debris\Tr18824v1.p01 Geometry Title: Channel Geometry File : p:\102-139\013-NorthFontana\HEC-RAS-Debris\Tr18824v1.g01 Flow Title Flow File Plan Summary Information: Encompass Associates, Inc. : AEI-Casc-Report : p:\102-139\013-NorthFontana\HEC-RAS-Debris\Tr18824v1.f01 0-2 3/6/2012 Tract. 18824 Drainage Study Tr18824nIyOffsiteChannel Plan: Plan 01 3/6/2012 2260.58 Legend WS PF 1 Ground Bank Sta c 0 a) w 1800 1780- 1760- 1740- 1720- 1700 Tr18824nlyOffsiteChannel Plan: Plan 01 3/6/2012 Channel Sitel 1000 1200 1400 1600 1800 Main Channel Station (ft) 2000 2200 Legend EG PF 1 Crit PF 1 WS PF 1 Ground 2400 GRAPHIC SCALE 0 40 80 ( IN FEET ) 1 INCH = 80 FT. HYDROLOGY FROM AEI-CASC 12/2/05 STUDY "NODE 1703.1" Q=135CFS "NODE 1713" +Q=241.7CFS SECTION REFERENCES FOR HEC-RAS ANALYSIS 1622.49 "Qb" = BULKED FLOW DUE TO DEBRIS.CALCULATION~(60%o) HEC-RAS ANALYSIS TR. 18824 (OFF -SITE) CROSS -SECTIONS LOCATIONS ENCOMPASS ASSOCIATES, INC. CONSULTING CIVIL ENGINEERS 5699 COUSINS PLACE RANCHO CUCAMONGA, CA 91737 (909) 684-0093 JOB NUMBER 102-139.013 SHEET 1 OF 1 J:\102-139\013-NorthFontana\HEC-RAS.dwg, 3/7/2012 7:42:25 AM, 1:1 - NM r N UN UN r E i- NM UN i r 1 N NM - - Number of: Cross Sections = 14 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow FLOW DATA Flow Title: AEI-Casc-Report Flow File : p:\102-139\013-NorthFontana\HEC-RAS-Debris\Tr18824v1.f01 Flow Data (cfs) River Reach RS PF 1 Channel Sitel 2260.58 216 Channel Sitel 1715.94 603 Boundary Conditions River Channel Encompass Associates, Inc. Reach Profile Sitel PF 1 Upstream Downstream Normal S = 0.09 Normal S = 0.0267 0-3 3/6/2012 Tract. 18824 Drainage Study - NU I r EN s- MO MN ■M N EN 1 i S N-- M GEOMETRY DATA Geometry Title: Channel Geometry File : p:\102-139\013-NorthFontana\HEC-RAS-Debris\Tr18824v1.g01 CROSS SECTION RIVER: Channel REACH: Sitel RS: 2260.58 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev 0 1784.198.849998 1781.57 58.21 1777.03 58.22 1777.03 95.62 1779.49 100.03 1779.18 Manning's n Values Sta n Val 0 .035 Sta 0 Bank Sta: Left Right 0 115.13 13 Sta Elev Sta Elev 16.63 1779.95 48.79 1779.97 58.59 1777.16 65.49 1779.71 115.13 1781.4 num= 3 n Val Sta n Val .035 115.13 .035 Sta Elev 57.74 1777.05 68.21 1779.72 Lengths: Left Channel Right Coeff Contr. Expan. 129.45 129.45 129.45 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Conv. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Encompass Associates, Inc. 1781.62 2.19 1779.42 1780.05 0.090103 216.00 19.34 11.89 2.39 719.6 129.45 1777.03 1.00 Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft 0-4 Left OB Channel Right OB 0.035 129.45 129.45 129.45 18.17 18.17 216.00 19.34 11.89 0.94 719.6 20.17 5.07 s) 115.13 0.00 0.00 3/6/2012 Tract. 18824 Drainage Study S V M N EN OM 1 11111 M NM 111111 Frctn Loss (ft) C & E Loss (ft) Cum Volume (acre-ft) Cum SA (acres) Warning: Divided flow computed for this cross-section. CROSS SECTION RIVER: Channel REACH: Sitel INPUT Description: Station Elevation Sta Elev Data Sta RS: 2131.13 num= Elev 0 1770.59.080002 1765.21 24.57 1767.71 25.66 1767.78 Manning's n Values Sta n Val 0 .035 Sta 0 Bank Sta: Left Right 0 93.46 num= n Val .035 10 Sta Elev Sta Elev 16.82 1765.7 17.11 1765.73 83.74 1768.09 90.67 1769.41 3 Sta n Val 93.46 .035 Lengths: Left Channel Right 79.71 79.71 79.71 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Conv. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Encompass Associates, Inc. 1769.43 2.66 1766.77 1767.54 0.097718 216.00 16.22 13.10 1.56 691.0 79.71 1765.21 1.00 Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft 0-5 0.74 0.46 Sta Elev 21.29 1766.12 93.46 1770.15 Coeff Contr. Expan. .1 .3 Left OB Channel Right OB 0.035 79.71 79.71 79.71 16.49 16.49 216.00 16.22 13.10 1.02 691.0 16.82 5.98 s) 93.46 0.00 0.00 3/6/2012 Tract. 18824 Drainage Study I N NMI S 111111 11111 M = I = n NM IMO MIN II= MEI I Frctn Loss (ft) C & E Loss (ft) 12.14 Cum Volume (acre-ft) 0.05 Cum SA (acres) 0.69 0.41 Tract. 18824 Drainage Study Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Channel REACH:. Sitel INPUT Description: Station Elevation Data Sta Elev Sta 0 1760.679.389999 32.37 1757.78 32.69 116.72 1771.04 Manning's n Values Sta n Val 0 .035 Sta 0 Bank Sta: Left Right 0 116.72 RS: 2051.42 num= Elev 1759.85 1757.86 11 Sta Elev Sta Elev Sta Elev 31.41 1757.95 32.13 1757.89 32.3 1757.8 68.59 1755.96 77.79 1760.45 100.47 1770 num= 3 n Val Sta n Val .035 116.72 .035 Lengths: Left Channel Right 33.49 33.49 33.49 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Conv. Total (cfs) Encompass Associates, Inc. 1759.64 2.39 1757.25 1757.87 0.156076 216.00 27.00 12.41 1.29 546.7 Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Cony. (cfs) 0-6 Coeff Contr. Expan. .1 .3 Left OB Channel Right OB 0.035 33.49 33.49 33.49 17.40 17.40 216.00 27.00 12.41 0.64 546.7 3/6/2012 - N N M 1 11111 N MN 11E1 VIII NEI MIN 1 I 1 NE Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) 33.49 1755.96 1.00 9.71 0.08 Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) 116.72 27.33 6.20 0.00 0.65 0.37 0.00 Tract. 18824 Drainage Study Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Channel REACH: Sitel INPUT Description: Station Elevation Sta Elev RS: 2017.93 Data num= 15 Sta Elev Sta Elev 0 1760.494.620003 1758.959.440002 1757.23 54.82 1752.87 56.96 1752.18 58.02 1752.18 88.03 1764.58 92.63 1766.65 100.48 1767.08 Manning's n Values Sta n Val 0 .035 Sta 0 Bank Sta: Left Right 0 106.79 num= 3 n Val Sta n Val .035 106.79 .035 Sta Elev 42.46 1754.08 59.53 1752.46 105.05 1766.91 Lengths: Left Channel Right 36.37 36.37 36.37 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Encompass Associates, Inc. 1755.75 2.02 1753.73 1754.36 0.085336 216.00 20.92 Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) 0-7 Sta Elev 45.72 1753.77 63.88 1752.12 106.79 1766.9 Coeff Contr. Expan. .1 .3 Left OB Channel Right OB 0.035 36.37 36.37 36.37 18.95 18.95 216.00 20.92 3/6/2012 MI M N M I I M- I Iw r-= Vel Total (ft/s) Max Chl Dpth (ft) Cony. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) 11.40 1.61 739.4 36.37 1752.12 1.00 3.78 0.11 Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) 106.79 11.40 0.91 739.4 21.51 4.69 0.00 0.64 0.35 0.00 Tract. 18824 Drainage Study Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Channel REACH: Sitel INPUT Description: Station Elevation Data Sta Elev Sta RS: 1981.56 num= Elev 11 Sta Elev Sta Elev Sta Elev 0 1756.067.610001 1753.78.769997 1753.719.440002 1753.639.510002 1753.61 46.87 1750.52 49.17 1750.33 61.25 1749.33 61.5 1749.46 93.14 1761.14 102.32 1761.4 Manning's n Values Sta n Val 0 .035 Sta 0 Bank Sta: Left Right 0 102.32 num= 3 n Val Sta n Val .035 102.32 .035 Lengths: Left Channel Right 94.88 94.88 94.88 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) Encompass Associates, Inc. 1752.69 1.68 1751.01 1751.54 Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) 0-8 Coeff Contr. Expan. .1 .3 Left OB Channel Right OB 0.035 94.88 94.88 94.88 20.76 3/6/2012 IN111 111111 NMI NM 1111,11 NMI EN ON NMI INN EN INN NM En NS NM MN NE E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Conv. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) 0.077571 216.00 24.79 10.40 1.68 775.5 94.88 1749.33 1.00 2.96 0.10 Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) 102.32 20.76 216.00 24.79 10.40 0.84 775.5 25.16 4.00 0.00 0.62 0.33 0.00 Tract. 18824 Drainage Study Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Channel REACH: Sitel INPUT Description: Station Elevation Data RS: 1886.68 num= 11 Sta Elev Sta Elev Sta 0 1749.387.849998 1747.719.029999 23.98 1744.59 24.05 1744.6 27.53 53.07 1753.47 Manning's n Values Sta n Val 0 .035 Sta 0 Bank Sta: Left Right 0 53.07 num= n Val .035 Elev 1745 1748.35 3 Sta n Val 53.07 .035 Sta Elev 11.6 1744.93 28.46 1748.46 Lengths: Left Channel Right 90.15 90.15 90.15 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) Encompass Associates, Inc. 1747.61 Element 0-9 Sta Elev 15.12 1744.83 30.39 1749.08 Coeff Contr. Expan. .1 .3 Left OB Channel Right OB 3/6/2012 I I M- M r ■w - r I M--- r I 1 M M Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Conv. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) 1.40 1746.21 1746.58 0.038124 216.00 17.04 9.50 1.62 1106.2 90.15 1744.59 1.00 5.00 0.08 Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) 90.15 53.07 0.035 90.15 22.74 22.74 216.00 17.04 9.50 1.33 1106.2 18.53 2.92 0.00 0.58 0.29 90.15 0.00 Tract. 18824 Drainage Study Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Channel REACH: Sitel RS: 1796.53 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev 0 1744.31 2.52 1741.7 Manning's n Values Sta n Val 0 .035 Sta 0 Bank Sta: Left Right 0 57.88 num= n Val .035 5 Sta Elev Sta Elev Sta Elev 23 1743 53.54 1760.46 57.88 1760.85 3 Sta n Val 57.88 .035 Lengths: Left Channel Right 80.59 80.59 80.59 CROSS SECTION OUTPUT Profile #PF 1 Encompass Associates, Inc. 0-10 Coeff Contr. Expan. .1 .3 3/6/2012 NM r 1 Mil MINI Me MI NM r- -- r NS V V r NE 1 E.G. Elev (ft) Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Conv. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) 1744.54 0.93 1743.61 1743.80 0.028017 216.00 23.38 7.76 1.91 1290.5 80.59 1741.70 1.00 2.93 0.14 Element Left OB Channel Right OB Wt. n-Val. 0.035 Reach Len. (ft) 80.59 80.59 80.59 Flow Area (sq ft) 27.84 Area (sq ft) 27.84 Flow (cfs) 216.00 Top Width (ft) 23.38 Avg. Vel. (ft/s) 7.76 Hydr. Depth (ft) 1.19 Conv. (cfs) 1290.5 Wetted Per. (ft) 24.40 Shear (lb/sq ft) 2.00 Stream Power (lb/ft s) 57.88 0.00 0.00 Cum Volume (acre-ft) 0.52 Cum SA (acres) 0.25 Tract. 18824 Drainage Study Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Channel REACH: Sitel RS: 1715.94 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev 0 1735.5 .17 1734.89 14.77 1732.37 16.77 1732.7 Manning's n Values Sta n Val 0 .035 Sta 0 Bank Sta: Left Right 0 25.06 Encompass Associates, Inc. num= n Val .035 8 Sta Elev Sta Elev Sta Elev 8.1 1734.48 12.15 1733.72 12.65 1732.7 25.06 1735.74 3 Sta n Val 25.06 .035 Lengths: Left Channel Right 93.45 93.45 93.45 0-11 Coeff Contr. Expan. .1 .3 3/6/2012 - M O a s V MI r r I- OM M MI I= MI s U■ CROSS SECTION OUTPUT E.G. Elev (ft) Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Conv. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) Profile #PF 1 1739.46 3.88 1735.58 1736.69 0.085010 603.00 24.62 15.81 3.21 2068.2 93.45 1732.37 1.00 4.79 0.29 Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) Left OB Channel Right OB 0.035 93.45 93.45 93.45 38.15 38.15 603.00 24.62 15.81 1.55 2068.2 26.44 7.66 25.06 0.00 0.00 0.46 0.20 Tract. 18824 Drainage Study Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The cross section had to be extended vertically during the critical depth calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. CROSS SECTION RIVER: Channel REACH: Sitel RS: 1622.49 INPUT Description: Encompass Associates, Inc. 0-12 3/6/2012 MI E NM r MN 1 NB S UN N IN-- ON- N- r Station Elevation Data num= Sta Elev Sta Elev 0 1732.3 5.25 1726.46 Manning's n Values Sta n Val 0 .035 Sta 0 Bank Sta: Left Right 0 14 CROSS SECTION OUTPUT E.G. Elev (ft) Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Cony. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) num= n Val .035 5 Sta Elev Sta Elev Sta Elev 8.25 1726.06 11.25 1726.46 14 1730.53 3 Sta n Val 14 .035 Lengths: Left Channel Right 49.49 49.49 49.49 Profile #PF 1 1734.16 3.52 1730.64 1731.65 0.039138 603.00 12.51 15.05 4.58 3048.0 49.49 1726.06 1.00 5.19 0.11 Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) Coeff Contr. Expan. .1 .3 Left OB Channel Right OB 0.035 49.49 49.49 49.49 40.06 40.06 603.00 12.51 15.05 3.20 3048.0 16.70 5.86 14.00 0.00 0.00 0.38 0.16 Tract. 18824 Drainage Study Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION Encompass Associates, Inc. 0-13 3/6/2012 lin MI NMI 111111 1111111 SRO NM INS 1■111 111111 NM IMO NMI NM MN ale RIVER: Channel REACH: Sitel INPUT Description: Station Elevation Data Sta Elev Sta RS: 1573 num= 9 Elev Sta Elev Sta Elev Sta Elev 01728.9943.9005521729.4449.5808731729.49313.330091728.39916.015811723.924 19.230751723.13322.910671724.048 28.1907 1728.7456.177521729.676 Manning's n Values Sta n Val 0 .035 Sta 0 Bank Sta: Left Right 056.17752 num= 3 n Val Sta n Val .03556.17752 .035 Lengths: Left Channel Right 77.35 77.35 77.35 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Conv. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) 1731.78 4.44 1727.34 1729.60 0.054747 603.00 12.65 16.92 4.21 2577.1 77.35 1723.13 1.00 2.27 0.09 Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) Coeff Contr. Expan. .1 .3 Left OB Channel Right OB 0.035 77.35 77.35 77.35 35.65 35.65 603.00 12.65 16.92 2.82 2577.1 16.04 7.59 56.18 0.00 0.00 0.34 0.15 Tract. 18824 Drainage Study Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Encompass Associates, Inc. 0-14 3/6/2012 - Sr - r-- i ON r-- MI M- r INS S- NM CROSS SECTION RIVER: Channel REACH: Sitel RS: 1495.65 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev 0 1725.5 8.47 1720.7 20.43 1725.81 20.79 1725.83 Manning's n Values Sta n Val 0 .035 Sta 0 Bank Sta: Left Right 0 23.32 9 Sta Elev Sta Elev Sta Elev 11.47 1720.37 14.47 1720.7 19.64 1725.79 21.69 1725.85 23.32 1725.92 num= 3 n Val Sta n Val .035 23.32 .035 Lengths: Left Channel Right 59.65 59.65 59.65 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Cony-. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) Encompass Associates, Inc. 1727.74 3.45 1724.29 1725.39 0.043155 603.00 15.99 14.90 3.92 2902.7 59.65 1720.37 1.00 3.75 0.30 Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Cony-. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) 0-15 Coeff Contr. Expan. .1 .3 Left OB Channel Right OB 0.035 59.65 59.65 59.65 40.48 40.48 603.00 15.99 14.90 2.53 2902.7 18.44 5.91 23.32 0.00 0.00 0.27 0.12 3/6/2012 Tract. 18824 Drainage Study IIIIIII NE! M M - MI M N 1 M M OM - - OS i i S Tract. 18824 Drainage Study Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Channel REACH: Sitel INPUT Description: Station Elevation Data RS: 1436 num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 01721.78311.317721716.16514.802021715.79416.797421716.27221.351811719.589 73.887811724.874 Manning's n Values Sta n Val 0 .035 Sta 0 Bank Sta: Left Right 073.88781 num= 3 n Val Sta n Val .03573.88781 .035 Lengths: Left Channel Right Coeff Contr. Expan. 53.99 53.99 53.99 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Conv. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Encompass Associates, Inc. 1724.25 4.99 1719.26 1720.90 0.075051 603.00 15.82 17.92 3.47 2201.1 53.99 1715.79 1.00 Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft 0-16 Left OB Channel Right OB 0.035 53.99 53.99 53.99 33.65 33.65 603.00 15.82 17.92 2.13 2201.1 17.59 8.96 s) 73.89 0.00 0.00 3/6/2012 w in s-- MN I- S s s I N MO i MI r i IIIIII Frctn Loss (ft) C & E Loss (ft) 3.33 Cum Volume (acre-ft) 0.15 Cum SA (acres) 0.22 0.10 Tract. 18824 Drainage Study Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Channel REACH: Sitel INPUT Description: Station Elevation Data Sta Elev Sta 0 1719.37 10.16 Manning's n Values Sta n Val 0 .035 Sta 0 RS: 1382.01 num= Elev 1713.45 num= n Val .035 5 Sta Elev Sta Elev Sta Elev 13.16 1713.12 16.16 1713.45 26.03 1718.17 3 Sta n Val 26.03 .035 Bank Sta: Left Right Lengths: Left Channel Right 0 26.03 185.39 185.39 185.39 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Conv. Total (cfs) Encompass Associates, Inc. 1720.43 3.86 1716.57 1717.81 0.056007 603.00 17.88 15.76 3.45 2548.0 Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) 0-17 Coeff Contr. Expan. .1 .3 Left OB Channel Right OB 0.035 185.39 185.39 185.39 38.26 38.26 603.00 17.88 15.76 2.14 2548.0 3/6/2012 OM M 1 r- MO SIN NM NE - -! - - I r N i Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) 185.39 1713.12 1.00 3.48 0.34 Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) 26.03 19.47 6.87 0.00 0.17 0.08 0.00 Tract. 18824 Drainage Study Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Channel REACH: Sitel RS: 1196.62 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev 0 1711.19 11.11 1705.25 28.85 1710.67 Manning's n Values Sta n Val 0 .035 Sta 0 Bank Sta: Left Right 0 28.85 num= n Val .035 6 Sta Elev Sta Elev Sta Elev 15.11 1704.92 19.11 1705.25 28.79 1710.67 3 Sta n Val 28.85 .035 Coeff Contr. Expan. .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Encompass Associates, Inc. 1711.35 3.03 1708.32 1709.30 0.040998 603.00 Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) 0-18 Left OB Channel Right OB 0.035 43.16 43.16 603.00 3/6/2012 S ! UM N ! NE N- M--- M A UM NM NM NM UM Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Conv. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) 19.24 13.97 3.40 2978.1 1704.92 1.00 8.83 0.25 Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) 28.85 19.24 13.97 2.24 2978.1 20.83 5.30 0.00 0.00 Tract. 18824 Drainage Study Warning: Thevelocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. SUMMARY OF MANNING'S N VALUES River:Channel Reach Sitel Sitel Sitel Sitel Sitel Sitel Sitel Sitel Sitel Sitel Sitel Sitel Sitel Sitel Encompass Associates, Inc. River Sta. 2260.58 2131.13 2051.42 2017.93 1981.56 1886.68 1796.53 1715.94 1622.49 1573 1495.65 1436 1382.01 1196.62 nl .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 0-19 n2 n3 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 3/6/2012 BE UN On 1 - S N 1 -- -- EN N BM NM- MI UN SUMMARY OF REACH LENGTHS River: Channel Reach River Sta. Left Channel Right Sitel 2260.58 129.45 129.45 129.45 Sitel 2131.13 79.71 79.71 79.71 Sitel 2051.42 33.49 33.49 33.49 Sitel 2017.93 36.37 36.37 36.37 Sitel 1981.56 94.88 94.88 94.88 Sitel 1886.68 90.15 90.15 90.15 Site? 1796.53 80.59 80.59 80.59 Site? 1715.94 93.45 93.45 93.45 Sitel 1622.49 49.49 49.49 49.49 Site? 1573 77.35 77.35 77.35 Site? 1495.65 59.65 59.65 59.65 Site? 1436 53.99 53.99 53.99 Site? 1382.01 185.39 185.39 185.39 Sitel 1196.62 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Channel Reach River Sta. Contr. Expan. Sitel 2260.58 .1 .3 Sitel 2131.13 .1 .3 Sitel 2051.42 .1 .3 Sitel 2017.93 .1 .3 Site? 1981.56 .1 .3 Sitel 1886.68 .1 .3 Sitel 1796.53 .1 .3 Sitel 1715.94 .1 .3 Site? 1622.49 .1 .3 Encompass Associates, Inc. 0-20 3/6/2012 Tract. 18824 Drainage Study NM UN an 1 NS! I MN N I - NM EN NM UN 1 UN 11111 Tract. 18824 Drainage Study Sitel 1573 .1 .3 Sitel 1495.65 .1 .3 Site1 1436 .1 .3 Sitel 1382.01 .1 .3 Site1 1196.62 .1 .3 ERRORS WARNINGS AND NOTES Errors Warnings and Notes for Plan : Plan 01 River: Channel Reach: Sitel RS: 2260.58 Profile: PF 1 Warning:Divided flow computed for this cross-section. River: Channel Reach: Site1 RS: 2131.13 Profile: PF 1 Warning:The energy loss was greater than 1.0 ft (0.3 m) between the current and previous cross section. This may indicate the need for additional cross sections. River: Channel Reach: Sitel RS: 2051.42 Profile: PF 1 Warning:The energy loss was greater than 1.0 ft (0.3 m) between the current and previous cross section. This may indicate the need for additional cross sections. River: Channel Reach: Sitel RS: 2017.93 Profile: PF 1 Warning:The energy loss was greater than 1.0 ft (0.3 m) between the current and previous cross section. This may indicate the need for additional cross sections. River: Channel Reach: Sitel RS: 1981.56 Profile: PF 1 Warning:The energy loss was greater than 1.0 ft (0.3 m) between the current and previous cross section. This may indicate the need for additional cross sections. River: Channel Reach: Sitel RS: 1886.68 Profile: PF 1 Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Channel Reach: Sitel RS: 1796.53 Profile: PF 1 Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Channel Reach: Sitel RS: 1715.94 Profile: PF 1 Warning:The cross-section end points had to be extended vertically for the computed water surface. Encompass Associates, Inc. 0-21 3/6/2012 MI MN N - 1 OM i B i NM MS S i - 1 N NB MN M Tract. 18824 Drainage Study Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The cross section had to be extended vertically during the critical depth calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. River: Channel Reach: Sitel RS: 1622.49 Profile: PF 1 Warning:The cross-section end points had to be extended vertically for the computed water surface. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Channel Reach: Sitel RS: 1573 Profile: PF 1 Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Channel Reach: Sitel RS: 1495.65 Profile: PF 1 Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Channel Reach: Sitel RS: 1436 Profile: PF 1 Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Channel Reach: Sitel RS: 1382.01 Profile: PF 1 Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Encompass Associates, Inc. 0-22 3/6/2012 NM 1- NM 1- 8 N-- w NB NS MN S- i- Tract. 18824 Drainage Study Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Channel Reach: Sitel RS: 1196.62 Profile: PF 1 Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Encompass Associates, Inc. 0-23 3/6/2012 1 1 t c 0 a) w m w 1771- 1770 1769 1768 1767 1766 1765 0 Tr18824nlyOffsiteChannel Plan: Plan 01 3/6/2012 RS = 2260.58 .035 40 60 Station (ft) Tr18824nlyOffsiteChannel Plan: Plan 01 RS = 2131.13 .035 Legend EG PF 1 Crit PF 1 WS PF 1 Ground 0 Bank Sta Legend EG PF 1 Crit PF 1 WS PF 1 Ground Bank Sta 20 40 60 80 100 Station (ft) 1 1 1 1 1 1754 1768 1766 1764 1762 a c ° 1760 co a) w 1758 1756 1754 1752 Tr18824nlyOffsiteChannel Plan: Plan 01 3/6/2012 RS = 2051.42 0 20 40 60 Station (ft) Tr18824nlyOffsiteChannel Plan: Plan 01 3/6/2012 RS = 2017.93 .035 80 100 e Legend EG PF 1 Crit PF 1 WS PF 1 . Ground 0 Bank Sta 120 Legend EG PF 1 Crit PF 1 WS PF 1 Ground 0 Bank Sta 0 20 40 60 80 100 120 Station (ft) Tr18824nIyOffsiteChannel Plan: Plan 01 3/6/2012 RS = 1981.56 1762- 1760- 1758- 1756 0 0 as w 1754- 1752- 1750- 1748 c 0 d W .035 0 20 40 60 Station (ft) Tr18824nIyOffsiteChannel Plan: Plan 01 3/6/2012 RS = 1886.68 1754- 1752- 1750- 1748- 1746- 1744 0 .035 Legend EG PF 1 Crit PF 1 WS PF 1 Ground 0 Bank Sta 80 100 120 Legend EG PF 1 Crit PF 1 WS PF 1 Ground 0 Bank Sta 10 20 30 40 50 60 Station (ft) c 0 a) w c 0 Ca a) w Tr18824nIyOffsiteChannel Plan: Plan 01 3/6/2012 RS = 1796.53 1765- 1760- 1755- 1750- 1745- 1740 .035 0 1740- 1739- 1738- 1737- 1736- 1735- 1734- 1733- 1732 0 10 20 30 40 50 60 Station (ft) Tr18824nlyOffsiteChannel Plan: Plan 01 3/6/2012 RS = 1715.94 .035 10 15 20 25 30 Station (ft) Legend EG PF 1 Crit PF 1 WS PF 1 Ground 0 Bank Sta Legend EG PF 1 Crit PF 1 WS PF 1 Ground Bank Sta = 0 a m W 1732 1730 F 1728 c 0 0 w 1726 1724 1722 Tr18824nlyOffsiteChannel Plan: Plan 01 3/6/2012 RS = 1622.49 .035 0 2 4 6 8 Station (ft) Tr18824nlyOffsiteChannel Plan: Plan 01 3/6/2012 RS = 1573 0 10 20 .035 10 12 30 Station (ft) Legend EG PF 1 Crit PF 1 WS PF 1 Ground 0 Bank Sta Legend EG PF 1 Crit PF 1 WS PF 1 Ground C Bank Sta 40 50 60 1 1 1720 Tr18824nlyOffsiteChannel Plan: Plan 01 3/6/2012 RS = 1495.65 0 0 5 10 15 20 Station (ft) Tr18824nlyOffsiteChannel Plan: Plan 01 3/6/2012 RS = 1436 Legend EG PF 1 Crit PF 1 WS PF 1 Ground Bank Sta 25 Legend EG PF 1 Crit PF 1 WS PF 1 Ground 0 Bank Sta 10 20 30 40 50 60 70 80 Station (ft) t 1 1 1717- > a) w Tr18824nlyOffsiteChannel Plan: Plan 01 3/6/2012 RS = 1382.01 0 .035 10 15 20 25 Station (ft) Tr18824nlyOffsiteChannel Plan: Plan 01 3/6/2012 RS = 1196.62 1712- 1711- 1710- 1709- 1708as - 1707- 1706- 1705 1704 0 .035 Legend EG PF 1 Crit PF 1 WS PF 1 Ground Bank Sta Legend EG PF 1 Crit PF 1 WS PF 1 Ground 0 Bank Sta 10 15 20 25 30 Station (ft) 1 ■11111 M M M S r I 1 OM s N M MI E--- MI N HEC-RAS Plan: Plan 01 River: Channel Reach: Site1 Profile: PF 1 Reach River Sta Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev se (ft) E.G. Slope (ft/ft) Vel Chnl:' (ft/s) Flow:Area : Top Width - Froude # (sq ft) " '(ft) Site1_ 2260.58 PF 1 216.00 1777.03 1779.42 1780.05 1781.62 0.090103 11.89 18.17 19.34 2.16 Site1.. 213113 PF1 216.00 1765.21 1766.77 1767.54 1769.43 0.097718 13.10 16.49 16.22 2.29 Sitel 2051e42 PF 1 216.00 1755.96 1757.25 1757.87 1759.64 0.156076 12.41 17.40 27.00 2.72 Site1 2017.93 PF,1- 216.00 1752.12 1753.73 1754.36 1755.75 0.085336 11.40 18.95 20.92 2.11 Site1 1981.56 PF 1 216.00 1749.33 1751.01 1751.54 1752.69 0.077571 10.40 20.76 24.79 2.00 Site1 . 1886.68 PF 1 216.00 1744.59 1746.21 1746.58 1747.61 0.038124 9.50 22.74 17.04 1.45 Site1 1796.53 PF 1 216.00 1741.70 1743.61 1743.80 1744.54 0.028017 7.76 27.84 23.38 1.25 Site1., 1715.94 PF1 603.00 1732.37 1735.58 1736.69 1739.46 0.085010 15.81 38.15 24.62 2.24 Site1 1622.49 PF 1 603.00 1726.06 1730.64 1731.65 1734.16 0.039138 15.05 40.06 12.51 1.48 Site1 1573 PF 1 603.00 1723.13 1727.34 1729.60 1731.78 0.054747 16.92 35.65 12.65 1.78 Site1 1495.65 PF1 603.00 1720.37 1724.29 1725.39 1727.74 0.043155 14.90 40.48 15.99 1.65 Site1` 1436 PFI 603.00 1715.79 1719.26 1720.90 1724.25 0.075051 17.92 33.65 15.82 2.17 Site1, 1382.01 PF 1 603.00 1713.12 1716.57 1717.81 1720.43 0.056007 15.76 38.26 17.88 1.90 Sitel 1196.62 PF 1 603.00 1704.92 1708.32 1709.30 1711.35 0.040998 13.97 43.16 19.24 1.64 / 3/• J a.,. 1 S TIP BY k4A..c_.-114 49 /130 L-ro BATE (3 ^ SU: j•17;';11!'i' C REE-14., NIS p;), 2 IP ZS C5 C:3 MilOOLE SUR:VEYING, INC Ana ._ 0E-2. • • • • • . • • . 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[ i--1."7.--.1-7- 111111111 1 I I hi I 1 I I i II' _IT-1-, ii'llif-T-F7i _1 . 1 i _Li_ 1 1 1111 1 i 1 1 1111111i1 1.1 I SURVEY BY _}�A -- t t• S5/ DATE 1 --1 1 -12 <'3' CV I �LERL_ 17 LNG'et15_ >_.D�13............. • 1545, i 4• S PT'rOMl•t7 L 1 i 1 1. 1 i ErjT,_ 1 , MMMI ESL 71,4:G, INC, • 1- I F ' i • { I I i i ' I , _.,......I. I 1. � I I.- 1 I j 1 P� 1111111 gill 1 i i _! I; I-t 1 I I 1 7 TI I I { II'HIII II Tract 18824 Drainage Study RATIONAL METHOD HYDROLOGY Pre -development 2-, 5-, 10-, 25-year Developed 2-,10-, 25-, 100-year Encompass Associates, Inc. Q-1 12/20/2011 1 1 1 Encompass Associates, Inc. Job Tract 18824 Civil Engineers 5699 Cousins Place Rancho Cucamonga, CA 91737 (909) 684.0093 Fax 586-6979 Sheet No. of Calculated by: ATS Date 12/13/11 Checked by: Date Scale nts Rainfall Intensity Data Slope of Intensity/Duration curve 0.6 Duration hr Return Period ( ear) 2 5 10 25 100 1 0.77 0.97 1.13 - 1.34 1.65 3 1.49 1.89 2.2 2.6 3.22 6 2.25 2.87 3.34 3.96 4.9 24 4.4 6.18 7.53 9.31 12 slope 0.61 0.60 0.60 0.61 =values taken from Isohyetals, County Hydrology Manual All other values "interpolated" using logarithmic equations as follows: --> Exp( +/- Slope x Ln(T des) + Ln(ref I) -/+ Slope x Ln(ref T)) --> 1100 - 110 / Ln(100/10) x Ln(des Period / 10) + 110 Tract 18824 Drainage Study **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1584 Analysis prepared by: ENCOMPASS ASSOCIATES, INC. 5699 COUSINS PLACE RANCHO CUCAMONGA CA 91737 www.encompasscivil.com ************************** DESCRIPTION OF STUDY ************************** * TTM 18824 - PINNACLE HILLS - NORTH FONTANA * PRE -DEVELOPMENT HYDROLOGY * 2-yr ************************************************************************** FILE NAME: 18824P02.DAT TIME/DATE OF STUDY: 19:41 06/02/2011 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.7700 *ANTECEDENT,MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 0.10 TO NODE 0.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« Encompass Associates, Inc. Q-2 12/20/2011 Tract 18824 Drainage Study INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1830.00 DOWNSTREAM(FEET) = 1729.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.893 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.777 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" B 3.40 0.57 1.000 69 14.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 3.70 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 3.70 **************************************************************************** FLOW PROCESS FROM NODE 0.20 TO NODE 0.30 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1729.00 DOWNSTREAM(FEET) = 1709.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 CHANNEL SLOPE = 0.0213 CHANNEL FLOW THRU SUBAREA(CFS) = 3.70 FLOW VELOCITY(FEET/SEC) = 2.87 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.46 Tc(MIN.) = 20.35 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.30 = 1690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 0.30 TO NODE 0.30 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 20.35 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.473 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "1 DWELLING/ACRE" B 11.90 0.75 0.800 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA AREA(ACRES) = 11.90 SUBAREA RUNOFF(CFS) = 9.37 EFFECTIVE AREA(ACRES) = 15.30 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.70 AREA -AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 15.3 PEAK FLOW RATE(CFS) = 12.14 **************************************************************************** FLOW PROCESS FROM NODE 0.30 TO NODE 0.40 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1709.00 DOWNSTREAM(FEET) = 1701.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0133 Encompass Associates, Inc. Q-3 12/20/2011 Tract 18824 Drainage Study CHANNEL FLOW THRU SUBAREA(CFS) = 12.14 FLOW VELOCITY(FEET/SEC) = 3.03 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.30 Tc(MIN.) = 23.65 LONGEST FLOWPATH FROM NODE 0.10 TO NOSE 0.40 = 2290.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 0.40 TO NODE 0.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 23.65 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.346 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "1 DWELLING/ACRE" B 8.00 0.75 0.800 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 5.38 EFFECTIVE AREA(ACRES) = 23.30 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 23.3 PEAK FLOW RATE(CFS) = 15.78 **************************************************************************** FLOW PROCESS FROM NODE 0.60 TO NODE 0.70 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 940.00 ELEVATION DATA: UPSTREAM(FEET) = 1751.00 DOWNSTREAM(FEET) = 1699.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.937 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.933 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "1 DWELLING/ACRE" B 4.80 0.75 0.800 56 12.94 NATURAL FAIR COVER "GRASS" B 5.00 0.57 1.000 69 19.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.65 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.902 SUBAREA RUNOFF(CFS) = 11.92 TOTAL AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) = 11.92 **************************************************************************** FLOW PROCESS FROM NODE 0.70 TO NODE 0.80 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1699.00 DOWNSTREAM(FEET) = 1682.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 670.00 CHANNEL SLOPE = 0.0254 CHANNEL FLOW THRU SUBAREA(CFS) = 11.92 Encompass Associates, Inc. Q-4 12/20/2011 Tract 18824 Drainage Study FLOW VELOCITY(FEET/SEC) = 4.16 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 15.62 LONGEST FLOWPATH FROM NODE 0.60 TO NODE 0.80 = 1610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 0.80 TO NODE 0.80 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.62 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.727 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 8.50 0.57 1.000 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 8.50 SUBAREA RUNOFF(CFS) = 8.88 EFFECTIVE AREA(ACRES) = 18.30 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 18.3 PEAK FLOW RATE(CFS) = 18.97 END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) PEAK FLOW RATE(CFS) = 18.3 TC(MIN.) = 15.62 18.30 AREA -AVERAGED Fm(INCH/HR)= 0.57 = 0.61 AREA -AVERAGED Ap = 0.948 18.97 END OF RATIONAL METHOD ANALYSIS Encompass Associates, Inc. Q-5 12/20/2011 Tract 18824 Drainage Study **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1584 Analysis prepared by: ENCOMPASS ASSOCIATES, INC. 5699 COUSINS PLACE RANCHO CUCAMONGA CA 91737 www.encompasscivil.com ************************** DESCRIPTION OF STUDY * TTM 18824 - PINNACLE HILLS - NORTH FONTANA * PRE -DEVELOPMENT HYDROLOGY * 5-YR ************************** * * * ************************************************************************** FILE NAME: 18824P05.DAT TIME/DATE OF STUDY: 19:40 06/02/2011 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 5.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.9700 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 0.10 TO NODE 0.20 IS CODE = 21 Encompass Associates, Inc. Q-6 12/20/2011 Tract 18824 Drainage Study »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1830.00 DOWNSTREAM(FEET) = 1729.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.893 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.238 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" B 3.40 0.57 1.000 69 14.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 5.12 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 5.12 **************************************************************************** FLOW PROCESS FROM NODE 0.20 TO NODE 0.30 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1729.00 DOWNSTREAM(FEET) = 1709.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 CHANNEL SLOPE = 0.0213 CHANNEL FLOW THRU SUBAREA(CFS) = 5.12 FLOW VELOCITY(FEET/SEC) = 3.09 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.06 Tc(MIN.) = 19.96 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.30 = 1690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 0.30 TO NODE 0.30 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 19.96 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.878 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "1 DWELLING/ACRE" B 11.90 0.75 0.800 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA AREA(ACRES) = 11.90 SUBAREA RUNOFF(CFS) = 13.70 EFFECTIVE AREA(ACRES) = 15.30 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.70 AREA -AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 15.3 PEAK FLOW RATE(CFS) = 17.71 **************************************************************************** FLOW PROCESS FROM NODE 0.30 TO NODE 0.40 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< Encompass Associates, Inc. Q-7 12/20/2011 Tract 18824 Drainage Study ELEVATION DATA: UPSTREAM(FEET) = 1709.00 DOWNSTREAM(FEET) = 1701.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0133 CHANNEL FLOW THRU SUBAREA(CFS) = 17.71 FLOW VELOCITY(FEET/SEC) = 3.35 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.99 Tc(MIN.) = 22.94 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.40 = 2290.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 0.40 TO NODE 0.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 22.94 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.727 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "1 DWELLING/ACRE" B 8.00 0.75 0.800 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 8.13 EFFECTIVE AREA(ACRES) = 23.30 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 23.3 PEAK FLOW RATE(CFS) = 23.77 **************************************************************************** FLOW PROCESS FROM NODE 0.60 TO NODE 0.70 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 940.00 ELEVATION DATA: UPSTREAM(FEET) = 1751.00 DOWNSTREAM(FEET) = 1699.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.937 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.435 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "1 DWELLING/ACRE" B 4.80 0.75 0.800 56 12.94 NATURAL FAIR COVER "GRASS" B 5.00 0.57 1.000 69 19.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.65 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.902 SUBAREA RUNOFF(CFS) = 16.35 TOTAL AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) = 16.35 **************************************************************************** FLOW PROCESS FROM NODE 0.70 TO NODE 0.80 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1699.00 DOWNSTREAM(FEET) = 1682.00 Encompass Associates, Inc. Q-8 12/20/2011 Tract 18824 Drainage Study CHANNEL LENGTH THRU SUBAREA(FEET) = 670.00 CHANNEL SLOPE = 0.0254 CHANNEL FLOW THRU SUBAREA(CFS) = 16.35 FLOW VELOCITY(FEET/SEC) = 4.52 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 15.41 LONGEST FLOWPATH FROM NODE 0.60 TO NODE 0.80 = 1610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 0.80 TO NODE 0.80 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.41 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.193 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 8.50 0.57 1.000 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 8.50 SUBAREA RUNOFF(CFS) = 12.45 EFFECTIVE AREA(ACRES) = 18.30 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 18.3 PEAK FLOW RATE(CFS) = 26.66 END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) _ AREA -AVERAGED Fp(INCH/HR) PEAK FLOW RATE(CFS) = 18.3 TC(MIN.) = 15.41 18.30 AREA -AVERAGED Fm(INCH/HR)= 0.57 = 0.61 AREA -AVERAGED Ap = 0.948 26.66 END OF RATIONAL METHOD ANALYSIS Encompass Associates, Inc. Q-9 12/20/2011 Tract 18824 Drainage Study **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1584 Analysis prepared by: ENCOMPASS ASSOCIATES, INC. 5699 COUSINS PLACE RANCHO CUCAMONGA CA 91737 www.encompasscivil.com ************************** DESCRIPTION OF STUDY * TTM 18824 - PINNACLE HILLS - NORTH FONTANA * PRE -DEVELOPMENT HYDROLOGY * 10-YR ************************************************************************** FILE NAME: 18824P10.DAT TIME/DATE OF STUDY: 19:39 06/02/2011 ************************** * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.1300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 0.10 TO NODE 0.20 IS CODE = 21 Encompass Associates, Inc. Q-10 12/20/2011 Tract 18824 Drainage Study »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1830.00 DOWNSTREAM(FEET) = 1729.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.893 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.607 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" B 3.40 0.57 1.000 69 14.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 6.25 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 6.25 **************************************************************************** FLOW PROCESS FROM NODE 0.20 TO NODE 0.30 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1729.00 DOWNSTREAM(FEET) = 1709.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 CHANNEL SLOPE = 0.0213 CHANNEL FLOW THRU SUBAREA(CFS) = 6.25 FLOW VELOCITY(FEET/SEC) = 3.24 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.83 Tc(MIN.) = 19.72 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.30 = 1690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 0.30 TO NODE 0.30 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 19.72 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.203 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "1 DWELLING/ACRE" B 11.90 0.75 0.800 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA AREA(ACRES) = 11.90 SUBAREA RUNOFF(CFS) = 17.19 EFFECTIVE AREA(ACRES) = 15.30 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.70 AREA -AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 15.3 PEAK FLOW RATE(CFS) = 22.19 **************************************************************************** FLOW PROCESS FROM NODE 0.30 TO NODE 0.40 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< Encompass Associates, Inc. Q-11 12/20/2011 Tract 18824 Drainage Study ELEVATION DATA: UPSTREAM(FEET) = 1709.00 DOWNSTREAM(FEET) = 1701.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0133 CHANNEL FLOW THRU SUBAREA(CFS) = 22.19 FLOW VELOCITY(FEET/SEC) = 3.56 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.81 Tc(MIN.) = 22.53 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.40 = 2290.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 0.40 TO NODE 0.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 22.53 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.034 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "1 DWELLING/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN B 8.00 0.75 0.800 56 LOSS RATE, Fp(INCH/HR) = 0.75 AREA FRACTION, Ap = 0.800 8.00 SUBAREA RUNOFF(CFS) = 10.33 23.30 AREA -AVERAGED Fm(INCH/HR) = 0.59 = 0.72 AREA -AVERAGED Ap = 0.83 23.3 PEAK FLOW RATE(CFS) = 30.20 **************************************************************************** FLOW PROCESS FROM NODE 0.60 TO NODE 0.70 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 940.00 ELEVATION DATA: UPSTREAM(FEET) = 1751.00 DOWNSTREAM(FEET) = 1699.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.937 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.837 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "1 DWELLING/ACRE" NATURAL FAIR COVER "GRASS" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = Fp Ap SCS Tc (INCH/HR) (DECIMAL) CN (MIN.) B 4.80 0.75 0.800 56 12.94 B 5.00 0.57 1.000 69 19.48 LOSS RATE, Fp(INCH/HR) = 0.65 AREA FRACTION, Ap = 0.902 19.89 9.80 PEAK FLOW RATE(CFS) = 19.89 **************************************************************************** FLOW PROCESS FROM NODE 0.70 TO NODE 0.80 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1699.00 DOWNSTREAM(FEET) = 1682.00 Encompass Associates, Inc. Q-12 12/20/2011 Tract 18824 Drainage Study CHANNEL LENGTH THRU SUBAREA(FEET) = 670.00 CHANNEL SLOPE = 0.0254 CHANNEL FLOW THRU SUBAREA(CFS) = 19.89 FLOW VELOCITY(FEET/SEC) = 4.77 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.34 Tc(MIN.) = 15.28 LONGEST FLOWPATH FROM NODE 0.60 TO NODE 0.80 = 1610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 0.80 TO NODE 0.80 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.28 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.567 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 8.50 0.57 1.000 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 8.50 SUBAREA RUNOFF(CFS) = 15.31 EFFECTIVE AREA(ACRES) = 18.30 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 18.3 PEAK FLOW RATE(CFS) = 32.82 END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) _ AREA -AVERAGED Fp(INCH/HR) PEAK FLOW RATE(CFS) = 18.3 TC(MIN.) = 15.28 18.30 AREA -AVERAGED Fm(INCH/HR)= 0.57 = 0.61 AREA -AVERAGED Ap = 0.948 32.82 END OF RATIONAL METHOD ANALYSIS Encompass Associates, Inc. Q-13 12/20/2011 Tract 18824 Drainage Study **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1584 Analysis prepared by: ENCOMPASS ASSOCIATES, INC. 5699 COUSINS PLACE RANCHO CUCAMONGA CA 91737 www.encompasscivil.com ************************** DESCRIPTION OF STUDY ******.******************** * TTM 18824 - PINNACLE HILLS - NORTH FONTANA * PRE -DEVELOPMENT HYDROLOGY * 25-YR ************************************************************************** FILE NAME: 18824P00.DAT TIME/DATE OF STUDY: 14:56 05/31/2011 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3400 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 0.10 TO NODE 0.20 IS CODE = 21 Encompass Associates, Inc. Q-14 12/20/2011 Tract 18824 Drainage Study »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1830.00 DOWNSTREAM(FEET) = 1729.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.893 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.092 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE NATURAL FAIR COVER "GRASS" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = GROUP (ACRES) Fp (INCH/HR) Ap SCS Tc (DECIMAL) CN (MIN.) B 3.40 0.57 1.000 LOSS RATE, Fp(INCH/HR) = 0.57 AREA FRACTION, Ap = 1.000 7.73 3.40 PEAK FLOW RATE(CFS) = 7.73 69 14.89 **************************************************************************** FLOW PROCESS FROM NODE 0.20 TO NODE 0.30 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1729.00 DOWNSTREAM(FEET) = 1709.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 CHANNEL SLOPE = 0.0213 CHANNEL FLOW THRU SUBAREA(CFS) = 7.73 FLOW VELOCITY(FEET/SEC) = 3.42 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.58 Tc(MIN.) = 19.48 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.30 = 1690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 0.30 TO NODE 0.30 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 19.48 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA GROUP (ACRES) LAND USE RESIDENTIAL "1 DWELLING/ACRE" 2.632 Fp (INCH/HR) Ap SCS (DECIMAL) CN B 11.90 0.75 0.800 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA AREA(ACRES) = 11.90 SUBAREA RUNOFF(CFS) = 21.78 EFFECTIVE AREA(ACRES) = 15.30 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.70 AREA -AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 15.3 PEAK FLOW RATE(CFS) = 28.10 **************************************************************************** FLOW PROCESS FROM NODE 0.30 TO NODE 0.40 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< Encompass Associates, Inc. Q-15 12/20/2011 Tract 18824 Drainage Study ELEVATION DATA: UPSTREAM(FEET) = 1709.00 DOWNSTREAM(FEET) = 1701.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0133 CHANNEL FLOW THRU SUBAREA(CFS) = 28.10 FLOW VELOCITY(FEET/SEC) = 3.80 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.63 Tc(MIN.) = 22.11 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.40 = 2290.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 0.40 TO NODE 0.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 22.11 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.439 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "1 DWELLING/ACRE" B 8.00 0.75 0.800 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 13.25 EFFECTIVE AREA(ACRES) = 23.30 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 23.3 PEAK FLOW RATE(CFS) = 38.70 **************************************************************************** FLOW PROCESS FROM NODE 0.60 TO NODE 0.70 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 940.00 ELEVATION DATA: UPSTREAM(FEET) = 1751.00 DOWNSTREAM(FEET) = 1699.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.937 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.364 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "1 DWELLING/ACRE" B 4.80 0.75 0.800 56 12.94 NATURAL FAIR COVER "GRASS" B 5.00 0.57 1.000 69 19.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.65 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.902 SUBAREA RUNOFF(CFS) = 24.54 TOTAL AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) = 24.54 **************************************************************************** FLOW PROCESS FROM NODE 0.70 TO NODE 0.80 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1699.00 DOWNSTREAM(FEET) = 1682.00 Encompass Associates, Inc. Q-16 12/20/2011 Tract 18824 Drainage Study CHANNEL LENGTH THRU SUBAREA(FEET) = 670.00 CHANNEL SLOPE = 0.0254 CHANNEL FLOW THRU SUBAREA(CFS) = 24.54 FLOW VELOCITY(FEET/SEC) = 5.05 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 15.15 LONGEST FLOWPATH FROM NODE 0.60 TO NODE 0.80 = 1610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 0.80 TO NODE 0.80 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.15 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.060 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 8.50 0.57 1.000 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 8.50 SUBAREA RUNOFF(CFS) = 19.08 EFFECTIVE AREA(ACRES) = 18.30 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 18.3 PEAK FLOW RATE(CFS) = 40.94 END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) PEAK FLOW RATE(CFS) = 18.3 Tc(MIN.) = 15.15 18.30 AREA -AVERAGED Fm(INCH/HR)= 0.57 = 0.61 AREA -AVERAGED Ap = 0.948 40.94 END OF RATIONAL METHOD ANALYSIS Encompass Associates, Inc. Q-17 12/20/2011 Tract 18824 Drainage Study **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1584 Analysis prepared by: ENCOMPASS ASSOCIATES, INC. 5699 COUSINS PLACE RANCHO CUCAMONGA CA 91737 www.encompasscivil.com ************************** DESCRIPTION OF STUDY ************************** **TR 18824 - AVELLINO, NORTH FONTANA * DEVELOPED HYDROLOGY * 2-yr * ************************************************************************** FILE NAME: 18824Q02.DAT TIME/DATE OF STUDY: 11:06 12/13/2011 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.7700 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 34.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 Encompass Associates, Inc. Q-18 12/20/2011 Tract 18824 Drainage Study »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 925.00 ELEVATION DATA: UPSTREAM(FEET) = 1828.00 DOWNSTREAM(FEET) = 1728.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.923 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.645 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) NATURAL FAIR COVER "GRASS" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = B 2.80 0.27 LOSS RATE, Fp(INCH/HR) = AREA FRACTION, Ap = 1.000 3.46 2.80 PEAK FLOW RATE(CFS) = 1.000 0.27 3.46 SCS Tc CN (MIN.) 86 16.92 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1725.00 DOWNSTREAM(FEET) = 1723.50 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.43 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.46 PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 17.81 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.81 RAINFALL INTENSITY(INCH/HR) = 1.60 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.80 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE,- 3.46 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« Encompass Associates, Inc. Q-19 12/20/2011 Tract 18824 Drainage Study INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 ELEVATION DATA: UPSTREAM(FEET) = 1734.00 DOWNSTREAM(FEET) = 1724.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.458 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.079 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.00 0.42 0.600 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 3.29 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 3.29 Ap SCS Tc (DECIMAL) CN (MIN.) 76 11.46 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.46 RAINFALL INTENSITY(INCH/HR) = 2.08 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.29 ** CONFLUENCE DATA STREAM Q NUMBER (CFS) 1 3.46 2 3.29 RAINFALL INTENSITY CONFLUENCE FORMULA ** Tc Intensity Fp(Fm) Ap Ae (MIN.) (INCH/HR) (INCH/HR) (ACRES) 17.81 1.596 0.27( 0.27) 1.00 2.8 11.46 2.079 0.42( 0.25) 0.60 2.0 AND TIME OF CONCENTRATION RATIO USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER 1 2 (CFS) (MIN.) (INCH/HR) 6.33 11.46 2.079 5.88 17.81 1.596 Fp(Fm) Ap (INCH/HR) 0.33( 0.26) 0.79 0.32( 0.26) 0.83 HEADWATER NODE 1.00 3.10 Ae HEADWATER (ACRES) NODE 3.8 3.10 4.8 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.33 Tc(MIN.) = 11.46 EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 4.8 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1160.00 FEET. **************************************************************************** Encompass Associates, Inc. Q-20 12/20/2011 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 Tract 18824 Drainage Study »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1724.00 DOWNSTREAM ELEVATION(FEET) = 1710.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.85 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 3.24 Tc(MIN.) = 14.70 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.790 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.40 0.42 0.600 76 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.10 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 4.84 EFFECTIVE AREA(ACRES) = 7.30 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.37 AREA -AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 8.3 PEAK FLOW RATE(CFS) = 10.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.29 FLOW VELOCITY(FEET/SEC.) = 3.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.85 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1710.00 DOWNSTREAM ELEVATION(FEET) = 1709.00 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 Encompass Associates, Inc. Q-21 12/20/2011 Tract 18824 Drainage Study OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED. NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.06 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.52 STREET FLOW TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 15.30 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.748 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.10 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.48 EFFECTIVE AREA(ACRES) = 8.40 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.38 AREA -AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 9.4 PEAK FLOW RATE(CFS) = 11.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.73 FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTH*VELOCITY(FT*FT/SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 2020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.10 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1709.00 DOWNSTREAM ELEVATION(FEET) = 1692.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.82 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.18 Encompass Associates, Inc. Q-22 12/20/2011 Tract 18824 Drainage Study STREET FLOW TRAVEL TIME(MIN.) = 2.03 Tc(MIN.) = 17.33 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.622 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.70 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 3.33 EFFECTIVE AREA(ACRES) = 11.10 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.39 AREA -AVERAGED Ap = 0.66 TOTAL AREA(ACRES) = 12.1 PEAK FLOW RATE(CFS) = 13.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.13 FLOW VELOCITY(FEET/SEC.) = 5.01 DEPTH*VELOCITY(FT*FT/SEC.) = 2.25 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.10 = 2620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 7.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1692.00 DOWNSTREAM(FEET) = 1686.00 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.64 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 17.72 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 2860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 6.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.72 RAINFALL INTENSITY(INCH/HR) = 1.60 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.39 AREA -AVERAGED Ap = 0.66 EFFECTIVE STREAM AREA(ACRES) = 11.10 TOTAL STREAM AREA(ACRES) = 12.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.64 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 Encompass Associates, Inc. Q-23 12/20/2011 ELEVATION DATA: UPSTREAM(FEET) = 1780.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.271 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.522 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL FAIR COVER "GRASS" B 4.70 0.27 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 5.29 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = Fp (INCH/HR) 5.29 Tract 18824 Drainage Study = 1714.00 Ap SCS Tc (DECIMAL) CN (MIN.) 86 19.27 **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1714.00 DOWNSTREAM(FEET) = 1705.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0450 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.504 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 0.60 0 27 1.000 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.62 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.50 AVERAGE FLOW DEPTH(FEET) = 0.58 TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 19.66 SUBAREA AREA(ACRES) = 0.60 EFFECTIVE AREA(ACRES) = 5.30 AREA -AVERAGED Fp(INCH/HR) = 0.27 TOTAL AREA(ACRES) = 5.3 SUBAREA RUNOFF(CFS) = 0.67 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.58 FLOW VELOCITY(FEET/SEC.) = 8.60 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.30 = 0.27 5.88 1200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1705.00 DOWNSTREAM ELEVATION(FEET) = 1694.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 Encompass Associates, Inc. Q-24 12/20/2011 Tract 18824 Drainage Study INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.64 STREET FLOW TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = 21.22 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.437 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 3.20 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 3.41 EFFECTIVE AREA(ACRES) = 8.50 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 8.5 PEAK FLOW RATE(CFS) = 8.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.71 FLOW VELOCITY(FEET/SEC.) = 4.49 DEPTH*VELOCITY(FT*FT/SEC.) = 1.80 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.40 = 1600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 21.22 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.437 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.40 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 2.55 EFFECTIVE AREA(ACRES) = 10.90 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 10.9 PEAK FLOW RATE(CFS) = 11.52 **************************************************************************** FLOW PROCESS FROM NODE 6.40 TO NODE 6.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< Encompass Associates, Inc. Q-25 12/20/2011 Tract 18824 Drainage Study UPSTREAM ELEVATION(FEET) = 1694.00 DOWNSTREAM ELEVATION(FEET) = 1689.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.91 STREET FLOW TRAVEL TIME(MIN.) = 1.25 Tc(MIN ) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.388 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "3-4 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = 12.69 22.47 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN B 2.30 0.42 0.600 76 LOSS RATE, Fp(INCH/HR) = 0.42 AREA FRACTION, Ap = 0.600 2.30 SUBAREA RUNOFF(CFS) = EFFECTIVE AREA(ACRES) = 13.20 AREA -AVERAGED Fp(INCH/HR) = 0.34 TOTAL AREA(ACRES) = 13.2 2.35 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Ap = 0.76 PEAK FLOW RATE(CFS) = 13.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.77 FLOW VELOCITY(FEET/SEC.) = 4.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.97 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1689.00 DOWNSTREAM ELEVATION(FEET) = 1686.00 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 Encompass Associates, Inc. Q-26 12/20/2011 Tract 18824 Drainage Study **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.93 STREET FLOW TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 23.32 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.358 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 0.40 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.40 EFFECTIVE AREA(ACRES) = 13.60 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.35 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 13.6 PEAK FLOW RATE(CFS) = 13.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.16 FLOW VELOCITY(FEET/SEC.) = 3.93 DEPTH*VELOCITY(FT*FT/SEC.) = 1.92 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 7.00 = 2100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE ' 7.00 IS CODE = 81. »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 23.32 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.358 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "3-4 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = Fp Ap SCS (INCH/HR) (DECIMAL) CN B 3.00 0.42 0.600 76 LOSS RATE, Fp(INCH/HR) = 0.42 AREA FRACTION, Ap = 0.600 3.00 SUBAREA RUNOFF(CFS) = 2.98 16.60 AREA -AVERAGED Fm(INCH/HR) = 0.26 = 0.36 AREA -AVERAGED Ap = 0.73 16.6 PEAK FLOW RATE(CFS) = 16.40 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 23.32 RAINFALL INTENSITY(INCH/HR) = 1.36 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.36 Encompass Associates, Inc. Q-27 12/20/2011 AREA -AVERAGED Ap = 0.73 EFFECTIVE STREAM AREA(ACRES) = 16.60 TOTAL STREAM AREA(ACRES) = 16.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q NUMBER (CFS) 1 13.64 1 11.78 2 16.40 Tc (MIN.) 17.72 24.25 23.32 16.40 Intensity Fp(Fm) Ap (INCH/HR) (INCH/HR) 1.601 0.39( 0.26) 0.66 1.326 0.37( 0.26) 0.69 1.358 0.36( 0.26) 0.73 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** STREAM NUMBER 1 2 3 PEAK FLOW RATE TABLE ** Q Tc Intensity (CFS) (MIN.) (INCH/HR) 28.87 17.72 1.601 28.44 23.32 1.358 27.71 24.25 1.326 Tract 18824 Drainage Study Ae HEADWATER (ACRES) NODE 11.1 3.10 12.1 1.00 16.6 6.10 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.37( 0.26) 0.70 23.7 3.10 0.36( 0.26) 0.71 28.6 6.10 0.36( 0.26) 0.71 28.7 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.87 Tc(MIN.) = 17.72 EFFECTIVE AREA(ACRES) = 23.71 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.37 AREA -AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 28.7 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 2860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 580.00 ELEVATION DATA: UPSTREAM(FEET) = 1729.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.059 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.124 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.60 0.42 0.600 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 2.69 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 2.69 = 1715.00 Ap SCS Tc (DECIMAL) CN (MIN.) 76 11.06 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 11.06 Encompass Associates, Inc. Q-28 12/20/2011 Tract 18824 Drainage Study * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.124 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 0.60 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.01 EFFECTIVE AREA(ACRES) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 3.70 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.10 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1710.00 DOWNSTREAM(FEET) = 1709.00 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 2.96 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.70 PIPE TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 13.71 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.10 = 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 11.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.71 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.867 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.80 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.61 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 5.81 **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 12.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1709.00 DOWNSTREAM(FEET) = 1705.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES Encompass Associates, Inc. Q-29 12/20/2011 PIPE -FLOW VELOCITY(FEET/SEC.) = 6.43 ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPE-FLOW(CFS) = 5.81 PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 10.00 TO NODE NUMBER OF PIPES = 1 14.56 12.00 = Tract 18824 Drainage Study 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.56 * 2 YEAR RAINFALL INTENSITY(INCH/HR) SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "3-4 DWELLINGS/ACRE" B SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 5.30 EFFECTIVE AREA(ACRES) = 9.30 AREA -AVERAGED Fp(INCH/HR) = 0.42 TOTAL AREA(ACRES) = 9.3 = 1.801 AREA (ACRES) Fp (INCH/HR) Ap SCS (DECIMAL) CN 5.30 0.42 0.600 RATE, Fp(INCH/HR) = 0.42 FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 7.38 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 76 0.25 12.95 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.56 RAINFALL INTENSITY(INCH/HR) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 9.30 TOTAL STREAM AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.95 **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 12.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 975.00 ELEVATION DATA: UPSTREAM(FEET) = 1718.00 DOWNSTREAM(FEET) = 1705.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.329 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.746 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL Ap SCS Tc (DECIMAL) CN (MIN.) Encompass Associates, Inc. Q-30 12/20/2011 "3-4 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = *************************** FLOW PROCESS FROM NODE B 1.50 0.42 0.600 LOSS RATE, Fp(INCH/HR) = 0.42 AREA FRACTION, Ap = 0.600 2.01 1.50 PEAK FLOW RATE(CFS) = 2.01 Tract 18824 Drainage Study 76 15.33 ************************************************* 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.33 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.746 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 0.80 0.42 0.600 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1 EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = SCS CN 76 .07 = 0.25 3.09 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.33 RAINFALL INTENSITY(INCH/HR) = 1.75 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.30 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.09 ** CONFLUENCE DATA STREAM Q NUMBER (CFS) 1 12.95 2 3.09 ** Tc Intensity Fp(Fm) Ap (MIN.) (INCH/HR) (INCH/HR) 14.56 1.801 0.42( 0.25) 0.60 15.33 1.746 0.42( 0.25) 0.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) 1 15.99 2 15.58 Fp(Fm) Ap (MIN.) (INCH/HR) (INCH/HR) 14.56 1.801 0.42( 0.25) 0.60 15.33 1.746 0.42( 0.25) 0.60 Ae HEADWATER (ACRES) NODE 9.3 10.00 2.3 12.10 Ae HEADWATER (ACRES) NODE 11.5 10.00 11.6 12.10 Encompass Associates, Inc. Q-31 12/20/2011 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.99 Tc(MIN.) = 14.56 EFFECTIVE AREA(ACRES) = 11.49 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 11.6 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = Tract 18824 Drainage Study 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1711.00 DOWNSTREAM(FEET) = 1704.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.500 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.681 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL B 0.50 0.42 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.19 SCS CN 76 Tc (MIN.) 7.50 END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) = 0.5 TC(MIN.) = 7.50 0.50 AREA -AVERAGED Fm(INCH/HR)= 0.04 0.42 AREA -AVERAGED Ap = 0.100 1.19 END OF RATIONAL METHOD ANALYSIS Encompass Associates, Inc. Q-32 12/20/2011 Tract 18824 Drainage Study **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1584 Analysis prepared by: ENCOMPASS ASSOCIATES, INC. 5699 COUSINS PLACE RANCHO CUCAMONGA CA 91737 www.encompasscivil.com ************************** DESCRIPTION OF STUDY ************************** * TR 18824 - AVELLINO, NORTH FONTANA * DEVELOPED HYDROLOGY * 10-yr ************************************************************************** FILE NAME: 18824Q10.DAT TIME/DATE OF STUDY: 11:08 12/13/2011 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.1300 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 34.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 Encompass Associates, Inc. Q-33 12/20/2011 Tract 18824 Drainage Study »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 925.00 ELEVATION DATA: UPSTREAM(FEET) = 1828.00 DOWNSTREAM(FEET) = 1728.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.923 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.415 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" B 2.80 0.27 1.000 86 16.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 5.40 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 5.40 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1725.00 DOWNSTREAM(FEET) = 1723.50 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.40 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 17.72 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.72 RAINFALL INTENSITY(INCH/HR) = 2.35 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.80 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.40 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« Encompass Associates, Inc. Q-34 12/20/2011 Tract 18824 Drainage Study INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 ELEVATION DATA: UPSTREAM(FEET) = 1734.00 DOWNSTREAM(FEET) = 1724.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.458 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.051 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.00 0.42 0.600 76 11.46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 5.04 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 5.04 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.46 RAINFALL INTENSITY(INCH/HR) = 3.05 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.04 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER 1 2 (CFS) (MIN.) 5.40 17.72 5.04 11.46 Intensity Fp(Fm) Ap (INCH/HR) (INCH/HR) 2.349 0.27( 0.27) 1.00 3.051 0.42( 0.25) 0.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE STREAM Q NUMBER (CFS) 1 9.71 2 9.17 TABLE ** Tc Intensity (MIN.) (INCH/HR) 11.46 3.051 17.72 2.349 Fp(Fm) Ap (INCH/HR) 0.33( 0.26) 0.79 0.32( 0.26) 0.83 Ae HEADWATER (ACRES) NODE 2.8 1.00 2.0 3.10 Ae (ACRES) 3.8 4.8 HEADWATER NODE 3.10 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.71 Tc(MIN.) = 11.46 EFFECTIVE AREA(ACRES) = 3.81 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 4.8 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 Encompass Associates, Inc. Q-35 12/20/2011 Tract 18824 Drainage Study »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1724.00 DOWNSTREAM ELEVATION(FEET) = 1710.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 17.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.27 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.15 STREET FLOW TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 14.38 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.662 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.40 0.42 0.600 76 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.10 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 7.59 EFFECTIVE AREA(ACRES) = 7.31 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.37 AREA -AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 8.3 PEAK FLOW RATE(CFS) = 15.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.34 FLOW VELOCITY(FEET/SEC.) = 4.45 DEPTH*VELOCITY(FT*FT/SEC.) = 2.34 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1710.00 DOWNSTREAM ELEVATION(FEET) = 1709.00 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Encompass Associates, Inc. Q-36 12/20/2011 Tract 18824 Drainage Study SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.98 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.22 SPLIT DEPTH(FEET) = 0.36 SPLIT FLOOD WIDTH(FEET) = 11.91 SPLIT FLOW(CFS) = 3.65 SPLIT VELOCITY(FEET/SEC.) = 2.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.70 STREET FLOW TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 14.95 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.601 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.10 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.32 EFFECTIVE AREA(ACRES) = 8.41 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.38 AREA -AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 9.4 PEAK FLOW RATE(CFS) = 17.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 3.22 DEPTH*VELOCITY(FT*FT/SEC.) = 1.70 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 2020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.10 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1709.00 DOWNSTREAM ELEVATION(FEET) = 1692.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Encompass Associates, Inc. Q-37 12/20/2011 Tract 18824 Drainage Study STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.78 STREET FLOW TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 16.77 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.428 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.70 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 5.28 EFFECTIVE AREA(ACRES) = 11.11 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.39 AREA -AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 12.1 PEAK FLOW RATE(CFS) = 21.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.14 FLOW VELOCITY(FEET/SEC.) = 5.58 DEPTH*VELOCITY(FT*FT/SEC.) = 2.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.10 = 2620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 7.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1692.00 DOWNSTREAM(FEET) = 1686.00 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.47 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.71 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 17.12 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 2860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 6.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.12 RAINFALL INTENSITY(INCH/HR) = 2.40 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.39 AREA -AVERAGED Ap = 0.67 EFFECTIVE STREAM AREA(ACRES) = 11.11 TOTAL STREAM AREA(ACRES) = 12.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.71 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 Encompass Associates, Inc. Q-38 12/20/2011 Tract 18824 Drainage Study »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1780.00 DOWNSTREAM(FEET) = 1714.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.271 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.234 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" B 4.70 0 27 1.000 86 19.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 8.30 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 8.30 **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1714.00 DOWNSTREAM(FEET) = 1705.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0450 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.210 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 0.60 0.27 1.000 86 SUBAREA AVERAGE.PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.82 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.49 AVERAGE FLOW DEPTH(FEET) = 0.68 TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 19.62 SUBAREA AREA(ACRES). = 0.60 SUBAREA RUNOFF(CFS) = 1.05 EFFECTIVE AREA(ACRES) = 5.30 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 5.3 PEAK FLOW RATE(CFS) = 9.24 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.69 FLOW VELOCITY(FEET/SEC.) = 9.67 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.30 = 1200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1705.00 DOWNSTREAM ELEVATION(FEET) = 1694.00 Encompass Associates, Inc. Q-39 12/20/2011 Tract 18824 Drainage Study STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.08 STREET FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 21.02 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.120 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 3.20 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 5.38 EFFECTIVE AREA(ACRES) = 8.50 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 8.5 PEAK FLOW RATE(CFS) = 14.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.52 FLOW VELOCITY(FEET/SEC.) = 4.98 DEPTH*VELOCITY(FT*FT/SEC.) = 2.28 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.40 = 1600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 21.02 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.120 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.40 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.03 EFFECTIVE AREA(ACRES) = 10.90 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 10.9 PEAK FLOW RATE(CFS) = 18.22 **************************************************************************** Encompass Associates, Inc. Q-40 12/20/2011 FLOW PROCESS FROM NODE 6.40 TO NODE 6.00 IS CODE = 62 Tract 18824 Drainage Study »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1694.00 DOWNSTREAM ELEVATION(FEET) = 1689.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.09 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 4.37 SPLIT DEPTH(FEET) = 0.29 SPLIT FLOOD WIDTH(FEET) = 8.11 SPLIT FLOW(CFS) = 2.04 SPLIT VELOCITY(FEET/SEC.) = 2.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.30 STREET FLOW TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 22.16 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.054 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.30 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 3.73 EFFECTIVE AREA(ACRES) = 13.20 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.34 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 13.2 PEAK FLOW RATE(CFS) = 21.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 4.37 DEPTH*VELOCITY(FT*FT/SEC.) = 2.30 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1689.00 DOWNSTREAM ELEVATION(FEET) = 1686.00 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 Encompass Associates, Inc. Q-41 12/20/2011 Tract 18824 Drainage Study DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 4.14 SPLIT DEPTH(FEET) = 0.36 SPLIT FLOOD WIDTH(FEET) = SPLIT FLOW(CFS) = 4.49 SPLIT VELOCITY(FEET/SEC.) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.14 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.18 STREET FLOW TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 22.97 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.010 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL "3-4 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = B 0.40 0.42 0.600 LOSS RATE, Fp(INCH/HR) = 0.42 AREA FRACTION, Ap = 0.600 0.40 SUBAREA RUNOFF(CFS) = 0.63 13.60 AREA -AVERAGED Fm(INCH/HR) = = 0.35 AREA -AVERAGED Ap = 0.76 13.6 PEAK FLOW RATE(CFS) = 21.61 11.76 2.99 SCS CN 76 0.26 21.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 4.14 DEPTH*VELOCITY(FT*FT/SEC.) = 2.18 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 7.00 = 2100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 22.97 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.010 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 3.00 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 4.74 EFFECTIVE AREA(ACRES) = 16.60 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.36 AREA -AVERAGED Ap = 0.73 Encompass Associates, Inc. Q-42 12/20/2011 TOTAL AREA(ACRES) = 16.6 PEAK FLOW RATE(CFS) = 26.16 Tract 18824 Drainage Study **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.97 RAINFALL INTENSITY(INCH/HR) = 2.01 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.36 AREA -AVERAGED Ap = 0.73 EFFECTIVE STREAM AREA(ACRES) = 16.60 TOTAL STREAM AREA(ACRES) = 16.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.16 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.71 17.12 2.398 0.39( 0.26) 0.67 11.1 3.10 1 18.97 23.53 1.981 0.37( 0.26) 0.69 12.1 1.00 2 26.16 22.97 2.010 0.36( 0.26) 0.73 16.6 6.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 45.52 17.12 2.398 0.37( 0.26) 0.70 23.5 3.10 2 45.36 22.97 2.010 0.36( 0.26) 0.71 28.6 6.10 3 44.69 23.53 1.981 0.36( 0.26) 0.71 28.7 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.52 Tc(MIN.) = 17.12 EFFECTIVE AREA(ACRES) = 23.48 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.37 AREA -AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 28.7 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 2860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 580.00 ELEVATION DATA: UPSTREAM(FEET) = 1729.00 DOWNSTREAM(FEET) = 1715.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.059 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.117 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Encompass Associates, Inc. Q-43 12/20/2011 Tract 18824 Drainage Study LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.60 0.42 0.600 76 11.06 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 4.12 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.12 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 11.06 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.117 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 0.60 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.55 EFFECTIVE AREA(ACRES) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 5.67 ****************************************************************************. FLOW PROCESS FROM NODE 11.00 TO NODE 11.10 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1710.00 DOWNSTREAM(FEET) = 1709.00 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.29 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.67 PIPE TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = 13.44 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.10 = 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 11.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.44 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.773 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.80 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.08 Encompass Associates, Inc. Q-44 12/20/2011 Tract 18824 Drainage Study EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 9.07 **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 12.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1709.00 DOWNSTREAM(FEET) = 1705.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.07 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 14.22 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.22 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.681 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 5.30 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 11.58 EFFECTIVE AREA(ACRES) = 9.30 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 9.3 PEAK FLOW RATE(CFS) = 20.31 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.22 RAINFALL INTENSITY(INCH/HR) = 2.68 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 9.30 TOTAL STREAM AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.31 **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 12.00 IS CODE = 21 Encompass Associates, Inc. Q-45 12/20/2011 Tract 18824 Drainage Study »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 975.00 ELEVATION DATA: UPSTREAM(FEET) = 1718.00 DOWNSTREAM(FEET) = 1705.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.329 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.562 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.50 0.42 0.600 76 15.33 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 3.12 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 3.12 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.33 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.562 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 0.80 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.66 EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 4.78 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.33 RAINFALL INTENSITY(INCH/HR) = 2.56 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.30 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.78 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER Encompass Associates, Inc. Q-46 12/20/2011 NUMBER 1 2 (CFS) (MIN.) (INCH/HR) (INCH/HR) 20.31 14.22 2.681 0.42( 0.25) 0.60 4.78 15.33 2.562 0.42( 0.25) 0.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 Q Tc Intensity Fp(Fm) (CFS) (MIN.) (INCH/HR) (INCH/HR) 24.97 14.22 2.681 0.42( 0.25) 24.10 15.33 2.562 0.42( 0.25) 0.60 0.60 (ACRES) 9.3 2.3 Ap Ae (ACRES) 11.4 11.6 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.97 Tc(MIN.) = 14.22 EFFECTIVE AREA(ACRES) = 11.43 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 11.6 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = Tract 18824 Drainage Study NODE 10.00 12.10 HEADWATER NODE 10.00 12.10 = 0.25 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE _ 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1711.00 DOWNSTREAM(FEET) = 1704.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.500 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.935 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL B 0.50 0.42 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.75 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.75 SCS CN 76 Tc (MIN.) 7.50 END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) = 0.5 TC(MIN.) = 7.50 0.50 AREA -AVERAGED Fm(INCH/HR)= 0.42 AREA -AVERAGED Ap = 0.100 1.75 0.04 END OF RATIONAL METHOD ANALYSIS Encompass Associates, Inc. Q-47 12/20/2011 Tract 18824 Drainage Study **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1584 Analysis prepared by: ENCOMPASS ASSOCIATES, INC. 5699 COUSINS PLACE RANCHO CUCAMONGA CA 91737 www.encompasscivil.com ************************** DESCRIPTION OF STUDY * TR 18824 - AVELLINO, NORTH FONTANA * DEVELOPED HYDROLOGY * 25-yr ************************************************************************** FILE NAME: 18824Q25.DAT TIME/DATE OF STUDY: 11:09 12/13/2011 ************************** * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3400 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 34.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 Encompass Associates, Inc. Q-48 12/20/2011 Tract 18824 Drainage Study »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 925.00 ELEVATION DATA: UPSTREAM(FEET) = 1828.00 DOWNSTREAM(FEET) = 1728.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.923 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.864 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" B 2.80 0.27 1.000 86 16.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 6.53 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 6.53 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1725.00 DOWNSTREAM(FEET) = 1723.50 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.53 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 17.69 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.69 RAINFALL INTENSITY(INCH/HR) = 2.79 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.80 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.53 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« Encompass Associates, Inc. Q-49 12/20/2011 Tract 18824 Drainage Study INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 ELEVATION DATA: UPSTREAM(FEET) = 1734.00 DOWNSTREAM(FEET) = 1724.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.458 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.618 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.00 0.42 0.600 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 6.06 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 6.06 Ap SCS Tc (DECIMAL) CN (MIN.) 76 11.46 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.46 RAINFALL INTENSITY(INCH/HR) = 3.62 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.06 ** CONFLUENCE DATA STREAM NUMBER 1 2 4 (CFS) 6.53 6.06 RAINFALL INTENSITY CONFLUENCE FORMULA ** Tc Intensity Fp(Fm) Ap Ae (MIN.) (INCH/HR) (INCH/HR) (ACRES) 17.69 2.789 0.27( 0.27) 1.00 2.8 11.46 3.618 0.42( 0.25) 0.60 2.0 AND TIME OF CONCENTRATION RATIO USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 4 (CFS) 1 11.68 2 11.09 Tc Intensity (MIN.) (INCH/HR) 11.46 3.618 17.69 2.789 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.33( 0.26) 0.79 3.8 0.32( 0.26) 0.83 4.8 HEADWATER NODE 1.00 3.10 HEADWATER NODE 3.10 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.68 Tc(MIN.) = 11.46 EFFECTIVE AREA(ACRES) = 3.81 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 4.8 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 Encompass Associates, Inc. Q-50 12/20/2011 Tract 18824 Drainage Study »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1724.00 DOWNSTREAM ELEVATION(FEET) = 1710.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 8 0 STREET HALFWIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.37 STREET FLOW TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 14.25 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.175 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.40 0.42 0.600 76 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.10 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 9.20 EFFECTIVE AREA(ACRES) = 7.31 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.37 AREA -AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 8.3 PEAK FLOW RATE(CFS) = 19.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 19.82 FLOW VELOCITY(FEET/SEC.) = 4.66 DEPTH*VELOCITY(FT*FT/SEC.) = 2.59 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1910.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1710.00 DOWNSTREAM ELEVATION(FEET) = 1709.00 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Encompass Associates, Inc. Q-51 12/20/2011 Tract 18824 Drainage Study SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.22 SPLIT DEPTH(FEET) = 0.44 SPLIT FLOOD WIDTH(FEET) SPLIT FLOW(CFS) = 7.28 SPLIT VELOCITY(FEET/SEC.) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.70 STREET FLOW TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.101 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "3-4 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 20.61 14.82 15.82 2.78 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN B 1.10 0.42 0.600 76 LOSS RATE, Fp(INCH/HR) = 0.42 AREA FRACTION, Ap = 0.600 1.10 SUBAREA RUNOFF(CFS) = 2.82 8.41 AREA -AVERAGED Fm(INCH/HR) = 0.26 = 0.38 AREA -AVERAGED Ap = 0.69 9.4 PEAK FLOW RATE(CFS) = 21.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 3.22 DEPTH*VELOCITY(FT*FT/SEC.) = 1.70 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 2020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.10 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1709.00 DOWNSTREAM ELEVATION(FEET) = 1692.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.75 ***STREET FLOW SPLITS OVER STREET -CROWN*** 0.0150 Encompass Associates, Inc. Q-52 12/20/2011 Tract 18824 Drainage Study FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 5.69 SPLIT DEPTH(FEET) = 0.24 SPLIT FLOOD WIDTH(FEET) = 5.45 SPLIT FLOW(CFS) = 1.21 SPLIT VELOCITY(FEET/SEC.) = 2.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.69 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.00 STREET FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 16.58 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.899 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.70 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 6.43 EFFECTIVE AREA(ACRES) = 11.11 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.39 AREA -AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 12.1 PEAK FLOW RATE(CFS) = 26.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 5.69 DEPTH*VELOCITY(FT*FT/SEC.) = 3.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.10 = 2620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 7.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1692.00 DOWNSTREAM(FEET) = 1686.00 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.20 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.43 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 16.90 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 2860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 6.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.90 RAINFALL INTENSITY(INCH/HR) = 2.87 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.39 AREA -AVERAGED Ap = 0.67 EFFECTIVE STREAM AREA(ACRES) = 11.11 TOTAL STREAM AREA(ACRES) = 12.10 Encompass Associates, Inc. Q-53 12/20/2011 Tract 18824 Drainage Study PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.43 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1780.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.271 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.649 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = = 1714.00 Ap SCS B 4.70 0.27 1.000 LOSS RATE, Fp(INCH/HR) = 0.27 AREA FRACTION, Ap = 1.000 10.05 4.70 PEAK FLOW RATE(CFS) = 10.05 Tc (DECIMAL) CN (MIN.) 86 19.27 **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1714.00 DOWNSTREAM(FEET) = 1705.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0450 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.622 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 0.60 0.27 1.000 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 10.04 AVERAGE FLOW DEPTH(FEET) = 0.73 TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 19.60 SUBAREA AREA(ACRES) = 0.60 EFFECTIVE AREA(ACRES) = 5.30 AREA -AVERAGED Fp(INCH/HR) = 0.27 TOTAL AREA(ACRES) = 5.3 SUBAREA RUNOFF(CFS) = 1.27 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.74 FLOW VELOCITY(FEET/SEC.) = 10.10 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.30 = 0.27 11.21 1200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 IS CODE = 62 Encompass Associates, Inc. Q-54 12/20/2011 Tract 18824 Drainage Study »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1705.00 DOWNSTREAM ELEVATION(FEET) = 1694.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.29 STREET FLOW TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 20.94 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.520 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 3.20 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 6.53 EFFECTIVE AREA(ACRES) = 8.50 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 8.5 PEAK FLOW RATE(CFS) = 17.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.85 FLOW VELOCITY(FEET/SEC.) = 5.22 DEPTH*VELOCITY(FT*FT/SEC.) = 2.52 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.40 = 1600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 20.94 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.520 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.40 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.90 Encompass Associates, Inc. Q-55 12/20/2011 Tract 18824 Drainage Study EFFECTIVE AREA(ACRES) = 10.90 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 10.9 PEAK FLOW RATE(CFS) = 22.15 **************************************************************************** FLOW PROCESS FROM NODE 6.40 TO NODE 6.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL »»>(STREET TABLE SECTION # 2 TIME THRU SUBAREA««< USED) ««< UPSTREAM ELEVATION(FEET) = 1694. STREET LENGTH(FEET) = 300.00 STREET HALFWIDTH(FEET) = 20.00 00 DOWNSTREAM ELEVATION(FEET) = 1689.00 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.41 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 4.37 SPLIT DEPTH(FEET) = 0.39 SPLIT FLOOD WIDTH(FEET) = 13.24 SPLIT FLOW(CFS) = 6.36 SPLIT VELOCITY(FEET/SEC.) = 3.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.30 STREET FLOW TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 22.08 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.441 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.30 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 4.53 EFFECTIVE AREA(ACRES) = 13.20 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.34 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 13.2 PEAK FLOW RATE(CFS) = 25.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 4.37 DEPTH*VELOCITY(FT*FT/SEC.) = 2.30 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< Encompass Associates, Inc. Q-56 12/20/2011 Tract 18824 Drainage Study »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1689.00 DOWNSTREAM ELEVATION(FEET) = 1686.00 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.28 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 4.14 SPLIT DEPTH(FEET) = 0.44 SPLIT FLOOD WIDTH(FEET) = 15.66 SPLIT FLOW(CFS) = 9.16 SPLIT VELOCITY(FEET/SEC.) = 3.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.14 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.18 STREET FLOW TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 22.89 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.389 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 0.40 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 13.60 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.35 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 13.6 PEAK FLOW RATE(CFS) = 26.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 4.14 DEPTH*VELOCITY(FT*FT/SEC.) = 2.18 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 7.00 = 2100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 22.89 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.389 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 3.00 0.42 0.600 76 Encompass Associates, Inc. Q-57 12/20/2011 Tract 18824 Drainage Study SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 5.77 EFFECTIVE AREA(ACRES) = 16.60 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.36 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 16.6 PEAK FLOW RATE(CFS) = 31.81 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.89 RAINFALL INTENSITY(INCH/HR) = 2.39 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.36 AREA -AVERAGED Ap = 0.73 EFFECTIVE STREAM AREA(ACRES) = 16.60 TOTAL STREAM AREA(ACRES) = 16.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.81 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 26.43 16.90 2.866 0.39( 0.26) 0.67 11.1 3.10 1 23.19 23.26 2.366 0.37( 0.26) 0.69 12.1 1.00 2 31.81 22.89 2.389 0.36( 0.26) 0.73 16.6 6.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 55.19 16.90 2.866 0.37( 0.26) 0.70 23.4 3.10 2 55.19 22.89 2.389 0.36( 0.26) 0.71 28.6 6.10 3 54.66 23.26 2.366 0.36( 0.26) 0.71 28.7 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 55.19 Tc(MIN.) = 22.89 EFFECTIVE AREA(ACRES) = 28.64 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.36 AREA -AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 28.7 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 2860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 580.00 ELEVATION DATA: UPSTREAM(FEET) = 1729.00 DOWNSTREAM(FEET) = 1715.00 Encompass Associates, Inc. Q-58 12/20/2011 Tract 18824 Drainage Study Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.059 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.696 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.60 0.42 0.600 76 11.06 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 4.96 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.96 ******************-********************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 11.06 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.696 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 0.60 0 42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.86 EFFECTIVE AREA(ACRES) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.82 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.10 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1710.00 DOWNSTREAM(FEET) = 1709.00 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.37 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.82 PIPE TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 13.38 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.10 = 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 11.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.38 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.297 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN Encompass Associates, Inc. Q-59 12/20/2011 Tract 18824 Drainage Study RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.80 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.93 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 10.95 **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 12.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1709.00 DOWNSTREAM(FEET) = 1705.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.95 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 14.14 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.14 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.190 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 5.30 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 14.00 EFFECTIVE AREA(ACRES) = 9.30 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 9.3 PEAK FLOW RATE(CFS) = 24.57 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.14 RAINFALL INTENSITY(INCH/HR) = 3.19 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 9.30 TOTAL STREAM AREA(ACRES) = 9.30 Encompass Associates, Inc. Q-60 12/20/2011 Tract 18824 Drainage Study PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.57 **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 12.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 975.00 ELEVATION DATA: UPSTREAM(FEET) = 1718.00 DOWNSTREAM(FEET) = 1705.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.329 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.039 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.50 0.42 0.600 76 15.33 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 3.76 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 3.76 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.33 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.039 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 0.80 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.01 EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 5.76 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.33 RAINFALL INTENSITY(INCH/HR) = 3.04 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.30 Encompass Associates, Inc. Q-61 12/20/2011 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA STREAM NUMBER 1 2 ** Q Tc Intensity (CFS) (MIN.) (INCH/HR) 24.57 14.14 3.190 5.76 15.33 3.039 Tract 18824 Drainage Study 5.76 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.42( 0.25) 0.60 9.3 10.00 0.42( 0.25) 0.60 2.3 12.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) 1 30.18 2 29.07 Fp(Fm) Ap (MIN.) (INCH/HR) (INCH/HR) 14.14 3.190 0.42( 0.25) 0.60 15.33 3.039 0.42( 0.25) 0.60 Ae HEADWATER (ACRES) NODE 11.4 10.00 11.6 12.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) _. 30.18 Tc(MIN.) = 14.14 EFFECTIVE AREA(ACRES) = 11.42 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 11.6 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1711.00 DOWNSTREAM(FEET) = 1704.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.500 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.666 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL B 0.50 0.42 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.08 SCS CN 76 Tc (MIN.) 7.50 END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) = 0.5 TC(MIN.) = 7.50 0.50 AREA -AVERAGED Fm(INCH/HR)= 0.04 0.42 AREA -AVERAGED Ap = 0.100 2.08 END OF RATIONAL METHOD ANALYSIS Encompass Associates, Inc. Q-62 12/20/2011 Tract 18824 Drainage Study **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1584 Analysis prepared by: ENCOMPASS ASSOCIATES, INC. 5699 COUSINS PLACE RANCHO CUCAMONGA CA 91737 www.encompasscivil.com ************************** DESCRIPTION OF STUDY ************************** * TR 18824 - AVELLINO, NORTH FONTANA * DEVELOPED HYDROLOGY * 100-YR ************************************************************************** FILE NAME: 18824Q00.DAT TIME/DATE OF STUDY: 11:03 12/13/2011 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.6500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 34.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 Encompass Associates, Inc. Q-63 12/20/2011 Tract 18824 Drainage Study »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 925.00 ELEVATION DATA: UPSTREAM(FEET) = 1828.00 DOWNSTREAM(FEET) = 1728.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.923 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.526 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" B 2.80 0.27 1.000 86 16.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 8.20 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 8.20 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1725.00 DOWNSTREAM(FEET) = 1723.50 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.49 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.20 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 17.64 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.64 RAINFALL INTENSITY(INCH/HR) = 3.44 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.80 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.20 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« Encompass Associates, Inc. Q-64 12/20/2011 Tract 18824 Drainage Study INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 ELEVATION DATA: UPSTREAM(FEET) = 1734.00 DOWNSTREAM(FEET) = 1724.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.458 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.456 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.00 0.42 0.600 76 11.46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 7.56 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 7.56 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.46 RAINFALL INTENSITY(INCH/HR) = 4.46 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.56 ** CONFLUENCE DATA ** STREAM Q NUMBER 1 2 Tc Intensity Fp(Fm) Ap (CFS) (MIN.) (INCH/HR) (INCH/HR) 8.20 17.64 3.440 0.27( 0.27) 1.00 7.56 11.46 4.456 0.42( 0.25) 0.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE STREAM Q NUMBER (CFS) 1 14.60 2 13.93 TABLE ** Tc Intensity (MIN.) (INCH/HR) 11.46 4.456 17.64 3.440 Ae HEADWATER (ACRES) NODE 2.8 1.00 2.0 3.10 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.33( 0.26) 0.79 3.8 3.10 0.32( 0.26) 0.83 4.8 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.60 Tc(MIN.) = 11.46 EFFECTIVE AREA(ACRES) = 3.82 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 4.8 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 Encompass Associates, Inc. Q-65 12/20/2011 Tract 18824 Drainage Study »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1724.00 DOWNSTREAM ELEVATION(FEET) = 1710.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.74 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.67 STREET FLOW TRAVEL TIME(MIN.) = 2.64 Tc(MIN.) = 14.10 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.935 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.40 0.42 0.600 76 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.10 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 11.59 EFFECTIVE AREA(ACRES) = 7.32 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.37 AREA -AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 8.3 PEAK FLOW RATE(CFS) = 24.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 21.77 FLOW VELOCITY(FEET/SEC.) = 4.91 DEPTH*VELOCITY(FT*FT/SEC.) = 2.92 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE ' 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1710.00 DOWNSTREAM ELEVATION(FEET) = 1709.00 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Encompass Associates, Inc. Q-66 12/20/2011 Tract 18824 Drainage Study SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.22 SPLIT DEPTH(FEET) = 0.52 SPLIT FLOOD WIDTH(FEET) SPLIT FLOW(CFS) = 12.66 SPLIT VELOCITY(FEET/SEC.) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.70 STREET FLOW TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.842 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.10 0.42 0.600 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.55 EFFECTIVE AREA(ACRES) = 8.42 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Fp(INCH/HR) = 0.38 AREA -AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 9.4 PEAK FLOW RATE(CFS) = 25.99 = 20.45 = 3.20 14.67 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN 76 0.26 27.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.40 FLOW VELOCITY(FEET/SEC.) = 3.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.72 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 2020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.10 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL »»>(STREET TABLE SECTION # 2 TIME THRU SUBAREA««< USED) ««< UPSTREAM ELEVATION(FEET) = 1709 STREET LENGTH(FEET) = 600.00 STREET HALFWIDTH(FEET) = 20.00 .00 DOWNSTREAM ELEVATION(FEET) = 1692.00 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 = 10.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.22 ***STREET FLOW SPLITS OVER STREET -CROWN*** Encompass Associates, Inc. Q-67 12/20/2011 FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 5.69 SPLIT DEPTH(FEET) = 0.38 SPLIT FLOOD WIDTH(FEET) = 12.85 SPLIT FLOW(CFS) = 7.68 SPLIT VELOCITY(FEET/SEC.) = 4.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.69 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.00 STREET FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 16.42 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.590 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL "3-4 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = B 2.70 0.42 0.600 LOSS RATE, Fp(INCH/HR) = 0.42 AREA FRACTION, Ap = 0.600 2.70 SUBAREA RUNOFF(CFS) = 8.11 11.12 AREA -AVERAGED Fm(INCH/HR) = = 0.39 AREA -AVERAGED Ap = 0.67 12.1 PEAK FLOW RATE(CFS) = SCS CN 76 0.26 33.36 Tract 18824 Drainage Study END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 5.69 DEPTH*VELOCITY(FT*FT/SEC.) = 3.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.10 = 2620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 7.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1692.00 DOWNSTREAM(FEET) = 1686.00 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.64 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.36 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 16.74 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 2860.00 FEET. ***********************************************************.***************** FLOW PROCESS FROM NODE 7.00 TO NODE 6.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.74 RAINFALL INTENSITY(INCH/HR) = 3.55 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.39 AREA -AVERAGED Ap = 0.67 EFFECTIVE STREAM AREA(ACRES) = 11.12 TOTAL STREAM AREA(ACRES) = 12.10 Encompass Associates, Inc. Q-68 12/20/2011 Tract 18824 Drainage Study PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.36 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1780.00 DOWNSTREAM(FEET) = 1714.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.271 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.262 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE NATURAL FAIR COVER "GRASS" GROUP (ACRES) Fp (INCH/HR) B 4.70 0.27 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 12.65 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 12.65 Ap SCS Tc (DECIMAL) CN (MIN.) 86 19.27 **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1714.00 DOWNSTREAM(FEET) = 1705.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0450 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.230 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 0.60 0.27 1.000 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.44 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 10.55 AVERAGE FLOW DEPTH(FEET) = 0.80 TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 19.59 SUBAREA AREA(ACRES) = 0.60 EFFECTIVE AREA(ACRES) = 5.30 AREA -AVERAGED Fp(INCH/HR) = 0.27 TOTAL AREA(ACRES) = 5.3 SUBAREA RUNOFF(CFS) = 1.60 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.81 FLOW VELOCITY(FEET/SEC.) = 10.71 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.30 = 0.27 14.11 1200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 IS CODE = 62 Encompass Associates, Inc. Q-69 12/20/2011 Tract 18824 Drainage Study »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1705.00 DOWNSTREAM ELEVATION(FEET) = 1694.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.60 STREET FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 20.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.111 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "3-4 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 18.23 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN B 3.20 0.42 0.600 76 LOSS RATE, Fp(INCH/HR) = 0.42 AREA FRACTION, Ap = 0.600 3.20 SUBAREA RUNOFF(CFS) = 8.23 8.50 AREA -AVERAGED Fm(INCH/HR) = 0.27 = 0.31 AREA -AVERAGED Ap = 0.85 8.5 PEAK FLOW RATE(CFS) = 21.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.30 FLOW VELOCITY(FEET/SEC.) = 5.55 DEPTH*VELOCITY(FT*FT/SEC.) = 2.86 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.40 = 1600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 20.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.111 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.40 0.42 0.600 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = SCS CN 76 6.17 Encompass Associates, Inc. Q-70 12/20/2011 Tract 18824 Drainage Study EFFECTIVE AREA(ACRES) = 10.90 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 10.9 PEAK FLOW RATE(CFS) = 27.95 **************************************************************************** FLOW PROCESS FROM NODE 6.40 TO NODE 6.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1694.00 DOWNSTREAM ELEVATION(FEET) = 1689.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.80 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 4.37 SPLIT DEPTH(FEET) = 0.48 SPLIT FLOOD WIDTH(FEET) = 17.46 SPLIT FLOW(CFS) = 12.75 SPLIT VELOCITY(FEET/SEC.) = 4.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.30 STREET FLOW TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 21.99 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.013 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.30 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS. RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 5.71 EFFECTIVE AREA(ACRES) = 13.20 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.34 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 13.2 PEAK FLOW RATE(CFS) = 32.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 4.37 DEPTH*VELOCITY(FT*FT/SEC.) = 2.30 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< Encompass Associates, Inc. Q-71 12/20/2011 Tract 18824 Drainage Study »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1689.00 DOWNSTREAM ELEVATION(FEET) = 1686.00 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET), = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.18 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 4.14 SPLIT DEPTH(FEET) = 0.52 SPLIT FLOOD WIDTH(FEET) = 20.30 SPLIT FLOW(CFS) = 16.05 SPLIT VELOCITY(FEET/SEC.) = 4.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.14 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.18 STREET FLOW TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 22.80 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.949 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 0.40 0.42 0 600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.97 EFFECTIVE AREA(ACRES) = 13.60 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.35 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 13.6 PEAK FLOW RATE(CFS) = 32.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 4.14 DEPTH*VELOCITY(FT*FT/SEC.) = 2.18 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 7.00 = 2100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 22.80 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.949 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 3.00 0.42 0.600 76 Encompass Associates, Inc. Q-72 12/20/2011 Tract 18824 Drainage Study SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 7.28 EFFECTIVE AREA(ACRES) = 16.60 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.36 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 16.6 PEAK FLOW RATE(CFS) = 40.18 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.80 RAINFALL INTENSITY(INCH/HR) = 2.95 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.36 AREA -AVERAGED Ap = 0.73 EFFECTIVE STREAM AREA(ACRES) = 16.60 TOTAL STREAM AREA(ACRES) = 16.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.18 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 33.36 16.74 3.549 0.39( 0.26) 0.67 11.1 3.10 1 29.40 23.00 2.933 0.37( 0.26) 0.69 12.1 1.00 2 40.18 22.80 2.949 0.36( 0.26) 0.73 16.6 6.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 69.44 16.74 3.549 0.37( 0.26) 0.70 23.3 3.10 2 69.71 22.80 2.949 0.36( 0.26) 0.71 28.7 6.10 3 69.34 23.00 2.933 0.36( 0.26) 0.71 28.7 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 69.71 Tc(MIN.) = 22.80 EFFECTIVE AREA(ACRES) = 28.67 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.36 AREA -AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 28.7 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 2860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 580.00 ELEVATION DATA: UPSTREAM(FEET) = 1729.00 DOWNSTREAM(FEET) = 1715.00 Encompass Associates, Inc. Q-73 12/20/2011 Tract 18824 Drainage Study Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.059 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.551 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.60 0.42 0.600 76 11.06 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 6.19 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 6.19 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 11.06 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.551 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 0.60 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.32 EFFECTIVE AREA(ACRES) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 8.51 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.10 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1710.00 DOWNSTREAM(FEET) = 1709.00 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.63 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.51 PIPE TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 13.22 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.10 = 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 11.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.22 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.089 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN Encompass Associates, Inc. Q-74 12/20/2011 RESIDENTIAL "3-4 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = B 1.80 0.42 0.600 76 LOSS RATE, Fp(INCH/HR) = 0.42 AREA FRACTION, Ap = 0.600 1.80 SUBAREA RUNOFF(CFS) = 6.21 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.25 = 0.42 AREA -AVERAGED Ap = 0.60 4.0 PEAK FLOW RATE(CFS) = 13.81 Tract 18824 Drainage Study **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 12.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1709.00 DOWNSTREAM(FEET) = 1705.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.87 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.81 PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 13.92 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.92 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.965 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 5.30 0.42 0.600 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 5.30 EFFECTIVE AREA(ACRES) = 9.30 AREA -AVERAGED Fp(INCH/HR) = 0.42 TOTAL AREA(ACRES) = 9.3 Fp Ap (INCH/HR) (DECIMAL) SUBAREA RUNOFF(CFS) = 17 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = SCS CN 76 70 = 0.25 31.06 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.92 RAINFALL INTENSITY(INCH/HR) = 3.96 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 9.30 TOTAL STREAM AREA(ACRES) = 9.30 Encompass Associates, Inc. Q-75 12/20/2011 Tract 18824 Drainage Study PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.06 **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 12.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 975.00 ELEVATION DATA: UPSTREAM(FEET) = 1718.00 DOWNSTREAM(FEET) = 1705.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.329 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.742 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.50 0.42 0.600 76 15.33 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 4.71 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 4.71 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.33 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.742 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 0.80 0.42 0.600 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2 51 EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 7.22 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.33 RAINFALL INTENSITY(INCH/HR) = 3.74 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.30 Encompass Associates, Inc. Q-76 12/20/2011 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.22 ** CONFLUENCE DATA ** Tract 18824 Drainage Study STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 31.06 13.92 3.965 0.42( 0.25) 0.60 9.3 10.00 2 7.22 15.33 3.742 0.42( 0.25) 0.60 2.3 12.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 38.04 13.92 3.965 0.42( 0.25) 0.60 11.4 10.00 2 36.41 15.33 3.742 0.42( 0.25) 0.60 11.6 12.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.04 Tc(MIN.) = 13.92 EFFECTIVE AREA(ACRES) = 11.39 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 11.6 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1711.00 DOWNSTREAM(FEET) = 1704.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.500 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.745 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.50 0.42 0.100 76 7.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 2.57 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.57 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 ELEVATION DATA: UPSTREAM(FEET) = 1704.00 DOWNSTREAM(FEET) = 1689.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.796 Encompass Associates, Inc. Q-77 3/13/2012 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.614 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL B 0.70 0.42 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 3.51 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 3.51 SCS CN 76 Tract 18824 Drainage Study Tc (MIN.) 7.80 END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) = 0.7 TC(MIN.) = 7.80 0.70 AREA -AVERAGED Fm(INCH/HR)= 0.04 0.42 AREA -AVERAGED Ap = 0.100 3.51 END OF RATIONAL METHOD ANALYSIS Encompass Associates, Inc. Q-78 3/13/2012 Tract 18824 Drainage Study SYNTHETIC UNIT HYDROGRAPH CALCULATIONS AND DETENTION BASIN FLOOD ROUTING ANALYSIS Encompass Associates, Inc. U-1 12/20/2011 t t Tract 18824 Fontana Maximum Loss Rate Encompass Associates, Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 AMC Type III (1,11 or III) Basin 1 (W'Iy) Set# 1 102-139.13 12/13/11 Cover Area % Soil type Area % CN-II CN-III Ap % S Fp (F.C- 6) Fm Fm (wt) "GRASS" (natural) 8.1 0.28 B 8.1 0.28 69 86 1 0.28 1.63 0.27 0.27 0.07 "3-4 DWELLINGS/ACRE" 20.6 0.70 B 20.6 0.70 56 76 0.6 0.42 3.16 0.42 0.25 0.18 "GRASS" (basin) 0.7 0.02 B 0.7 0.02 61 80 1 0.02 2.5 0.36 0.36 0.01 (8.2) (AutoCalc: Impervious) (0.28) 98 0 0.28 0.2 29.4 29.4 ( Fm= 0.26 Low Loss Fraction Return Period 2 4.40 in 10 7.53 in 25 9.31 in 100 12.00 in Cover Ia Y Y (wt) la Y Y (wt) Ia Y Y (wt) Ia Y Y (wt) "GRASS" (natural) 0.33 0.66 0.18 0.33 0.78 0.21 0.33 0.82 0.23 0.33 0.85 0.23 "3-4 DWELLINGS/ACRE" 0.63 0.47 0.20 0.63 0.63 0.26 0.63 0.68 0.29 0.63 0.74 0.31 "GRASS" (basin) 0.5 0.54 0.01 0.5 0.69 0.02 0.5 0.74 0.02 0.5 0.79 0.02 (AutoCalc: Impervious) 0.04 0.95 0.27 0.04 0.97 0.27 0.04 0.97 0.27 0.04 0.98 0.27 Low Loss Fraction,Y-bar Est Vol (ac-ft)= Y= 0.66 = 0.34 7 Y= 0.77 0.23 14 Y= 0.80 0.20 18 Y= 0.84 0.16 25 UHFR-Tr18824-Basinl.xlsm 12/20/2011 Encompass Associates, Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 Tract 18824 Fontana 102-139.13 12/13/11 1 Design Storm yr 2 10 25 100 2 Catchment Lagtime hrs 0.24 0.23 0.31 0.30 Tc (min) 17.7 17.1 22.89 22.8 3 Catchment Area acres 29.4 4 Base flow cfs/sq mi 0 5 S-graph ValleyDeveloped 6 Maximum loss rate, Fm in/hr 0.26 7 Low loss fraction, Y-bar 0.34 0.23 0.20 0.16 8 Watershed area -averaged 5-minute point rainfall inches 0.28 0.42 0.50 0.61 Watershed area -averaged 30-minute point rainfall inches 0.58 0.86 1.02 1.25 Watershed area -averaged 1-hour point rainfall inches 0.77 1.13 1.34 1.65 Watershed area -averaged 3-hour point rainfall inches 1.49 2.20 2.60 3.22 Watershed area -averaged 6-hour point rainfall inches 2.25 3.34 3.96 4.90 Watershed area -averaged 24-hour point rainfall inches 4.40 7.53 9.31 12.00 9 24-hour storm unit interval (use TC for Small UH) minutes 5 UHFR-Tr18824-Basinl.xlsm 12/20/2011 100.09' PAD UNE (SW.) 2 SEE SHT. 7 DOmENT DIAL �� TWO WORKING BEFORE \� N''; DAYS BEFORE YOU DIG \ YOU DIG TOLL FREE """' 1-800-227-2600 A PUBUC SERVICE BY UNDERGROUND SERVICE ALERT 117 REV. REVISION DESCRIPTION PAD LINE (TYP.) DATE 5' 'C I/ 151 STORM DAVIS I EASEMENT --. — — 20' WAENT EASEMENT ENGR. CITY DATE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. Prepared Under The Supervision Of (((MADOLE BRASS OCIATESTINC.001.8.322 Co* for life .0 vovm Date WENDELL L. IWATSURU RCE 36637 EXP. 6-30-12 SEE SHEET NO. 4 0 OS SCALE IN FEET 30 60 90 120 BENCH MARK: NG5:EV9118 BASIS OF BEARINGS: 1.5 INCH BRASS DISK ON TOP OF THE THE SOUTH UNE OF THE SOUTHWEST NORTHWEST LEG OF EDISON TOWER NO. QUARTER OF SECTION 13; TOWNSHIP 1 10-3; LOCATED 49 FEET +/- WEST NORTH, RANGE 6 WEST S.B.M. PER R.S. OF CITRUS AVENUE CENTERUNE & 1.25 115/64. SAID SOUTH UNE IS ALSO THE MILES NORTH OF HIGHLAND AVENUE CENTERUNE OF DUNCAN CANYON ROAD CENTERUNE. AND HAS A BEARING OF N69122155'1E. ELEVADON. 1676.78 FEET CITY OF FONTANA, CALIFORNIA ROUGH GRADING PLAN DRAWN BY: 10 DESIGNED BY: MB/LLP AVELLINO TRACT 18824 SCALE: i "-30' DATE 12/01/11 CHECKED BY: MB APPROVED BY: DRAWING NO 5 19 125-2500 ROUGH Imo CITY ENGINEER R.C.E. 51152 DATE 1:U26-2500 \ grading\RGVRG05 dwg,4/12/2U12125928 M, nAller, DWG TD PDF.pc3 1 1 1 Encompass Associates, Inc. Job Tract 18824 102-139.13 Civil Engineers Sheet No. of 5699 Cousins Place Calculated by: ATS Date 12/13/11 Rancho Cucamonga, CA 91737 Checked by: Date (909) 684-0093 Fax 586-6979 Scale nts Tract 18824 Fontana Table 1: Basin Geometries Depth Elevation Area tVol Total V ft ft sq ft cf cf ac-ft Basin 1 0 0 6798 0 0 0.000 1 1 7905 7345 7345 0.169 2 2 9069 8480 15825 0.363 3 3 10290 9673 25498 0.585 4 4 11567 10922 36420 0.836 5 5 12900 12227 48648 1.117 6 6 14290 13589 62237 1.429 7 7 15736 15007 77244 1.773 8 8 16790 16260 93504 2.147 wq Req'd Vol 37708 cf depth 4.11 ft P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basinl.xlsm 12/20/2011 Encompass Associates, Inc. Job Tract 18824 102-139.13 Civi/Engineers Sheet No. of 5699 Cousins Place Calculated by: ATS Date 12/13/11 Rancho Cucamonga, CA 91737 Checked by: Date (909) 684-0093 Fax 586-6979 Scale nts Tract 18824 Fontana Table 1: Basin Geometries Emergency Spillway Overflow Calculation Q 100 = 69.7 cfs Q 1000 = 1.35 * Q 100 = 94.1 cfs Spillway width (L) = 10 ft Calculated Depth (H), Q=CxLxH^1.5 2.0 ft C= 3.3 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basinl.xlsm 5/4/2012 r� NMI NMI N i - I i N M ! I• A -- - MI Detention Basin Outlet Hydraulics Basin 1 (W'Iy) Weir (Overflow) Standpipe Orifice C 3.3 weir C 3.3 weir C 3.3 weir C 0.62 (orifice) C 0.62 (orifice) C 0.62 (orifice) L (eff) 12 ft Dia 3 ft Dia 0.9 ft H (eff) 0.5 ft Count 10 ea Bottom EL 6.20 ft Rim EL 9999 ft (n/a) Bottom EL 4.11 ft C. 9.42 9 1 " spacing 102-139.13 Tract 18824 12/13/2011 Elevation Lower Orifice Standpipe Orifice Summary Head Orifice Weir Head Weir Orifice Control Head Weir Orifice Control Elevation Weir Outflow Standpipe Outflow Orifice Outflow Total Outflow Volume ft ft cfs cfs ft cfs cfs cfs ft cfs cfs cfs ft cfs cfs cfs ac-ft 0 0 0.0 0.0 0 0.0 n/a 0.0 0 0.0 0 0.0 0 0.0 0.0 0.0 0.0 0.00 1 0 0.0 0.0 0 0.0 n/a 0.0 0 0.0 n/a 0.0 1 0.0 0.0 0.0 0.0 0.17 2 0 0.0 0.0 0 0.0 n/a 0.0 0 0.0 n/a 0.0 2 0.0 0.0 0.0 0.0 0.36 3 0 0.0 0.0 0 0.0 n/a 0.0 0 0.0 n/a 0.0 3 0.0 0.0 0.0 0.0 0.59 4 0 0.0 0.0 0 0.0 n/a 0.0 0 0.0 n/a 0.0 4 0.0 0.0 0.0 0.0 0.84 5 0 0.0 0.0 0 0.0 n/a 0.0 0.89 24.9 n/a 24.9 5 0.0 0.0 24.9 24.9 1.12 6 0 0.0 0.0 0 0.0 n/a 0.0 1.89 77.2 38.0 38.0 6 0.0 0.0 38.0 38.0 1.43 7 0.8 26.7 28.3 0 0.0 n/a 0.0 2.89 n/a 49.4 49.4 7 26.7 0.0 49.4 76.1 1.77 8 1.8 .40.1 95.6 0 0.0 n/a 0.0 3.89 n/a 58.7 58.7 8 40.1 0.0 58.7 98.8 2.15 P:\102-139\013-NorthFontana\Drainage\UH FR-Tr18824-Basinl.xlsm 12/20/2011 SUH2 Encompass Associates, Inc. Tract 18824 Basin 1 (Wry) 12/13/11 Small Area Unit Hydrograph Per Chapter J, SBCo Hyd. Man. Storm 2 year I-5min 0.28 I-30min 0.58 I-60min 0.77 I-3hr 1.49 I-6hr 2.25 1-24hr 4.40 Ac 29.4 ac TC 17.7 min Calibration fm 0.26 in/hr 0.0043 in/min Y-bar 0.34 Peak Total 29.15 5.3685 0.82 T Q V (hrs) (cfs) (ac-ft) 0 0 0 0.07 0.00 0.0000 0.37 1.27 0.0155 0.66 1.28 0.0467 0.96 1.30 0.0782 1.25 1.31 0.1100 1.55 1.33 0.1421 1.84 1.34 0.1745 2.14 1.35 0.2073 2.43 1.36 0.2405 2.73 1.38 0.2740 3.02 1.40 0.3079 3.32 1.42 0.3422 3.61 1.43 0.3769 3.91 1.45 0.4120 4.20 1.46 0.4475 4.50 1.49 0.4835 4.79 1.50 0.5200 5.09 1.53 0.5570 5.38 1.54 0.5944 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basinl.xlsm 12/20/2011 1 T Q V (hrs) (cfs) (ac-ft) 5.68 5.97 6.27 6.56 6.86 7.15 7.45 7.74 8.04 8.33 8.63 8.92 9.22 9.51 9.81 10.10 10.40 10.69 10.99 11.28 11.58 11.87 12.17 12.46 12.76 13.05 13.35 13.64 13.94 14.23 14.53 14.82 15.12 15.41 15.71 16.00 16.30 16.59 16.89 17.18 17.48 17.77 1.57 1.59 1.62 1.64 1.67 1.69 1.73 1.75 1.79 1.82 1.86 1.89 1.94 1.97 2.04 2.07 2.14 2.18 2.26 2.31 2.41 2.46 2.79 3.26 3.41 3.49 3.67 3.78 4.03 4.18 4.55 4.79 5.43 5.88 5.32 7.31 29.15 5.66 5.07 4.35 3.90 3.58 0.6324 0.6710 0.7101 0.7499 0.7902 0.8312 0.8729 0.9154 0.9586 1.0026 1.0475 1.0933 1.1400 1.1878 1.2366 1.2867 1.3379 1.3906 1.4447 1.5004 1.5578 1.6172 1.6812 1.7549 1.8362 1.9203 2.0076 2.0984 2.1937 2.2938 2.4003 2.5142 2.6387 2.7766 2.9131 3.0671 3.5116 3.9360 4.0668 4.1818 4.2824 4.3735 SUH2 Encompass Associates, Inc. P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-BasinLxIsm 12/20/2011 2 SUH2 Encompass Associates, Inc. T Q V (hrs) (cfs) (ac-ft) 18.07 3.33 4.4577 18.36 2.52 4.5290 18.66 2.35 4.5884 18.95 2.22 4.6442 19.25 2.10 4.6969 19.54 2.00 4.7469 19.84 1.92 4.7947 20.13 1.84 4.8405 20.43 1.77 4.8846 20.72 1.71 4.9270 21.02 1.66 4.9681 21.31 1.60 5.0078 21.61 1.56 5.0463 21.90 1.52 5.0838 22.20 1.48 5.1203 22.49 1.44 5.1559 22.79 1.41 5.1906 23.08 1.37 5.2245 23.38 1.35 5.2576 23.67 1.32 5.2901 23.97 1.29 5.3219 24.26 1.27 5.3530 24.56 0.00 5.3685 P:\102-139\013-NorthFontana\Drainage\U HFR-Tr18824-Basinl.xlsm 12/20/2011 3 Basin 1 FR2 Encompass Associates, Inc. Basin 1 (W'Iy) d Q S S-O S+O 0 0.00 0.00 0 0 1 0.00 0.17 0.17 0.17 2 0.00 0.36 0.36 0.36 3 0.00 0.59 0.59 0.59 4 0.00 0.84 0.84 0.84 5 24.94 1.12 0.81 1.42 6 37.98 1.43 0.97 1.89 7 76.14 1.77 0.85 2.7 8 98.76 2.15 0.94 3.35 Time H rs Inflow cfs d ft Qout cfs S ac-ft 46.45 29.15 5.25 17.8 1.20 0 0 0 0 0 0.07 0 0.00 0.00 0.000 0.37 1.27 0.18 0.00 0.031 0.66 1.28 0.37 0.00 0.062 0.96 1.30 0.56 0.00 0.094 1.25 1.31 0.75 0.00 0.126 1.55 1.33 0.94 0.00 0.158 1.84 1.34 1.11 0.00 0.191 2.14 1.35 1.28 0.00 0.224 2.43 1.36 1.45 0.00 0.257 2.73 1.38 1.63 0.00 0.291 3.02 1.40 1.80 0.00 0.325 3.32 1.42 1.98 0.00 0.359 3.61 1.43 2.14 0.00 0.394 3.91 1.45 2.30 0.00 0.430 4.20 1.46 2.46 0.00 0.465 4.50 1.49 2.62 0.00 0.502 4.79 1.50 2.79 0.00 0.538 5.09 1.53 2.96 0.00 0.576 5.38 1.54 3.11 0.00 0.613 5.68 1.57 3.26 0.00 0.652 5.97 1.59 3.42 0.00 0.690 6.27 1.62 3.58 0.00 0.730 6.56 1.64 3.74 0.00 0.770 6.86 1.67 3.90 0.00 0.811 7.15 1.69 4.03 0.34 0.844 Tract 18824 102-139.13 12/13/11 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basinl.xlsm 12/20/2011 4 1 1 FR2 Encompass Associates, Inc. Time Inflow d Qout S Hrs cfs ft cfs ac-ft 7.45 1.73 4.07 1.22 0.856 7.74 1.75 4.07 1.76 0.856 8.04 1.79 4.07 1.77 0.856 8.33 1.82 4.07 1.81 0.857 8.63 1.86 4.07 1.84 0.857 8.92 1.89 4.08 1.88 0.857 9.22 1.94 4.08 1.92 0.858 9.51 1.97 4.08 1.96 0.858 9.81 2.04 4.08 2.01 0.859 10.10 2.07 4.08 2.05 0.859 10.40 2.14 4.09 2.11 0.860 10.69 2.18 4.09 2.16 0.861 10.99 2.26 4.09 2.22 0.862 11.28 2.31 4.09 2.29 0.862 11.58 2.41 4.10 2.36 0.863 11.87 2.46 4.10 2.44 0.864 12.17 2.79 4.11 2.63 0.868 12.46 3.26 4.13 3.04 0.873 12.76 3.41 4.14 3.35 0.874 13.05 3.49 4.14 3.45 0.875 13.35 3.67 4.15 3.59 0.878 13.64 3.78 4.15 3.73 0.879 13.94 4.03 4.16 3.91 0.882 14.23 4.18 4.17 4.12 0.883 14.53 4.55 4.18 4.38 0.888 14.82 4.79 4.19 4.68 0.890 15.12 5.43 4.22 5.12 0.897 15.41 5.88 4.24 5.68 0.903 15.71 5.32 4.21 5.60 0.896 16.00 7.31 4.30 6.34 0.919 16.30 29.15 5.25 17.82 1.196 16.59 5.66 4.26 17.39 0.910 16.89 5.07 4.20 5.78 0.893 17.18 4.35 4.17 4.67 0.885 17.48 3.90 4.16 4.11 0.880 17.77 3.58 4.14 3.72 0.876 18.07 3.33 4.13 3.44 0.873 18.36 2.52 4.10 2.90 0.864 18.66 2.35 4.09 2.42 0.863 18.95 2.22 4.09 2.28 0.861 19.25 2.10 4.08 2.16 0.860 19.54 2.00 4.08 2.05 0.859 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basintxlsm 12/20/2011 FR2 Encompass Associates, Inc. Time Inflow d Qout S Hrs cfs ft cfs ac-ft 19.84 1.92 4.08 1.96 0.858 20.13 1.84 4.07 1.88 0.857 20.43 1.77 4.07 1.80 0.856 20.72 1.71 4.07 1.74 0.855 21.02 1.66 4.07 1.68 0.855 21.31 1.60 4.06 1.63 0.854 21.605 1.56 4.06 1.58 0.854 21.9 1.52 4.06 1.54 0.853 22.195 1.48 4.06 1.49 0.853 22.49 1.44 4.06 1.46 0.852 22.785 1.41 4.06 1.42 0.852 23.08 1.37 4.06 1.39 0.852 23.375 1.35 4.05 1.36 0.851 23.67 1.32 4.05 1.33 0.851 23.965 1.29 4.05 1.30 0.851 24.26 1.27 4.05 1.28 0.850 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-BasinLxIsm 12/20/2011 6 Storm I-5min I-30min I-60min I-3hr I-6hr 1-24hr Ac TC Calibration fm Y-bar SUH10 Encompass Associates, Inc. Tract 18824 Basin 1 (Wily) 12/13/11 Small Area Unit Hydrograph Per Chapter J, SBCo Hyd. Man. 10 0.42 0.86 1.13 2.20 year 3.34 7.53 29.4 ac 17.1 min 0.81 0.26 in/hr 0.0043 in/min 0.23 Peak Total 45.90 10.4510 T Q V (hrs) (cfs) (ac-ft) 0 0 0 0.04 0.00 0.0000 0.32 3.04 0.0358 0.61 3.05 0.1076 0.89 3.09 0.1799 1.18 3.10 0.2527 1.47 3.13 0.3262 1.75 3.15 0.4002 2.04 3.19 0.4748 2.32 3.20 0.5501 2.61 3.24 0.6260 2.89 3.26 0.7025 3.18 3.30 0.7798 3.46 3.32 0.8577 3.75 3.36 0.9364 4.03 3.38 1.0158 4.32 3.43 1.0959 4.60 3.45 1.1769 4.89 3.50 1.2587 5.17 3.52 1.3413 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin1.xlsm 12/20/2011 7 T Q V (hrs) (cfs) (ac-ft) 5.46 5.74 6.03 6.31 6.60 6.88 7.17 7.45 7.74 8.02 8.31 8.59 8.88 9.16 9.45 9.73 10.02 10.30 10.59 10.87 11.16 11.44 11.73 12.01 12.30 12.58 12.87 13.15 13.44 13.72 14.01 14.29 14.58 14.86 15.15 15.43 15.72 16.00 16.29 16.57 16.86 17.14 3.57 3.60 3.65 3.68 3.74 3.77 3.84 3.87 3.94 3.98 4.06 4.10 4.19 4.23 4.33 4.38 4.49 4.55 4.67 4.74 4.89 4.96 5.13 5.23 5.60 5.71 5.96 6.10 6.42 6.61 7.04 7.30 7.93 8.34 9.43 10.21 9.18 12.62 45.90 9.35 8.82 7.59 1.4249 1.5093 1.5947 1.6811 1.7686 1.8571 1.9467 2.0375 2.1295 2.2228 2.3175 2.4136 2.5112 2.6103 2.7111 2.8137 2.9182 3.0246 3.1332 3.2441 3.3575 3.4735 3.5924 3.7145 3.8420 3.9753 4.1128 4.2549 4.4024 4.5558 4.7166 4.8854 5.0648 5.2564 5.4656 5.6969 5.9252 6.1819 6.8711 7.5218 7.7358 7.9291 SUH10 Encompass Associates, Inc. P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basintxlsm 12/20/2011 8 SUH10 Encompass Associates, Inc. T Q V (hrs) (cfs) (ac-ft) 17.43 6.81 8.0987 17.71 6.26 8.2526 18.00 5.83 8.3950 18.28 5.34 8.5265 18.57 5.05 8.6488 18.85 4.81 8.7649 19.14 4.61 8.8759 19.42 4.43 8.9824 19.71 4.28 9.0850 19.99 4.14 9.1842 20.28 4.02 9.2803 20.56 3.91 9.3736 20.85 3.80 9.4645 21.13 3.71 9.5530 21.42 3.63 9.6394 21.70 3.55 9.7239 21.99 3.47 9.8065 22.27 3.40 9.8875 22.56 3.34 9.9669 22.84 3.28 10.0449 23.13 3.22 10.1214 23.41 3.17 10.1967 23.70 3.12 10.2707 23.98 3.07 10.3436 24.27 3.02 10.4154 24.55 0.00 10.4510 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin1.xlsnn 12/20/2011 9 Basin 1 FR10 Encompass Associates, Inc. Basin 1 (W'Iy) d Q S S-O S+O 0 0.00 0.00 0 0 1 0.00 0.17 0.17 0.17 2 0.00 0.36 0.36 0.36 3 0.00 0.59 0.59 0.59 4 0.00 0.84 0.84 0.84 5 24.94 1.12 0.82 1.41 6 37.98 1.43 0.98 1.88 7 76.14 1.77 0.88 2.67 8 98.76 2.15 0.98 3.31 Time Hrs Inflow cfs d ft Qout cfs S ac-ft 44.85 45.90 6.04 27.7 1.44 0 0 0 0 0 0.04 0 0.00 0.00 0.000 0.32 3.04 0.42 0.00 0.072 0.61 3.05 0.85 0.00 0.144 0.89 3.09 1.24 0.00 0.216 1.18 3.10 1.62 0.00 0.289 1.47 3.13 2.00 0.00 0.363 1.75 3.15 2.33 0.00 0.437 2.04 3.19 2.67 0.00 0.512 2.32 3.20 3.01 0.00 0.588 2.61 3.24 3.31 0.00 0.664 2.89 3.26 3.62 0.00 0.741 3.18 3.30 3.93 0.00 0.819 3.46 3.32 4.11 1.32 0.866 3.75 3.36 4.14 3.01 0.874 4.03 3.38 4.14 3.38 0.874 4.32 3.43 4.14 3.40 0.875 4.60 3.45 4.14 3.44 0.875 4.89 3.50 4.14 3.47 0.875 5.17 3.52 4.14 3.51 0.876 5.46 3.57 4.14 3.55 0.876 5.74 3.60 4.14 3.59 0.877 6.03 3.65 4.15 3.63 0.877 6.31 3.68 4.15 3.67 0.878 6.60 3.74 4.15 3.71 0.878 6.88 3.77 4.15 3.76 0.879 Tract 18824 102-139.13 12/13/11 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-BasinLxism 12/20/2011 10 1 1 FR10 Encompass Associates, Inc. Time Inflow d Qout S Hrs cfs ft cfs ac-ft 7.17 3.84 4.15 3.81 0.879 7.45 3.87 4.16 3.86 0.880 7.74 3.94 4.16 3.91 0.880 8.02 3.98 4.16 3.96 0.881 8.31 4.06 4.16 4.02 0.882 8.59 4.10 4.16 4.08 0.882 8.88 4.19 4.17 4.14 0.883 9.16 4.23 4.17 4.21 0.884 9.45 4.33 4.17 4.28 0.885 9.73 4.38 4.18 4.36 0.885 10.02 4.49 4.18 4.44 0.887 10.30 4.55 4.18 4.52 0.887 10.59 4.67 4.19 4.61 0.889 10.87 4.74 4.19 4.71 0.889 11.16 4.89 4.20 4.82 0.891 11.44 4.96 4.20 4.93 0.892 11.73 5.13 4.21 5.05 0.894 12.01 5.23 4.21 5.18 0.895 12.30 5.60 4.22 5.42 0.899 12.58 5.71 4.23 5.66 0.900 12.87 5.96 4.24 5.84 0.903 13.15 6.10 4.24 6.04 0.905 13.44 6.42 4.26 6.27 0.908 13.72 6.61 4.27 6.52 0.911 14.01 7.04 4.28 6.83 0.915 14.29 7.30 4.29 7.18 0.918 14.58 7.93 4.32 7.63 0.926 14.86 8.34 4.33 8.15 0.930 15.15 9.43 4.38 8.90 0.942 15.43 10.21 4.41 9.84 0.951 15.72 9.18 4.37 9.69 0.939 16.00 12.62 4.51 10.93 0.979 16.29 45.90 6.04 26.17 1.444 16.57 9.35 4.63 27.66 1.012 16.86 8.82 4.35 12.17 0.934 17.14 7.59 4.30 8.12 0.921 17.43 6.81 4.27 7.18 0.913 17.71 6.26 4.25 6.52 0.906 18.00 5.83 4.23 6.03 0.902 18.28 5.34 4.21 5.57 0.896 18.57 5.05 4.20 5.18 0.893 18.85 4.81 4.19 4.92 0.890 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basintxlsm 12/20/2011 11 FR10 Encompass Associates, Inc. Time Inflow d Qout S Hrs cfs ft cfs ac-ft 19.14 4.61 4.18 4.71 0.888 19.42 4.43 4.18 4.52 0.886 19.71 4.28 4.17 4.35 0.884 19.99 4.14 4.17 4.21 0.883 20.28 4.02 4.16 4.08 0.881 20.56 3.91 4.16 3.96 0.880 20.845 3.80 4.15 3.85 0.879 21.13 3.71 4.15 3.76 0.878 21.415 3.63 4.15 3.67 0.877 21.7 3.55 4.14 3.58 0.876 21.985 3.47 4.14 3.51 0.875 22.27 3.40 4.14 3.44 0.874 22.555 3.34 4.13 3.37 0.874 22.84 3.28 4.13 3.31 0.873 23.125 3.22 4.13 3.25 0.872 23.41 3.17 4.13 3.19 0.872 23.695 3.12 4.12 3.14 0.871 23.98 3.07 4.12 3.09 0.871 24.265 3.02 4.12 3.05 0.870 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basinl.xlsm 12/20/2011 12 SUH25 Encompass Associates, Inc. Tract 18824 Basin 1 (W'Iy) 12/13/11 Small Area Unit Hydrograph Per Chapter J, SBCo Hyd. Man. Storm 25 year I-5min 0.50 I-30min 1.02 I-60min 1.34 I-3hr 2.60 I-6hr 3.96 1-24hr 9.31 Ac 29.4 ac TC 22.89 min Calibration fm 0.26 in/hr 0.0043 in/min Y-bar 0.20 Peak Total 54.69 16.0084 0.97 T Q V (hrs) (cfs) (ac-ft) 0 0 0 0.36 4.93 0.0731 0.74 4.96 0.2290 1.12 5.03 0.3865 1.50 5.06 0.5455 1.88 5.13 0.7060 2.27 5.16 0.8682 2.65 5.23 1.0321 3.03 5.27 1.1977 3.41 5.35 1.3652 3.79 5.39 1.5346 4.17 5.48 1.7060 4.56 5.52 1.8795 4.94 5.62 2.0551 5.32 5.67 2.2330 5.70 5.77 2.4133 6.08 5.82 2.5961 6.46 5.94 2.7815 6.84 6.00 2.9697 7.23 6.13 3.1608 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basinl.xlsm 12/20/2011 13 1 1 1 t 1 1 T Q V (hrs) (cfs) (ac-ft) 7.61 7.99 8.37 8.75 9.13 9.51 9.90 10.28 10.66 11.04 11.42 11.80 12.19 12.57 12.95 13.33 13.71 14.09 14.47 14.86 15.24 15.62 16.00 16.38 16.76 17.14 17.53 17.91 18.29 18.67 19.05 19.43 19.82 20.20 20.58 20.96 21.34 21.72 22.10 22.49 22.87 23.25 6.19 6.34 6.41 6.58 6.66 6.85 6.95 7.18 7.30 7.56 7.71 8.03 8.22 8.48 8.72 9.29 9.63 10.47 11.00 12.44 13.48 13.55 15.70 54.69 14.89 11.65 10.02 8.99 8.30 7.87 7.42 7.06 6.76 6.49 6.26 6.06 5.88 5.72 5.57 5.44 5.31 5.20 3.3550 3.5526 3.7536 3.9584 4.1671 4.3802 4.5979 4.8206 5.0488 5.2830 5.5237 5.7719 6.0281 6.2913 6.5624 6.8464 7.1447 7.4616 7.8002 8.1698 8.5784 9.0045 9.4656 10.5752 11.6722 12.0906 12.4322 12.7319 13.0044 13.2593 13.5003 13.7287 13.9465 14.1554 14.3565 14.5508 14.7391 14.9219 15.0999 15.2733 15.4428 15.6084 SUH25 Encompass Associates, Inc. P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin1.xlsm 12/20/2011 14 SUH25 Encompass Associates, Inc. T Q V (hrs) (cfs) (ac-ft) 23.63 5.09 15.7707 24.01 4.99 15.9297 24.39 0.00 16.0084 24.77 0.00 16.0084 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-BasinLxism 12/20/2011 15 Basin 1 FR25 Encompass Associates, Inc. Basin 1 (Wily) d Q S S-O S+O 0 0.00 0.00 0 0 1 0.00 0.17 0.17 0.17 2 0.00 0.36 0.36 0.36 3 0.00 0.59 0.59 0.59 4 0.00 0.84 0.84 0.84 5 24.94 1.12 0.72 1.51 6 37.98 1.43 0.83 2.03 7 76.14 1.77 0.57 2.97 8 98.76 2.15 0.59 3.7 Time Hrs Inflow cfs d Qout ft cfs S ac-ft 59.74 54.69 6.49 36.3 1.60 0 0 0.36 4.931802 0.74 4.96 1.12 5.03 1.50 5.06 1.88 5.13 2.27 5.16 2.65 5.23 3.03 5.27 3.41 5.35 3.79 5.39 4.17 5.48 4.56 5.52 4.94 5.62 5.32 5.67 5.70 5.77 6.08 5.82 6.46 5.94 6.84 6.00 7.23 6.13 7.61 6.19 7.99 6.34 8.37 6.41 8.75 6.58 9.13 6.66 9.51 6.85 0 0.92 1.74 2.48 3.18 3.82 4.18 4.22 4.21 4.22 4.22 4.22 4.22 4.23 4.23 4.23 4.23 4.24 4.24 4.25 4.25 4.26 4.26 4.26 4.27 4.28 0 0.00 0.00 0.00 0.00 0.00 2.19 4.88 5.32 5.31 5.38 5.44 5.51 5.58 5.65 5.73 5.81 5.89 5.98 6.08 6.17 6.28 6.39 6.51 6.64 6.78 0 0.155 0.312 0.470 0.630 0.792 0.885 0.897 0.895 0.897 0.897 0.898 0.898 0.899 0.900 0.901 0.902 0.903 0.904 0.905 0.906 0.908 0.908 0.910 0.911 0.914 Tract 18824 102-139.13 12/13/11 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basinl.xlsm 12/20/2011 16 1 FR25 Encompass Associates, Inc. Time Inflow d Qout S Hrs cfs ft cfs ac-ft 9.90 6.95 4.28 6.92 0.915 10.28 7.18 4.29 7.09 0.917 10.66 7.30 4.29 7.26 0.918 11.04 7.56 4.30 7.46 0.922 11.42 7.71 4.31 7.66 0.923 11.80 8.03 4.32 7.91 0.927 12.19 8.22 4.33 8.16 0.929 12.57 8.48 4.34 8.38 0.932 12.95 8.72 4.35 8.64 0.935 13.33 9.29 4.38 9.07 0.942 13.71 9.63 4.39 9.53 0.945 14.09 10.47 4.43 10.14 0.955 14.47 11.00 4.44 10.84 0.961 14.86 12.44 4.51 11.87 0.979 15.24 13.48 4.55 13.14 0.989 15.62 13.55 4.54 13.58 0.989 16.00 15.70 4.64 14.80 1.017 16.38 54.69 6.49 36.31 1.596 16.76 14.89 4.50 34.54 0.977 17.14 11.65 4.46 12.01 0.966 17.53 10.02 4.39 10.64 0.946 17.91 8.99 4.36 9.32 0.936 18.29 8.30 4.33 8.53 0.928 18.67 7.87 4.31 8.01 0.924 19.05 7.42 4.30 7.58 0.919 19.43 7.06 4.28 7.19 0.915 19.82 6.76 4.27 6.86 0.912 20.20 6.49 4.26 6.58 0.909 20.58 6.26 4.25 6.34 0.906 20.96 6.06 4.24 6.13 0.904 21.34 5.88 4.23 5.94 0.902 21.72 5.72 4.23 5.77 0.900 22.10 5.57 4.22 5.62 0.899 22.49 5.44 4.22 5.48 0.897 22.87 5.31 4.21 5.36 0.896 23.25 5.20 4.21 5.24 0.894 23.63 5.09 4.20 5.13 0.893 24.01 4.99 4.20 5.03 0.892 24.39 0.00 3.91 2.49 0.814 24.77 0.00 3.91 0.00 0.814 25.16 0.00 3.91 0.00 0.814 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basintxlsm 12/20/2011 17 SUH100 Encompass Associates, Inc. Tract 18824 Basin 1 (Wily) 12/13/11 Small Area Unit Hydrograph Per Chapter J, SBCo Hyd. Man. Storm 100 year I-5min 0.61 I-30min 1.25 I-60min 1.65 I-3hr 3.22 I-6hr 4.90 1-24hr 12.00 Ac 29.4 ac TC 22.8 min Calibration fm 0.26 in/hr 0.0043 in/min Y-bar 0.16 Peak Total 69.05 21.7086 0.97 T Q V (hrs) (cfs) (ac-ft) 0 0 0 0.04 0.00 0.0000 0.42 6.98 0.1096 0.80 7.02 0.3295 1.18 7.10 0.5512 1.56 7.15 0.7750 1.94 7.23 1.0008 2.32 7.28 1.2287 2.70 7.38 1.4588 3.08 7.42 1.6912 3.46 7.53 1.9260 3.84 7.58 2.1632 4.22 7.69 2.4030 4.60 7.75 2.6455 4.98 7.87 2.8908 5.36 7.94 3.1391 5.74 8.07 3.3904 6.12 8.14 3.6449 6.50 8.29 3.9028 6.88 8.36 4.1642 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basintxlsm 12/20/2011 18 T Q V (hrs) (cfs) (ac-ft) 7.26 7.64 8.02 8.40 8.78 9.16 9.54 9.92 10.30 10.68 11.06 11.44 11.82 12.20 12.58 12.96 13.34 13.72 14.10 14.48 14.86 15.24 15.62 16.00 16.38 16.76 17.14 17.52 17.90 18.28 18.66 19.04 19.42 19.80 20.18 20.56 20.94 21.32 21.70 22.08 22.46 22.84 8.53 8.61 8.80 8.90 9.10 9.22 9.46 9.59 9.87 10.02 10.36 10.54 10.95 11.18 11.04 11.36 12.10 12.54 13.62 14.31 16.17 17.50 17.46 20.28 69.05 19.33 15.14 13.04 11.71 10.90 10.74 10.18 9.72 9.33 9.00 8.70 8.44 8.21 8.00 7.81 7.64 7.48 4.4294 4.6986 4.9720 5.2499 5.5325 5.8202 6.1135 6.4125 6.7180 7.0303 7.3503 7.6784 8.0160 8.3636 8.7126 9.0644 9.4328 9.8196 10.2304 10.6690 11.1476 11.6763 12.2253 12.8180 14.2208 15.6086 16.1499 16.5924 16.9810 17.3360 17.6758 18.0044 18.3170 18.6162 18.9041 19.1821 19.4513 19.7129 19.9674 20.2157 20.4583 20.6955 SUH100 Encompass Associates, Inc. P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basinl.xlsm 12/20/2011 19 SUH100 Encompass Associates, Inc. T Q V (hrs) (cfs) (ac-ft) 23.22 7.33 20.9280 23.60 7.19 21.1559 23.98 7.06 21.3797 24.36 6.94 21.5996 24.74 0.00 21.7086 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin1.xlsm 12/20/2011 20 Basin 1 FR100 Encompass Associates, Inc. Basin 1 (W'Iy) d Q S S-O S+O 0 0.00 0.00 0 0 1 0.00 0.17 0.17 0.17 2 0.00 0.36 0.36 0.36 3 0.00 0.59 0.59 0.59 4 0.00 0.84 0.84 0.84 5 24.94 1.12 0.73 1.51 6 37.98 1.43 0.83 2.03 7 76.14 1.77 0.58 2.97 8 98.76 2.15 0.6 3.7 Time Hrs Inflow cfs d ft Qout cfs S ac-ft 59.32 69.05 6.94 47.3 1.75 0 0.04 0.42 0.80 1.18 1.56 1.94 2.32 2.70 3.08 3.46 3.84 4.22 4.60 4.98 5.36 5.74 6.12 6.50 6.88 7.26 7.64 8.02 8.40 8.78 9.16 0 0.00 6.98 7.02 7.10 7.15 7.23 7.28 7.38 7.42 7.53 7.58 7.69 7.75 7.87 7.94 8.07 8.14 8.29 8.36 8.53 8.61 8.80 8.90 9.10 9.22 0 0.00 1.26 2.34 3.31 4.08 4.33 4.29 4.30 4.30 4.30 4.30 4.31 4.31 4.32 4.32 4.32 4.33 4.33 4.34 4.34 4.35 4.35 4.36 4.37 4.37 0 0.00 0.00 0.00 0.00 0.95 5.00 7.63 7.28 7.42 7.49 7.57 7.65 7.73 7.82 7.92 8.02 8.12 8.23 8.34 8.46 8.59 8.73 8.87 9.02 9.18 0 0.000 0.219 0.440 0.663 0.857 0.927 0.916 0.920 0.920 0.921 0.921 0.923 0.923 0.925 0.926 0.927 0.928 0.930 0.930 0.932 0.933 0.935 0.936 0.939 0.940 Tract 18824 102-139.13 12/13/11 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin1.xlsm 12/20/2011 21 1 i FR100 Encompass Associates, Inc. Time Inflow d Qout S Hrs cfs ft cfs ac-ft 9.54 9.46 4.38 9.36 0.943 9.92 9.59 4.39 9.55 0.944 10.30 9.87 4.40 9.76 0.948 10.68 10.02 4.40 9.98 0.949 11.06 10.36 4.42 10.22 0.953 11.44 10.54 4.42 10.49 0.955 11.82 10.95 4.44 10.79 0.960 12.20 11.18 4.45 11.11 0.962 12.58 11.04 4.44 11.11 0.960 12.96 11.36 4.46 11.22 0.965 13.34 12.10 4.49 11.81 0.974 13.72 12.54 4.50 12.40 0.978 14.10 13.62 4.55 13.19 0.991 14.48 14.31 4.58 14.09 0.998 14.86 16.17 4.66 15.43 1.021 15.24 17.50 4.71 17.07 1.035 15.62 17.46 4.70 17.55 1.032 16.00 20.28 4.83 19.09 1.070 16.38 69.05 6.94 47.31 1.753 16.76 19.33 4.54 43.68 0.988 17.14 15.14 4.62 14.45 1.010 17.52 13.04 4.51 14.03 0.978 17.90 11.71 4.46 12.10 0.966 18.28 10.90 4.43 11.17 0.958 18.66 10.74 4.43 10.76 0.957 19.04 10.18 4.40 10.41 0.950 19.42 9.72 4.39 9.88 0.945 19.80 9.33 4.37 9.47 0.941 20.18 9.00 4.36 9.12 0.937 20.56 8.70 4.35 8.81 0.934 20.94 8.44 4.34 8.54 0.931 21.32 8.21 4.33 8.29 0.928 21.70 8.00 4.32 8.08 0.926 22.08 7.81 4.31 7.88 0.924 22.46 7.64 4.31 7.70 0.922 22.84 7.48 4.30 7.53 0.920 23.22 7.33 4.29 7.38 0.918 23.60 7.19 4.29 7.24 0.917 23.98 7.06 4.28 7.11 0.915 24.36 6.94 4.28 6.98 0.914 24.74 0.00 3.88 3.46 0.805 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin1.xlsm 12/20/2011 22 t Tract 18824 Fontana Maximum Loss Rate Encompass Associates, Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 AMC Type III (I,II or III) Basin 2 (Ely) Set # 1 102-139.13 12/13/11 Cover Area % Soil type Area % CN-II CN-III Ap % S Fp (F.C- 6) Fm Fm (wt) "GRASS" (natural) 0 0.00 B 0 0.00 69 86 1 0.00 1.63 0.27 0.27 0.00 "3-4 DWELLINGS/ACRE" 11.6 0.96 B 11.6 0.96 56 76 0.6 0.58 3.16 0.42 0.25 0.24 "GRASS" (basin) 0.5 0.04 B 0.5 0.04 61 80 1 0.04 2.5 0.36 0.36 0.01 (4.6) (AutoCalc: Impervious) (0.38) 98 0 0.38 0.2 12.1 12.1 I Fm= 0.25 Low Loss Fraction Return Period 2 4.40 in 10 7.53 in 25 9.31 in 100 12.00 in Cover Ia Y Y (wt) Ia Y Y (wt) Ia Y Y (wt) la Y Y (wt) "GRASS" (natural) 0.33 0.66 0.00 0.33 0.78 0.00 0.33 0.82 0.00 0.33 0.85 0.00 "3-4 DWELLINGS/ACRE" 0.63 0.47 0.27 0.63 0.63 0.36 0.63 0.68 0.39 0.63 0.74 0.43 "GRASS" (basin) 0.5 0.54 0.02 0.5 0.69 0.03 0.5 0.74 0.03 0.5 0.79 0.03 (AutoCalc: Impervious) 0.04 0.95 0.36 0.04 0.97 0.37 0.04 0.97 0.37 0.04 0.98 0.38 Low Loss Fraction,Y-bar Est Vol (ac-ft)= Y= 0.66 = 0.34 3 Y= 0.76 0.24 6 Y= 0.79 0.21 7 Y= 0.83 0.17 10 U H FR-Tr18824-Basin2.xlsm 12/20/2011 Encompass Associates, Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 Tract 18824 Fontana 102-139.13 12/13/11 1 Design Storm yr 2 10 25 100 2 Catchment Lag time hrs 0.19 0.19 0.19 0.19 Tc (min) 14.6 14.2 14.1 13.9 3 Catchment Area acres 12.1 4 Base flow cfs/sq mi 0 5 S-graph ValleyDeveloped 6 Maximum loss rate, Fm in/hr 0.25 7 Low loss fraction, Y-bar 0.34 0.24 0.21 0.17 8 Watershed area -averaged 5-minute point rainfall inches 0.28 0.42 0.50 0.61 Watershed area -averaged 30-minute point rainfall inches 0.58 0.86 1.02 1.25 Watershed area -averaged 1-hour point rainfall inches 0.77 1.13 1.34 1.65 Watershed area -averaged 3-hour point rainfall inches 1.49 2.20 2.60 3.22 Watershed area -averaged 6-hour point rainfall inches 2.25 3.34 3.96 4.90 Watershed area -averaged 24-hour point rainfall inches 4.40 7.53 9.31 12.00 9 24-hour storm unit interval (use TC for Small UH) minutes 5 UHFR-Tr18824-Basin2.xlsm 12/20/2011 PAD UNE 0205.9_) 1 05 1 703..6-• C•1 11 0 1 06 g t't.y t 1 1 11.•,• 7<:,1 5 (2.72%) ^, (2.78%) .; •:71;: , ', / / / PAD LIFE I i':' •• ',6G .: ' :!,: : : ', cry!) .„., I 4 ; 11 • ' ^ i ,:.: 01._5,9,,, ir,,,: ' 1 : • , ., ..,, ., , , , 7 , '2 (-1q. • • . _ • . . . . . .- • :! • ..., ,,, ..._ ... ...._... •,.. . . 107.110,-- ' -,, DUNCAN CANYON ROAD DIAL TWO WORKING BEFORE DAYS BEFORE YOU DIG YOU DIG TOLL FREE 1-800-227-2500 A PUBUC SERVICE BY UNDERGROUND SERVICE ALERT (1708D REVISION DESCRIPTION DATE ENGR. CITY DATE .'„ SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DIUGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. 100.00'. Prepared Under The Supervision Of : «(MADOLE &-ASSOCIATES:ANC C491,, PAW 4,916.1.., 10,40,Q*10 Date WENDELL L. IWAISURI, ROE 36637 EXP. 6-30-12 0 SCALE IN FEET 30 60 90 120 BENCH MARK: NGS: EV9118 1.5 INCH BRASS DISK ON TOP OF THE NORTHWEST LEG OF EDISON TOWER NO. 18-3: LOCATED 49 FEET +/- WEST OF CITRUS AVENUE CENTERLINE & 1.25 MILES NORTH OF HIGHLAND AVENUE CENTERUNE ELEVATION. 1675.78 FEET BASIS OF BEARINGS THE SOUTH UNE OF THE SOUTHWEST QUARTER OF SECTION 13; TOWNSHIP 1 NORTH. RANGE 6 WEST S.B.M. PER R.S. 118/64. SAID SOUTH UNE IS ALSO THE CENTERLINE OF DUNCAN CANYON ROAD AND HAS A BEARING OF N89'22.56.E. CITY OF FONTANA, CALIFORNIA ROUGH GRADING PLAN DRAWN BY FE DESIGNED BY: MB/LIP AVELLINO TRACT 18824 SCALE: DATE: 12/01/11 4 CHECKED BY: MB APPROVED BY: DRAWING NO. 4 / /9 CITY ENGINEER R.C.E. 51152 DATE A126-2500 \ grading \ RG \ RGO4 dwg, 9/12/2012 12:5856 MANIA,, DWG To PDEpc3 Encompass Associates, Inc. Job Tract 18824 102-139.13 Civil Engineers Sheet No. of 5699 Cousins Place Calculated by: ATS Date 12/13/11 Rancho Cucamonga, CA 91737 Checked by: Date (909) 684-0093 Fax 586-6979 Scale nts Tract 18824 Fontana Table 1: Basin Geometries Depth Elevation Area AVol Total V ft ft sq ft cf cf ac-ft Basin 2 0 0 2008 0 0 0.000 1 1 2757 2373 2373 0.054 2 2 4049 3382 5755 0.132 3 3 5634 4820 10575 0.243 4 4 7274 6437 17011 0.391 5 ' 5 8972 8108 25119 0.577 6 6 10725 9835 34955 0.802 7 7 12602 11651 46606 1.070 8 8 12603 12602 59208 1.359 wq Req'd Vol 21344 cf depth 4.53 ft P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 Encompass Associates, Inc. Job Tract 18824 102-139.13 Civil Engineers Sheet No. _ of 5699 Cousins Place Calculated by: _ ATS Date 12/13/11 Rancho Cucamonga, CA 91737 Checked by: Date (909) 684-0093 fax 586.6979 Scale nts Tract 18824 Fontana Table 1: Basin Geometries Emergency Spillwav'Overflow Calculation Q100 = 38 cfs Q1000 = 1.35 * Q100 = 51.3 cfs Wall Opening Length (L) = 10 ft Calculated Depth (H), Q=CxLxH^1.5 1.3 ft C= 3.3 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 5/4/2012 N M- r MI r IN r w MI I- S all I a- M NM Detention Basin Outlet Hydraulics 102-139.13 Tract 18824 12/13/2011 Basin 2 (E'Iy) Weir (Overflow) Standpipe Orifice C 3.3 weir C 3.3 weir C 3.3 weir C 0.62 (orifice) C 0.62 (orifice) C 0.62 (orifice) L (eff) 12 ft Dia 1.5 ft Dia 0.67 ft H (eff) 0.33 ft Count 0 ea Bottom EL 4.53 ft Rim EL 6 ft (n/a) Bottom EL 5.25 ft Elevation Lower Orifice Standpipe Orifice Summary Head Orifice Weir Head Weir Orifice Control Head Weir Orifice Control Elevation Weir Outflow Standpipe Outflow Orifice Outflow Total Outflow Volume ft ft cfs cfs ft cfs cfs cfs ft cfs cfs cfs ft cfs - cfs cfs ac-ft 0 0 0.0 0.0 0 0.0 n/a 0.0 0 0.0 0 0.0 0 0.0 0.0 0.0 0.0 0.00 1 0 0.0 0.0 0 0.0 n/a 0.0 0 0.0 n/a 0.0 1 0.0 0.0 0.0 0.0 0.05 2 0 0.0 0.0 0 0.0 n/a 0.0 0 0.0 n/a 0.0 2 0.0 0.0 0.0 0.0 0.13 3 0 0.0 0.0 0 0.0 n/a 0.0 0 0.0 n/a 0.0 3 0.0 0.0 0.0 0.0 0.24 4 0 0.0 0.0 0 0.0 n/a 0.0 0 0.0 n/a 0.0 4 0.0 0.0 0.0 0.0 0.39 5 0.47 13.5 12.8 0 0.0 n/a 0.0 0 0.0 n/a 0.0 5 12.8 0.0 0.0 12.8 0.58 6 1.47 23.9 70.6 0 0.0 n/a 0.0 0.75 0.0 0.0 0.0 6 23.9 0.0 0.0 23.9 0.80 7 2.47 31.0 153.7 1 15.6 n/a 15.6 1.75 n/a 0.0 0.0 7 31.0 15.6 0.0 46.5 1.07 8 3.47 36.7 256.0 2 n/a 12.4 12.4 2.75 n/a 0.0 0.0 8 36.7 12.4 0.0 49.1 1.36 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 Storm I-5min 0.28 I-30min 0.58 I-60min 0.77 I-3hr 1.49 I-6hr 2.25 1-24hr 4.40 Ac 12.1 TC 14.6 Calibration fm Y-bar SUH2 Encompass Associates, Inc. Tract 18824 Basin 2 (E'Iy) 12/13/11 Small Area Unit Hydrograph Per Chapter J, SBCo Hyd. Man. year 2 0.9 ac min 0.25 in/hr 0.00424 in/min 0.34 Peak Total 15.13 2.4156 T Q V (hrs) (cfs) (ac-ft) 0 0 0 0.18 0.57 0.0043 0.43 0.57 0.0159 0.67 0.58 0.0275 0.91 0.58 0.0392 1.16 0.59 0.0510 1.40 0.59 0.0629 1.64 0.60 0.0749 1.89 0.60 0.0870 2.13 0.61 0.0992 2.37 0.61 0.1116 2.62 0.62 0.1240 2.86 0.63 0.1365 3.10 0.63 0.1492 3.35 0.64 0.1620 3.59 0.65 0.1749 3.83 0.65 0.1880 4.08 0.66 0.2012 4.32 0.66 0.2145 4.56 0.67 0.2280 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 1 SUH2 Encompass Associates, Inc. r Q V (hrs) (cfs) (ac-ft) 4.81 0.68 0.2416 5.05 0.69 0.2553 5.29 0.69 0.2692 5.54 0.71 0.2833 5.78 0.71 0.2976 6.02 0.72 0.3120 6.27 0.73 0.3266 6.51 0.74 0.3414 6.75 0.75 0.3563 7.00 0.76 0.3715 7.24 0.77 0.3869 7.48 0.78 0.4025 7.73 0.79 0.4183 7.97 0.81 0.4344 8.21 0.82 0.4507 8.46 0.83 0.4673 8.70 0.84 0.4841 8.94 0.86 0.5012 9.19 0.87 0.5187 9.43 0.89 0.5364 9.67 0.90 0.5545 9.92 0.93 0.5729 10.16 0.94 0.5917 10.40 0.97 0.6109 10.65 0.98 0.6305 10.89 1.01 0.6505 11.13 1.03 0.6711 11.38 1.06 0.6921 11.62 1.08 0.7137 11.86 1.13 0.7360 12.11 1.15 0.7588 12.35 1.47 0.7852 12.59 1.50 0.8151 12.84 1.56 0.8458 13.08 1.59 0.8774 13.32 1.66 0.9101 13.57 1.70 0.9438 13.81 1.79 0.9789 14.05 1.84 1.0154 14.30 1.96 1.0536 14.54 2.04 1.0938 14.78 2.22 1.1366 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 2 SUH2 Encompass Associates, Inc. T Q V (hrs) (cfs) (ac-ft) 15.03 2.33 1.1823 15.27 2.64 1.2323 15.51 2.76 1.2866 15.76 2.69 1.3414 16.00 3.70 1.4056 16.24 15.13 1.5949 16.49 2.19 1.7690 16.73 2.47 1.8159 16.97 2.12 1.8620 17.22 1.90 1.9024 17.46 1.74 1.9390 17.70 1.62 1.9728 17.95 1.53 2.0045 18.19 1.35 2.0335 18.43 1.10 2.0582 18.68 1.05 2.0798 18.92 1.00 2.1004 19.16 0.95 2.1200 19.41 0.92 2.1388 19.65 0.88 2.1569 19.89 0.85 2.1743 20.14 0.82 2.1911 20.38 0.80 2.2075 20.62 0.78 2.2233 20.87 0.75 2.2387, 21.11 0.73 2.2537 21.35 0.72 2.2683 21.60 0.70 2.2825 21.84 0.68 2.2964 22.08 0.67 2.3100 22.33 0.66 2.3234 22.57 0.64 2.3364 22.81 0.63 2.3492 23.06 0.62 2.3618 23.30 0.61 2.3741 23.54 0.60 2.3862 23.79 0.59 2.3981 24.03 0.58 2.4098 24.27 0.00 2.4156 24.52 0.00 2.4156 P:\102-139\013-NorthFontana\Drainage\U H FR-Tr18824-Basin2.xlsm 12/20/2011 3 Set 1 FR2 Encompass Associates, Inc. Basin 2 (E'Iy) d Q S S-O S+0 0 0.00 0.00 0 0 1 0.00 0.05 0.05 0.05 2 0.00 0.13 0.13 0.13 3 0.00 0.24 0.24 0.24 4 0.00 0.39 0.39 0.39 5 12.76 0.58 0.45 0.7 6 23.89 0.80 0.56 1.04 7 46.52 1.07 0.6 1.54 8 49.14 1.36 0.87 1.85 Time H rs Inflow cfs d ft Qout cfs S ac-ft 37.96 15.13 5.02 8.6 0.58 0.00 0.00 0 0 0 0.18 0.57 0.21 0.00 0.011 0.43 0.57 0.42 0.00 0.023 0.67 0.58 0.64 0.00 0.035 0.91 0.58 0.85 0.00 0.046 1.16 0.59 1.05 0.00 0.058 1.40 0.59 1.20 0.00 0.070 1.64 0.60 1.36 0.00 0.082 1.89 0.60 1.52 0.00 0.094 2.13 0.61 1.67 0.00 0.107 2.37 0.61 1.83 0.00 0.119 2.62 0.62 1.99 0.00 0.132 2.86 0.63 2.11 0.00 0.144 3.10 0.63 2.23 0.00 0.157 3.35 0.64 2.34 0.00 0.170 3.59 0.65 2.46 0.00 0.183 3.83 0.65 2.58 0.00 0.196 4.08 0.66 2.70 0.00 0.209 4.32 0.66 2.82 0.00 0.223 4.56 0.67 2.94 0.00 0.236 4.81 0.68 3.05 0.00 0.250 5.05 0.69 3.14 0.00 0.264 5.29 0.69 3.24 0.00 0.278 5.54 0.71 3.33 0.00 0.292 5.78 0.71 3.43 0.00 0.306 6.02 0.72 3.53 0.00 0.321 Tract 18824 102-139.13 12/13/11 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 4 1 1 t 1 t t FR2 Encompass Associates, Inc. Time Inflow d Qout S Hrs cfs ft cfs ac-ft 6.27 0.73 3.63 0.00 0.335 6.51 0.74 3.73 0.00 0.350 6.75 0.75 3.83 0.00 0.365 7.00 0.76 3.93 0.00 0.381 7.24 0.77 4.02 0.11 0.394 7.48 0.78 4.05 0.45 0.400 7.73 0.79 4.06 0.73 0.402 7.97 0.81 4.06 0.79 0.402 8.21 0.82 4.06 0.81 0.402 8.46 0.83 4.06 0.82 0.403 8.70 0.84 4.07 0.83 0.403 8.94 0.86 4.07 0.85 0.403 9.19 0.87 4.07 0.86 0.403 9.43 0.89 4.07 0.88 0.403 9.67 0.90 4.07 0.89 0.404 9.92 0.93 4.07 0.91 0.404 10.16 0.94 4.07 0.93 0.404 10.40 0.97 4.08 0.95 0.405 10.65 0.98 4.08 0.97 0.405 10.89 1.01 4.08 0.99 0.405 11.13 1.03 4.08 1.02 0.405 11.38 1.06 4.08 1.04 0.406 11.62 1.08 4.08 1.07 0.406 11.86 1.13 4.09 1.10 0.407 12.11 1.15 4.09 1.13 0.407 12.35 1.47 4.11 1.28 0.411 12.59 1.50 4.12 1.45 0.412 12.84 1.56 4.12 1.51 0.413 13.08 1.59 4.12 1.56 0.414 13.32 1.66 4.13 1.61 0.415 13.57 1.70 4.13 1.67 0.415 13.81 1.79 4.14 1.73 0.416 14.05 1.84 4.14 1.80 0.417 14.30 1.96 4.15 1.88 0.419 14.54 2.04 4.16 1.98 0.420 14.78 2.22 4.17 2.10 0.422 15.03 2.33 4.18 2.24 0.424 15.27 2.64 4.20 2.44 0.428 15.51 2.76 4.21 2.65 0.430 15.76 2.69 4.21 2.71 0.430 16.00 3.70 4.28 3.11 0.442 16.24 15.13 5.02 8.23 0.580 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 5 1 I t 1 FR2 Encompass Associates, Inc. Time Inflow d Qout S Hrs cfs ft cfs ac-ft 16.49 2.19 4.33 8.58 0.452 16.73 2.47 4.22 3.50 0.431 16.97 2.12 4.18 2.52 0.423 17.22 1.90 4.15 2.10 0.419 17.46 1.74 4.14 1.87 0.417 17.70 1.62 4.13 1.72 0.415 17.95 1.53 4.12 1.60 0.413 18.19 1.35 4.11 1.47 0.411 18.43 1.10 4.09 1.27 0.407 18.68 1.05 4.08 1.11 0.406 18.92 1.00 4.08 1.04 0.405 19.16 0.95 4.08 0.99 0.405 19.41 0.92 4.07 0.94 0.404 19.65 0.88 4.07 0.91 0.404 19.89 0.85 4.07 0.87 0.403 20.14 0.82 4.07 0.84 0.403 20.38 0.80 4.06 0.82 0.402 20.62 0.78 4.06 0.79 0.402 20.87 0.75 4.06 0.77 0.402 21.11 0.73 4.06 0.75 0.401 21.35 0.72 4.06 0.73 0.401 21.60 0.70 4.06 0.71 0.401 21.84 0.68 4.05 0.70 0.401 22.08 0.67 4.05 0.68 0.400 22.33 0.66 4.05 0.67 0.400 22.57 0.64 4.05 0.65 0.400 22.81 0.63 4.05 0.64 0.400 23.06 0.62 4.05 0.63 0.400 23.30 0.61 4.05 0.62 0.399 23.54 0.60 4.05 0.60 0.399 23.79 0.59 4.05 0.59 0.399 24.03 0.58 4.05 0.58 0.399 24.27 0.00 4.01 0.34 0.392 24.52 0.00 4.00 0.06 0.391 24.76 0.00 4.00 0.01 0.391 25.00 0.00 4.00 0.00 0.391 25.24 0.00 4.00 0.00 0.391 25.48 0.00 4.00 0.00 0.391 25.72 0.00 4.00 0.00 0.391 25.96 0.00 4.00 0.00 0.391 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 6 Storm I-5min 0.42 I-30min 0.86 I-60min 1.13 I-3hr 2.20 I-6hr 3.34 1-24hr 7.53 Ac 12.1 TC 14.2 Calibration fm Y-bar SUH10 Encompass Associates, Inc. Tract 18824 Basin 2 (Ely) 12/13/11 Small Area Unit Hydrograph Per Chapter J, SBCo Hyd. Man. year 10 0.9 ac min 0.25 in/hr 0.00424 in/min 0.24 Peak Total 23.80 4.7367 T Q V (hrs) (cfs) (ac-ft) 0 0 0 0.14 1.38 0.0081 0.38 1.38 0.0351 0.62 1.39 0.0622 0.85 1.40 0.0895 1.09 1.41 0.1170 1.33 1.42 0.1446 1.56 1.43 0.1724 1.80 1.44 0.2004 2.04 1.45 0.2287 2.27 1.46 0.2570 2.51 1.47 0.2856 2.75 1.48 0.3145 2.98 1.49 0.3435 3.22 1.50 0.3727 3.46 1.51 0.4022 3.69 1.52 0.4318 3.93 1.54 0.4617 4.17 1.55 0.4919 4.40 1.56 0.5223 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 7 SUH10 Encompass Associates, Inc. T Q V (hrs) (cfs) (ac-ft) 4.64 1.57 0.5529 4.88 1.59 0.5839 5.11 1.60 0.6150 5.35 1.62 0.6465 5.59 1.63 0.6782 5.82 1.65 0.7103 6.06 1.66 0.7426 6.30 1.68 0.7753 6.53 1.69 0.8083 6.77 1.72 0.8416 7.01 1.73 0.8752 7.24 1.75 0.9093 7.48 1.77 0.9437 7.72 1.79 0.9784 7.95 1.81 1.0136 8.19 1.84 1.0492 8.43 1.85 1.0853 8.66 1.88 1.1218 8.90 1.90 1.1588 9.14 1.93 1.1963 9.37 1.95 1.2343 9.61 1.99 1.2728 9.85 2.01 1.3120 10.08 2.05 1.3517 10.32 2.08 1.3921 10.56 2.12 1.4332 10.79 2.15 1.4749 11.03 2.20 1.5175 11.27 2.23 1.5609 11.5Q 2.29 1.6051 11.74 2.33 1.6503 11.98 2.40 1.6964 12.21 2.46 1.7439 12.45 2.59 1.7934 12.69 2.64 1.8446 12.92 2.74 1.8972 13.16 2.79 1.9512 13.40 2.91 2.0071 13.63 2.98 2.0647 13.87 3.14 2.1246 14.11 3.23 2.1869 14.34 3.44 2.2521 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 8 T Q V (hrs) (cfs) (ac-ft) 14.58 14.82 15.05 15.29 15.53 15.76 16.00 16.24 16.47 16.71 16.95 17.18 17.42 17.66 17.89 18.13 18.37 18.60 18.84 19.08 19.31 19.55 19.79 20.02 20.26 20.50 20.73 20.97 21.21 21.44 21.68 21.92 22.15 22.39 22.63 22.86 23.10 23.34 23.57 23.81 24.05 24.28 3.57 3.88 4.08 4.61 4.60 4.66 6.41 23.80 3.80 4.31 3.71 3.33 3.06 2.85 2.69 2.55 2.36 2.26 2.17 2.10 2.03 1.97 1.92 1.87 1.82 1.78 1.74 1.70 1.67 1.64 1.61 1.58 1.55 1.53 1.51 1.48 1.46 1.44 1.42 1.40 1.39 0.00 2.3207 2.3935 2.4713 2.5562 2.6463 2.7368 2.8451 3.1405 3.4104 3.4897 3.5682 3.6370 3.6995 3.7573 3.8114 3.8627 3.9107 3.9559 3.9993 4.0411 4.0815 4.1206 4.1587 4.1956 4.2317 4.2669 4.3013 4.3350 4.3680 4.4003 4.4320 4.4632 4.4939 4.5240 4.5537 4.5830 4.6118 4.6402 4.6682 4.6958 4.7231 4.7367 SUH10 Encompass Associates, Inc. P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 SUH10 Encompass Associates, Inc. T Q V (hrs) (cfs) (ac-ft) 24.52 0.00 4.7367 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 10 Set 1 FR10 Encompass Associates, Inc. Basin 2 (E'Iy) d Q S S-O S+O 0 0.00 0.00 0 0 1 0.00 0.05 0.05 0.05 2 0.00 0.13 0.13 0.13 3 0.00 0.24 0.24 0.24 4 0.00 0.39 0.39 0.39 5 12.76 0.58 0.45 0.7 6 23.89 0.80 0.57 1.04 7 46.52 1.07 0.62 1.52 8 49.14 1.36 0.88 1.84 Time H rs Inflow cfs d ft Qout cfs S ac-ft 37.24 23.80 5.55 13.5 0.70 0 0 0 0 0 0.14 1.375094 0.49 0.00 0.027 0.38 1.38 0.99 0.00 0.054 0.62 1.39 1.34 0.00 0.081 0.85 1.40 1.70 0.00 0.108 1.09 1.41 2.04 0.00 0.136 1.33 1.42 2.29 0.00 0.164 1.56 1.43 2.54 0.00 0.192 1.80 1.44 2.79 0.00 0.220 2.04 1.45 3.04 0.00 0.248 2.27 1.46 3.23 0.00 0.277 2.51 1.47 3.42 0.00 0.305 2.75 1.48 3.62 0.00 0.334 2.98 1.49 3.82 0.00 0.363 3.22 1.50 4.01 0.04 0.392 3.46 1.51 4.10 0.66 0.408 3.69 1.52 4.11 1.35 0.412 3.93 1.54 4.12 1.49 0.413 4.17 1.55 4.12 1.53 0.413 4.40 1.56 4.12 1.55 0.413 4.64 1.57 4.12 1.56 0.413 4.88 1.59 4.12 1.58 0.414 5.11 1.60 4.13 1.59 0.414 5.35 1.62 4.13 1.60 0.414 5.59 1.63 4.13 1.62 0.414 5.82 1.65 4.13 1.63 0.415 Tract 18824 102-139.13 12/13/11 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 11 Time Inflow Hrs cfs 6.06 6.30 6.53 6.77 7.01 7.24 7.48 7.72 7.95 8.19 8.43 8.66 8.90 9.14 9.37 9.61 9.85 10.08 10.32 10.56 10.79 11.03 11.27 11.50 11.74 11.98 12.21 12.45 12.69 12.92 13.16 13.40 13.63 13.87 14.11 14.34 14.58 14.82 15.05 15.29 15.53 15.76 FR10 Encompass Associates, Inc. d Qout S ft cfs ac-ft 1.66 4.13 1.65 0.415 1.68 4.13 1.67 0.415 1.69 4.13 1.68 0.415 1.72 4.13 1.70 0.415 1.73 4.14 1.72 0.416 1.75 4.14 1.74 0.416 1.77 4.14 1.75 0.416 1.79 4.14 1.77 0.417 1.81 4.14 1.79 0.417 1.84 4.14 1.82 0.417 1.85 4.14 1.84 0.417 1.88 4.15 1.86 0.418 1.90 4.15 1.88 0.418 1.93 4.15 1.91 0.419 1.95 4.15 1.94 0.419 1.99 4.16 1.96 0.419 2.01 4.16 1.99 0.420 2.05 4.16 2.02 0.420 2.08 4.16 2.06 0.421 2.12 4.17 2.09 0.421 2.15 4.17 2.13 0.422 2.20 4.17 2.17 0.422 2.23 4.17 2.21 0.423 2.29 4.18 2.25 0.424 2.33 4.18 2.30 0.424 2.40 4.19 2.35 0.425 2.46 4.19 2.41 0.426 2.59 4.20 2.51 0.428 2.64 4.21 2.59 0.429 2.74 4.21 2.67 0.430 2.79 4.22 2.75 0.431 2.91 4.23 2.83 0.433 2.98 4.23 2.93 0.434 3.14 4.24 3.03 0.436 3.23 4.25 3.16 0.437 3.44 4.27 3.30 \ 0.440 3.57 4.28 3.46 0.442 3.88 4.30 3.67 0.446 4.08 4.32 3.92 0.449 4.61 4.35 4.26 0.456 4.60 4.36 4.54 0.457 4.66 4.36 4.61 0.458 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 12 1 1 1 1 1 1 1 FR10 Encompass Associates, Inc. Time Inflow d Qout S Hrs cfs ft cfs ac-ft 16.00 6.41 4.47 5.35 0.479 16.24 23.80 5.55 12.47 0.701 16.47 3.80 4.64 13.54 0.510 16.71 4.31 4.40 6.64 0.465 16.95 3.71 4.31 4.53 0.449 17.18 3.33 4.27 3.72 0.441 17.42 3.06 4.25 3.30 0.436 17.66 2.85 4.23 3.02 0.433 17.89 2.69 4.21 2.82 0.430 18.13 2.55 4.20 2.66 0.428 18.37 2.36 4.19 2.50 0.426 18.60 2.26 4.18 2.35 0.424 18.84 2.17 4.17 2.24 0.423 19.08 2.10 4.17 2.16 0.421 19.31 2.03 4.16 2.08 0.420 19.55 1.97 4.16 2.02 0.420 19.79 1.92 4.15 1.96 0.419 20.02 1.87 4.15 1.90 0.418 20.26 1.82 4.14 1.86 0.417 20.50 1.78 4.14 1.81 0.417 20.73 1.74 4.14 1.77 0.416 20.97 1.70 4.13 1.73 0.416 21.21 1.67 4.13 1.70 0.415 21.44 1.64 4.13 1.66 0.415 21.68 1.61 4.13 1.63 0.414 21.92 1.58 4.12 1.60 0.414 22.15 1.55 4.12 1.57 0.413 22.39 1.53 4.12 1.55 0.413 22.63 1.51 4.12 1.52 0.413 22.86 1.48 4.12 1.50 0.412 23.10 1.46 4.12 1.48 0.412 23.34 1.44 4.11 1.46 0.412 23.57 1.42 4.11 1.44 0.411 23.81 1.40 4.11 1.42 0.411 24.05 1.39 4.11 1.40 0.411 24.28 0.00 4.02 0.83 0.395 24.52 0.00 4.00 0.16 0.391 24.76 0.00 4.00 0.03 0.391 25.00 0.00 4.00 0.01 0.391 25.24 0.00 4.00 0.00 0.391 25.48 0.00 4.00 0.00 0.391 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 13 SUH25 Encompass Associates, Inc. Tract 18824 Basin 2 (Ply) 12/13/11 Small Area Unit Hydrograph Per Chapter J, SBCo Hyd. Man. Storm 25 year I-5min 0.50 I-30min 1.02 I-60min 1.34 I-3hr 2.60 I-6hr 3.96 1-24hr 9.31 Ac 12.1 ac TC 14.1 min Calibration fm 0.25 in/hr 0.00424 in/min Y-bar 0.21 Peak Total 28.82 6.0938 0.9 T Q V (hrs) (cfs) (ac-ft) 0 0 0 0.02 0.00 0.0000 0.26 1.87 0.0181 0.49 1.87 0.0544 0.73 1.89 0.0909 0.96 1.89 0.1276 1.20 1.91 0.1646 1.43 1.92 0.2017 1.67 1.93 0.2391 1.90 1.94 0.2767 2.14 1.96 0.3146 2.37 1.97 0.3527 2.61 1.98 0.3910 2.84 1.99 0.4296 3.08 2.01 0.4685 3.31 2.02 0.5076 3.55 2.04 0.5470 3.78 2.05 0.5867 4.02 2.07 0.6267 4.25 2.08 0.6669 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 14 SUH25 Encompass Associates, Inc. T Q V (hrs) (cfs) (ac-ft) 4.49 2.10 0.7075 4.72 2.11 0.7484 4.96 2.13 0.7896 5.19 2.14 0.8312 5.43 2.17 0.8731 5.66 2.18 0.9153 5.90 2.21 0.9579 6.13 2.22 1.0009 6.37 2.25 1.0442 6.60 2.26 1.0880 6.84 2.29 1.1322 7.07 2.30 1.1768 7.31 2.33 1.2218 7.54 2.35 1.2673 7.78 2.38 1.3133 8.01 2.40 1.3598 8.25 2.44 1.4068 8.48 2.46 1.4543 8.72 2.50 1.5024 8.95 2.52 1.5510 9.19 2.56 1.6003 9.42 2.58 1.6502 9.66 2.63 1.7008 9.89 2.65 1.7521 10.13 2.70 1.8041 10.36 2.73 1.8569 10.60 2.79 1.9105 10.83 2.82 1.9650 11.07 2.89 2.0204 11.30 2.92 2.0768 11.54 3.00 2.1343 11.77 3.04 2.1928 12.01 3.12 2.2526 12.24 3.14 2.3134 12.48 3.21 2.3750 12.71 3.26 2.4378 12.95 3.39 2.5024 13.18 3.45 2.5688 13.42 3.61 2.6374 13.65 3.69 2.7082 13.89 3.88 2.7818 14.12 3.99 2.8583 P:\102-139\013-NorthFontana\Drainage\UH FR-Tr18824-Basin2.xlsm 12/20/2011 15 I T Q V (hrs) (cfs) (ac-ft) t 1 14.36 14.59 14.83 15.06 15.30 15.53 15.77 16.00 16.24 16.47 16.71 16.94 17.18 17.41 17.65 17.88 18.12 18.35 18.59 18.82 19.06 19.29 19.53 19.76 20.00 20.23 20.47 20.70 20.94 21.17 21.41 21.64 21.88 22.11 22.35 22.58 22.82 23.05 23.29 23.52 23.76 23.99 4.26 4.41 4.80 5.04 5.70 5.63 5.77 7.94 28.82 4.70 5.33 4.59 4.12 3.78 3.53 3.32 3.16 3.08 2.96 2.85 2.76 2.68 2.60 2.54 2.48 2.42 2.37 2.32 2.27 2.23 2.19 2.16 2.12 2.09 2.06 2.03 2.00 1.97 1.95 1.92 1.90 1.88 2.9384 3.0226 3.1120 3.2075 3.3118 3.4218 3.5326 3.6657 4.0227 4.3482 4.4457 4.5421 4.6267 4.7034 4.7744 4.8409 4.9038 4.9643 5.0229 5.0793 5.1339 5.1867 5.2380 5.2879 5.3366 5.3841 5.4306 5.4761 5.5207 5.5645 5.6074 5.6497 5.6912 5.7321 5.7724 5.8121 5.8512 5.8898 5.9279 5.9655 6.0027 6.0394 SUH25 Encompass Associates, Inc. P:\102-139\013-North Fonta na\Dra inage\U H FR-Tr18824-Basi n2.xlsm 12/20/2011 16 SUH25 Encompass Associates, Inc. T Q V (hrs) (cfs) (ac-ft) 24.23 1.86 6.0757 24.46 0.00 6.0938 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 17 Set 1 FR25 Encompass Associates, Inc. Basin 2 (Ely) d Q S S-O S+O 0 0.00 0.00 0 0 1 0.00 0.05 0.05 0.05 2 0.00 0.13 0.13 0.13 3 0.00 0.24 0.24 0.24 4 0.00 0.39 0.39 0.39 5 12.76 0.58 0.45 0.7 6 23.89 0.80 0.57 1.03 7 46.52 1.07 0.62 1.52 8 49.14 1.36 0.88 1.84 Time H rs Inflow cfs d Qout ft cfs S ac-ft I 36.94 28.82 5.86 16.4 0.77 0 0 0 0 0 0.02 0 0.00 0.00 0.000 0.26 1.87 0.67 0.00 0.036 0.49 1.87 1.23 0.00 0.073 0.73 1.89 1.71 0.00 0.109 0.96 1.89 2.13 0.00 0.146 1.20 1.91 2.46 0.00 0.183 1.43 1.92 2.80 0.00 0.220 1.67 1.93 3.10 0.00 0.258 1.90 1.94 3.36 0.00 0.296 2.14 1.96 3.61 0.00 0.334 2.37 1.97 3.87 0.00 0.372 2.61 1.98 4.06 0.41 0.402 2.84 1.99 4.14 1.28 0.416 3.08 2.01 4.15 1.86 0.419 3.31 2.02 4.16 1.98 0.420 3.55 2.04 4.16 2.02 0.420 3.78 2.05 4.16 2.04 0.420 4.02 2.07 4.16 2.05 0.421 4.25 2.08 4.16 2.07 0.421 4.49 2.10 4.16 2.09 0.421 4.72 2.11 4.17 2.10 0.421 4.96 2.13 4.17 2.12 0.422 5.19 2.14 4.17 2.13 0.422 5.43 2.17 4.17 2.15 0.422 5.66 2.18 4.17 2.17 0.422 Tract 18824 102-139.13 12/13/11 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 18 FR25 Encompass Associates, Inc. Time Inflow d Qout S Hrs cfs ft cfs ac-ft 5.90 2.21 4.17 2.19 0.423 6.13 2.22 4.17 2.21 0.423 6.37 2.25 4.18 2.23 0.423 6.60 2.26 4.18 2.25 0.423 6.84 2.29 4.18 2.27 0.424 7.07 2.30 4.18 2.29 0.424 7.31 2.33 4.18 2.31 0.424 7.54 2.35 4.18 2.34 0.425 7.78 2.38 4.19 2.36 0.425 8.01 2.40 4.19 2.39 0.425 8.25 2.44 4.19 2.41 0.426 8.48 2.46 4.19 2.44 0.426 8.72 2.50 4.19 2.47 0.427 8.95 2.52 4.20 2.50 0.427 9.19 2.56 4.20 2.53 0.428 9.42 2.58 4.20 2.56 0.428 9.66 2.63 4.21 2.60 0.429 9.89 2.65 4.21 2.63 0.429 10.13 2.70 4.21 2.67 0.430 10.36 2.73 4.21 2.71 0.430 10.60 2.79 4.22 2.75 0.431 10.83 2.82 4.22 2.79 0.432 11.07 2.89 4.23 2.84 0.432 11.30 2.92 4.23 2.89 0.433 11.54 3.00 4.23 2.94 0.434 11.77 3.04 4.24 3.00 0.435 12.01 3.12 4.24 3.06 0.436 12.24 3.14 4.25 3.12 0.436 12.48 3.21 4.25 3.16 0.437 12.71 3.26 4.25 3.22 0.438 12.95 3.39 4.26 3.30 0.440 13.18 3.45 4.27 3.40 0.441 13.42 3.61 4.28 3.50 0.443 13.65 3.69 4.29 3.62 0.444 13.89 3.88 4.30 3.75 0.447 14.12 3.99 4.31 3.90 0.448 14.36 4.26 4.33 4.08 0.452 14.59 4.41 4.34 4.28 0.454 14.83 4.80 4.37 4.54 0.459 15.06 5.04 4.39 4.84 0.463 15.30 5.70 4.44 5.26 0.472 15.53 5.63 4.44 5.58 0.472 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 19 FR25 Encompass Associates, Inc. Time Inflow d Qout S Hrs cfs ft cfs ac-ft 15.77 5.77 4.45 5.68 0.474 16.00 7.94 4.59 6.62 0.500 16.24 28.82 5.86 14.90 0.770 16.47 4.70 4.82 16.39 0.543 16.71 5.33 4.50 8.42 0.483 16.94 4.59 4.39 5.66 0.463 17.175 4.12 4.34 4.62 0.453 17.41 3.78 4.30 4.08 0.447 17.645 3.53 4.28 3.74 0.443 17.88 3.32 4.26 3.49 0.440 18.115 3.16 4.25 3.29 0.437 18.35 3.08 4.24 3.15 0.436 18.585 2.96 4.23 3.04 0.434 18.82 2.85 4.23 2.93 0.433 19.055 2.76 4.22 2.83 0.431 19.29 2.68 4.21 2.74 0.430 19.525 2.60 4.21 2.66 0.429 19.76 2.54 4.20 2.59 0.428 19.995 2.48 4.20 2.52 0.427 20.23 2.42 4.19 2.46 0.426 20.465 2.37 4.19 2.41 0.425 20.7 2.32 4.18 2.36 0.425 20.935 2.27 4.18 2.31 0.424 21.17 2.23 4.18 2.26 0.423 21.405 2.19 4.17 2.22 0.423 21.64 2.16 4.17 2.18 0.422 21.875 2.12 4.17 2.15 0.422 22.11 2.09 4.16 2.11 0.421 22.345 2.06 4.16 2.08 0.421 22.58 2.03 4.16 2.05 0.420 22.815 2.00 4.16 2.02 0.420 23.05 1.97 4.16 1.99 0.419 23.285 1.95 4.15 1.97 0.419 23.52 1.92 4.15 1.94 0.419 23.755 1.90 4.15 1.92 0.418 23.99 1.88 4.15 1.90 0.418 24.225 1.86 4.15 1.87 0.418 24.46 0.00 4.03 1.12 0.396 24.7 0.00 4.01 0.22 0.392 24.94 0.00 4.00 0.05 0.391 25.18 0.00 4.00 0.01 0.391 25.42 0.00 4.00 0.00 0.391 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 20 FR25 Encompass Associates, Inc. Time Inflow d Qout S Hrs cfs ft cfs ac-ft 25.66 0.00 4.00 0.00 0.391 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 21 SUH100 Encompass Associates, Inc. Tract 18824 Basin 2 (Ely) 12/13/11 Small Area Unit Hydrograph Per Chapter J, SBCo Hyd. Man. Storm 100 year I-5min 0.61 I-30min 1.25 I-60min 1.65 -3hr 3.22 I-6hr 4.90 1-24hr 12.00 Ac 12.1 ac TC 13.9 min Calibration fm 0.25 in/hr 0.00424 in/min Y-bar 0.17 Peak Total 36.40 8.2036 0.9 T Q V (hrs) (cfs) (ac-ft) 0 0 0 0.02 0.00 0.0000 0.25 2.64 0.0253 0.48 2.66 0.0760 0.71 2.67 0.1271 0.94 2.69 0.1784 1.17 2.70 0.2299 1.41 2.72 0.2818 1.64 2.73 0.3339 1.87 2.75 0.3863 2.10 2.76 0.4391 2.33 2.78 0.4921 2.56 2.79 0.5455 2.80 2.81 0.5992 3.03 2.83 0.6532 3.26 2.85 0.7075 3.49 2.86 0.7622 3.72 2.89 0.8172 3.95 2.90 0.8726 4.19 2.93 0.9284 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 22 SUH100 Encompass Associates, Inc. T Q V (hrs) (cfs) (ac-ft) 4.42 2.94 0.9846 4.65 2.97 1.0411 4.88 2.98 1.0981 5.11 3.01 1.1555 5.34 3.03 1.2133 5.58 3.06 1.2715 5.81 3.07 1.3302 6.04 3.11 1.3894 6.27 3.12 1.4490 6.50 3.16 1.5091 6.73 3.18 1.5698 6.97 3.21 1.6309 7.20 3.23 1.6926 7.43 3.27 1.7549 7.66 3.29 1.8178 7.89 3.34 1.8812 8.12 3.36 1.9453 8.36 3.41 2.0101 8.59 3.43 2.0755 8.82 3.48 2.1417 9.05 3.51 2.2086 9.28 3.56 2.2762 9.51 3.59 2.3447 9.75 3.65 2.4140 9.98 3.68 2.4842 10.21 3.75 2.5554 10.44 3.78 2.6275 10.67 3.86 2.7006 10.90 3.90 2.7749 11.14 3.98 2.8503 11.37 4.02 2.9269 11.60 4.12 3.0049 11.83 4.17 3.0842 12.06 4.28 3.1651 12.29 4.11 3.2454 12.53 4.21 3.3250 12.76 4.29 3.4064 12.99 4.45 3.4900 13.22 4.53 3.5760 13.45 4.73 3.6646 13.68 4.84 3.7563 13.92 5.09 3.8514 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 23 T Q V (hrs) (cfs) (ac-ft) 14.15 14.38 14.61 14.84 15.07 15.31 15.54 15.77 16.00 16.23 16.46 16.70 16.93 17.16 17.39 17.62 17.85 18.09 18.32 18.55 18.78 19.01 19.24 19.48 19.71 19.94 20.17 20.40 20.63 20.87 21.10 21.33 21.56 21.79 22.02 22.26 22.49 22.72 22.95 23.18 23.41 23.65 5.24 5.58 5.78 6.28 6.60 7.46 7.19 7.54 10.36 36.40 6.14 6.98 6.01 5.40 4.96 4.63 4.36 4.15 4.22 4.07 3.94 3.82 3.71 3.62 3.53 3.45 3.38 3.31 3.25 3.19 3.14 3.09 3.04 3.00 2.95 2.91 2.87 2.84 2.80 2.77 2.74 2.71 3.9503 4.0538 4.1626 4.2781 4.4014 4.5360 4.6761 4.8170 4.9884 5.4360 5.8432 5.9688 6.0932 6.2025 6.3017 6.3935 6.4795 6.5610 6.6411 6.7205 6.7972 6.8715 6.9436 7.0138 7.0823 7.1492 7.2146 7.2787 7.3416 7.4033 7.4640 7.5236 7.5823 7.6401 7.6971 7.7532 7.8087 7.8633 7.9174 7.9707 8.0235 8.0756 SUH100 Encompass Associates, Inc. P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 24 SUH100 Encompass Associates, Inc. T Q V (hrs) (cfs) (ac-ft) 23.88 2.68 8.1272 24.11 2.65 8.1782 24.34 0.00 8.2036 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 25 Set 1 FR100 Encompass Associates, Inc. Basin 2 (Ely) d Q S S-O S+O 0 0.00 0.00 0 0 1 0.00 0.05 0.05 0.05 2 0.00 0.13 0.13 0.13 3 0.00 0.24 0.24 0.24 4 0.00 0.39 0.39 0.39 5 12.76 0.58 0.45 0.7 6 23.89 0.80 0.57 1.03 7 46.52 1.07 0.62 1.52 8 49.14 1.36 0.89 1.83 Time H rs Inflow cfs d ft Qout cfs S ac-ft 36.07 36.40 6.22 20.8 0.86 0 0 0 0 0 0.02 0 0.00 0.00 0.000 0.25 2.64 0.93 0.00 0.051 0.48 2.66 1.61 0.00 0.102 0.71 2.67 2.19 0.00 0.153 0.94 2.69 2.65 0.00 0.204 1.17 2.70 3.09 0.00 0.256 1.41 2.72 3.44 0.00 0.308 1.64 2.73 3.79 0.00 0.360 1.87 2.75 4.07 0.46 0.404 2.10 2.76 4.19 1.65 0.425 2.33 2.78 4.21 2.54 0.430 2.56 2.79 4.22 2.73 0.431 2.80 2.81 4.22 2.79 0.431 3.03 2.83 4.22 2.81 0.432 3.26 2.85 4.22 2.83 0.432 3.49 2.86 4.22 2.85 0.432 3.72 2.89 4.23 2.87 0.433 3.95 2.90 4.23 2.89 0.433 4.19 2.93 4.23 2.91 0.433 4.42 2.94 4.23 2.93 0.433 4.65 2.97 4.23 2.95 0.434 4.88 2.98 4.23 2.97 0.434 5.11 3.01 4.24 2.99 0.434 5.34 3.03 4.24 3.01 0.435 5.58 3.06 4.24 3.04 0.435 Tract 18824 102-139.13 12/13/11 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 26 FR100 Encompass Associates, Inc. Time Inflow d Qout S Hrs cfs ft cfs ac-ft 5.81 3.07 4.24 3.06 0.435 6.04 3.11 4.24 3.08 0.436 6.27 3.12 4.24 3.11 0.436 6.50 3.16 4.25 3.13 0.436 6.73 3.18 4.25 3.16 0.437 6.97 3.21 4.25 3.19 0.437 7.20 3.23 4.25 3.22 0.438 7.43 3.27 4.26 3.25 0.438 7.66 3.29 4.26 3.28 0.438 7.89 3.34 4.26 3.31 0.439 8.12 3.36 4.26 3.34 0.439 8.36 3.41 4.27 3.37 0.440 8.59 3.43 4.27 3.41 0.440 8.82 3.48 4.27 3.45 0.441 9.05 3.51 4.27 3.48 0.442 9.28 3.56 4.28 3.52 0.442 9.51 3.59 4.28 3.57 0.443 9.75 3.65 4.28 3.61 0.444 9.98 3.68 4.29 3.65 0.444 10.21 3.75 4.29 3.70 0.445 10.44 3.78 4.30 3.75 0.446 10.67 3.86 4.30 3.81 0.447 10.90 3.90 4.30 3.86 0.447 11.14 3.98 4.31 3.92 0.448 11.37 4.02 4.31 3.99 0.449 11.60 4.12 4.32 4.05 0.450 11.83 4.17 4.33 4.13 0.451 12.06 4.28 4.33 4.20 0.453 12.29 4.11 4.32 4.20 0.451 12.53 4.21 4.33 4.17 0.452 12.76 4.29 4.33 4.23 0.453 12.99 4.45 4.35 4.34 0.455 13.22 4.53 4.35 4.46 0.456 13.45 4.73 4.37 4.60 0.459 13.68 4.84 4.38 4.75 0.461 13.92 5.09 4.39 4.92 0.464 14.15 5.24 4.41 5.12 0.466 14.38 5.58 4.43 5.35 0.471 14.61 5.78 4.45 5.61 0.474 14.84 6.28 4.48 5.94 0.480 15.07 6.60 4.51 6.34 0.485 15.31 7.46 4.57 6.88 0.496 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 27 1 1 1 1 Time Inflow H rs 15.54 15.77 16.00 16.23 16.46 16.695 16.92667 17.15833 17.39 17.62167 17.85333 18.085 18.31667 18.54833 18.78 19.01167 19.24333 19.475 19.70667 19.93833 20.17 20.40167 20.63333 20.865 21.09667 21.32833 21.56 21.79167 22.02333 22.255 22.48667 22.71833 22.95 23.18167 23.41333 23.645 23.87667 24.10833 24.34 24.57 24.8 25.03 FR100 Encompass Associates, Inc. d Qout S cfs ft cfs ac-ft 7.19 4.56 7.23 0.496 7.54 4.59 7.33 0.499 10.36 4.77 8.61 0.533 36.40 6.22 19.28 0.861 6.14 5.01 20.84 0.579 6.98 4.65 10.56 0.511 6.01 4.51 7.35 0.485 5.40 4.44 6.05 0.473 4.96 4.40 5.36 0.465 4.63 4.37 4.91 0.459 4.36 4.35 4.58 0.455 4.15 4.33 4.32 0.452 4.22 4.33 4.21 0.452 4.07 4.32 4.16 0.450 3.94 4.31 4.04 0.448 3.82 4.30 3.91 0.447 3.71 4.29 3.80 0.445 3.62 4.29 3.69 0.444 3.53 4.28 3.60 0.442 3.45 4.27 3.52 0.441 3.38 4.27 3.44 0.440 3.31 4.26 3.37 0.439 3.25 4.26 3.30 0.438 3.19 4.25 3.24 0.437 3.14 4.25 3.18 0.437 3.09 4.24 3.13 0.436 3.04 4.24 3.08 0.435 3.00 4.24 3.03 0.434 2.95 4.23 2.99 0.434 2.91 4.23 2.94 0.433 2.87 4.23 2.90 0.433 2.84 4.22 2.87 0.432 2.80 4.22 2.83 0.432 2.77 4.22 2.80 0.431 2.74 4.22 2.76 0.431 2.71 4.21 2.73 0.430 2.68 4.21 2.70 0.430 2.65 4.21 2.67 0.429 0.00 4.04 1.61 0.399 0.00 4.01 0.33 0.392 0.00 4.00 0.07 0.391 0.00 4.00 0.01 0.391 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsm 12/20/2011 28 FR100 Encompass Associates, Inc. Time Inflow d Qout S Hrs cfs ft cfs ac-ft 25.26 0.00 4.00 0.00 0.391 25.49 0.00 4.00 0.00 0.391 P:\102-139\013-NorthFontana\Drainage\UHFR-Tr18824-Basin2.xlsnn 12/20/2011 29 TRACT 18824 Drainage Study STREET FLOW DEPTH AND CATCH BASIN SIZING CALCULATIONS Flow depth taken from Rational Method Hydrology where applicable Encompass Associates, Inc. D-1 3/7/2012 [RAINAGE SCHEMATIC TR 18824 1 1 1,6 t 0.7 =' P r { . 102 9slatL •sLNEA 1.1 I OFF -SITE LINE A OFF -SITE LAT3 —50:1 Wa; EXISTING OFF -SITE CHANNEL 20 2, 3 0 1 as , —1, ,, OFF -SITE LINE B 23 OFF -SITE LINE C .L... OFF -SITE LAT 1 J:\102-1 c�. aJ "L OP Li`/o' ENCOMPASS ASSOCIATES, INC. CONSULTING CIVIL ENGINEERS 5699 COUSINS PLACE RANCHO CUCAMONGA, CA 91737 (909) 684-0093 ontanalHydrofogyMap.dwg, 3/7/2012 8:53:44 AM, 1:1.86223 TRACT 18824 Drainage Study **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1584 Analysis prepared by: ENCOMPASS ASSOCIATES, INC. 5699 COUSINS PLACE RANCHO CUCAMONGA CA 91737 www.encompasscivil.com TIME/DATE OF STUDY: 11:23 05/03/2012 Problem Descriptions: Tr 18824 Q25 - check flow depths to TC 40' curb -to -curb - S=0.0275 (Tahan Way) (MAX Q) **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.027500 CONSTANT STREET FLOW DEPTH(FEET) = 0.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.69 HALFSTREET FLOW(CFS) = 19.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.66 5.32 Problem Descriptions: Tr 18824 Q25 - check flow depths to TC 40' curb -to -curb - S=0.0196 (Tahan Way) **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.019600 CONSTANT STREET FLOW(CFS) = 31.81 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 Encompass Associates, Inc. D-2 5/4/2012 TRACT 18824 Drainage Study INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.47 PRODUCT OF DEPTH&VELOCITY = 2.22 Problem Descriptions: Tract 18824 Street Flow and Catch Basin Sizing CB # 5 at Coyote Canyon and Sky View **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 24.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 23.08 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.44 PRODUCT OF DEPTH&VELOCITY = 2.61 Problem Descriptions: Tract 18824 Street Flow and Catch Basin Sizing CB # 5 at Coyote Canyon and Sky View (use W=28') **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. Encompass Associates, Inc. D-3 5/4/2012 TRACT 18824 Drainage Study STREETFLOW(CFS) = 24.20 GUTTER FLOWDEPTH(FEET) = 0.59. BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH 4.20 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 24.50 25.00 25.50 26.00 26.50 27.00 27.50 FLOW INTERCEPTION 3.99 4.25 4.69 5.13 5.56 5.99 6.41 6.84 7.26 7.68 8.10 8.52 8.94 9.35 9.76 10.16 10.56 10.97 11.32 11.65 11.99 12.32 12.65 12.98 13.30 13.63 13.95 14.27 14.58 14.90 15.21 15.52 15.83 16.13 16.43 16.72 17.00 17.28 17.55 17.82 18.07 18.32 18.57 18.81 19.04 19.27 19.50 19.71 Encompass Associates, Inc. D-4 5/4/2012 28.00 28.50 29.00 29.50 30.00 30.50 31.00 31.50 32.00 32.50 33.00 33.50 34.00 34.50 35.00 35.50 36.00 36.50 37.00 37.50 38.00 38.50 39.00 39.50 40.00 40.50 41.00 41.50 41.98 19.93 20.14 20.34 20.54 20.73 20.92 21.10 21.28 21.46 21.63 21.80 21.96 22.12 22.28 22.43 22.58 22.72 22.86 23.00 23.13 23.27 23.39 23.52 23.64 23.76 23.87 23.99 24.10 24.20 TRACT 18824 Drainage Study Problem Descriptions: Tract 18824 Street Flow and Catch Basin Sizing Sky View (Capacity to TC for Q25 check. Q100 bypass from CB5 = 4.4 so OK) **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW DEPTH(FEET) = 0.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.69 HALFSTREET FLOW(CFS) = 8.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.27 Encompass Associates, Inc. D-5 5/4/2012 TRACT 18824 Drainage Study PRODUCT OF DEPTH&VELOCITY = 1.14 Problem Descriptions: Tract 18824 Street Flow and Catch Basin Sizing CB #5 Coyote Canyon (at Sky View) - 25yr **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 19.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.22 PRODUCT OF DEPTH&VELOCITY = 2.31 Problem Descriptions: Tract 18824 Street Flow and Catch Basin Sizing CB # 4 (Cloudcrest) Q=33.4 - Qpipe(19.9) = 13.5 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.030000 CONSTANT STREET FLOW(CFS) = 13.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.25 PRODUCT OF DEPTH&VELOCITY = 2.31 Encompass Associates, Inc. D-6 5/4/2012 TRACT 18824 Drainage Study Problem Descriptions: Tract 18824 Street Flow and Catch Basin Sizing CB # 4 (Cloudcrest) Q=33.4 - Qpipe(19.9) = 13.5: w=7' Qin=4.4 Qco=9.1 *************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 13.50 GUTTER FLOWDEPTH(FEET) = 0.44 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH 3.19 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 FLOW INTERCEPTION 2.07 2.26 2.57 2.87 3.17 3.47 3.76 4.06 4.35 4.65 4.94 5.23 5.52 5.81 6.07 6.32 6.58 6.82 7.05 7.28 7.50 7.73 7.95 8.17 8.39 8.61 8.83 9.04 9.25 9.45 9.65 9.84 10.03 10.21 10.37 10.54 Encompass Associates, Inc. D-7 5/4/2012 21.00 21.50 22.00 22.50 23.00 23.50 24.00 24.50 25.00 25.50 26.00 26.50 27.00 27.50 28.00 28.50 29.00 29.50 30.00 30.50 31.00 31.50 31.90 10.70 10.86 11.01 11.16 11.31 11.46 11.60 11.74 11.87 12.01 12.14 12.26 12.39 12.51 12.63 12.75 12.87 12.98 13.09 13.20 13.31 13.42 13.50 TRACT 18824 Drainage Study Problem Descriptions: Tract 18824 Street Flow and Catch Basin Sizing CB # 3 (Cloudcrest sump) Q=9.1 (use w = 8') **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 9.10 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.26 Problem Descriptions: TR 18824 STREET FLOW DEPTH AND CB SIZING CB # 1&2 at Sump on Tahan Way (Lot 2 & Infilt. Basin) - W=10' Qin=20.1 **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. Encompass Associates, Inc. D-8 5/4/2012 TRACT 18824 Drainage Study BASIN INFLOW(CFS) = 20.10 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 9.41 Problem Descriptions: TR 18824 STREET FLOW DEPTH AND CB SIZING CB at Lot 45: U/S End of Line D - W=7' Qin=8.5 **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 8.50 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.02 Problem Descriptions: TR 18824 STREET FLOW DEPTH AND CB SIZING CB at Lot 52: D/S End of Line D - W=4' Qin=6.2 **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 6.20 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.66 Problem Descriptions: TR 18824 STREET FLOW DEPTH AND CB SIZING CB at Lot 66: Line C - W=10' Qin=17.7 **************************************************************************** Encompass Associates, Inc. D-9 5/4/2012 TRACT 18824 Drainage Study »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 17.70 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 8.28 Problem Descriptions: Tr 18824 STREET FLOW DEPTH AND CB SIZING St Flow for W/S Coyote Canyon **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.013000 CONSTANT STREET FLOW(CFS) = 2.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.51 PRODUCT OF DEPTH&VELOCITY = 0.79 Problem Descriptions: Tr 18824 STREET FLOW DEPTH AND CB SIZING St Flow for W/S Coyote Canyon (use Wmin=10') **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.50 Encompass Associates, Inc. D-10 5/4/2012 TRACT 18824 Drainage Study GUTTER FLOWDEPTH(FEET) = 0.31 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH 0.85 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 8.54 FLOW INTERCEPTION 0.35 0.41 0.60 0.79 0.98 1.17 1.32 1.47 1.62 1.76 1.88 1.99 2.09 2.20 2.30 2.40 2.49 2.50 Problem Descriptions: Tr 18824 STREET FLOW DEPTH AND CB SIZING St Flow for E/S Coyote Canyon ****************************************************•************************ »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.013000 CONSTANT STREET FLOW(CFS) = 4.70 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.42 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.83 PRODUCT OF DEPTH&VELOCITY = 1.06 Problem Descriptions: Tr 18824 Encompass Associates, Inc. D-11 5/4/2012 TRACT 18824 Drainage Study STREET FLOW DEPTH AND CB SIZING St Flow for E/S Coyote Canyon (use W=14')O.S. CB #2 **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.70 GUTTER FLOWDEPTH(FEET) = 0.37 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH 1.33 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.33 FLOW INTERCEPTION 0.69 0.77 1.01 1.25 1.49 1.73 1.96 2.18 2.38 2.57 2.75 2.93 3..11 3.27 3.44 3.58 3.71 3.84 3.96 4.08 4.20 4.31 4.42 4.53 4.63 4.70 Problem Descriptions: Tr 18824 STREET FLOW DEPTH AND CB SIZING St Flow for N/S Duncan Canyon - O.S. CB #1 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.028600 CONSTANT STREET FLOW(CFS) = 2.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 Encompass Associates, Inc. D-12 5/4/2012 TRACT 18824 Drainage Study CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26 PRODUCT OF DEPTH&VELOCITY = 0.95 Problem Descriptions: Tr 18824 STREET FLOW DEPTH AND CB SIZING St Flow for N/S Duncan Canyon - O.S. CB #1 W=10' **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.60 GUTTER FLOWDEPTH(FEET) = 0.29 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH 0.95 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 FLOW INTERCEPTION 0.36 0.38 0.56 0.74 0.91 1.09 1.25 1.40 1.53 1.67 1.80 1.92 2.02 2.12 2.22 2.32 2.41 2.50 Encompass Associates, Inc. D-13 5/4/2012 TRACT 18824 Drainage Study 9.50 2.59 9.53 2.60 Problem Descriptions: Tract 18824 Street Flow depth and Catch Basin Sizing Duncan Canyon - Offsite at westerly street (0.S. CB#4) W=14' **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.027000 CONSTANT STREET FLOW(CFS) = 3.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.55 PRODUCT OF DEPTH&VELOCITY = 1.11 Problem Descriptions: Tract 18824 Street Flow depth and Catch Basin Sizing Duncan Canyon - Offsite at westerly street (O.S. CB#4) **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 3.50 GUTTER FLOWDEPTH(FEET) = 0.31 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH 1.20 1.50 2.00 2.50 FLOW INTERCEPTION 0.49 0.61 0.80 0.99 Encompass Associates, Inc. D-14 5/4/2012 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 11.96 1.19 1.38 1.56 1.73 1.88 2.03 2.18 2.32 2.46 2.58 2.69 2.80 2.91 3.01 3.12 3.22 3.31 3.41 3.50 TRACT 18824 Drainage Study Encompass Associates, Inc. D-15 5/4/2012 TRACT 18824 Drainage Study PIPE HYDRAULIC CALCULATIONS • Off -Site • On -Site Encompass Associates, Inc. H-1 5/18/2012 MI WM OM I M- OM M M i I MN M M M ME M M I TRACT 18824 Drainage Study Off -Site Line A (Out of westerly Basin, #1) & Lateral A-1 Line B (Out of easterly Basin, #2) & Lateral 1 Line C (Lytle Creek, into Basin #2) & Lateral 2 H-2 5/18/2012 SS M 1 S EN M 1 it M s--- N-- r UN INN [TITLE] TRACT 18824 Q100 DISCHARGE OUT OF WESTERLY BASIN O/S LINE A [REPORT] COMPOSITE_ONLY [NETWORK] **TYPE NAME ** Outlet "No 1" Reach "Linkl" Reach "Link2" Reach "No 3" Reach "No 4" Join "DN3" Reach "No 5" WallEntrance "No 6" Headwork "No 7" **BRANCH DEFINITIONS "DN3_LATERAL A-1" Join "DN3" Reach "Linkll" WallEntrance "Node8" Headwork "Node9" [OUTLET] **NAME ** ** .No 1" 0 STATION INVERT GROUND CHANNEL WATER SURFACE ELEV ELEV ID ELEV (opt.) 1000 1675.5 0 "Channel 1" 1679.5 [HEADWORK] **NAME INVERT GROUND CHANNEL FLOW WATER SURFACE ** ELEV ELEV ID ELEV (opt.) ** "No 7" 1677 0 "Channel 2" 47.3 0 "Node9" 1684.7 0 "Channel 2" 3.5 1684.7 [WALLENTRANCE] **NAME INVERT GROUND CHANNEL LOSS ** ELEV ELEV ID COEFFICIENT(opt.) ** "No 6" 1677 0 "Channel 2"0.5 "Node8" 1684.7 0 "Channel 2"0.5 [WALLEXIT] **NAME ** ** INVERT GROUND CHANNEL LOSS ELEV ELEV ID COEFFICIENT(opt.) [BRIDGEENTRANCE] **NAME INVERT GROUND CHANNEL REDUCTION ** ELEV ELEV ID FACTOR(opt.) ** Encompass Associates, Inc. H-3 5/18/2012 TRACT 18824 Drainage Study 11111 B— r S— N i N MI— ER all NM EN 1 N i 11111 [BRIDGEEXIT] **NAME INVERT GROUND CHANNEL REDUCTION ** ELEV ELEV ID FACTOR(opt.) ** [JOIN] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE ** ELEV ELEV ID ' BRANCHES ANGLE ** "DN3" 1676.6 0 "Channel 1" 0 0 1 "DN3_LATERAL A-1" 1677.95 "Channel 3" 76 [JUNCTION] **Name INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE FLOW ** ELEV ELEV ID LATERALS ANGLE ** [TRANSITION] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n ** ELEV ELEV ID ** [REACH] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n CURVE ANGLE NUMBER ** ELEV ELEV ID (opt) POINT(opt) MANHOLES(opt) "No 3" 1676.37 0 "Channel 1" 100.97 0.013 0 0 0 "No 4" 1676.6 0 "Channel 1" 33.29 0.013 -45 0 0 "No 5" 1677 0 "Channel 1" 52.19 0.013 0 0 0 "Link2" 1675.64 0 "Channel 1" 17.13 0.013 45 0 0 "Linkl" 1675.51 0 "Channel 1" 1.93 0.013 0 0 0 "Link11" 1684.7 0 "Channel 3" 46.82 0.013 0 0 0 [CHANNEL] **REGULAR TYPES 1-4 **ID TYPE HEIGHT WIDTH LEFT RIGHT NUMBER AVG PIER INVERT ** SLOPE SLOPE PIERS WIDTH CROSS FALL ** "Channel 1" 4 3 3 "Channel 2" 2 3.66 4 0 0 0 "Channel 3" 4 2 2 **IRREGULAR TYPES 5-6 **ID TYPE NUMBER AVG PIER PIER1 PIER2 PIER3 PIER4 PIERS PIER6 PIER? PIERS PIER9 PIER10 ** PIERS WIDTH ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ** [POINT] **ID ** TRACT 18824 Drainage Study XCOORD YCOORD ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 1.3 06/09/2010 XP Software www.xpsoftware.com Encompass Associates, Inc. H-4 5/18/2012 NM i - i - MN 1 MI NB M NM E MN NE N I M I 111111 TRACT 18824 Drainage Study ************************************* INPUT FILE ************************************* P:\102-139\013-NorthFontana\Drainage\Pipe0utWlyBasin.wsx Computed 03/12/12 10:13:42 TITLE INFORMATION ************************************* TRACT 18824 Q100 DISCHARGE OUT OF WESTERLY BASIN 0/S LINE A 0 WARNING SUMMARY ************************************* WARNING 48: Manning's n for pipe flow of element DN3 not in recommended range 0.010 - 0.015. WARNING 36: D/S processing stopped in junction DN3 because critical momentum is greater than maximum momentum. WARNING 50: Upstream processing: Water depth exceeds maximum open channel width for element No 6. Vertical walls used for processing. RESULTS ************************************* Main Line Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "No 1" Outlet 1000.00 1675.50 0.00 *1679.500 4.000 50.80 7.19 0.80 1680.30 0.000 2.319 0.000 0.00000 0.000 Pipe "Linkl" Reach 1001.93 1675.51 0.00 *1679.511 4.001 50.80 7.19 0.80 1680.31 0.000 2.319 0.000 0.00518 2.658 Pipe "Link2" Reach 1019.06 1675.64 0.00 *1679.724 4.084 50.80 7.19 0.80 1680.53 0.000 2.319 0.000 0.00759 2.173 Pipe "No 3" Reach 1120.03 1676.37 0.00 *1680.310 3.940 50.80 7.19 0.80 1681.11 0.000 2.319 0.000 0.00723 2.216 Pipe "No 4" Reach 1153.32 1676.60 0.00 *1680.616 4.016 50.80 7.19 0.80 1681.42 0.000 2.319 0.000 0.00691 2.259 Pipe "DN3" Join 1153.32 1676.60 0.00 *1680.826 4.226 47.30 6.69 0.70 1681.52 0.000 2.240 0.000 0.00000 0.000 Pipe "No 5" Reach 1205.51 1677.00 0.00 *1681.088 4.088 47.30 6.69 0.70 1681.78 0.000 2.240 0.000 0.00766 2.048 Pipe "No 6" WallEnt 1205.51 1677.00 0.00 *1681.888 4.888 47.30 2.42 0.09 1681.98 0.000 1.632 0.000 0.00000 0.000 Rect.open "No 7" Headwrk 1205.51 1677.00 0.00 *1681.888 4.888 47.30. 2.42 0.09 1681.98 0.000 1.632 0.000 0.00000 0.000 Rect.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches DN3 LATERAL A-1 Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAT FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "Outlet/D" Outlet 1153.32 1677.95 0.00 HYDRAULIC JUMP at 1163.26 of length 0.05 Encompass Associates, Inc. *1680.721 2.771 3.50 1.11 0.02 1680.74 0.000 0.654 0.000 H-5 5/18/2012 0.00000 0.000 Pipe MINI NE SIN INN NM INS In NM 111111 BIN INN OM 11111 111111 MN NM NM NEI TRACT 18824 Drainage Study "i.p." 1158.68 1678.72 0.00 *1680.722 2.000 3.50 1.11 0.02 1680.74 0.000 0.654 0.019 0.14417 0.275 Pipe "i.p." 1159.95 1678.91 0.00 *1680.720 1.815 3.50 1.17 0.02 1680.74 0.000 0.654 0.128 0.14417 0.275 Pipe "i.p." 1160.68 1679.01 0.00 *1680.718 1.707 3.50 1.23 0.02 1680.74 0.000 0.654 0.152 0.14417 0.275 Pipe "i.p." 1161.28 1679.10 0.00 *1680.716 1.618 3.50 1.29 0.03 1680.74 0.000 0.654 0.172 0.14417 0.275 Pipe "i.p." 1161.81 1679.17 0.00 *1680.714 1.540 3.50 1.35 0.03 1680.74 0.000 0.654 0.191 0.14417 0.275 Pipe "i.p." 1162.27 1679.24 0.00 *1680.711 1.470 3.50 1.41 0.03 1680.74 0.000 0.654 0.210 0.14417 0.275 Pipe "i.p." 1162.70 1679.30 0.00 *1680.708 1.406 3.50 1.48 0.03 1680.74 0.000 0.654 0.230 0.14417 0.275 Pipe "i.p." 1163.09 1679.36 0.00 *1680.705 1.347 3.50 1.56 0.04 1680.74 0.000 0.654 0.250 0.14417 0.275 Pipe "i.p." 1163.26 1679.38 0.00 *1680.704 1.320 3.50 1.59 0.04 1680.74 0.000 0.654 0.260 0.14417 0.275 Pipe "i.p." 1163.26 1679.38 0.00 *1679.665 0.281 3.50 13.00 2.63 1682.29 0.000 0.654 5.209 0.14417 0.275 Pipe "i.p." 1166.60 1679.86 0.00 *1680.147 0.283 3.50 12.92 2.59 1682.74 0.000 0.654 5.164 0.14417 0.275 Pipe "i.p." 1176.60 1681.31 0.00 *1681.599 0.292 3.50 12.32 2.36 1683.96 0.000 0.654 4.841 0.14417 0.275 Pipe "i.p." 1181.98 1682.08 0.00 *1682.384 0.302 3.50 11.75 2.14 1684.53 0.000 0.654 4.537 0.14417 0.275 Pipe "i.p." 1185.57 1682.60 0.00 *1682.911 0.312 3.50 11.20 1.95 1684.86 0.000 0.654 4.253 0.14417 0.275 Pipe "i.p." 1188.20 1682.98 0.00 *1683.301 0.322 3.50 10.68 1.77 1685.07 0.000 0.654 3.986 0.14417 0.275 Pipe "i.p." 1190.24 1683.27 0.00 *1683.606 0.333 3.50 10.18 1.61 1685.22 0.000 0.654 3.736 0.14417 0.275 Pipe "i.p." 1191.88 1683.51 0.00 *1683.853 0.344 3.50 9.71 1.46 1685.32 0.000 0.654 3.501 0.14417 0.275 Pipe "i.p." 1193.22 1683.70 0.00 - *1684.059 0.356 3.50 9.26 1.33 1685.39 0.000 0.654 3.281 0.14417 0.275 Pipe "i.p." 1194.35 1683.86 0.00 *1684.233 0.368 3.50 8.83 1.21 1685.44 0.000 0.654 3.074 0.14417 0.275 Pipe "i.p." 1195.29 1684.00 0.00 *1684.381 0.380 3.50 8.41 1.10 1685.48 0.000 0.654 2.880 0.14417 0.275 Pipe "i.p." 1196.10 1684.12 0.00 *1684.510 0.393 3.50 8.02 1.00 1685.51 0.000 0.654 2.699 0.14417 0.275 Pipe "i.p." 1196.78 1684.22 0.00 *1684.623 0.406 3.50 7.65 0.91 1685.53 0.000 0.654 2.528 0.14417 0.275 Pipe "i.p." 1197.37 1684.30 0.00 *1684.721 0.420 3.50 7.29 0.83 1685.55 0.000 0.654 2.368 0.14417 0.275 Pipe "i.p." 1197.88 1684.37 0.00 *1684.809 0.434 3.50 6.95 0.75 1685.56 0.000 0.654 2.218 0.14417 0.275 Pipe "i.p." 1198.31 1684.44 0.00 *1684.886 0.449 3.50 6.63 0.68 1685.57 0.000 0.654 2.078 0.14417 0.275 Pipe "i.p." 1198.69 1684.49 0.00 *1684.955 0.465 3.50 6.32 0.62 1685.58 0.000 0.654 1.946 0.14417 0.275 Pipe "i.p.. 1199.00 1684.54 0.00 *1685.016 0.480 3.50 6.03 0.56 1685.58 0.000 0.654 1.822 0.14417 0.275 Pipe "i.p." 1199.27 1684.57 0.00 *1685.071 0.497 3.50 5.75 0.51 1685.58 0.000 0.654 1.706 0.14417 0.275 Pipe "i.p." 1199.49 1684.61 0.00 *1685.121 0.514 3.50 5.48 0.47 1685.59 0.000 0.654 1.598 0.14417 0.275 Pipe "i.p." 1199.68 1684.63 0.00 *1685.165 0.532 3.50 5.22 0.42 1685.59 0.000 0.654 1.495 0.14417 0.275 Pipe "i.p.. 1199.83 1684.65 0.00 *1685.205 0.550 3.50 4.98 0.39 1685.59 0.000 0.654 1.400 0.14417 0.275 Pipe "i.p." 1199.94 1684.67 0.00 *1685.241 0.569 3.50 4.75 0.35 1685.59 0.000 0.654 1.310 0.14417 0.275 Pipe "i.p." 1200.03 1684.68 0.00 *1685.274 0.589 3.50 4.53 0.32 1685.59 0.000 0.654 1.226 0.14417 0.275 Pipe "i.p." 1200.09 1684.69 0.00 *1685.303 0.610 3.50 4.32 0.29 1685.59 0.000 0.654 1.147 0.14417 0.275 Pipe "i.p." 1200.13 1684.70 0.00 *1685.329 0.631 3.50 4.12 0.26 1685.59 0.000 0.654 1.073 0.14417 0.275 Pipe "Linkll" Reach 1200.14 1684.70 0.00 *1685.353 0.653 3.50 3.93 0.24 1685.59 0.000 0.654 1.003 0.14417 0.275 Pipe "Node8" WallEnt 1200.14 1684.70 0.00 *1685.676 0.976 3.50 0.90 0.01 1685.69 0.000 0.288 0.000 0.00000 0.000 Rect.open "Node9" Headwrk 1200.14 1684.70 0.00 *1685.676 0.976 3.50 0.90 0.01 1685.69 0.000 0.288 0.000 0.00000 0.000 Rect.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches[TITLE] TRACT 18824 0 Q100 DISCHARGE OUT OF EASTERLY BASIN WS CONTROL = NORMAL DEPTH IN EX PIPE -2.2 [REPORT] COMPOSITE_ONLY [NETWORK] **TYPE NAME ** Outlet "No 1" Reach "No 2" Reach "No 3" Reach "No 4" Join "Node6" Reach "Link6" WallEntrance "No 5" Headwork "No 6" Encompass Associates, Inc. H-6 5/18/2012 NM M M MIN - IIIIII MEI OM INN I **BRANCH DEFINITIONS "Node6_LAT 1" Join "Node6" Reach "Link8" WallEntrance "Node8" Headwork "Node9" [OUTLET] **NAME ** ** "No 1" STATION INVERT GROUND CHANNEL WATER SURFACE ELEV ELEV ID ELEV (opt.) 1000 1691.6 0 "Channel 1" 1693.8 [HEADWORK] **NAME INVERT GROUND CHANNEL FLOW WATER SURFACE ** ELEV ELEV ID ELEV (opt.) ** "No 6" 1696 0 "Channel 2" 24.2 0 "Node9" 1699.58 0 "Channel 2" 2.6 0 [WALLENTRANCE] **NAME INVERT GROUND CHANNEL LOSS ** ELEV ELEV ID COEFFICIENT(opt.) ** "No 5" 1696 0 "Channel 2.0.5 "Node8" 1699.58 0 "Channel 2"0.5 [WALLEXIT] **NAME ** ** INVERT GROUND CHANNEL LOSS ELEV ELEV ID COEFFICIENT(opt.) [BRIDGEENTRANCE] **NAME INVERT GROUND CHANNEL REDUCTION ** ELEV ELEV ID FACTOR(opt.) ** [BRIDGEEXIT] **NAME INVERT GROUND CHANNEL REDUCTION ** ELEV ELEV ID FACTOR(opt.) ** [JOIN] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE ** ELEV ELEV ID BRANCHES ANGLE ** "Node6" 1692.96 0 "Channel 1" 0 0 1 "Node6 LAT 1" 1693.41 "Channel 3" 60 [JUNCTION] **Name INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE FLOW ** ELEV ELEV ID LATERALS ANGLE ** [TRANSITION] Encompass Associates, Inc. H-7 5/18/2012 TRACT 18824 Drainage Study I NMI E MI NM NM I NMI M MI IMO I MN I **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n ** ELEV ELEV ID ** [REACH] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n CURVE ANGLE NUMBER ** ELEV ELEV ID - (opt) POINT(opt) MANHOLES(opt) ** "No 2" 1691.73 0 "Channel 1" 6.85 0.013 0 0 0 "No 3" 1692.39 0 "Channel 1" 33.62 0.013 85.61 0 0 "No 4" 1692.88 0 "Channel 1" 25.53 0.013 0 0 0 "Link6" 1696 0 "Channel 1" 160.33 0.013 0 0 0 "Link8" 1699.58 0 "Channel 3" 55.23 0.013 0 0 0 [CHANNEL] **REGULAR TYPES 1-4 **ID TYPE HEIGHT WIDTH LEFT RIGHT NUMBER AVG PIER INVERT ** SLOPE SLOPE PIERS WIDTH CROSS FALL ** "Channel 1" 4 2 2 "Channel 2" 2 3.66 4 0 0 0 "Channel 3" 4 2 2 **IRREGULAR TYPES 5-6 **ID TYPE NUMBER AVG PIER PIER1 PIER2 PIER3 PIER4 PIERS PIERS PIER? PIERS PIER9 PIER10 ** PIERS WIDTH ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ** TRACT 18824 Drainage Study [POINT] **ID XCOORD YCOORD ** ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 1.3 06/09/2010 XP Software www.xpsoftware.com ************************************* INPUT FILE ************************************* P:\102-139\013-NorthFontana\Drainage\PipeOutElyBasin.wsx Computed 01/17/12 12:57:06 TITLE INFORMATION ************************************* TRACT 18824 Q100 DISCHARGE OUT OF EASTERLY BASIN 0/S LINE B WS CONTROL = NORMAL DEPTH IN EX PIPE -2.2 0 WARNING SUMMARY ************************************* WARNING 48: Manning's n for pipe flow of element Node6 not in recommended range 0.010 - 0.015. WARNING 25: Link type element No 4 has different invert elevation than its upstream node. WARNING 36: D/S processing stopped in junction Node6 because critical momentum is greater than maximum momentum. RESULTS ************************************* Encompass Associates, Inc. H-8 5/18/2012 NE MN INN INN NE NM EN NM NEI INN MIN NM 11111� TRACT 18824 Drainage Study Main Line Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "No 1" Outlet 1000.00 1691.60 0.00 *1693.800 2.200 26.80 8.53 1.13 1694.93 0.000 1.804 0.000 0.00000 0.000 Pipe "No 2" Reach 1006.85 1691.73 0.00 *1693.896 2.166 26.80 8.53 1.13 1695.03 0.000 1.804 0.000 0.01898 1.429 Pipe "No 3" Reach 1040.47 1692.39 0.00 *1694.588 2.198 26.80 8.53 1.13 1695.72 0.000 1.804 0.000 0.01963 1.411 Pipe "No 4" Reach 1066.00 1692.88 0.00 *1694.947 2.067 26.80 8.53 1.13 1696.08 0.000 1.804 0.000 0.01919 1.423 Pipe "Node6" Join 1066.00 1692.96 0.00 *1695.353 2.393 24.20 7.70 0.92 1696.27 0.000 1.741 0.000 0.00000 0.000 Pipe HYDRAULIC JUMP at 1097.01 of length 0.05 "i.p." 1097.01 1693.55 0.00 *1695.708 2.160 24.20 7.70 0.92 1696.63 0.000 1.741 0.000 0.01896 1.325 Pipe "i.p." 1097.01 1693.55 0.00 *1694.890 • 1.342 24.20 10.80 1.81 1696.70 0.000 1.741 1.742 0.01896 1.325 Pipe "i.p." 1151.15 1694.57 0.00 *1695.940 1.366 24.20 10.59 1.74 1697.68 0.000 1.741 1.683 0.01896 1.325 Pipe "i.p." 1190.54 1695.32 0.00 *1696.748 1.427 24.20 10.09 1.58 1698.33 0.000 1.741 1.545 0.01896 1.325 Pipe "i.p." 1208.97 1695.67 0.00 *1697.163 1.493 24.20 9.62 1.44 1698.60 0.000 1.741 1.411 0.01896 1.325 Pipe "i.p." 1219.16 1695.86 0.00 *1697.429 1.565 24.20 9.18 1.31 1698.74 0.000 1.741 1.279 0.01896 1.325 Pipe "i.p." 1224.56 1695.97 0.00 *1697.612 1.646 24.20 8.75 1.19 1698.80 0.000 1.741 1.145 0.01896 1.325 Pipe "Link6" Reach 1226.33 1696.00 0.00 *1697.740 1.740 24.20 8.34 1.08 1698.82 0.000 1.741 1.001 0.01896 1.325 Pipe "No 5" WallEnt 1226.33 1696.00 0.00 *1699.658 3.658 24.20 1.65 0.04 1699.70 0.000 1.044 0.000 0.00000 0.000 Rect.open "No 6" Headwrk 1226.33 1696.00 0.00 *1699.658 3.658 24.20 1.65 0.04 1699.70 0.000 1.044 0.000 0.00000 0.000 Rect.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches Node6_LAT 1 Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAT FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "Outlet/N" Outlet 1066.00 1693.41 0.00 *1695.190 1.780 2.60 0.88 0.01 1695.20 0.000 0.561 0.000 0.00000 0.000 Pipe HYDRAULIC JUMP at 1072.05 of length 0.04 "i.p." 1066.89 1693.51 0.00 *1695.189 1.679 2.60 0.92 0.01 1695.20 0.000 0.561 0.117 0.11171 0.254 Pipe "i.p." 1067.64 1693.59 0.00 *1695.188 1.594 2.60 0.97 0.01 1695.20 0.000 0.561 0.132 0.11171 0.254 Pipe "i.p." 1068.30 1693.67 0.00 *1695.186 1.519 2.60 1.02 0.02 1695.20 0.000 0.561 0.146 0.11171 0.254 Pipe "i.p." 1068.90 1693.73 0.00 *1695.185 1.451 2.60 1.07 0.02 1695.20 0.000 0.561 0.161 0.11171 0.254 - Pipe "i.p." 1069.44 1693.79 0.00 *1695.183 1.388 2.60 1.12 0.02 1695.20 0.000 0.561 0.175 0.11171 0.254 Pipe "i.p." 1069.95 1693.85 0.00 *1695.181 1.330 2.60 1.17 0.02 1695.20 0.000 0.561 0.190 0.11171 0.254 Pipe "i.p." 1070.42 1693.90 0.00 *1695.179 1.276 2.60 1.23 0.02 1695.20 0.000 0.561 0.206 0.11171 0.254 Pipe "i.p." 1070.85 1693.95 0.00 *1695.177 1.225 2.60 1.29 0.03 1695.20 0.000 0.561 0.223 0.11171 0.254 Pipe "i.p." 1071.26 1694.00 0.00 *1695.175 1.177 2.60 1.35 0.03 1695.20 0.000 0.561 0.241 0.11171 0.254 Pipe "i.p." 1071.64 1694.04 0.00 *1695.172 1.132 2.60 1.42 0.03 1695.20 0.000 0.561 0.260 0.11171 0.254 Pipe "i.p." 1072.00 1694.08 0.00 *1695.169 1.089 2.60 1.49 0.03 1695.20 0.000 0.561 0.280 0.11171 0.254 Pipe "i.p." 1072.05 1694.09 0.00 *1695.169 1.083 2.60 1.50 0.03 1695.20 0.000 0.561 0.283 0.11171 0.254 Pipe "i.p." 1072.05 1694.09 0.00 *1694.340 0.255 2.60 11.16 1.93 1696.27 0.000 0.561 4.703 0.11171 0.254 Pipe "i.p." 1092.30 1696.35 0.00 *1696.608 0.261 2.60 10.80 1.81 1698.42 0.000 0.561 4.500 0.11171 0.254 Pipe Encompass Associates, Inc. H-9 5/18/2012 NM EN all MI NMI 11111 111111 NM 111111 NM � TRACT 18824 Drainage Study "i.p." 1101.03 1697.32 0.00 *1697.593 0.269 2.60 10.30 1.65 1699.24 0.000 0.561 4.219 0.11171 0.254 Pipe "i.p." 1105.75 1697.85 0.00 *1698.129 0.278 2.60 9.82 1.50 1699.63 0.000 0.561 3.955 0.11171 0.254 Pipe "i.p." 1108.91 1698.20 0.00 *1698.491 0.287 2.60 9.36 1.36 1699.85 0.000 0.561 3.707 0.11171 0.254 Pipe "i.p." 1111.22 1698.46 0.00 *1698.759 0.297 2.60 8.92 1.24 1700.00 0.000 0.561 3.475 0.11171 0.254 Pipe "i.p." 1113.01 1698.66 0.00 *1698.969 0.307 2.60 8.51 1.12 1700.09 0.000 0.561 3.257 0.11171 0.254 Pipe "i.p." 1114.45 1698.82 0.00 *1699.140 0.317 2.60 8.11 1.02 1700.16 0.000 0.561 3.053 0.11171 0.254 Pipe "i.p." 1115.62 1698.95 0.00 *1699.281 0.328 2.60 7.74 0.93 1700.21 0.000 0.561 2.861 0.11171 0.254 Pipe "i.p." 1116.59 1699.06 0.00 *1699.401 0.339 2.60 7.38 0.84 1700.25 0.000 0.561 2.681 0.11171 0.254 Pipe "i.p." 1117.41 1699.15 0.00 *1699.504 0.350 2.60 7.03 0.77 1700.27 0.000 0.561 2.513 0.11171 0.254 Pipe "i.p." 1118.10 1699.23 0.00 *1699.593 0.362 2.60 6.70 0.70 1700.29 0.000 0.561 2.355 0.11171 0.254 Pipe "i.p." 1118.69 1699.30 0.00 *1699.670 0.374 2.60 6.39 0.63 1700.30 0.000 0.561 2.206 0.11171 0.254 Pipe "i.p." 1119.18 1699.35 0.00 *1699.738 0.387 2.60 6.10 0.58 1700.32 0.000 0.561 2.067 0.11171 0.254 Pipe "i.p." 1119.61 1699.40 0.00 *1699.799 0.400 2.60 5.81 0.52 1700.32 0.000 0.561 1.937 0.11171 0.254 Pipe "i.p." 1119.96 1699.44 0.00 *1699.852 0.414 2.60 5.54 0.48 1700.33 0.000 0.561 1.814 0.11171 0.254 Pipe "i.p." 1120.26 1699.47 0.00 *1699.900 0.428 2.60 5.28 0.43 1700.33 0.000 0.561 1.700 0.11171 0.254 Pipe "i.p." 1120.51 1699.50 0.00 *1699.942 0.442 2.60 5.04 0.39 1700.34 0.000 0.561 1.592 0.11171 0.254 Pipe "i.p." 1120.72 1699.52 0.00 *1699.980 0.457 2.60 4.80 0.36 1700.34 0.000 0.561 1.491 0.11171 0.254 Pipe "i.p." 1120.88 1699.54 0.00 *1700.014 0.473 2.60 4.58 0.33 1700.34 0.000 0.561 1.396 0.11171 0.254 Pipe "i.p." 1121.01 1699.56 0.00 *1700.045 0.489 2.60 4.37 0.30 1700.34 0.000 0.561 1.308 0.11171 0.254 Pipe "i.p." 1121.11 1699.57 0.00 *1700.073 0.506 2.60 4.16 0.27 1700.34 0.000 0.561 1.224 0.11171 0.254 Pipe "i.p." 1121.18 1699.57 0.00 *1700.097 0.523 2.60 3.97 0.24 1700.34 0.000 0.561 1.146 0.11171 0.254 Pipe "i.p." 1121.22 1699.58 0.00 *1700.120 0.542 2.60 3.78 0.22 1700.34 0.000 0.561 1.073 0.11171 0.254 Pipe "Link8" Reach 1121.23 1699.58 0.00 *1700.140 0.560 2.60 3.61 0.20 1700.34 0.000 0.561 - 1.004 0.11171 0.254 Pipe "Node8" WallEnt 1121.23 1699.58 0.00 *1700.415 0.835 2.60 0.78 0.01 1700.42 0.000 0.236 0.000 0.00000 0.000 Rect.open "Node9" Headwrk 1121.23 1699.58 0.00 *1700.415 0.835 2.60 0.78 0.01 1700.42 0.000 0.236 0.000 0.00000 0.000 Rect.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches[TITLE] TRACT 18824 0 STORM AND CBs IN COYOTE CANYON TO EASTERLY BASIN LINE C - WS CONTROL = BASIN @ 7 [REPORT] COMPOSITE_ONLY [NETWORK] **TYPE - NAME ** Outlet .No 1" Reach "No 2" Reach "No 3" Reach "No 4" Junction "No 5" Reach .No 6" Reach "No 7" WallEntrance "No 8" Headwork "No 9" **BRANCH DEFINITIONS [OUTLET] **NAME STATION INVERT GROUND CHANNEL WATER SURFACE ** ELEV ELEV ID ELEV (opt.) ** "No 1" 1009.5 1698.1 0 "Channel 1" 1703 [HEADWORK] **NAME INVERT GROUND CHANNEL FLOW WATER SURFACE ** ELEV ELEV ID ELEV (opt.) Encompass Associates, Inc. H-10 5/18/2012 INN MINI INN MIN = 1 I OM NM =I INN "No 9" 1700.08 0 "Channel 2" 4.7 1700.08 [WALLENTRANCE] **NAME INVERT GROUND CHANNEL LOSS , ** ELEV ELEV ID COEFFICIENT(opt.) ■* "No 8" 1700.08 0 "Channel 2"0.5 [WALLEXIT] **NAME ** ** INVERT GROUND CHANNEL LOSS ELEV ELEV ID COEFFICIENT(opt.) [BRIDGEENTRANCE] **NAME INVERT GROUND CHANNEL REDUCTION ** ELEV ELEV ID FACTOR(opt.) ** [BRIDGEEXIT] **NAME INVERT GROUND CHANNEL REDUCTION ** ELEV ELEV ID FACTOR(opt.) ** [JOIN] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE ** ELEV ELEV ID BRANCHES ANGLE ** [JUNCTION] **Name INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE FLOW ** ELEV ELEV ID LATERALS ANGLE ** "No 5" 1698.94 0 "Channel 1" 4.67 0.013 1 "No 5_Laterall" 1698.92 "Channel 1" 90 2.5 [TRANSITION] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n ** ELEV ELEV ID ** [REACH] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n CURVE ANGLE NUMBER ** ELEV ELEV ID (opt) POINT(opt) MANHOLES(opt) ** "No 2" 1698.48 0 "Channel 1" 37.98 0.013 0 0 0 "No 3" - 1698.72 0 "Channel 1" 23.56 0.013 60 0 0 "No 4" 1698.91 0 "Channel 1" 19.57 0.013 0 0 0 "No 6" 1699.47 0 "Channel 1" 15.33 0.013 45 0 0 "No 7" 1700.08 0 "Channel 1" 17.84 0.013 0 0 0 [CHANNEL] **REGULAR TYPES 1-4 **ID TYPE HEIGHT WIDTH LEFT RIGHT NUMBER AVG PIER INVERT ** SLOPE SLOPE PIERS WIDTH CROSS FALL ** "Channel 1" 4 2 2 "Channel 2" 2 3.66 5 0 0 0 Encompass Associates, Inc. H-11 5/18/2012 TRACT 18824 Drainage Study N N E EN NM EN MN TRACT 18824 Drainage Study **IRREGULAR TYPES 5-6 **ID TYPE NUMBER AVG PIER PIER1 PIER2 PIER3 PIER4 PIERS PIER6 PIER? PIERS PIERS PIER10 ** PIERS WIDTH ELEV ELEV ELEV ELEV • ELEV ELEV ELEV ELEV ELEV ELEV ** [POINT] **ID XCOORD YCOORD ** ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 1.3 06/09/2010 XP Software www.xpsoftware.com ************************************* INPUT FILE ************************************* P:\102-139\013-NorthFontana\Drainage\LytleCrkElyBasin.wsx Computed 03/07/12 12:01:06 TITLE INFORMATION ************************************* TRACT 18824 STORM AND CBs IN COYOTE CANYON TO FAATERLY BASIN LINE C - WS CONTROL = BASIN Q 7 0 WARNING SUMMARY ************************************* WARNING 45: One of the elevations of junction's No 5 laterals is less than the U/S elevation. WARNING 25: Link type element No 4 has different invert elevation than its upstream node. WARNING 36: D/S processing stopped in junction No 5 because critical momentum is greater than maximum momentum. RESULTS ************************************* Main Line Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "No 1" Outlet 1009.50 1698.10 0.00 *1703.000 4.900 7.20 2.29 0.08 1703.08 0.000 0.953 0.000 0.00000 0.000 Pipe "No 2" Reach 1047.48 1698.48 0.00 *1703.038 4.558 7.20 2.29 0.08 1703.12 0.000 0.953 0.000 0.01001 0.775 Pipe "No 3" Reach 1071.04 1698.72 0.00 *1703.076 4.356 7.20 2.29 0.08 1703.16 0.000 0.953 0.000 0.01019 0.772 Pipe "No 4" Reach 1090.61 1698.91 0.00 *1703.095 4.185 7.20 2.29 0.08 1703.18 0.000 0.953 0.000 0.00971 0.782 Pipe "No 5" Junction 1095.28 1698.94 0.00 *1703.192 4.252 4.70 1.50 0.03 1703.23 0.000 0.763 0.000 0.00642 0.000 Pipe "No 6" Reach 1110.61 1699.47 0.00 *1703.204 3.734 4.70 1.50 0.03 1703.24 0.000 0.763 0.000 0.03457 0.451 Pipe "No 7" Reach 1128.45 1700.08 0.00 *1703.212 3.132 4.70 1.50 0.03 1703.25 0.000 0.763 0.000 0.03419 0.453 Pipe "No 8" WallEnt 1128.45 1700.08 0.00 *1703.278 3.198 4.70 0.29 0.00 1703.28 0.000 0.302 0.000 0.00000 0.000 Rect.open "No 9" Headwrk 1128.45 1700.08 0.00 *1703.278 3.198 4.70 0.29 0.00 1703.28 0.000 0.302 0.000 0.00000 0.000 Rect.open Encompass Associates, Inc. H-12 5/18/2012 MN r INS NU Mill N *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches[TITLE] TRACT 18824 0 STORM AND CBs IN COYOTE CANYON TO EASTERLY BASIN LATERAL 2 [REPORT] COMPOSITE_ONLY [NETWORK] **TYPE NAME Outlet "No 1" Reach "No 2" WallEntrance "No 3" Headwork "No 4" **BRANCH DEFINITIONS [OUTLET] **NAME "No 1" STATION INVERT GROUND CHANNEL WATER SURFACE ELEV ELEV ID ELEV (opt.) 1002 1698.92 0 "Channel 1" 1703.19 [HEADWORK] **NAME INVERT GROUND CHANNEL FLOW WATER SURFACE ** ELEV ELEV ID ELEV (opt.) ** "No 4" 1699.86 0 "Channel 2" 2.5 1699.86 (WALLENTRANCE] **NAME INVERT GROUND CHANNEL LOSS ** ELEV ELEV ID COEFFICIENT(opt.) ** "No 3" 1699.86 0 "Channel 2"0.5 [WALLEXIT] **NAME ** INVERT GROUND CHANNEL LOSS ELEV ELEV ID COEFFICIENT(opt.) [BRIDGEENTRANCE] **NAME INVERT GROUND CHANNEL REDUCTION ** ELEV ELEV ID FACTOR(opt.) ** [BRIDGEEXIT] **NAME INVERT GROUND CHANNEL REDUCTION ** ELEV ELEV ID FACTOR(opt.) ** [JOIN] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE ** ELEV ELEV ID BRANCHES ANGLE ** [JUNCTION] **Name INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE FLOW Encompass Associates, Inc. H-13 5/18/2012 TRACT 18824 Drainage Study IMP =III I UM ' ' N MIN M E N IIIIIII MI all II= ** ELEV ELEV ID LATERALS ANGLE ** [TRANSITION] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n ** ELEV ELEV ID ** [REACH] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n CURVE ANGLE NUMBER ** ELEV ELEV ID (opt) POINT(opt) MANHOLES(opt) ** .No 2" 1699.86 0 "Channel 1" 55.65 0.013 0 0 0 [CHANNEL] **REGULAR TYPES 1-4 **ID TYPE HEIGHT WIDTH LEFT RIGHT NUMBER AVG PIER INVERT ** SLOPE SLOPE PIERS WIDTH CROSS FALL ** "Channel 1" 4 2 2 "Channel 2" 2 3.66 5 0 0 0 **IRREGULAR TYPES 5-6 **ID TYPE NUMBER AVG PIER PIER1 PIER2 PIER3 PIER4 PIERS PIER6 PIER7 PIER8 PIER9 PIER10 ** PIERS WIDTH ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ** TRACT 18824 Drainage Study [POINT] **ID XCOORD YCOORD ** ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 1.3 06/09/2010 XP Software www.xpsoftware.com ************************************* INPUT FILE ************************************* P:\102-139\013-NorthFontana\Drainage\LytleCrkElyBasinLat2.wsx Computed 03/07/12 12:09:40 TITLE INFORMATION ************************************* TRACT 18824 STORM AND CBs IN COYOTE CANYON TO F•ASTERLY BASIN LATERAL 2 WARNING SUMMARY ************************************* RESULTS ************************************* Main Line Encompass Associates, Inc. 0 H-14 5/18/2012 S ' 111111 INN MN MN IMO NM NIB N 11111 11111 NMI MI IN N 11111 NMI TRACT 18824 Drainage Study Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "No 1" Outlet 1002.00 1698.92 0.00 *1703.190 4.270 2.50 0.80 0.01 1703.20 0.000 0.550 - 0.000 0.00000 0.000 Pipe "No 2" Reach 1057.65 1699.86 0.00 *1703.197 3.337 2.50 0.80 0.01 1703.21 0.000 0.550 0.000 0.01689 0.394 Pipe "No 3" WallEnt 1057.65 1699.86 0.00 *1703.216 3.356 2.50 0.15 0.00 1703.22 0.000 0.198 0.000 0.00000 0.000 Rect.open "No 4" Headwrk 1057.65 1699.86 0.00 *1703.216 3.356 2.50 0.15 0.00 1703.22 0.000 0.198 0.000 0.00000 0.000 Rect.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches Encompass Associates, Inc. H-15 5/18/2012 1 - - - - - - - N EN - - - - - MN s 1 INS On -Site Line A & Laterals A-1, A-2 & A-3 Line B Line C Line D & Lateral Line E Encompass Associates, Inc. H-16 5/18/2012 TRACT 18824 Drainage Study NE EN MN EN MI I I- M NM MN M N 1 M s s OM I [TITLE] TRACT 18824 LINE A WS CONTROL AT BASIN IS 7 [REPORT] COMPOSITE_ONLY [NETWORK] **TYPE NAME ** Outlet "No 1" Reach "No 2" Join "No 3" Transition "Link3" Reach "No 4" Reach "No 5" Reach - "No 6" Reach "No 7" Reach "No 8" Reach "No 9" Reach "No 10" Reach "No 11" Join "No 12" Reach "Link29" Reach "No 13" Reach "No 14" Reach "No 15" Reach "No 16" Reach "No 17" Reach "No 18" Reach "No 19" WallEntrance "No 20" Headwork "No 21" **BRANCH DEFINITIONS "No 3_Lat A-1" Join "No 3" Reach "Link26" WallEntrance "Node27" Headwork "Node26" "No 3_Lat A-2" Join "No 3" Reach "Link28" WallEntrance "Node29" Headwork "Node28" "No 12_Lat A-3" Join "No 12" Reach "Link32" WallEntrance "Node32" Headwork "Node31" Encompass Associates, Inc. 0 H-17 5/18/2012 TRACT 18824 Drainage Study N n-- I MN - N--- NM MN MI i V s 1 N [OUTLET] **NAME STATION INVERT GROUND CHANNEL WATER SURFACE ** ELEV ELEV ID ELEV (opt.) ** "No 1" 998 1677 0 "Channel 1" 1684 [HEADWORK] **NAME INVERT GROUND CHANNEL FLOW WATER SURFACE ** ELEV ELEV ID ELEV (opt.) ** "No 21" 1703.8 0 "Channel 4" 19.9 1704.3 "Node26" 1679.12 0 "Channel 5" 20.1 1679.12 "Node28" 1680.4 0 "Channel 5" 20.1 1680.4 "Node31" 1695 0 "Channel 4" 4.4 1695 [WALLENTRANCE] **NAME INVERT GROUND CHANNEL LOSS ** ELEV ELEV ID COEFFICIENT(opt.) ** "No 20" 1703.8 0 "Channel 4.0.5 "Node27" 1679.12 0 "Channel 5.0.5 "Node29" 1680.4 0 "Channel 5"0.5 "Node32" 1695 0 "Channel 4.0.5 [WALLEXIT] **NAME ** ** [BRIDGEENTRANCE] **NAME ** ** [BRIDGEEXIT] **NAME ** ** INVERT GROUND CHANNEL LOSS ELEV ELEV ID COEFFICIENT(opt.) INVERT GROUND CHANNEL REDUCTION ELEV ELEV ID FACTOR(opt.) INVERT GROUND CHANNEL REDUCTION ELEV ELEV ID FACTOR(opt.) [JOIN] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE ** ELEV ELEV ID BRANCHES ANGLE ** "No 3" 1677.19 0 "Channel 1" 0 0 2 "No 3_Lat A-1" 1678 "Channel 6" -45 "No 3_Lat A-2" 1677.84 "Channel 6" 60 "No 12" 1693.28 0 "Channel 2" 0 0 1 "No 12 Lat A-3" 1694 "Channel 3" 45 [JUNCTION] **Name INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE FLOW ** _ ELEV ELEV ID LATERALS ANGLE ** [TRANSITION] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n ** ELEV ELEV ID Encompass Associates, Inc. H-18 5/18/2012 TRACT 18824 Drainage Study I I M V NM i r i I NM M N - M M - S V 1111111 TRACT 18824 Drainage Study ** "Link3" 1678.71 0 "Channel 2" 5 0.013 [REACH] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n CURVE ANGLE NUMBER ** ELEV ELEV ID (opt) POINT(opt) MANHOLES(opt) ** "No 2" 1677.19 0 "Channel 1" 54.37 0.013 0 0 0 "No 4" 1681.94 0 "Channel 2" 92.63 0.013 0 0 0 "No 5" 1683.08 0 "Channel 2" 73.6 0.013 0 0 0 "No 6" - 1684.12 0 "Channel 2" 67.83 0.013 89 0 0 "No 7" 1684.24 0 "Channel 2" 4.66 0.013 0 0 1 "No 8" 1690.86 0 "Channel 2" 239.81 0.013 0 0 0 "No 9" 1691.42 0 "Channel 2" 20.46 0.013 4 0 0 "No 10" 1693.22 0 "Channel 2" 64.98 0.013 -83 0 0 "No 11" 1693.28 0 "Channel 2" 2.35 0.013 0 0 0 "No 13" 1700.35 0 "Channel 2" 234.31 0.013 11.3 0 0 "No 14" 1702.41 0 "Channel 2" 69.83 0.013 92 0 0 "No 15" 1702.51 0 "Channel 2" 4.66 0.013 0 0 1 "No 16" 1703.2 0 "Channel 2" 83.85 0.013 0 0 0 "No 17" 1703.48 0 "Channel 2" 33.89 0.013 0 0 0 "No 18" 1703.65 0 "Channel 2" 21.47 0.013 0 0 0 "No 19" 1703.8 0 "Channel 2" 18.6 0.013 0 0 0 "Link26" 1679.12 0 "Channel 6" 16.6 0.013 0 0 0 "Link28" 1680.4 0 "Channel 6" 27.34 0.013 0 0 0 "Link29" 1693.44 0 "Channel 2" 5.68 0.013 0 0 0 "Link32" 1695 0 "Channel 3" 17.44 0.013 0 0 0 [CHANNEL] **REGULAR TYPES 1-4 **ID TYPE HEIGHT WIDTH LEFT RIGHT NUMBER AVG PIER INVERT ** SLOPE SLOPE PIERS WIDTH CROSS FALL "Channel 1" 4 3.5 3.5 "Channel 4" 2 6.81 28 0 0 0 "Channel 5" 2 3 10 0 0 0 "Channel 6" 4 2.5 2.5 "Channel 2" 4 2 2 "Channel 3" 4 1.5 1.5 **IRREGULAR TYPES 5-6 **ID TYPE NUMBER AVG PIER PIER1 PIER2 PIER3 PIER4 PIERS PIER6 PIER? PIERS PIER9 PIER10 ** PIERS WIDTH ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV [POINT] **ID XCOORD YCOORD ** ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 1.3 06/09/2010 XP Software www.xpsoftware.com ************************************* INPUT FILE ************************************* Encompass Associates, Inc. H-19 5/18/2012 I- ! M O i i M i OM M M i - O = i = 1111111 TRACT 18824 Drainage Study P:\102-139\013-NorthFontana\Drainage\LineAupdate.wsx Computed 05/04/12 10:42:03 TITLE INFORMATION ************************************* TRACT 18824 LINE A WS CONTROL AT BASIN IS 7 0 WARNING SUMMARY WARNING 48: Manning's n for pipe flow of element No 3 not in recommended range 0.010 - 0.015. WARNING 48: Manning's n for pipe flow of element No 12 not in recommended range 0.010 - 0.015. WARNING 36: D/S processing stopped in junction No 3 because critical momentum is greater than maximum momentum. WARNING 50: Upstream processing: Water depth exceeds maximum open channel width for element Node27. Vertical walls used for processing. WARNING 50: Upstream processing: Water depth exceeds maximum open channel width for element Node29. Vertical walls used for processing. RESULTS ************************************* Main Line Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "No 1" Outlet 998.00 1677.00 0.00 *1684.000 7.000 64.50 6.70 0.70 1684.70 0.000 2.517 0.000 0.00000 0.000 Pipe "No 2" Reach 1052.37 1677.19 0.00 *1684.223 7.033 64.50 6.70 0.70 1684.92 0.000 2.517 0.000 0.00349 3.500 Pipe "No 3" Join 1052.37 1677.19 0.00 *1685.100 7.910 24.30 2.53 0.10 1685.20 0.000 1.515 0.000 0.00000 0.000 Pipe "Link3" Transition 1057.37 1678.71 0.00 *1684.467 5.757 24.30 7.73 0.93 1685.40 0.000 1.743 0.000 0.30400 0.000 Pipe "No 4" Reach 1150.00 1681.94 0.00 *1685.536 3.596 24.30 7.73 0.93 1686.46 0.000 1.743 0.000 0.03487 1.088 Pipe "No 5" Reach 1223.60 1683.08 0.00 *1686.385 3.305 24.30 7.73 0.93 1687.31 0.000 1.743 0.000 0.01549 1.434 Pipe "No 6" Reach 1291.43 1684.12 0.00 *1687.352 3.232 24.30 7.73 0.93 1688.28 0.000 1.743 0.000 0.01533 1.439 Pipe "No 7" Reach 1296.09 1684.24 0.00 *1687.452 3.212 24.30 7.73 0.93 1688.38 0.000 1.743 0.000 0.02575 1.197 Pipe HYDRAULIC JUMP at 1340.14 of length 0.07 "i.p." 1340.14 1685.46 0.00 *1687.961 2.505 24.30 7.73 0.93 1688.89 0.000 1.743 0.000 0.02761 1.171 Pipe "i.p." 1340.14 1685.46 0.00 *1686.627 1.171 24.30 12.72 2.51 1689.14 0.000 1.743 2.277 0.02761 1.171 Pipe "i.p." 1421.93 1687.71 0.00 *1688.884 1.171 24.30 12.72 2.51 1691.40 0.000 1.743 2.277 0.02761 1.171 Pipe "No 8" Reach 1535.90 1690.86 0.00 *1692.044 1.184 24.30 12.54 2.44 1694.49 0.000 1.743 2.226 0.02761 1.171 Pipe "No 9" Reach 1556.36 1691.42 0.00 *1692.609 1.189 24.30 12.48 2.42 1695.03 0.000 1.743 2.209 0.02737 1.174 Pipe "i.p." 1570.38 1691.81 0.00 *1693.004 1.195 24.30 12.41 2.39 1695.39 0.000 1.743 2.188 0.02770 1.169 Pipe "No 10" Reach 1621.34 1693.22 0.00 *1694.464 1.244 24.30 11.83 2.17 1696.64 0.000 1.743 2.025 0.02770 1.169 Pipe "No 11" Reach 1623.69 1693.28 0.00 *1694.526 1.246 24.30 11.81 2.16 1696.69 0.000 1.743 2.019 0.02553 1.200 Pipe "No 12" Join 1623.69 1693.28 0.00 *1694.296 1.016 19.90 12.42 2.39 1696.69 0.000 1.602 0.000 0.00000 0.000 Pipe "Link29" Reach 1629.37 1693.44 0.00 *1694.454 1.014 19.90 12.44 2.40 1696.86 0.000 1.602 2.451 0.02817 1.028 Pipe "i.p." 1699.63 1695.51 0.00 *1696.527 1.014 19.90 12.44 2.40 1698.93 0.000 1.602 2.451 0.02949 1.014 Pipe "i.p." 1801.90 1698.53 0.00 *1699.554 1.026 19.90 12.26 2.33 1701.89 0.000 1.602 2.399 0.02949 1.014 Pipe "No 13" Reach 1863.68 1700.35 0.00 *1701.416 1.066 19.90 11.69 2.12 1703.54 0.000 1.602 2.231 0.02949 1.014 Pipe "i.p." 1865.28 1700.40 0.00 *1701.465 1.068 19.90 11.67 2.11 1703.58 0.000 1.602 2.224 0.02950 1.014 Pipe "i.p." 1889.96 1701.13 0.00 *1702.235 1.109 19.90 11.12 1.92 1704.16 0.000 1.602 2.066 0.02950 1.014 Pipe "i.p." 1904.75 1701.56 0.00 *1702.715 1.153 19.90 10.61 1.75 1704.46 0.000 1.602 1.918 0.02950 1.014 Pipe "i.p." 1914.74 1701.86 0.00 *1703.056 1.200 19.90 10.11 1.59 1704.64 0.000 1.602 1.778 0.02950 1.014 Pipe "i.p." 1921.88 1702.07 0.00 *1703.316 1.249 19.90 9.64 1.44 1704.76 0.000 1.602 1.646 0.02950 1.014 Pipe "i.p." 1927.07 1702.22 0.00 *1703.522 1.302 19.90 9.19 1.31 1704.83 0.000 1.602 1.520 0.02950 1.014 Pipe Encompass Associates, Inc. H-20 5/18/2012 1 1 NW 1 s EN I 1- EN MN N-- w-- s i TRACT 18824 Drainage Study "i.p." 1930.85 1702.33 0.00 *1703.689 1.358 19.90 8.77 1.19 1704.88 0.000 1.602 1.401 0.02950 1.014 Pipe .No 14. Reach 1933.51 1702.41 0.00 *1703.828 1.418 19.90 8.36 1.08 1704.91 0.000 1.602 1.287 0.02950 1.014 Pipe "i.p." 1934.98 1702.44 0.00 *1703.887 1.445 19.90 8.19 1.04 1704.93 0.000 1.602 1.238 0.02146 1.117 Pipe "i.p." 1937.27 1702.49 0.00 *1704.003 1.513 19.90 7.81 0.95 1704.95 0.000 1.602 1.129 0.02146 1.117 Pipe "No 15" Reach 1938.17 1702.51 0.00 *1704.097 1.587 19.90 7.44 0.86 1704.96 0.000 1.602 1.021 0.02146 1.117 Pipe "i.p." 2013.29 1703.13 0.00 *1704.715 1.587 19.90 7.44 0.86 1705.58 0.000 1.602 1.021 0.00823 1.587 Pipe "No 16" Reach 2022.02 1703.20 0.00 *1704.784 1.584 19.90 7.46 0.86 1705.65 0.000 1.602 1.025 0.00823 1.567 Pipe "i.p." 2050.78 1703.44 0.00 *1705.022 1.584 19.90 7.46 0.86 1705.89 0.000 1.602 1.025 0.00826 1.584 Pipe "No 17" Reach 2055.91 1703.48 0.00 *1705.081 1.601 19.90 7.38 0.85 1705.93 0.000 1.602 1.001 0.00826 1.584 Pipe "i.p." 2063.57 1703.54 0.00 *1705.160 1.619 19.90 7.30 0.83 1705.99 0.000 1.602 0.978 0.00792 1.619 Pipe "No 18" Reach 2077.38 1703.65 0.00 *1705.269 1.619 19.90 7.30 0.83 1706.10 0.000 1.602 0.978 0.00792 1.619 Pipe "i.p." 2080.96 1703.68 0.00 *1705.282 1.603 19.90 7.37 0.84 1706.13 0.000 1.602 0.998 0.00806 1.603 Pipe "No 19" Reach 2095.98 1703.80 0.00 *1705.403 1.603 19.90 7.37 0.84 1706.25 0.000 1.602 0.998 0.00806 1.603 Pipe "No 20" WallEnt 2095.98 1703.80 0.00 *1706.874 3.074 19.90 0.23 0.00 1706.88 0.000 0.250 0.000 0.00000 0.000 Rect.open "No 21. Headwrk 2095.98 1703.80 0.00 *1706.874 3.074 19.90 0.23 0.00 1706.88 0.000 0.250 0.000 0.00000 0.000 Rect.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches No 3_Lat A-1 Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "Outlet/N" Outlet 1052.37 1678.00 0.00 *1684.662 6.662 20.10 4.09 0.26 1684.92 0.000 1.522 0.000 0.00000 0.000 Pipe "Link26" Reach 1068.97 1679.12 0.00 *1684.702 5.582 20.10 4.09 0.26 1684.96 0.000 1.522 0.000 0.06747 0.736 Pipe "Node27" WallEnt 1068.97 1679.12 0.00 *1685.082 5.962 20.10 0.34 0.00 1685.08 0.000 0.501 0.000 0.00000 0.000 Rect.open "Node26" Headwrk 1068.97 1679.12 0.00 *1685.082 5.962 20.10 0.34 0.00 1685.08 0.000 0.501 0.000 0.00000 0.000 Rect.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches No 3 Lat A-2 Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "Outlet/N" Outlet 1052.37 1677.84 0.00 *1684.662 6.822 20.10 4.09 0.26 1684.92 0.000 1.522 0.000 0.00000 0.000 Pipe "Link28" Reach 1079.71 1680.40 0.00 *1684.728 4.328 20.10 4.09 0.26 1684.99 0.000 1.522 0.000 0.09364 0.676 Pipe "Node29" WallEnt 1079.71 1680.40 0.00 *1685.108 4.708 20.10 0.43 0.00 1685.11 0.000 0.501 0.000 0.00000 0.000 Rect.open "Node28" Headwrk 1079.71 1680.40 0.00 *1685.108 4.708 20.10 0.43 0.00 1685.11 0.000 0.501 0.000 0.00000 0.000 Rect.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches Encompass Associates, Inc. H-21 5/18/2012 M Mill = IIIIII I MO M I V NM N = I I TRACT 18824 Drainage Study No 12 Lat A-3 Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAT FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HFA1l GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "Outlet/N" Outlet 1623.69 1694.00 0.00 *1694.483 0.483 4.40 8.94 1.24 1695.73 0.000 0.805 0.000 0.00000 0.000 Pipe "i.p." 1624.16 1694.03 0.00 *1694.512 0.485 4.40 8.90 1.23 1695.74 0.000 0.805 2.641 0.05734 0.425 Pipe "i.p." 1627.91 1694.24 0.00 *1694.744 0.502 4.40 8.48 1.12 1695.86 0.000 0.805 2.469 0.05734 0.425 Pipe "i.p." 1630.79 1694.41 0.00 *1694.927 0.520 4.40 8.09 1.02 1695.94 0.000 0.805 2.309 0.05734 0.425 Pipe "i.p." 1633.05 1694.54 0.00 *1695.075 0.539 4.40 7.71 0.92 1696.00 0.000 0.805 2.158 0.05734 0.425 Pipe "i.p." 1634.86 1694.64 0.00 *1695.198 0.558 4.40 7.35 0.84 1696.04 0.000 0.805 2.017 0.05734 0.425 Pipe "i.p." 1636.33 1694.72 0.00 *1695.302 0.578 4.40 7.01 0.76 1696.07 0.000 0.805 1.884 0.05734 0.425 Pipe "i.p." 1637.52 1694.79 0.00 *1695.392 0.599 4.40 6.68 0.69 1696.09 0.000 0.805 1.760 0.05734 0.425 Pipe "i.p." 1638.48 1694.85 0.00 *1695.469 0.621 4.40 6.37 0.63 1696.10 0.000 0.805 1.643 0.05734 0.425 Pipe "i.p." 1639.26 1694.89 0.00 *1695.536 0.643 4.40 6.08 0.57 1696.11 0.000 0.805 1.533 0.05734 0.425 Pipe "i.p." 1639.88 1694.93 0.00 *1695.595 0.667 4.40 5.79 0.52 1696.12 0.000 0.805 1.430 0.05734 0.425 Pipe "i.p." 1640.35. 1694.96 0.00 *1695.647 0.692 4.40 5.52 0.47 1696.12 0.000 0.805 1.334 0.05734 0.425 Pipe "i.p." 1640.70 1694.98 0.00 *1695.693 0.718 4.40 5.27 0.43 1696.12 0.000 0.805 1.243 0.05734 0.425 Pipe "i.p." 1640.94 1694.99 0.00 *1695.734 0.745 4.40 5.02 0.39 1696.13 0.000 0.805 1.158 0.05734 0.425 Pipe "i.p." 1641.08 1695.00 0.00 *1695.771 0.774 4.40 4.79 0.36 1696.13 0.000 0.805 1.078 0.05734 0.425 Pipe "Link32" Reach 1641.13 1695.00 0.00 *1695.804 0.804 4.40 4.57 0.32 1696.13 0.000 0.805 1.002 0.05734 0.425 Pipe "Node32" WallEnt 1641.13 1695.00 0.00 *1696.281 1.281 4.40 0.12 0.00 1696.28 0.000 0.091 0.000 0.00000 0.000 Rect.open "Node31" Headwrk 1641.13 1695.00 0.00 *1696.281 1.281 4.40 0.12 0.00 1696.28 0.000 0.091 0.000 0.00000 0.000 Rect.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches[TITLE] TRACT 18824 0 LINE B (WS CONTROL BASIN Q 7 [REPORT] COMPOSITE_ONLY [NETWORK] **TYPE NAME ** Outlet "No 1" Reach "No 2" Reach "No 3" Transition "No 4" Reach "No 5" Reach "No 6" Reach "No 7" Reach "No 8" Reach "No 9" WallEntrance "No 10" Headwork "DN8" **BRANCH DEFINITIONS [OUTLET] **NAME ** ** "No 1" STATION INVERT GROUND CHANNEL WATER SURFACE ELEV ELEV ID ELEV (opt.) 1000 1677.2 0 "Channel 4" 1684 Encompass Associates, Inc. H-22 5/18/2012 I A II= I r 0 =II = MIN MIN M [HEADWORK] **NAME INVERT GROUND CHANNEL FLOW WATER SURFACE ** ELEV ELEV ID ELEV (opt.) ** "DN8" 1688.95 0 "Channel 3" 9.1 1688.95 [WALLENTRANCE] **NAME INVERT GROUND CHANNEL LOSS ** ELEV ELEV ID COEFFICIENT(opt.) ** "No 10" 1688.95 0 "Channel 3"0.5 [WALLEXIT] **NAME ** ** INVERT GROUND CHANNEL LOSS ELEV ELEV ID COEFFICIENT(opt.) [BRIDGEENTRANCE] **NAME INVERT GROUND CHANNEL REDUCTION ** ELEV ELEV ID FACTOR(opt.) ** [BRIDGEEXIT] **NAME ** ** INVERT GROUND CHANNEL REDUCTION ELEV ELEV ID FACTOR(opt.) [JOIN] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE ** ELEV ELEV ID BRANCHES ANGLE ** [JUNCTION] **Name INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE FLOW ** ELEV ELEV ID LATERALS ANGLE ** [TRANSITION] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n ** ELEV ELEV ID ** .No 4" 1687.98 0 "Channel 4" 4.68 0.013 [REACH] **NAME ** ** INVERT GROUND CHANNEL LENGTH MANNINGS n CURVE ANGLE NUMBER ELEV ELEV ID (opt) POINT(opt) MANHOLES(opt) "No 2" 1683.39 0 "Channel 4" 19.92 0.013 0 0 0 .No 3" 1687.78 0 "Channel 4" 14.09 0.013 -32.05 0 0 .No 5" 1688.58 0 "Channel 4" 119.74 0.013 0 0 0 .No 6" 1688.75 0 "Channel 4" 35.34 0.013 -90 0 0 "No 7" 1688.82 0 "Channel 4" 13.74 0.013 0 0 0 "No 8" 1688.94 0 "Channel 4" 23.6 0.013 30 0 0 "No 9" - 1688.95 0 "Channel 4" 2.94 0.013 0 0 0 [CHANNEL] **REGULAR TYPES 1-4 **ID TYPE HEIGHT WIDTH LEFT RIGHT NUMBER AVG PIER INVERT Encompass Associates, Inc. H-23 5/18/2012 TRACT 18824 Drainage Study n- t■i■ I MN M-_ N I 1- N MN r 1- N INN ** ** "Channel 4" 4 2 2 SLOPE SLOPE PIERS WIDTH CROSS FALL "Channel 3" 2 3.66 14 0 0 0 **IRREGULAR TYPES 5-6 **ID TYPE NUMBER AVG PIER PIER1 PIER2 PIER3 PIER4 PIERS PIER6 PIER7 PIERS PIER9 PIER10 ** PIERS WIDTH ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ** TRACT 18824 Drainage Study [POINT] **ID XCOORD YCOORD ** ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 1.3 06/09/2010 XP Software www.xpsoftware.com ************************************* INPUT FILE ************************************* P:\102-139\013-NorthFontana\Drainage\LineB.wsx Computed 05/03/12 10:25:14 TITLE INFORMATION ************************************* TRACT 18824 LINE B (WS CONTROL = BASIN @ 7 0 WARNING SUMMARY ************************************* WARNING 06: Upstream channel and downstream channel are the same for transition No 4. Use a reach instead? RESULTS ************************************* Main Line Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAT FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "No 1" Outlet 1000.00 1677.20 0.00 *1684.000 6.800 9.10 2.90 0.13 1684.13 0.000 1.077 0.000 0.00000 0.000 Pipe HYDRAULIC JUMP at 1014.03 of length 0 10 "i.p." 1014.03 1681.56 0.00 *1684.023 2.464 9.10 2.90 0.13 1684.15 0.000 1.077 0.000 0.31074 0.364 Pipe "i.p." 1014.03 1681.56 0.00 *1681.981 0.422 9.10 18.87 5.53 1687.51 0.000 1.077 6.117 0.31074 0.364 Pipe "i.p." 1014.12 1681.59 0.00 *1682.010 0.422 9.10 18.86 5.52 1687.53 0.000 1.077 6.111 0.31074 0.364 Pipe "i.p." 1017.34 1682.59 0.00 *1683.026 0.436 9.10 17.98 5.02 1688.04 0.000 1.077 5.724 0.31074 0.364 Pipe "No 2" Reach 1019.92 1683.39 0.00 *1683.841 0.451 9.10 17.14 4.56 1688.40 0.000 1.077 5.361 0.31074 0.364 Pipe "i.p." 1021.06 1683.75 0.00 *1684.205 0.459 9.10 16.72 4.34 1688.55 0.000 1.077 5.180 0.31157 0.363 Pipe "i.p." 1022.98 1684.34 0.00 *1684.817 0.475 9.10 15.94 3.95 1688.76 0.000 1.077 4.851 0.31157 0.363 Pipe Encompass Associates, Inc. H-24 5/18/2012 MN N-- r- Me I I w 1 M n MN r N 1 En NE TRACT 18824 Drainage Study "i.p." 1024.59 1684.85 0.00 *1685.336 0.491 9.10 15.20 3.59 1688.92 0.000 1.077 4.543 0.31157 0.363 Pipe "i.p." 1025.97 1685.27 0.00 *1685.782 0.508 9.10 14.49 3.26 1689.04 0.000 1.077 4.253 0.31157 0.363 Pipe "i.p." 1027.15 1685.64 0.00 *1686.169 0.525 9.10 13.82 2.97 1689.13 0.000 1.077 3.982 0.31157 0.363 Pipe "i.p." 1028.18 1685.96 0.00 *1686.506 0.544 9.10 13.18 2.70 1689.20 0.000 1.077 3.727 0.31157 0.363 Pipe "i.p." 1029.07 1686.24 0.00 *1686.803 0.562 9.10 12.56 2.45 1689.25 0.000 1.077 3.488 0.31157 0.363 Pipe "i.p." 1029.85 1686.48 0.00 *1687.066 0.582 9.10 11.98 2.23 1689.29 0.000 1.077 3.264 0.31157 0.363 Pipe "i.p." 1030.53 1686.70 0.00 *1687.299 0.602 9.10 11.42 2.03 1689.32 0.000 1.077 3.054 0.31157 0.363 Pipe "i.p." 1031.13 1686.88 0.00 *1687.506 0.623 9.10 10.89 1.84 1689.35 0.000 1.077 2.857 0.31157 0.363 Pipe "i.p." 1031.66 1687.05 0.00 *1687.692 0.645 9.10 10.38 1.67 1689.37 0.000 1.077 2.673 0.31157 0.363 Pipe "i.p." 1032.11 1687.19 0.00 *1687.858 0.668 9.10 9.90 1.52 1689.38 0.000 1.077 2.499 0.31157 0.363 Pipe "i.p." 1032.52 1687.31 0.00 *1688.006 0.692 9.10 9.44 1.38 1689.39 0.000 1.077 2.337 0.31157 0.363 Pipe "i.p." 1032.87 1687.42 0.00 *1688.140 0.716 9.10 9.00 1.26 1689.40 0.000 1.077 2.184 0.31157 0.363 Pipe "i.p." 1033.17 1687.52 0.00 *1688.261 0.742 9.10 8.58 1.14 1689.40 0.000 1.077 2.041 0.31157 0.363 Pipe "i.p." 1033.43 1687.60 0.00 *1688.369 0.769 9.10 8.18 1.04 1689.41 0.000 1.077 1.907 0.31157 0.363 Pipe "i.p." 1033.66 1687.67 0.00 *1688.467 0.797 9.10 7.80 0.94 1689.41 0.000 1.077 1.781 0.31157 0.363 Pipe "i.p." 1033.85 1687.73 0.00 *1688.556 0.825 9.10 7.44 0.86 1689.41 0.000 1.077 1.663 0.31157 0.363 Pipe "No 3" Reach 1034.01 1687.78 0.00 *1688.636 0.856 9.10 7.09 0.78 1689.42 0.000 1.077 1.552 0.31157 0.363 Pipe "No 4" Transition 1038.69 1687.98 0.00 *1689.056 1.076 9.10 5.28 0.43 1689.49 0.000 1.077 1.002 0.04274 0.000 Pipe "No 5" Reach 1158.43 1688.58 0.00 *1689.657 1.077 9.10 5.28 0.43 1690.09 0.000 1.077 1.000 0.00501 1.080 Pipe "i.p." 1162.99 1688.60 0.00 *1689.695 1.093 9.10 5.18 0.42 1690.11 0.000 1.077 0.971 0.00481 1.093 Pipe "No 6" Reach 1193.77 1688.75 0.00 *1689.843 1.093 9.10 5.18 0.42 1690.26 0.000 1.077 0.971 0.00481 1.093 Pipe "i.p." 1196.57 1688.76 0.00 *1689.839 1.074 9.10 5.29 0.44 1690.27 0.000 1.077 1.005 0.00509 1.074 Pipe "No 7" Reach 1207.51 1688.82 0.00 *1689.894 1.074 9.10 5.29 0.44 1690.33 0.000 1.077 1.005 0.00509 1.074 Pipe "No 8" Reach 1231.11 1688.94 0.00 *1690.017 1.077 9.10 5.28 0.43 1690.45 0.000 1.077 1.000 0.00508 1.075 Pipe "i.p." 1233.34 1688.95 0.00 *1690.067 1.119 9.10 5.03 0.39 1690.46 0.000 1.077 0.929 0.00340 1.221 Pipe "No 9" Reach 1234.05 1688.95 0.00 *1690.074 1.124 9.10 5.00 0.39 1690.46 0.000 1.077 0.921 0.00340 1.221 Pipe "No 10" WallEnt 1234.05 1688.95 0.00 *1690.665 1.715 9.10 0.38 0.00 1690.67 0.000 0.236 0.000 0.00000 0.000 Rect.open "DN8" Headwrk 1234.05 1688.95 0.00 *1690.665 1.715 9.10 0.38 0.00 1690.67 0.000 0.236 0.000 0.00000 0.000 Rect.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches[TITLE] TRACT 18824 0 LINE C (WS CONTROL BASIN @ 7 [REPORT] COMPOSITE_ONLY [NETWORK] **TYPE NAME ** Outlet "No 1" Reach "No 2" WallEntrance "No 3" Headwork "No 4" **BRANCH DEFINITIONS [OUTLET] **NAME ** "No 1" STATION INVERT GROUND CHANNEL WATER SURFACE ELEV ELEV ID ELEV (opt.) 1000 1696.2 0 "Channel 1" 1704 [HRAOWORK] **NAME INVERT GROUND CHANNEL FLOW WATER SURFACE ** ELEV ELEV ID ELEV (opt.) ** "No 4" 1700.5 0 "Channel 2" 17.7 1700.5 Encompass Associates, Inc. H-25 5/18/2012 N M I- r r- --- N EN NM r- NM - 1 NM TRACT 18824 Drainage Study [WALLENTRANCE] **NAME INVERT GROUND CHANNEL LOSS ** ELEV ELEV ID COEFFICIENT(opt.) ** "No 3" 1700.5 0 "Channel 2.0.5 [WALLEXIT] **NAME ** ** [BRIDGEENTRANCE] **NAME ** ** INVERT GROUND CHANNEL LOSS ELEV ELEV ID COEFFICIENT(opt.) INVERT- GROUND CHANNEL REDUCTION ELEV ELEV ID FACTOR(opt.) [BRIDGEEXIT] **NAME INVERT GROUND CHANNEL REDUCTION ** ELEV ELEV ID FACTOR(opt.) ** [JOIN] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE ** ELEV ELEV ID BRANCHES ANGLE ** [JUNCTION] **Name INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE FLOW ** ELEV ELEV ID LATERALS ANGLE ** [TRANSITION] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n ** ELEV ELEV ID ** [REACH] **NAME ** ** "No 2" INVERT GROUND CHANNEL LENGTH MANNINGS n CURVE ANGLE NUMBER ELEV ELEV ID (opt) POINT(opt) MANHOLES(opt) • 1700.5 0 "-Channel 1" 25.94 0.013 0 0 0 [CHANNEL] **REGULAR TYPES 1-4 **ID TYPE HEIGHT WIDTH LEFT RIGHT NUMBER AVG PIER INVERT ** SLOPE SLOPE PIERS WIDTH CROSS FALL ** "Channel 1" 4 2 2 "Channel 2" 2 3.66 10 0 0 0 **IRREGULAR TYPES 5-6 **ID TYPE NUMBER AVG PIER PIER1 PIER2 PIER3 PIER4 PIERS PIER6 PIER7 PIER8 PIER9 PIER10 ** PIERS WIDTH ELEV ELEV ELEV ELEV ELEV ELEV 'ELEV ELEV ELEV ELEV ** [POINT] Encompass Associates, Inc. H-26 5/18/2012 I Mill 11111111 M IIIIIII MI NMI I 1111111 Mill MINI I= INN r M M MI TRACT 18824 Drainage Study **ID XCOORD YCOORD ** ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 1.3 06/09/2010 XP Software www.xpsoftware.com ************************************* INPUT FILE ************************************* P:\102-139\013-NorthFontana\Drainage\LineC.wsx Computed 12/16/11 15:20:38 TITLE INFORMATION ************************************* TRACT 18824 0 LINE C (WS CONTROL = BASIN @ 7 WARNING SUMMARY ************************************* RESULTS ************************************* Main Line Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "No 1" Outlet 1000.00 1696.20 0.00 *1704.000 7.800 17.70 5.63 0.49 1704.49 0.000 1.516 0.000 0.00000 0.000 Pipe "No 2" Reach 1025.94 1700.50 0.00 *1704.159 3.659 17.70 5.63 0.49 1704.65 0.000 1.516 0.000 0.16577 0.594 Pipe "No 3" WallEnt 1025.94 1700.50 0.00 *1704.159 3.659 17.70 0.48 0.00 1704.16 0.000 0.460 0.000 0.00000 0.000 Rect.open "No 4" Headwrk 1025.94 1700.50 0.00 *1704.159 3.659 17.70 0.48 0.00 1704.16 0.000 0.460 0.000 0.00000 0.000 Rect.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches[TITLE] TRACT 18824 0 LINE D (WS CONTROL = BASIN @ 7 [REPORT] COMPOSITE_ONLY [NETWORK] **TYPE NAME ** Outlet "No 1" Reach "No 2" Reach "No 3" Reach "No 4" Reach "No 5" Reach "No 6" Encompass Associates, Inc. H-27 5/18/2012 1101 N NM I NS NM NM MN EN s- M- -- -- N 11111 Join "No 7" Reach "No 8" Reach "No 9" Reach "No 10" Reach "No 11" Reach "No 12" Reach "No 13" Reach "No 14" Reach "No 15" WallEntrance "No 16" Headwork "No 17" **BRANCH DEFINITIONS "No 7_Latera1D-1" Join "No 7" Reach "Link16" WallEntrance "Node16" Headwork "Node17" [OUTLET] **NAME ** ** "No 1" [HEADWORK] **NAME ** ** "No 17" "Node17" STATION INVERT GROUND CHANNEL WATER SURFACE ELEV ELEV ID ELEV (opt.) 996 1696.2 0 "Channel 1" 1704 INVERT GROUND CHANNEL FLOW WATER SURFACE ELEV ELEV ID ELEV (opt.) 1711.16 0 "Channel 3" 8.5 1711.16 1713.11 0 "Channel 3" 6.2 1713.1 [WALLENTRANCE] **NAME INVERT GROUND CHANNEL LOSS ** ELEV ELEV ID COEFFICIENT(opt.) ** "No 16" 1711.16 0 "Channel 3"0.5 "Node16" 1713.11 0 "Channel 3"0.5 [WALLEXIT] **NAME ** ** [BRIDGEENTRANCE] **NAME ** ** [BRIDGEEXIT] **NAME ** ** [JOIN] **NAME ** INVERT GROUND CHANNEL LOSS ELEV ELEV ID COEFFICIENT(opt.) INVERT GROUND CHANNEL REDUCTION ELEV ELEV ID FACTOR(opt.) INVERT GROUND CHANNEL REDUCTION ELEV ELEV ID FACTOR(opt.) INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE ELEV ELEV ID BRANCHES ANGLE Encompass Associates, Inc. H-28 5/18/2012 TRACT 18824 Drainage Study MI Eli VIM OM III MIN MIIII 110111 1111 SIN NIB NMI IIIIIII IIIII MI INN 1111111 TRACT 18824 Drainage Study * "No 7" 1708.43 0 "Channel 2" 0 0 1 "No 7_Latera1D-1" 1708.55 "Channel 2" -60 [JUNCTION] **Name INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE FLOW ** ELEV ELEV ID LATERALS ANGLE ** [TRANSITION] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n ** ELEV ELEV ID ** [REACH] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n CURVE ANGLE NUMBER ** ELEV ELEV ID (opt) POINT(opt) MANHOLES(opt) ** "No 2" 1698.57 0 "Channel 1" 32.82 0.013 -83.571 0 0 "No 3" 1704.08 0 "Channel 1" 76.11 0.013 0 0 0 "No 4" 1704.4 0 "Channel 1" 49.25 0.013 0 0 1 "No 5" 1707.34 0 "Channel 1" 30 0.013 0 0 0 "No 6" 1707.91 0 "Channel 1" 113.63 0.013 0 0 0 "No 8" 1708.59 0 "Channel 2" 35.26 0.013 -42.406 0 0 "No 9" 1708.7 0 "Channel 2" 22.78 0.013 0 0 0 "No 10" 1708.84 0 "Channel 2" 12.77 0.013 -10.296 0 1 "No 11" 1709.82 0 "Channel 2" 195.7 0.013 0 0 0 "No 12" 1709.92 0 "Channel 2" 4.68 0.013 0 0 1 "No 13" 1711.04 0 "Channel 2" 223.63 0.013 45 0 0 "No 14" 1711.12 0 "Channel 2" 17.68 0.013 0 0 0 "No 15" 1711.16 0 "Channel 2" 8.35 0.013 0 0 0 "Link16" 1713.11 0 "Channel 2" 31.32 0.013 0 0 0 [CHANNEL] **REGULAR TYPES 1-4 **ID TYPE HEIGHT WIDTH LEFT RIGHT NUMBER AVG PIER INVERT ** SLOPE SLOPE PIERS WIDTH CROSS FALL ** "Channel 1" 4 2 2 "Channel 3" 2 3.66 7 0 0 0 "Channel 2" 4 1.5 1.5 **IRREGULAR TYPES 5-6 **ID TYPE NUMBER AVG PIER PIER1 PIER2 PIER3 PIER4 PIERS PIER6 PIER? PIER8 PIER9 PIER10 ** PIERS WIDTH ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ** [POINT] **ID XCOORD YCOORD ** ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 1.3 06/09/2010 XP Software www.xpsoftware.com ************************************* Encompass Associates, Inc. H-29 5/18/2012 11111 MN 'V -- r N I 1 In S NM N 1! r M 111111 TRACT 18824 Drainage Study INPUT FILE ************************************* P:\102-139\013-NorthFontana\Drainage\LineD.wsx Computed 05/04/12 12:55:08 TITLE INFORMATION ************************************* TRACT 18824 LINE D (WS CONTROL = BASIN B 7 0 WARNING SUMMARY ************************************* WARNING 47: Junction No 7 has a different channel than its direct downstream element. WARNING 48: Manning's n for pipe flow of element No 7 not in recommended range 0.010 - 0.015. WARNING 25: Link type element No 6 has different invert elevation than its upstream node. WARNING 36: D/S processing stopped in junction No 7 because critical momentum is greater than maximum momentum. RESULTS ************************************* Main Line Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITIC'AT. FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "No 1" Outlet 996.00 1696.20 0.00 *1704.000 7.800 14.70 4.68 0.34 1704.34 0.000 1.382 0.000 0.00000 0.000 Pipe "No 2" Reach 1028.82 1698.57 0.00 *1704.204 5.634 14.70 4.68 0.34 1704.54 0.000 1.382 0.000 0.07221 0.670 Pipe HYDRAULIC JUMP at 1076.19 of length 0.08 "i.p." 1076.19 1702.00 0.00 *1704.404 2.404 14.70 4.68 0.34 1704.74 0.000 1.382 0.000 0.07240 0.669 Pipe "i.p." 1076.19 1702.00 0.00 *1702.752 0.752 14.70 13.60 2.87 1705.63 0.000 1.382 3.210 0.07240 0.669 Pipe "i.p." 1084.34 1702.59 0.00 *1703.369 0.780 14.70 12.97 2.61 1705.98 0.000 1.382 2.999 0.07240 0.669 Pipe "i.p." 1090.50 1703.04 0.00 *1703.843 0.808 14.70 12.37 2.37 1706.22 0.000 1.382 2.800 0.07240 0.669 Pipe "i.p." - 1095.31 1703.38 0.00 *1704.221 0.837 14.70 11.79 2.16 1706.38 0.000 1.382 2.614 0.07240 0.669 Pipe "i.p." 1099.18 1703.66 0.00 *1704.532 0.868 14.70 11.24 1.96 1706.49 0.000 1.382 2.439 0.07240 0.669 Pipe "i.p." 1102.33 1703.89 0.00 *1704.792 0.900 14.70 10.72 1.78 1706.58 0.000 1.382 2.275 0.07240 0.669 Pipe "No 3" Reach 1104.93 1704.08 0.00 *1705.014 0.934 14.70 10.22 1.62 1706.64 0.000 1.382 2.121 0.07240 0.669 Pipe "i.p." 1106.31 1704.09 0.00 *1705.017 0.928 14.70 10.30 1.65 1706.67 0.000 1.382 2.147 0.00650 1.361 Pipe "i.p." 1114.10 1704.14 0.00 *1705.034 0.895 14.70 10.81 1.81 1706.85 0.000 1.382 2.303 0.00650 1.361 Pipe "i.p." 1121.55 1704.19 0.00 *1705.051 0.863 14.70 11.33 1.99 1707.05 0.000 1.382 2.469 0.00650 1.361 Pipe "i.p." 1128.66 1704.23 0.00 *1705.066 0.832 14.70 11.89 2.19 1707.26 0.000 1.382 2.645 0.00650 1.361 Pipe "i.p." 1135.46 1704.28 0.00 *1705.081 0.803 14.70 12.47 2.41 1707.49 0.000 1.382 2.833 0.00650 1.361 Pipe "i.p." 1141.97 1704.32 0.00 *1705.095 0.775 14.70 13.08 2.66 1707.75 0.000 1.382 3.034 0.00650 1.361 Pipe "i.p." 1148.20 1704.36 0.00 *1705.109 0.748 14.70 13.71 2.92 1708.03 0.000 1.382 3.248 0.00650 1.361 Pipe "No 4" Reach 1154.18 1704.40 0.00 *1705.122 0.722 14.70 14.38 3.21 1708.33 0.000 1.382 3.475 0.00650 1.361 Pipe "i.p." 1155.08 1704.49 0.00 *1705.214 0.726 14.70 14.29 3.17 1708.38 0.000 1.382 3.442 0.09800 0.618 Pipe "i.p." 1160.55 1705.02 0.00 *1705.776 0.752 14.70 13.62 2.88 1708.66 0.000 1.382 3.216 0.09800 0.618 Pipe "i.p." 1164.89 1705.45 0.00 *1706.228 0.779 14.70 12.99 2.62 1708.85 0.000 1.382 3.005 0.09800 0.618 Pipe "i.p." 1168.42 1705.80 0.00 *1706.603 0.807 14.70 12.38 2.38 1708.98 0.000 1.382 2.806 0.09800 0.618 Pipe "i.p." 1171.34 1706.08 0.00 *1706.918 0.836 14.70 11.81 2.16 1709.08 0.000 1.382 2.619 0.09800 0.618 Pipe "i.p." 1173.77 1706.32 0.00 *1707.187 0.867 14.70 11.26 1.97 1709.15 0.000 1.382 2.444 0.09800 0.618 Pipe "i.p." 1175.81 1706.52 0.00 *1707.419 0.899 14.70 10.73 1.79 1709.21 0.000 1.382 2.280 0.09800 0.618 Pipe "i.p." 1177.53 1706.69 0.00 *1707.621 0.933 14.70 10.23 1.63 1709.25 0.000 1.382 2.126 0.09800 0.618 Pipe Encompass Associates, Inc. H-30 5/18/2012 1 GM i NM S all i N -- NM I - - - NS! NM MI TRACT 18824 Drainage Study "i.p." 1178.98 1706.83 0.00 *1707.798 0.968 14.70 9.76 1.48 1709.28 0.000 1.382 1.981 0.09800 0.618 Pipe "i.p." 1180.20 1706.95 0.00 *1707.954 1.005 14.70 9.30 1.34 1709.30 0.000 1.382 1.845 0.09800 0.618 Pipe "i.p." 1181.21 1707.05 0.00 *1708.092 1.043 14.70 8.87 1.22 1709.31 0.000 1.382 1.717 0.09800 0.618 Pipe "i.p." 1182.05 1707.13 0.00 *1708.215 1.084 14.70 8.46 1.11 1709.33 0.000 1.382 1.596 0.09800 0.618 Pipe "i.p." 1182.73 1707.20 0.00 *1708.324 1.126 14.70 8.06 1.01 1709.33 0.000 1.382 1.483 0.09800 0.618 Pipe "i.p." 1183.27 1707.25 0.00 *1708.422 1.171 14.70 7.69 0.92 1709.34 0.000 1.382 1.376 0.09800 0.618 Pipe "i.p." 1183.67 1707.29 0.00 *1708.509 1.219 14.70 7.33 0.83 1709.34 0.000 1.382 1.275 0.09800 0.618 Pipe "i.p." 1183.95 1707.32 0.00 *1708.587 1.269 14.70 6.99 0.76 1709.35 0.000 1.382 1.179 0.09800 0.618 Pipe "i.p." 1184.12 1707.33 0.00 *1708.658 1.323 14.70 6.66 0.69 1709.35 0.000 1.382 1.088 0.09800 0.618 Pipe "No 5" Reach 1184.18 1707.34 0.00 *1708.721 1.381 14.70 6.35 0.63 1709.35 0.000 1.382 1.001 0.09800 0.618 Pipe "i.p.' 1189.90 1707.37 0.00 *1708.812 1.444 14.70 6.05 0.57 1709.38 0.000 1.382 0.917 0.00502 1.508 Pipe "i.p." 1247.39 1707.66 0.00 *1709.165 1.508 14.70 5.78 0.52 1709.68 0.000 1.382 0.839 0.00502 1.508 Pipe "No 6" Reach 1297.81 1707.91 0.00 *1709.418 1.508 14.70 5.78 0.52 1709.94 0.000 1.382 0.839 0.00502 1.508 Pipe "No 7" Join 1302.49 1708.43 0.00 *1709.840 1.410 8.50 4.93 0.38 1710.22 0.000 1.129 0.000 0.11140 0.000 Pipe "No 8" Reach 1333.07 1708.59 0.00 *1710.057 1.467 8.50 4.84 0.36 1710.42 0.000 1.129 0.426 0.00454 1.500 Pipe "No 9" Reach 1355.85 1708.70 0.00 *1710.167 1.467 8.50 4.84 0.36 1710.53 0.000 1.129 0.426 0.00483 1.500 Pipe "No 10" Reach 1368.62 1708.84 0.00 *1710.214 1.374 8.50 5.01 0.39 1710.60 0.000 1.129 0.618 0.01096 0.990 Pipe "i.p." 1475.58 1709.38 0.00 *1710.876 1.500 8.50 4.81 0.36 1711.23 0.000 1.129 0.000 0.00501 1.500 Pipe "No 11" Reach 1564.32 1709.82 0.00 *1711.457 1.637 8.50 4.81 0.36 1711.82 0.000 1.129 0.000 0.00501 1.500 Pipe "No 12" Reach 1569.00 1709.92 0.00 *1711.505 1.585 8.50 4.81 0.36 1711.86 0.000 1.129 0.000 0.02137 0.797 Pipe "No 13" Reach 1792.63 1711.04 0.00 *1713.020 1.980 8.50 4.81 0.36 1713.38 0.000 1.129 0.000 0.00501 1.500 Pipe "No 14" Reach 1810.31 1711.12 0.00 *1713.136 2.016 8.50 4.81 0.36 1713.50 0.000 1.129 0.000 0.00452 1.500 Pipe "No 15" Reach 1818.66 1711.16 0.00 *1713.191 2.031 8.50 4.81 0.36 1713.55 0.000 1.129 0.000 0.00479 1.500 Pipe "No 16" WallEnt 1818.66 1711.16 0.00 *1713.903 2.743 8.50 0.44 0.00 1713.91 0.000 0.358 0.000 0.00000 0.000 Rect.open "No 17" Headwrk 1818.66 1711.16 0.00 *1713.903 2.743 8.50 0.44 0.00 1713.91 0.000 0.358 0.000 0.00000 0.000 Rect.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches No 7 LateralD-1 Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAT FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "Outlet/N" Outlet 1297.81 1708.55 0.00 *1708.980 0.430 6.20 14.83 3.41 1712.39 0.000 0.962 0.000 0.00000 0.000 Pipe "i.p." 1298.26 1708.62 0.00 *1709.046 0.430 6.20 14.79 3.40 1712.44 0.000 0.962 4.689 0.14559 0.399 Pipe "i.p." 1304.87 1709.58 0.00 *1710.024 0.445 6.20 14.10 3.09 1713.11 0.000 0.962 4.388 0.14559 0.399 Pipe "i.p." 1309.52 1710.26 0.00 *1710.716 0.461 6.20 13.44 2.81 1713.52 0.000 0.962 4.105 0.14559 0.399 Pipe "i.p." 1313.04 1710.77 0.00 *1711.244 0.477 6.20 12.82 2.55 1713.80 0.000 0.962 3.840 0.14559 0.399 Pipe "i.p." 1315.81 1711.17 0.00 *1711.664 0.494 6.20 12.22 2.32 1713.98 0.000 0.962 3.591 0.14559 0.399 Pipe "i.p." 1318.05 1711.50 0.00 *1712.009 0.512 6.20 11.65 2.11 1714.12 0.000 0.962 3.358 0.14559 0.399 Pipe "i.p." 1319.91 1711.77 0.00 *1712.297 0.530 6.20 11.11 1.92 1714.21 0.000 0.962 3.139 0.14559 0.399 Pipe "i.p." 1321.46 1711.99 0.00 *1712.543 0.549 6.20 10.59 1.74 1714.29 0.000 0.962 2.934 0.14559 0.399 Pipe "i.p." 1322.78 1712.19 0.00 *1712.754 0.568 6.20 10.10 1.58 1714.34 0.000 0.962 2.741 0.14559 0.399 Pipe "i.p." 1323.90 1712.35 0.00 *1712.937 0.589 6.20 9.63 1.44 1714.38 0.000 0.962 2.560 0.14559 0.399 Pipe "i.p." 1324.85 1712.49 0.00 *1713.097 0.610 6.20 9.18 1.31 1714.41 0.000 0.962 2.391 0.14559 0.399 Pipe "i.p." 1325.67 1712.61 0.00 *1713.239 0.633 6.20 8.76 1.19 1714.43 0.000 0.962 2.232 0.14559 0.399 Pipe "i.p." 1326.37 1712.71 0.00 *1713.363 0.656 6.20 8.35 1.08 1714.45 0.000 0.962 2.082 0.14559 0.399 Pipe "i.p." 1326.96 1712.79 0.00 *1713.474 0.680 6.20 7.96 0.98 1714.46 0.000 0.962 1.942 0.14559 0.399 Pipe "i.p." 1327.46 1712.87 0.00 *1713.573 0.706 6.20 7.59 0.89 1714.47 0.000 0.962 1.811 0.14559 0.399 Pipe "i.p." 1327.88 1712.93 0.00 *1713.661 0.732 6.20 7.24 0.81 1714.47 0.000 0.962 1.687 0.14559 0.399 Pipe "i.p." 1328.24 1712.98 0.00 *1713.740 0.760 6.20 6.90 0.74 1714.48 0.000 0.962 1.571 0.14559 0.399 Pipe "i.p." 1328.52 1713.02 0.00 *1713.811 0.789 6.20 6.58 0.67 1714.48 0.000 0.962 1.461 0.14559 0.399 Pipe Encompass Associates, Inc. H-31 5/18/2012 IIIII 1- M- I I all ■w ---- V VIM MI MI M OM "i p "i.p. " "i.p. Iii.p. H "Link16" Reach "Node16" WallEnt "Nodel7" Headwrk TRACT 18824 Drainage Study 1328.75 1713.05 0.00 *1713.874 0.820 6.20 6.27 0.61 1714.49 0.000 0.962 1.359 0.14559 0.399 Pipe 1328.92 1713.08 0.00 *1713.931 0.852 6.20 5.98 0.56 1714.49 0.000 0.962 1.262 0.14559 0.399 Pipe 1329.04 1713.10 0.00 *1713.983 0.887 6.20 5.70 0.50 1714.49 0.000 0.962 1.170 0.14559 0.399 Pipe 1329.11 1713.11 0.00 *1714.029 0.923 6.20 5.44 0.46 1714.49 0.000 0.962 1.084 0.14559 0.399 Pipe 1329.13 1713.11 0.00 *1714.071 0.961 6.20 5.18 0.42 1714.49 0.000 0.962 1.002 0.14559 0.399 Pipe 1329.13 1713.11 0.00 *1714.699 1.589 6.20 0.56 0.00 1714.70 0.000 0.290 0.000 0.00000 0.000 Rect.open 1329.13 1713.11 0.00 *1714.699 1.589 6.20 0.56 0.00 1714.70 0.000 0.290 0.000 0.00000 0.000 Rect.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches[TITLE] TRACT 18824 0 LINE E [REPORT] COMPOSITE_ONLY [NETWORK] **TYPE NAME ** Outlet "No 1" Reach "No 2" Transition "No 3" Reach "No 4" Reach "No 5" Reach "No 6" Reach "No 7" Reach "No 8" WallEntrance "No 9" Headwork "No 10" **BRANCH DEFINITIONS [OUTLET] **NAME ** ** "No 1" STATION INVERT GROUND CHANNEL WATER SURFACE ELEV ELEV ID ELEV (opt.) 1000 1723.31 0 "Channel 1" 0 [HEADWORK] **NAME INVERT GROUND CHANNEL FLOW WATER SURFACE ** ELEV ELEV ID ELEV (opt.) ** "No 10" 1724.5 0 "Channel 3" 8.2 0 [WALLENTRANCE] **NAME INVERT GROUND - CHANNEL LOSS ** ELEV ELEV ID COEFFICIENT(opt.) ** "No 9" 1724.5 0 "Channel 3.0.5 [WALLEXIT] **NAME ** ** [BRIDGEENTRANCE] **NAME INVERT GROUND CHANNEL LOSS ELEV ELEV ID COEFFICIENT(opt.) INVERT GROUND CHANNEL REDUCTION ELEV ELEV ID FACTOR(opt.) Encompass Associates, Inc. H-32 5/18/2012 M I M M i MI In— M i — OM I M — OM M V W [BRIDGEEXIT] **NAME INVERT GROUND CHANNEL REDUCTION ** ELEV ELEV ID FACTOR(opt.) ** [JOIN] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE ** ELEV ELEV ID BRANCHES ANGLE ** [JUNCTION] **Name INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE FLOW ** ELEV ELEV ID LATERALS ANGLE ** [TRANSITION] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n ** ELEV ELEV ID ** "No 3" 1723.41 0 "Channel 2" 2.91 0.013 [REACH] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n CURVE ANGLE NUMBER ** ELEV ELEV ID (opt) POINT(opt) MANHOLES(opt) ** "No 2" 1723.39 0 "Channel 1" 16.59 0.013 0 0 0 "No 4" 1723.87 0 "Channel 2" 92.57 0.013 0 0 0 "No 5" 1724 0 "Channel 2" 25.68 0.013 65.41 0 0 "No 6" 1724.12 0 "Channel 2" 24.31 0.013 0 0 0 "No 7" 1724.25 0 "Channel 2" 26.46 0.013 67.39 0 0 "No 8" 1724.5 0 "Channel 2" 49.17 0.013 0 0 0 [CHANNEL] **REGULAR TYPES 1-4 **ID TYPE HEIGHT WIDTH LEFT RIGHT NUMBER AVG PIER INVERT ** SLOPE SLOPE PIERS WIDTH CROSS FALL ** "Channel 1" 2 0.33 6 0 0 0 "Channel 3" 2 2.5 1.5 0 0 0 "Channel 2" 4 1.5 1.5 **IRREGULAR TYPES 5-6 **ID TYPE NUMBER AVG PIER PIER1 PIER2 PIER3 PIER4 PIERS PIER6 PIER7 PIERS PIER9 PIER10 ** PIERS WIDTH ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ** TRACT 18824 Drainage Study [POINT] **ID XCOORD YCOORD ** ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 1.3 06/09/2010 XP Software www.xpsoftware.com ************************************* Encompass Associates, Inc. H-33 5/18/2012 N- r- R N I R S N w NM MI S I NM MB I N INPUT FILE *******************+***************** P:\102-139\013-NorthFontana\Drainage\LineE.wsx Computed 12/20/11 08:53:42 TITLE INFORMATION **++********************************* TRACT 18824 LINE E WARNING SUMMARY **********************************+** RESULTS ************************************* Main Line Composite Profile: 0 TRACT 18824 Drainage Study ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAT FROUDE SLOPE NORMAL. CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ### "No 1" Outlet 1000.00 1723.31 0.00 *1723.537 0.227 8.20 6.03 0.56 1724.10 0.000 0.387 0.000 0.00000 0.000 Rect.open "i.p." 1001.79 1723.32 0.00 *1723.538 0.219 8.20 6.24 0.61 1724.14 0.000 0.387 2.351 0.00482 0.364 Rect.open "i.p." 1004.07 1723.33 0.00 *1723.538 0.209 8.20 6.55 0.67 1724.20 0.000 0.387 2.526 0.00482 0.364 Rect.open "i.p." 1006.21 1723.34 0.00 *1723.539 0.199 8.20 6.87 0.73 1724.27 0.000 0.387 2.713 0.00482 0.364 Rect.open "i.p." 1008.22 1723.35 0.00 *1723.539 0.190 8.20 7.20 0.81 1724.34 0.000 0.387 2.914 0.00482 0.364 Rect.open "i.p." 1010.10 1723.36 0.00 *1723.540 0.181 8.20 7.55 0.89 1724.43 0.000 0.387 3.130 0.00482 0.364 Rect.open "i.p." 1011.88 1723.37 0.00 *1723.540 0.173 8.20 7.92 0.97 1724.51 0.000 0.387 3.362 0.00482 0.364 Rect.open "i.p." 1013.54 1723.38 0.00 *1723.540 0.164 8.20 8.31 1.07 1724.61 0.000 0.387 3.611 0.00482 0.364 Rect.open "i.p." 1015.11 1723.38 0.00 *1723.540 0.157 8.20 8.71 1.18 1724.72 0.000 0.387 3.878 0.00482 0.364 Rect.open "No 2" Reach 1016.59 1723.39 0.00 *1723.540 0.150 8.20 9.14 1.30 1724.84 0.000 0.387 4.166 0.00482 0.364 Rect.open "No 3" Transition 1019.50 1723.41 0.00 *1724.518 1.108 8.20 5.86 0.53 1725.05 0.000 1.109 1.002 0.00687 0.000 Pipe "i.p." 1021.66 1723.42 0.00 *1724.583 1.162 8.20 5.58 0.48 1725.07 0.000 1.109 0.908 0.00497 1.500 Pipe "i.p." 1031.71 1723.47 0.00 *1724.692 1.222 8.20 5.32 0.44 1725.13 0.000 1.109 0.816 0.00497 1.500 Pipe "i.p." 1061.67 1723.62 0.00 *1724.909 1.290 8.20 5.07 0.40 1725.31 0.000 1.109 0.718 0.00497 1.500 Pipe "No 4" Reach 1112.07 1723.87 0.00 *1725.211 1.341 8.20 4.92 0.38 1725.59 0.000 1.109 0.645 0.00497 1.500 Pipe "No 5" Reach 1137.75 1724.00 0.00 *1725.355 1.355 8.20 4.88 0.37 1725.72 0.000 1.109 0.625 0.00506 1.500 Pipe "No 6" Reach 1162.06 1724.12 0.00 *1725.490 1.370 8.20 4.84 0.36 1725.85 0.000 1.109 0.603 0.00494 1.500 Pipe .No 7" Reach 1188.52 1724.25 0.00 *1725.636 1.386 8.20 4.81 0.36 1725.99 0.000 1.109 0.579 0.00491 1.500 Pipe "No 8" Reach 1237.69 1724.50 0.00 *1725.899 1.399 8.20 4.78 0.35 1726.25 0.000 1.109 0.557 0.00508 1.500 Pipe "No 9" WallEnt 1237.69 1724.50 0.00 *1726.304 1.804 8.20 3.03 0.14 1726.45 0.000 0.976 0.000 0.00000 0.000 Rect.open "No 10" Headwrk 1237.69 1724.50 0.00 *1726.304 1.804 8.20 3.03 0.14 1726.45 0.000 0.976 0.000 0.00000 0.000 Rect.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches Encompass Associates, Inc. H-34 5/18/2012 REFERENCES & MAPS 03/13/12 0-1 0 0 U 0 .2 tr czt LO.I pa z U, HYDROLOGY MANUAL - - -- NO Mr r 11111 111111 O r- w- N-- r r t 1 1 i 1 1 T3 TIS T2S t ONTARIOki *-liannorrammi .CHINO I I I - - . r -t- -I- r- -r — 4 — -1- --1 I .1 714( 1 R S W - • R7W R6W u. u7^30 v34 3 7 24 2.6 41PARn LS - w� CRE$TLINE ILiIUiAbbk, 11111111MCIMMMirmiik- mien RIALTO FONTANA-.— 30 R6W I • -I- --I -R5W 1 • 3�NI J. ti-Ts -1- 1- • / 14( 1 W IEAS IVR. �$vlOttl ` - ah4 WASH �F• • NIVW4h• . -r r �� REDLAND '.xpaillri•P ON , ) ' - r !r • � '•'' Y,rv, 1 i rucw OIN RIV1REIDE I 'C LOCUST SAN BERNARDINO COUNTY HYDROLOGY MANUAL """°-''may---I �o '� +. j IIRI ( 1 REDUCED DRAWING SCALE I" = 4 MILES LEGEND: �.O ISOUNES PRECIPITATION (INCHES) 1 RIE -1-- R2E- — T4N •T —I— • IN +34^ SAN BERNARDINO COLP4TY FLOOD CONTROL DISTRICT VALLEY AREA ISOHYETALS Xi - 2 YEAR 6 HOUR . MUD ON Y.LD.0 NDAAAiLAS t• In AY/IOAD BY • DATE 1982 FLOOD TOL 1 IVER SCALE �.tR& IID. MS. MD. r•tw. yI110i 1 M It 8-9 FIGURE B- I 4 TI TI T2S t AM 11730 1 I I rrt- +-4- , ' Illringinirl 1 �, •'p.Y i �+YdFp-�-` \ kf.a.A�:* ..� 'R� r— —' t. �j/` - -4 ,4 t -�+_ 3 �� -`�- I__ � •; �•. .`?:'itisaor \ (� tiTLE sN��e.w.� —� 4 / � — ' j I:01M AVE. ailLidune TIN T. �%r�= g IMMIIMIIMIlliSITEE + a• , nY -- r er ,..,.. FONTANA,- � dI t mill WASN ,�.:.; P�T"11r�- PfiA I-i n�� S MIMI ► sirparrovolinik:-w -., damn. . I NO4LTr f#��.l�3s.�� !I--�afaigftPWERIM� DL NOS o�A � ii%ovir . tf:�� iiiRgillit - CRPFTP „111 A III iliallialailt747.11 JUgUp - MIPMEUCAIP kik M+' CHINO �/!r.,•rtRl�� ���� �.,,$�"` I.iw�w�' �� ,�"'srZ�� ,�. I . :1� ` I .lie. W ` I or; NA- *ilipi Y -1-111ik .. _ 1_ I �' J s -- 4- -- - 1I I If .1e0'�.I I. I I R�W t t 1 rt .,' -- 1- -1 - I- -I-- -t - - --1 T3S 4 - 117'14i R8W 1 - RT 7304- -4 — __ L RSW 5W -4 iecL,, AVE` SAN BERNARDINO COUNTY HYDROLOGY MANUAL REDUCED DRAWING SCALE i ' 4 MILES LEA 0.0 ISOLINES PRECIPITATION (INCHES) B-10 I I r 1 137177 J _I_rrt- 0 2 - I L'E FOR r CUCAMONGA S't sl 0 BE o - I _ •'� fLA7s-' 4.9 . �a4 , e7 I• ti ''S.D `.._ . -41 j W1 1 -� -t I T•,W , ...-- 1 /`\ — 1-41-* 1 it • ,.,( ..,._ ,„ •_.... 4, 6.5 • s• 5.0 -fr .0 I-1- _ -[- _ R1- II4N N� •oo SAN BERNARDINO C FLOOD CONTROL DIS T VALLEY AREA 1SONYETALS X2 - 2 YEAR 24 HOUR BASED ON U.S.D,e, MOAA.AnA$ t, WIZ DATE I9$2 Slat NO. IifIt FIGURE B-2 T3N T2N 4- --- TIS • • T2S I CHINO i I I I r-- r -1- I- -I-' • T3S— = 'I • •I -I - + - I .7.1 •.4ji 8!w • FON TA N ROW RIALTO CREST MORE • • �-- .- • • R5W: R7W R6W 1,7.30 MIT I !VALE•' AR•A MeNMAIM �6E,9 1 S I 4 I 3 I 2 • ..4DU1TS -4 - ..oI30 R6 4. • I is 4W II R°11 ". HESPERIA -- � 1 'I �- -` RSIDE R4W ; • f 1 1I - - - RA ESN p„/ MTN. It MM,Pd ` SPRINGS I -1 t J,! i 1� SAN URN .MO LOCUST AWL. R3 ' R2W I SAN BERNARDINO COUNTY HYDROLOGY MANUAL REDUCED DRAWING SCALE I"= 4 MILES -L - 1!1_1,0 Z PIATS r N • ~�i e RTARDIN I� I RIE I 1 L.E H 3 ISOLINES PRECIPITATION (INCHES) 3-1 I R I T145. fib -I- -I7,1 - AL(DRY)OWIN L -04 N If., w N .41 i f- \ / II C•f[4 _.—�1_ i — I- J�•sA• \I Iri I �,.fEcTIN, —1 _ L2 -i I I ) • - t -1 -- t— F {�. •— I .I • R ! •I E 1145 SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT VALLEY AREA ISOHYETALS Yio - 10 YEAR 1 HOUR BASED ON U.SD.C, NA.AA. ATLAS 2, t973 AFFRDVED DY • FL DATE 19$2 1"• 2 MI. FILE NO. WAD -I MAL NO. 3 of 12 FIGURE 8-3 1 - - ) I -- --- --1— TIS - •t••• • • T2S I le: SAN — .— _ Al AP TON1O R6W IIT•30 404L I'4' • %� L �Ip MO ItERIFIMMIRIE110111MEERIENIIIIIIIM721MCIPERWM ,T130 W: RIALTO SAN IERNA DINO WASH 1_ SAN BERNARDINO COUNTY HYDROLOGY MANUAL I •'•••• rut*. YUCAIM If REDUCED DRAWING SCALE I" = 4 MILES LEGEND: C8 ISOLINES PRECIPITATION (INCHES) B-12 AQRLOAF MTN. 1 / I— 1•� cut• . R6145 I. I +34°00• SAN DERNARDpI(NO COUNTY FLOOD CONTROL DISTRICT VALLEY AREA tSOHYETAL$ YNw-IOO YEAR 1 HOUR BASED ON U.*DDC., NOAA. AMU t, IR$ DATE Il02 %t1L fL0o0� eta Na tENN, NO. tw110-1 4 N 1t FIGURE B-4 &Of • + - TIS I I„ t--r-1- -- ► `- I -_I-- 4- T3S 11\ .14y i R8W UPL4ND I PXEun 1170 30 r • 2. I.I I I -r — I— ,-4 , 4.5. 1 I 6.5I -- CEDARIALLA CR[STLIN 0 ��,. gym.-��xn�cersx�C���lf1�i � �:!�11♦��L�'��1:ai��.l��l -:.�r�� lig��n�is ..E��I♦� !l�Q� O_ �i��r� �P;y , ^*.. _u FONTANA+ ' y���j�� ( tp AHA' WASH• iiiiran Fit.. i 4.--it DLI maYMi�, 1 OLTO ` R t �I - — i i� BSI_ f.iv.'� .��:�iis�� �#:It•fl��IE�....y- ► r... S - �� _ REDLANDS R. wf. Inv Loilani atirvos LAPELPXII flY �rilk"I I ��� ,. , •�NjP 7�.{� � . -.4.1.w. CHINO � itg .,... 4ttarzikiiik"-" ;hi_Pyn- —f — 1- Migillilllii ,4 ii psoio. dr _ I TDE I OOUMT, , pi- t. _;� IVONITA ER : IDE3.bI i iimoI� �, ,tP.--' i I I I \ I I R4W ' TPi151 A �;1'�' I I I I I fi -, ,' 1 — I— t i 1- -t — — I— -I- — FLOOD CONT;ROLi__ r- fii I I I I BASIN -I- 1- - I-- - 1- -- SAN BERNARDINO COUNTY A I JJ -f•- ,17.730a- -t — L1 R6W I HYDROLOGY MANUAL • I' 4_5 • REDUCED DRAWING SCALE I IE = 4 MILES 1....11.0 1E CO ISOLINES PRECIPITATION (INCHES) B-13 - 4- - R2E ��,�� -T4N I I I- _I- A I -I I Ir T -{-I-T T '1 I_ I < I dick I IS I I �` R I +34^00. SAN DERNAROINO Cp�Y FLOOD CONTROL DISTRICT VALLEY AREA IIOHYETALS X3 — IOO YEAR 6 HOUR use ON UAW., , I A.A Rw I:, Ins scALE W f•LSs. sM o- edia FIGURE 8-5 $ «It T4N T 2 1 T3 IPEAN .� V R6 1:7°30 }y : o� °1 dY j �_ tj> CEoAmItr oar- Y ` ` __i _ . ,-i-- t `o • \�� ( tK�11 e. SFlON86 I I i f1_ . rtl1.{r, • __ ,� `�•i of tn. o %- d2A� >. _ V— T 1.~fi�� W d Ir J 12.0 .' •• •.`..a�. 1 E ./ • / ~-'� �./ 0104.4 .111 lidraffinkININIE-1-1111E' :=7111411111;41-4:27? ; I 11141;031"ii mPi� 1�l� y� • �i�'ALTO�II��ir�'�'�•�' Ri arviaL �(< NSA • ANA WASN I ER ,130 R6W 1,11757 -RSW/.o REDLANDS 1 SAN • SEAN • IMO SAN BERNARDINO COUNTY HYDROLOGY MANUAL 3.5 RI I I 4.0 I I -}I SA; .�'I� �t�Gf .y��--i. ./ l4paT° I- Ir I I0.0 REDUCED DRAWING SCALE Its= 4 MILES G.0 ISLE= PRECIPITATION (INCHES) B-14 R2E U 43' — 4N — t -t — I- it I l EI1Wt I 134g'T2 N -- I— -1- -I - ti6 45 I I I I +34°00' SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT VALLEY AREA ISOHYETALS X4 -100 YEAR 24 HOUR BASED ON U.SD.C, ND.M. ATLAS 2, IB73 APPROVED BY fLiTRpI O E eel DATE 1982 SCALE, Pori. FILE Kt I COW0. NO. WRD-1 6- of 12 FIGURE B-6 • YORAP�...3A,T? =2sA 520,7 are- 24+ TAR, 4AV?3 'fYDRAUUC DATA C;00= 529.7 Is YIATcX = 29.2 fp, 24.85 L.r. 72 RCP" RCP>' t '� `e t=7.2T 24+60.94 i1NE =10+00.00'''„A `C-B" V. AT THE &J1h'85T ARE. SET RUSH 26-f=C 27+00 2 X-INC = ?653.67 1. = 1630.67 . 122/57 ,RCE± I bi. PAT > 524,7 29+85.31 =10+00,00 LkE `C-8" 29+69.12• C' 17R. X-INC = 1671.12 SEE PROFILE MI SHE 17 T672.12 5=0.0872 PPOFrC, tU "r SURFACE 0 tC/L SO TEEPNCt E POLE`.,; DATED Y5) _-__r �' Al?„hL.7"AE A 1 8 '.."r. Or i Ds ELEV. `S° EUUY. ?` LINE `C' CP ''S -A* 1 TS 340-1 45DD'DD' S 3S' 433' 72" 72" t657.22 LINE 'C- I CP C-9' 1 MN 322-1 45'C51C0" 1 36' 3,89' 72' 72" 1653.17 165.3.29 ' LINE 'C' I CP C-C' TS 340-I 45'i7'S1' (( 42' 4.22' � 7a" 72" 16S5.2t2 1655.22 LINEC` -1 CP C-0" IS 3-40-1 145'I751 g 42" 4.22' 72- 72' 7655.67 7555.69 LINE 'C' LINE C=6" TS 340-1 1 30'00`20" 46" 5.34. 72' 72' 1565.91 1665.95 LINE "C-6" CP C-E' TS 340-1 145'17'51' 42' 3.87' 48' i 43' 1666.55 1665.72 CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT ,OMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL 3WNW HEFIEONAND CARRIED FORTH INADILIGENT MANNER, E CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CCNDrONS AND STANDARDS IN EFFECT. AE CASC E rtt.1 1 E RI N 437 soJTH . orA, Sso Ydo coi1.A; oA USA P1, (904} M-5'1 1AF (69) 72J-9102 PROP. 12" 1557.97 90 LI \- PROPOSED FINISH URFACE-dD-C4l S0--165Oa S GALES HURTI •• I'=413' 6590., r.=4' CONSTRUCTION NOTES CONSTRUCT 26" RCP (D-LOAD PER PROFILE). Q COIZTR007 42' RCP (IS-S0.1D PER PRa=ILE). A2TRUCr 72' RCP (0-LORD P R FROTH. El. 034 PA51N PER A741.4 STD, PLAN COAL DEPRESSION CAS. A" PER APRA STD, PLAN 313-1. 5P-NA 570., PLAN 322- I.. CRETE BULKHEAD PER RCM' & 1VCO 503. DWG, iti0, MI 157uC STRUCTURE PEP APV1A SM. PLAN 340-1. RISER PER DETAIL ON SHEET 13 PROFILE ;. 6iRUCT CO PLACE 03,JECT MARKERS P`tR :AL TRANS STD, PLAN A734, �W. DATA (a 62 PT, A CURS .4 CUTTER 62.8S PT. E S E 7' 4 44 04' 1 A01U 4 44'04'12" E - 7 2 2' T TAv49ENT CITY OF FONTANA, CALIFORNMA COYOTE CANYON Ltt '0' TO ;= ir rs 7ni A I-EXIS7! 9,20 05' RCP (0- AT P PROP, 1695:59 12+00 =POC FOR -TOFF-SITE LINE "B" 48-4-✓'"1"sii .4e ROFtLE SCALES MOSi2.: I 40' VER,T.: ["=4' NOTE: EX, UNCERCROUND FAC RES TO GE PROTECTED IN PLACE EX. ACCESS ROADS TO BE RESTORED TO PRE-EYSSTRIC C0NCf 7ON. 71,64 COYOTE CANYON P.D. C/L ;Y1: +P6.76 OUNCAN CANYON 80. C/L APN 02 e,o-072-37._ STRUCT1QN NOTES 6- RCP (0-LOAD PER PRO7 1). NC FIE COLLAR PER APWA STD. PLAN 3.30-2, IS i A DUAL HEREON_ Rt"TE V-V!TvH PER D772. HEREON.. RU1004EAO. uNei U RVE DATA oa A/PEARIAC I PAD=US 1 L6 ./0iST. T ;CENT •f No7-5O3'02"E I N/A 34.51' N/A £'I I1'05'21' d5.0C' 8.71' 4.57' 0214'31" 00 44.8r 22.45' ij, 50055'48'W I A [ 159.11 N/A SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. CHHT N . 595.55 PROP RAIl DETAIL t3" 1'-5' 2' LAN, Me.) .COPSIR'U'C7 9" CfA-;S 0 CONCR' 5'X 5`-W1.4X RI.! WELOEO WIRE MESH 71.. W .M.) 4' CONCRETE V-DITLN NTS 700.54 1702.14 700.55 PACK rw as. `BERNAR©INO COUN FL ' ► CONTROL DI ENGINEERING 4S7 S:,,ION Yd LAlA 5217 500 COMM. CA 92.324 NO (999) 3e3-2101 640 (>w) 7e.]-0105 ARi,:J/7Y. 9017 L% til£:REY 20 RCA M. CITY OF FCNTANA, CALIFORNIA COYOTE CANYON Y C SNEER tY' ?ROME TO1 2+40.22 641E4 RMA Group GEOTECHNICAL CONSULTANTS GEOTECHNICAL INVESTIGATION FOR TENTATIVE TRACT 18824 NORTH OF COYOTE CANYON ROAD AND DUNCAN CANYON ROAD FONTANA, CALIFORNIA for Lewis Operating Corporation 1156 N. Mountain Avenue Upland, CA June 20, 2011 11-015-02 .oro 14," 0 LI GEOTECHNICAL CONSULTANTS 12130 SANTA MARGARITA CT., RANCHO CUCAMONGA, CA 91730 : 909-989-1751 : FAX 909-989-4287 June 20, 2011 Lewis Operating Corporation 1156 N. Mountain Avenue Upland, CA 91785 Attention: Mr. Bryan Goodman Vice President, Regional Project Manager Subject: Geotechnical Investigation for Tentative Tract 18824 North of Coyote Canyon Road and Duncan Canyon Road Fontana, CA Dear Mr. Goodman: In accordance with your request, a geotechnical investigation has been completed for the above referenced site, The report addresses both engineering geologic and geotechnical conditions. The results of the investigation are presented in the accompanying report, which includes a description of site conditions, results of our field exploration and laboratory testing, conclusions and recommendations. We appreciate this opportunity to be of continued service to you. If you have any questions regarding this report, please do not hesitate to contact us at your convenience. 014,•3/44. Respectfully submitted, GARY W. 0* WALLACE No. 1255 CERTIFIED ENGINEERHIG GEOLOGIST RMA Group ( Oa' Carlos V. Amante, G.E. Principal Geotechnical Engineer GE 2724 Gary Wallace, P.G., C.E.G. Vice President CEO 1255 Field tests were performed using a Double -Ring Infiltrometer (ASTM Test Method D 3385-03) to determine an infiltration rates for design of storm water infiltration basins. Infiltrometer equipment consisted of two calibrated plastic cylinders, two aluminum rings, constant level float values, shutoff values, and plastic tubing to connect the cylinders and aluminum rings. Calibrations were mark directly on thej plastic cylinders. The cylinders were connected to special supports to prevent tipping and to maintain proper height. The aluminum rings were 12 and 24 inches in diameter and 20 inches high. The float values were used to maintain a constant water level in the aluminum rings. Infiltration rate of water during the test was determined by monitoring volume changes in the calibrated cylinders. Testing was continued until a relatively uniform infiltration rate was obtained. The infiltration test (P-1) was conducted in alluvial soils at a depth of approximately 4.5 feet below the existing ground surface. Infiltration of water into the alluvial soils ranged from 48 to 72 cm/hr with a stabilized rate of 48 cm/hr. The infiltration test (P-2) was conducted in alluvial soils at a depth of 3 feet below the existing ground surface. Infiltration of water into the alluvial soils ranged from 108 to 150 cm/hr with a stabilized rate of 108 cm/hr. For design purposes, we recommend use of a soil infiltration rate of 48 cm/hr. This rate applies to the underlying alluvial soils (gravelly sand and sandy gravel), not the upper surficial alluvium composted of silty sand. Design of the infiltration system should include an appropriate factor of safety to account for degradation of soil conditions by fine grained materials carried by runoff, potential growth of vegetation, accumulation of trash and other appropriate considerations. The actual reduction rate cannot be determined because these future factors cannot be precisely known in advance. In some cases, infiltration is reduced by factor ten. The test data sheet for the soil infiltration test is presented as Figures 3 and 4. RMA Group Project ID 11-015-01 GEOTECHNICAL CONSULTANTS Lewis Operating Corporation Tentative Tract 18824 Fontana, CA June 20, 2011 INFILTRATION TEST RESULTS Test Location P-1 Tested By 520DKR Date 6/3/11 Area Depth of Liq Constants (cm2) (cm) Inner Ring 707 11.5 Anlr. Space 2106 9.0 No. S or E Date Yr 2009 Time hr (min) Elpd Time (min) Inner Rg (cm3) Flow Readings Ring Flow (cm3) Anlr Ring (cm3) Space Flow (cm3) Iner Rate Inr (cm/min) Infil Anlr (cm/min) 1 S 6/3 9:26:00 0:02 0 1,375 0 5,000 1.0 1.2 E 6/3 9:28:00 v 0:02:00 1,375 5,000 2 S 6/3 9:28:00 0:01:00 1,375 825 5,000 2,700 1.2 1.3 E 6/3 9:29:00 0:03:00 2,200 7,700 3 S 6/3 9:30:00 0:01:00 0 800 0 3,000 1.1 1.4 E 6/3 9:31:00 , 0:05:00 800 3,000 4 S 6/3 9:31:00 0:01:00 900 700 3,200 2,250 1.0 1.1 E 6/3 9:32:00 0:06:00 1,600 5,450 5 S 6/3 9:32:00 0:01:00 1,700 600 5,800 2,000 0.8 0.9 E 6/3 9:33:00 0:07:00 2,300 7,800 6 S 6/3 9:33:00 0:01:00 2,400 650 8,000 2,200 0.9 1.0 E 6/3 9:34:00 r 0:08:00 3,050 10,200 7 S 6/3 9:35:00 0:01:00 150 700 300 2,000 1.0 0.9 E 6/3 9:36:00 r 0:10:00 850 2,300 8 S 6/3 9:36:00 0:01:00 950 650 2,400 2,100 0.9 1.0 E 6/3 9:37:00 0:11:00 1,600 4,500 9 S 6/3 9:37:00 0:01:00 1,700 650 5,000 1,900 0.9 0.9 E 6/3 9:38:00 0:12:00 2,350 6,900 10 S 6/3 9:38:00 0:01:00 2,400 600 7,100 1,900 0.8 0.9 E 6/3 9:39:00 0:13:00 3,000 9,000 11 S 6/3 9:39:00 0:01:00 3,100 600 9,400 2,000 0.8 0.9 E 6/3 9:40:00 0:14:00 3,700 11,400 12 S 6/3 9:40:00 t, 0:01:00 3,800 600 11,600 2,000 0.8 0.9 E 6/3 9:41:00 0:15:00 4,400 13,600 RMA Job No.: 11-015-02 Table 3 1 1 RMA Group GEOTECHNICAL CONSULTANTS Lewis Operating Corporation Tentative Tract 18824 Fontana, CA June 20, 2011 INFILTRATION TEST RESULTS Project ID 11-015-01 Test Location P-2 Tested By 520DKR Date 6/3/11 Area Depth ofliq Constants (c) (cm) Inner Ring 707 11.5 Anil:. Space 2106 9.0 No. S or E Date Yr 2009 Tim hr (n/in) Elpd Time (min) Inne Rg (cm') Flow Readings Ring Flow (cm') Anlr Ring (cm3) Space Flow (cm3) lnerinfil Rate Inr (cm/min) Anlr (cm/min) S 6/3 11:37:00 0:00 0 600 1 900 2,400 2.5 2.3 E 6/3 11:37:30 P 0:00:30 900 3,000 S 6/3 11:37:30 0:00:30 900 • 3,000 2 850 1,800 2.4 1.7 E 6/3 11:38:00 0:01:00 1,750 4,800 S 6/3 11:38:00 0:00:30 1,750 r 4,800 3 800 2,100 2.3 2.0 E 6/3 11:38:30 q 0:01:30 2,550 6,900 S 6/3 11:38:30 0:00:30 2,550 6,900 4 890 2,100 2.5 2.0 E 6/3 11:39:00 . 0:02:00 3,440 9,000 S 6/3 11:39:00 0:00:30 3,440 r 9,000 5 760 2,000 2.1 1.9 E 6/3 11:39:30 0:02:30 4,200 11,000 S 6/3 11:42:00 0:00:30 0 0 6 750 2,100 2.1 2.0 E 6/3 11:42:30 . 0:05:30 750 2,100 S 6/3 11:42:30 0:00:30 750 r 2,100 7 810 2,000 2.3 1.9 E 6/3 11:43:00 . 0:06:00 1,560 4,100 S 6/3 11:43:00 0:00:30 1,560 r 4,100 8 700 2,000 2.0 1.9 E 6/3 11:43:30 04030 2,260 6,100 S 6/3 I1:43:30 0:0030 2,260 r 6,100 9 700 2,000 2.0 1.9 E 6/3 11:44:00 0:07:00 2,960 8,100 S 6/3 11:44:00 60030 2,960 8,100 10 650 2,000 1.8 1.9 E 6/3 11:44:30 60730 3,610 10,100 S 6/3 11:44:30 r 0:00:30 3,610 10,100 11 650 2,000 1.8 1.9 E 6/3 11:45:00 0:08:00 4,260 12,100 S 6/3 11:47:00 0:00:30 0 0 12 700 2,000 2.0 1.9 E 6/3 11:47:30 0:10:30 700 2,000 S 6/3 11:47:30 r 0:00:30 700 2,000 13 700 2,000 2.0 1.9 E 6/3 11:48:00 0:11:00 1,400 4,000 S 6/3 11:48:00 r 0:00:30 1,400 4,000 14 650 2,000 1.8 1.9 E 6/3 11:48:30 0:11:30 2,050 6,000 S 6/3 11:48:30 r 0:00:30 2,050 6,000 15 650 2,000 1.8 1.9 E 6/3 11:49:00 0:12:00 2,700 8,000 S 6/3 11:49:00 0:00:30 2,700 r 8,000 16 650 1,950 1.8 1.9 E 6/3 11:49:30 0:12:30 3,350 9,950 S 6/3 11:49:30 r 0:00:30 3,350 r 9,950 17 650 1,950 1.8 1.9 E 6/3 11:50:00 0:13:00 4,000 11,900 S 6/3 11:50:00 0:00:30 4,000 r 11,900 18 650 1,950 1.8 1.9 E 6/3 11:50:30 0:13:30 4,650 13,850 RMA Job No.: 11-015-02 Table 4 SEE DETAILED MAP IN DRAINAGE STUDY AND ANALYSIS FOR OFF -SITE CHANNEL FLOWS 1 it\ 0.6 if INV = 17551- Q100= INITIAL, 25-YR"_ .7 0.7 \ FS = 1699 Q100— 245 0.8 INV = 1682 Q100= 40:9- "25-YR" `BRASS 1 Rim iv > r —t \ 1 1 \ \ \ \ 1 1 I / N 4/ /)/ :( \v 0.1 FS = 1830 Q100= INITIAL "25-YR" 0.2 FS = 172I9 Q100= 7.7 "25-YR" 0.3 INV = 1709 Q100= 28.1 "25-YR" r / / / / i ✓ / r - / / r r / A / / / / P// /r /- ✓ / - I r- - .' ,a`- / r 0.4 IN = 1701— Q100= 38.7 "25-YR" 1 /ii///11 \\ --- l 0\\ 1 N-- ; 1 1 4 �\ \ - AR ARC) -tit \ \i. \ \ \ 11 \\ \ \ \ l \ N. • \ \\ \\ \ t %, it li II II I r\� II I <20:7 htIl11 llillll )1; II L II I --,\ \ (1F \\ i \ 1 \ / 1 \ \ \ _I-- \- 1 --I— 1 i \ —' \ \ 1 1 \: \ \ 1 \\\ I1 \ t 1.I A ' f�- - . — -- i-r / i -_ 2 / r / J/'' ( \ %I \ `-- \ \\ \I r 1 TOPO AND TRIBUTARY AREAS SHOWN HERE EXCERPTED FROM AEI-CASC STUDY FOR COYOTE CANYON INFRASTRUCTURE IMPROVEMENTS, DATED 12-5-2005 NOTE ALL SOILS GROUP "B" GRAPHIC SCALE 100 0 50 100 1 1 1 200 ( IN FEET ) 1 INCH = 100 FT. LEGEND CONCENTRATION POINT NODE DESCRIPTION SUBAREA ACREAGE LENGTH BETWEEN NODES DRAINAGE BOUNDARY NODE REF LE ROW 13.2 AC L970' FOR COMPLETE LAND USE DESIGNATIONS, SEE CITY AND S.P. LAND USE MAPS PRE -DEVELOPMENT HYDROLOGY MAP TRACT NO. 18824 FONTANA, CA ENCOMPASS ASSOCIATES, INC. CIVIL ENGINEERING & SURVEYING 5699 COUSINS PLACE RANCHO CUCAMONGA, CA 91737 (909) 684-0093 JOB NUMBEF 102-139.013 SHEET 1 OF 1 TRACT 18824 -PRE-DEVELOPMENT HYDROLOGY MAP J:\102-139\013-NorthFontana\HvdroloavMao.dwa. 3/7/2012 11:38:38 AM. 1:1 ®®1111111111YYiYlYYl111YY1911IEMIAtY.HOIOIMI1111M11AVlIIA 1 u'o!In111111uI 111111/1111mm1111nlAAutreunaume immeni ni L ea" 1 6.2 FS = 1714- INV = 0100= 12.7, \1� 5 = 1709- Q100= ;7.1 6.4 INV- = 169 Q100= 28.0 6 FS = 1689 Q100= 32.7 7 \ IN = 168— Q100= 40.2 1 xkre TOTAL TO BASIN 1=69.7CFS / = 1692 Q100= 33.4 \ \,Id \ '2.22\:I,4t� _'\ 1 4 a� , 1.O0 INeriAL1 Q100= 38.0 /• TOTAL TO BASIN 2=38.0CFS 11 aht 11 H 0 12 • • / ti XXIX % err 1 INV = 1828 Q100= INITIAL 3.1 FS = 1734 Q100= INITIAL 2 IW = 1728 Q100= 8.2 3 FS = 1724 0100= 14.6 10 FS = 1729 Q100= INITIAL 12.1 r IW = 171— Q100= INITIAL 4 FS = 1710 Q100= 24.2 11 / FS = 1715 INQ100= 1710 8. / / / / / / / // / -/- // / / / r FS = 1718 Q100= 113.8 i TOPO AND TRIBUTARY AREAS SHOWN HERkXCERPtrED FROM AEI-CASC STUDY FOR OYOTE CANYON INFRASTRUC URE IMPRQVEMENTS, DATED 12-5-2005 -1n20 'es = 711 Q10 INITIAL NOTE ALL S01 GROUP "B" ✓ Y S GRAPHIC SCALE 100 0 50 100 I 1 1 200 ( IN FEET ) 1 INCH = 100 FT. LEGEND CONCENTRATION POINT NODE DESCRIPTION r� SUBAREA ACREAGE LENGTH BETWEEN NODES DRAINAGE BOUNDARY FOR COMPLETE LAND USE DESIGNATIONS, SEE CITY AND S.P. LAND USE MAPS - NODE REF 13.2 AC IN7O' DEVELOPED HYDROLOGY MAP TRACT NO. 18824 FONTANA, CA IL ENCOMPASS ASSOCIATES, INC. CIVIL ENGINEERING & SURVEYING 5699 COUSINS PLACE RANCHO CUCAMONGA, CA 91737 (909) 684-0093 JOB NUMBER 102-139.013 SHEET 1 OF TRACT 18824 - DEVELOPED HYDROLOGY MAP J:\102-139\013-NorthFontana\HydrologyMap.dwg, 573/2012 12:51:47 PM, 1:1