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HomeMy WebLinkAboutCT 06-25; Robertson Ranch PA 21; Robertson Ranch PA 21; 2009-06-02 (2)DRAINAGE STUDY FOR ROBERTSON RANCH EAST VILLAGE PLANNING AREA 21 C.T. 06-25 Job No. 01-1014 January 16, 2008 Revised: February 2009 Revised: March 2009 Prepared by: O'DAY CONSULTANTS, INC. 2710 Loker Avenue West Suite 100 Carlsbad, California 92010 Tel: (760)931-7700 Fax: (760)931-8680 Tim Carroll RCE 55381 Exp. 12/31/10 Date SECTION 1 SECTION 2 SECTION 3 SECTION 4 TABLE OF CONTENTS INTRODUCTION Purpose of Study Scope Comprehensive Basin Analysis Facilities Proposed in City of Carlsbad Master Plan of Drainage STUDY AREA Soils Groups Land Uses HYDROLOGY Modified Rational Method Description Program Process CONCLUSION Vicinity Map Runoff Coefficients Isopluvial Maps 100-Year, 6-Hour 100-Year, 24-Hour Intensity-Duration Design Chart - Figure 3-1 Overland Time of Flow Nomograph - Figure 3-3 Maximum Overland Flow Length & Initial Time of Concentration - Table 3-2 San Diego County Soils Interpretation Study Hydrology 100 year Analysis Existing Study - Ultimate Condition Hydrology 100 year Analysis Proposed Condition SECTION 5 Inlet Sizing SECTION 6 SECTION 7 SECTION 8 Exhibit A Ultimate Condition Drainage Map Exhibit B Proposed Condition Drainage Map Hydraulic Calculations Titled "Robertson Ranch East Village 84" Reinforced Concrete Pipe Alternative" Dated January 10, 2006, Prepared by Chang Consultants. Amended Hydraulic Calculations Contained in Memorandum Dated December 1, 2006, Prepared By Chang Consultants. SECTION 9 Hydraulics > 12" Pipe SECTION 10 Gutter Flow Capacity Calculations SECTION 1 INTRODUCTION Purpose of Study This drainage study was prepared to determine existing and proposed runoff quantities for the finish grading of Robertson Ranch East Village Planning Area 21. Scope This study analyzes the 100-year flow for proposed conditions of the site (See Section 4). The proposed condition quantities are then compared to the quantities determined by the previous study for the ultimate conditions of the entire Robertson Ranch East Village project (See Section 3). Proposed Condition Analysis The proposed condition of the site includes the construction of two private streets and 84 "Courtyard" single family homes. Private storm drains convey the runoff to the existing public storm drain system built per City of Carlsbad DWG. 433-6 Robertson Ranch East Village Improvement Plans. The proposed drainage maps in Section 5 reflect the and "ultimate" conditions and the proposed conditions. Please refer to runoff coefficient chart in Section 2 and proposed condition calculations in Sections 4. Comprehensive Basin Analysis Several engineering analyses and design projects have been performed within the Agua Hedionda and Calaveras Creek watersheds. These watersheds cover over 23 square miles and, as a result, support a variety of land uses including residential, commercial, industrial, open space, etc. Rick Engineering Company (Rick) prepared analyses to establish the 100-year flow rate in Agua Hedionda and Calaveras Creek. The analyses also examined alternatives for reducing 100- year inundation in the Rancho Carlsbad Mobile Home Park. Rick's June 30, 1998 report, Rancho Carlsbad Channel and Basin Project, contains these earlier studies. The flood control alternatives included construction of two Master Plan detention basins, BJ and BJB, at the intersection of Cannon Road and College Boulevard, as well as additional detention basins created by future extensions of Faraday Avenue and Melrose Drive. Additional alternatives included channelization to restore the original design capacity of Agua Hedionda Creek, dredging below El Camino Real to reduce the backwater elevations, and walls/dikes to provide flood protection. Rick prepared a May 8, 2002 report titled, Hydrologic and Hydraulic Report for Calavera Hills II and Detention Basin BJB that includes hydrologic and hydraulic analyses used to design Detention Basin BJB. Rick also designed a weir immediately downstream of Detention Basin BJB. The weir has been constructed within the existing wall along the northerly boundary of the mobile home park. The weir is intended to control the 100-year flow rate occurring on the north and south sides of the wall in order to assist in protecting the mobile home park from flooding. Recently, Rick updated their HEC-1 hydrologic analyses to account for an upcoming improvement to the Lake Calaveras outlet facility. The improvement is being implemented to provide greater protection against dam failure, and will reduce the 100-year outflow from the lake. Chang Consultants has prepared a revision to this analysis since a portion of the Calaveras II development will no longer be constructed within detention basin BJB. This latest analysis shows that the total 100-year flow from the Agua Hedionda and Calavera Creek watersheds below El Camino Real is approximately 8,500 cubic feet per second. This analysis assumes that all four detention basins are constructed. 84" RCP A hydraulic analysis was performed by Chang Consultants (please see Sections 7&8 ), which shows that the 100-year flow runoff from Robertson Ranch East Village could be conveyed in an 84-inch reinforced concrete pipe (RCP). The pipe would be constructed from the Detention Basin BJB outlet culvert, then along the northerly edge of Cannon Road to an outlet adjacent to the existing box culverts under Cannon Road immediately east of El Camino Real. A facility would be designed to direct approximately 500 cfs from the Detention Basin BJB outlet culvert to the 84-inch RCP. The 84-inch RCP would also collect storm runoff from the Robertson Ranch East Village. In addition, a 21" RCP will be constructed to convey storm water runoff from the 84" RCP to the vegetated swale south of Cannon Rd. The vegetated swale will perform as a flow-based BMP and therefore will be designed to mitigate the maximum flow rate of runoff produced from a rainfall intensity of 0.2 inches/hour for each hour of a storm event. The area of runoff that will be treated is limited to the proposed Robertson Ranch East Village development and the flow has been found to be 12.18 cfs. (See "Preliminary Storm Water Management Plan for Robertson Ranch East Village" for CT. 02-16). STUDY AREA Soils Groups The site is characterized mainly by soil group D, per the San Diego County Soils Interpretation Study. Refer to Soils map, Section 2. Land Use The site has currently been mass graded. Planning Area 21 will develop 84 single family homes on 9.20 acres. The Agua Hedionda Creek and Calaveras Creek analyses performed for the city of Carlsbad by Rick Engineering are based on the General Plan (proposed development) land uses. As a result, these analyses account for the increase in runoff associated with development of Robertson's Ranch as well as other existing and future projects within the watersheds, hi addition, all of the alternatives currently being considered by the city in order to alleviate flooding in Agua Hedionda and Calaveras Creek are being designed assuming build-out according to the General Plan. LOMR The Robertson Ranch LOMR Case # 09-07-02768 is on file with FEMA. HYDROLOGY The hydrologic analyses are being performed according to the 2003 San Diego County Hydrology Manual. The overall drainage area is less than one square mile and includes junctions of independent drainage systems; therefore, the Modified Rational Method is being used for the analyses. The Modified Rational Method is applicable to a 6-hour storm duration because the procedure uses Intensity-Duration Design Charts that are based on a 6-hour storm duration, hi some cases, the 6-hour precipitation must be adjusted based on the ratio of the 6- to 24-hour precipitation. This will be performed where necessary. Modified Rational Method Description The modified rational method, as described in the 2003 San Diego County Flood Control/Hydrology Manual, is used to estimate surface runoff flows. The basic equation: Q = CIA C = runoff coefficient (varies with surface) I = intensity (varies with time of concentration) A = area in acres For the 100-year design storm, the 6-hour rainfall amount is 2.6 inches and the 24-hour rainfall amount is 4.5 inches. San Diego County Rational-Hydrology Program Package Version 7.4, developed by CivilCADD/CIVILDESIGN Engineering Software © (1991-2004), was used to determine the rainfall amount, times of concentration, corresponding intensities and flows for the various hydrologic basins within this model. (See operators manual, Section 15) The program was then used to route flows through drainage conveyance structures and confluence basins per the modified rational method. Program Process The Rational-Hydrology program is a computer-aided design program where the user develops a node link model of the watershed. Developing independent node link models of each interior watershed and linking these submodels together at confluence points create the node link model. The program has the capability of performing calculations for 11 different hydrologic and hydraulic processes. These processes are assigned and printed in the output. They are as follows: 1. Initial sub-area input, top of stream. 2. Street flow through sub-area, includes sub-area runoff. 3. Addition of runoff from sub-area to stream. 4. Street inlet and parallel street and pipeflow and area. 5. Pipeflow travel time (program estimated pipe size). 6. Pipeflow travel time (user-specified pipe size). 7. Improved channel travel - Area add option. 8. Irregular channel travel time - Area add option. 9. User-specified entry of data at a point. 10. Confluence at downstream point in current stream. 11. Confluence of main streams. CONCLUSION Planning Area 21 is located within Basins C and F. Below are the results of the proposed conditions compared with the "ultimate" conditions per Drainage Study for Robertson Ranch East Village, CT. 02-16. (See Section 6.0 for Exhibits). TABLE 1-4 PROPOSED CONDITIONS 100-YEAR STORM EVENT NODE 2098 (309) 3182(3014) 6002 (7003) TOTAL Ultimate Condition Tc 11.26 5.77 6.23 35.40 (Proposed Condition) To 13.63 7.15 11.74 25.7 Ultimate Area AC 1.05 2.93 5.59 9.57 (Proposed Area) AC 1.75 1.41 6.32 9.48 C .60 .60 .60 .60 The flows at all nodes except 309 are less than anticipated. The flow at 309 is only increased by 1.6 CFS and enters an 18" RCP which has watertight joints. The 18" pipe drains to a 36" RCP carrying over 40 CFS. The 1.6 CFS increase at node 309 is negligible. File: G:\ACCTS\011014\PA21\HYD\Hydrology Study-CT06-25.doc SECTION 2 SITE CITY OF OCEANSIDE WSTA CITY OF SAN MARCO PACIFIC OCEAN CITY OF ENCINITAS VICINITY MAP San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use NRCS Elements Undisturbed Natural Terrain (Natural) Low Density Residential (LDR) Low Density Residential (LDR) Low Density Residential (LDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) High Density Residential (HDR) High Density Residential (HDR) Commercial/Industrial (N. Com) Commercial/Industrial (G. Com) Commercial/Industrial (O.P. Com) Commercial/Industrial (Limited I.) Commercial/Industrial (General I.) County Elements Permanent Open Space Residential, 1.0 DU/A or less Residential, 2.0 DU/A or less Residential, 2.9 DU/A or less Residential, 4.3 DU/A or less Residential, 7.3 DU/A or less Residential, 10.9 DU/A or less Residential, 14.5 DU/A or less Residential, 24.0 DU/A or less Residential, 43.0 DU/A or less Neighborhood Commercial General Commercial Office Professional/Commercial Limited Industrial General Industrial Runoff Coefficient "C" Soil Type % IMPER. 0* 10 20 25 30 40 45 50 65 80 80 85 90 90 95 A 0.20 0.27 0.34 0.38 0.41 0.48 0.52 0.55 0.66 0.76 0.76 0.80 0.83 0.83 0.87 B 0.25 0.32 0.38 0.41 0.45 0.51 0.54 0.58 0.67 0.77 0.77 0.80 0.84 0.84 0.87 C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 *The values associated with 0% impervious may be used for direct calculation of the coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service runoff coefficient as described in Section 3.1.2 (representing the pervious runoff Justification must be given that the area will remain natural forever (e.g., the area 3-6 County of San Dieg Hydrology Manual Riyerside County- ~IX.i* , \ .••"'•}£ :.,i£...TXj^ ± i l9.iv,._ - t.jj«i^f.i 1 Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours , Mx...y^, f>4.._ >^.rrrH^hl.j^r :t£!i«LBi T«5 MM> IS PROVBEO WITHOUT WWRAMTV OF ANY KWD. HTH6R 6XPI1ESS« wpueo. wauoNG. BUT NOT LIMITS) TO. THE IMPUED rdtrtr±rar 7 r i ri " T" " ! i r;r— ., _ r-y—r-r r ]-; • County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours ~' -- ' ! i * ,-- > •' i/i iff . s^r', i Misfet=af . ••; •. .iTTT- ^=4.5:.. , ; !;! s f. >. \,-i J--,/, -K-n,-r'.rv 10.0 6.0 7.0 6.0 5.0 4.0 3.0 2.0 g1.0 I0-8 f 0.8 I0'7 0.6 O.S 0.4 0.3 0.2 0.1 i •* % \ X ra s ^ _ > I I "S iI I j : I ! *^ s •* s „ s, Ms, s > s, Sj X, _ 4 ^ ^ % ( ^ . k S V V s ^ N > *> I'S__ * S S V N s, s Vh) •^s, H S K V, s ** S s k s s , N > X s » . ^ X « •< ^ s ^ S s , * s, N S s s 1 « >« h s > k s S s ^S^ . J' f < *'!'«, 'sx'''!'1 ;;xj:;;': "„ *'• |''(|| ,>s. ''-i ' ' '*s». ''''.I ^t/'1''' '''' ^^ 1 1 t ' N, s N ! "'«! '' 'i i. ' ^ ••••••••iiiiniiiii 11 ••• ••••••minium ii •• • •••••IIIIIIIIllllllllKI• •••••IIIIIIIIIIIIIIIIIII••••••IIIIIIIIIIIIIHIIII••••••IIIIIIIIIIIIIIIIIII ! i | _ | I = 7.' P6= 6^*;; D = DIv '•v<'-' : ,' i'11'! " ^\'\ ' >\ :> V, '''' ' i.••< : : ; s '•\ »., 'l , . '' ' (lll s • •IIIIIIIIIIIII1II1IIIII11IH • •lllIIIIIimllUIMlllllMIIIIIIIIIIIIIillllllllllllBIlllllIlllllllllHIIIIIIIIB EQUATION tensity (in/hr) Hour Precipitation (in jration (min) S s N N S * S S s ™ N N ' Sj s ' N S S, s S s s ^ X, s, s '> >^ 's > \ « *«i •» *l s 11 s 1 s * s ^N!;:: S * J »l , ., '• S '.s' TN , v'''. j i 6 7 8 9 10 15 20 30 40 50 1 2 34 Minutes HoursDuration Directic fortiCou , . (2)Adji the _ (3) plot (4) Dra\ (5) This bein Applies £ (a) Sel€ ^ | (c)Adji ''' '' SJS S ' ' 5.0 i ^) tj, - ' 45 f , . | a '•',, 4-° i" 3-5 "" Note: 1 'i , 2.5 1 ' ^ J :: • f 1.5 15: . 20 38! 30 , 1-° 50 . .. 60 90 120 150 ISO 360 tna for Application: rt precipitation maps determine 6 hr and 24 hr amounts ie selected frequency. These maps are included in the nty Hydrology Manual (10, 50, and 1 00 yr maps included e Design and Procedure Manual). ist 6 hr precipitation (if necessary) so that it is wilhin range of 45% to 66% of the 24 hr precipitation (not icaple to Desert). 6 hr precipitation on the right side of the chart. ti a line through the point parallel to the plotted lines. line is the intensity-duration curve for the location g analyzed. ition Form: icted frequency / 0® year '^.(o in., Po/i = i'~2 .-=-£• = 5/.o%(z1 isted p^' sr ' in r24 miri. in his chart urves use ii 2.1JT 1.68 1.30 1.08 0.93 0.83 0.69 0-60 053 0.41 O34 "029 O26 O2Z 0.19 0.17 Ji, 3.9S 3.18 2.53 1^5 140 1J84 1.03 0.90 0.80 0.61 0^1 QM O39 0.33 0.28 0^5 ./hr. repls dsir 2>—, t 5.27 4.24 357 2.59 2.15 14J7 1.66 1.38 1.1S IJ36 0.82 0^8 039 OJ2 0.43 0.38 0.33 ces the Intenstty-Duration-Frequencyice 1965. 2.5 I 6.59 5.30 4.21 2.69 2.07 1.78 1.49 1^3 1.02 0.8$ 0.73 046 0.94 0.47 0.42 3- l 7.90 6.36 S.05 3.B9 3J23 2.80 2.49 2.07 1.79 \£9 1.23 1.02 0.88 0.78 0.$5 0.56 0.50 A?..i 9.22, 7.4? 5.90 4.S4 3.77 3-^,2.901 Z41 2.09 1.86 ^1.19 1.03 0.91 0.76 0.60 0.58 > .- i4___ 10.54 "8.4F 6.74 5.19 i 4.31 3.7$3.32™ 2.39 2.12 1-M. 1.1B 1.04 0.87 0.75 O.B7 ,-*JJ i S * 5.5F • i 11^6113.17 8i.54iTo.60jr7.58l8.4l 5.84 i 6.49 4-85 t 5.39 " 4.80 i 4.67 3.73 i 4.15 -fefi'lw ^39 j 2.6S 1.84 1 2.04 1.53 i 1.70 1,881 1.47" 1.18 f 1>( 6.98"! 1.0JJ 0.85 T 054 6.75] 0.84 "i 14.49 11.66 357 7.13 5.931 &13 £79 3.28 Z25___ 1.44 US 1.03__, .„ 15^11 12.72 10.11 7.78_„„ sieo 4.98 ,4.13 3.58 "3718" Iff- 1,76 „_ 1.13IJM" Intensity-Duration Design Chart - Template P I G u 3 1-1 San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Tj values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (T.) Element* Natural LDR LDR LDR MDR MDR MDR MDR HDR HDR N.Com G. Com i O.P./Com Limited I. General I. DU/ Acre 1 2 2.9 4.3 7.3 10.9 14.5 24 43 .5% LM SO SO SO SO 50 SO SO SO 50 50 50 50 50 50 50 T| 13.2 12.2 11.3 10.7 10.2 9.2 8.7 8.2 6.7 5.3 5.3 4.7 4.2 4.2 3.7 1% LM 70 70 70 70 70 65 65 65 65 65 60 60 60 60 60 Ti 12.5 11.5 10.5 10.0 9.6 8.4 7.9 7.4 6.1 4.7 4.5 4.1 3.7 3.7 3.2 2% LM 85 85 85 85 80 80 80 80 75 75 75 75 70 70 70 Ti 10.9 10.0 9.2 8.8 8.1 7.4 6.9 6.5 5.1 4.0 4.0 3.6 3.1 3.1 2.7 3% LM 100 100 100 95 95 95 90 90 90 85 85 85 80 80 80 Ti 10.3 9.5 8.8 8.1 7.8 7.0 6.4 6.0 4.9 3.8 3.8 3.4 2.9 2.9 2.6 5% LM 100 100 100 100 100 10Q 100 100 95 95 95 90 90 90 90 TI 8.7 8.0 7.4 7.0 6.7 6.0 5.7 5.4 4.3 3.4 3.4 2.9 2.6 2.6 2.3 10% LM 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 T, 6.9 6.4 5.8 5.6 5.3 4.8 4.5 4.3 3.5 2.7 2.7 2.4 2.2 2.2 1.9 *See Table 3-1 for more detailed description 3-12 100 InLU feo UJ IuuI EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s)= 1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) =9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 T_ FIGURE Rational Formula - Overland Time of Flow Nomograph 3-3 \ fl • n n f\ t-i f SECTION 3 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 09/13/05 ______—„„,___•.»_— —« — — — — — ™ — » — — -••™ — — » — — ,»™. — •____„-. — — — — — — — — — — — — — — — — — .- — — — . Robertson Ranch Proposed Conditions Basin C 9-13-05 File:gsitc.out ********* Hydrology Study Control Information ********** Program License Serial Number 5007 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used Process from Point/Station 3100.000 to Point/Station 3102.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 120.800(Ft.) Lowest elevation = 118.800(Ft.) Elevation difference = 2.000(Ft.) Slope = 1.818 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.82 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.99 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 1.818A(1/3)]= 6.99 Rainfall intensity (I) = 5.518(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.346{CFS) Total initial stream area = 0.110(Ac.) Page 1 of 25 Process from Point/Station 3102.000 to Point/Station 3104.000 **** STREET FLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** Top of street segment elevation =118.800(Ft.) End of street segment elevation * 112.200(Ft.) Length of street segment = 670.000(Ft.) Height of curb above gutter flowline « 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline =» 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown » 0.0150 Estimated mean flow rate at midpoint of street = 3.410(CFS) Depth of flow = 0.367(Ft.), Average velocity - 2.392(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.502(Ft.) Flow velocity = 2.39(Ft/s) Travel time = 4.67 min. TC = 11.66 min. Adding area flow to street Decimal fraction soil group A a o.OOO Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.968(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA - 1.607 Subarea runoff = 6.032(CFS) for 2.710(Ac.) Total runoff = 6.378(CFS) Total area = 2.820(Ac.) Street flow at end of street = 6.378(CFS) Half street flow at end of street = 6.378(CFS) Depth of flow = 0.433(Ft.), Average velocity = 2.781(Ft/s) Flow width (from curb towards crown)= 14.801(Ft.) Process from Point/Station 3104.000 to Point/Station 3106.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation =108.200(Ft.) Downstream point/station elevation = 108.000(Ft.) Pipe length = 5.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.378(CFS) Nearest computed pipe diameter =• 12.00 (In.) Calculated individual pipe flow = 6.378(CFS) Normal flow depth in pipe = 8.86(In.) Flow top width inside pipe = 10.55(In.) Page 2 of 25 Critical depth could not be calculated. Pipe flow velocity = 10.26(Ft/s) Travel time through pipe = 0.01 rain. Time of concentration (TC) = 11.67 tnin. Process from Point/Station 3104.000 to Point/Station 3106.000 **** CONFLUENCE OP MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.820 (Ac.) Runoff from this stream = 6.378(CPS) Time of concentration = 11.67 min. Rainfall intensity = 3.966(In/Hr) Process from Point/Station 3110.000 to Point/Station 3112.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 121.600(Ft.) Lowest elevation = 119.000(Ft.) Elevation difference = 2.600(Ft.) Slope - 2.364 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.36 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.41 minutes TC - [1.8*(l.l-C)*distance(Ft.)A.5)/(% slope*(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000*.5)/( 2.364^(1/3)]= 6.41 Rainfall intensity (I) = 5.839(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.366(CFS) Total initial stream area = 0.110(Ac.) Process from Point/Station 3112.000 to Point/Station 3108.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =119.000(Ft.) End of street segment elevation = 112.300(Ft.) Length of street segment = 670.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Page 3 of 25 Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.395(CFS) Depth of flow = 0.335(Ft.)( Average velocity = 2.214(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.897(Ft.) Flow velocity = 2.21(Ft/s) Travel time = 5.04 min. TC = 11.45 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.014(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.083 Subarea runoff = 3.982(CFS) for 1.790(Ac.) Total runoff - 4.348(CFS) Total area = 1.900(Ac.) Street flow at end of street = 4.348(CFS) Half street flow at end of street - 4.348(CFS) Depth of flow = 0.390(Ft.), Average velocity = 2.550{Ft/s) Flow width (from curb towards crown)« 12.660(Ft.) Process from Point/Station 3108.000 to Point/Station 3106.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 108.300(Ft.) Downstream point/station elevation = 108.000(Ft.) Pipe length = 25.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 4.348(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.348(CFS) Normal flow depth in pipe = 8.50(In.) Flow top width inside pipe = 14.87(In.) Critical Depth = 10.14(In.) Pipe flow velocity = 6.06(Ft/s) Travel time through pipe * 0.07 min. Time of concentration (TC) = 11.52 min. Process from Point/Station 3108.000 to Point/Station 3106.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.900(Ac.) Runoff from this stream = 4.348(CFS) Time of concentration = 11.52 min. Rainfall intensity = 3.999(In/Hr) Page 4 of 25 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 6.378 11.67 3.966 2 4.348 11.52 3.999 Qmax(1) = 1.000 * 1.000 * 6.378) + 0.992 * 1.000 * 4.348) + = 10.689 Qmax(2) = 1.000 * 0.987 * 6.378) + 1.000 * 1.000 * 4.348) + = 10.643 Total of 2 streams to confluence: Flow rates before confluence point: 6.378 4.348 Maximum flow rates at confluence using above data: 10.689 10.643 Area of streams before confluence: 2.820 1.900 Results of confluence: Total flow rate = 10.689(CFS) Time of concentration = 11.668 min. Effective stream area after confluence = 4.720(Ac.) Process from Point/Station 3106.000 to Point/Station 3114.000 **** pipEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation -108.000(Ft.) Downstream point/station elevation = 107.000(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.689(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 10.689(CFS) Normal flow depth in pipe = 10.66(In.) Flow top width inside pipe = 17.69(In.) Critical Depth = 15.06(In.) Pipe flow velocity = 9.79(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 11.74 min. Process from Point/Station 3114.000 to Point/Station 3116.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation .= 107.000(Ft.) Downstream point/station elevation = 95.000(Ft.) Pipe length = 211.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.689(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 10.689(CFS) Normal flow depth in pipe = 9.19(In.) Flow top width inside pipe = 14.62(In.) Critical depth could not be calculated. Pipe flow velocity = 13.55(Ft/s) Page 5 of 25 Travel time through pipe = 0.26 min. Time of concentration (TC) = 12.00 min. Process from Point/Station 3114.000 to Point/Station 3116.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.720(Ac.) Runoff from this stream « 10.689{CFS) Time of concentration = 12.00 min. Rainfall intensity - 3.895(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 3120.000 to Point/Station 3122.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D =« 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 110.000(Ft.) Highest elevation =• 110.700 (Ft.) Lowest elevation = 109.200(Ft.) Elevation difference « 1.500(Ft.) Slope = 1.364 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.36 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.94 minutes TC - [1.8*(l.l-C)*distance(Ft.)A.5)/(% slope*(l/3)] TC = [1.8*(1.1-0.5700)*( 65.000A.5)/( 1.364*(1/3)]= 6.94 Rainfall intensity (I) = 5.547(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.348(CFS) Total initial stream area = 0.110(Ac.) Process from Point/Station 3122.000 to Point/Station 3124.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =109.200(Ft.) End of street segment elevation = 100.000(Ft.) Length of street segment = 575.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [I] side(s) of the street Page 6 of 25 Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.855(CFS) Depth of flow =* 0.356(Ft.), Average velocity = 2.963(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 10.948(Ft.) Flow velocity = 2.96(Ft/s) Travel time « 3.23 rain. TC = 10.17 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B » 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D a 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.333(In/Hr) for a. 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C - 0.570 CA = 1.681 Subarea runoff = 6.939(CFS) for 2.840(Ac.) Total runoff - 7.287(CFS) Total area - 2.950(Ac.) Street flow at end of street = 7.287(CFS) Half street flow at end of street = 7.287(CFS) Depth of flow = 0.420(Ft.), Average velocity = 3.451(Ft/s) Flow width (from curb towards crown)- 14.173(Ft.) Process from Point/Station 3124.000 to Point/Station 3126.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation =96.000(Ft.) Downstream point/station elevation » 95.500(Ft.) Pipe length - 6.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.287(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 7.287(CFS) Normal flow depth in pipe = 7.45(In.) Flow top width inside pipe = 11.64(In.) Critical depth could not be calculated. Pipe flow velocity = 14.20(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.18 min. Process from Point/Station 3124.000 to Point/Station 3126.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.950(Ac.) Runoff from this stream = 7.287(CFS) Time of concentration = 10.18 min. Rainfall intensity = 4.332(In/Hr) Page 7 of 25 Process from Point/Station 3130.000 to Point/Station 3132.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 135.800(Ft.) Lowest elevation = 134.500(Ft.) Elevation difference = 1.300(Ft.) Slope = 1.182 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.18 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration a 7.27 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slope*(l/3)] TC m [1.8*(1.1-0.5700)*( 65.000A.5)/( 1.182A(1/3)]= 7.27 Rainfall intensity (I) - 5.379(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff - 0.337(CFS) Total initial stream area = 0.110(Ac.) Process from Point/Station 3132.000 to Point/Station 3128.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =134.500(Ft.) End of street segment elevation = 100.500(Ft.) Length of street segment = 700.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.578(CFS) Depth of flow = 0.304(Ft.), Average velocity = 4.462(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.362(Ft.) Flow velocity = 4.46(Ft/s) Travel time = 2.61 min. TC = 9.89 min. Adding area flow to street Decimal fraction soil group A = 0.000 Page 8 of 25 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value - 0.570 Rainfall intensity = 4.412(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA - 1.533 Subarea runoff = 6.428(CFS) for 2.580(Ac.) Total runoff - 6.766(CFS) Total area = 2.690(Ac.) Street flow at end of street = 6.766(CFS) Half street flow at end of street = 6.766(CFS) Depth of flow - 0.356(Ft.), Average velocity » 5.172(Ft/s) Flow width (from curb towards crown)- 10.980(Ft.) Process from Point/Station 3128.000 to Point/Station 3126.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation =96.500(Ft.) Downstream point/station elevation = 95.500(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.766(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 6.766(CFS) Normal flow depth in pipe = 9.33(In.) Flow top width inside pipe = 9.98(In.) Critical depth could not be calculated. Pipe flow velocity = 10.32(Ft/s) Travel tine through pipe = 0.04 min. Time of concentration (TO = 9.93 min. Process from Point/Station 3128.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 3126.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.690(Ac.) Runoff from this stream = 6.766(CFS) Time of concentration = 9.93 min. Rainfall intensity = 4.40l(ln/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (in/Hr) Qmax(1) Qmax(2) 7.287 6.766 s 1.000 * 0.984 * 1.000 * 1.000 * 10.18 9.93 4.332 4.401 1.000 * 1.000 * 0.976 * 1.000 * 7.287) + 6.766) + 7.287) + 6.766) + 13.946 13.875 Page 9 of 25 Total of 2 streams to confluence: Flow rates before confluence point: 7.287 6.766 Maximum flow rates at confluence using above data: 13.946 13.875 Area of streams before confluence: 2.950 2.690 Results of confluence: Total flow rate = 13.946(CPS) Time of concentration = 10.177 min. Effective stream area after confluence = 5.640(Ac.) Process from Point/Station 3126.000 to Point/Station 3116.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation =95.500(Ft.) Downstream point/station elevation = 95.000(Ft.) Pipe length » 62.00 (Ft.) Manning's N » 0.013 No. of pipes = 1 Required pipe flow = 13.946(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow a 13.946(CFS) Normal flow depth in pipe = 16.85(in.) Flow top width inside pipe = 16.72(In.) Critical Depth = 16.65(In.) Pipe flow velocity - 6.74(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 10.33 min. Process from Point/Station 3126.000 to Point/Station 3116.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.640(Ac.) Runoff from this stream = 13.946(CFS) Time of concentration = 10.33 min. Rainfall intensity = 4.290(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.689 12.00 3.895 2 13.946 10.33 4.290 Qmax(1) = 1.000 * 1.000 * 10.689) + 0.908 * 1.000 * 13.946) + = 23.351 Qmax(2) = 1.000 * 0.861 * 10.689) + 1.000 * 1.000 * 13.946) + = 23.148 Total of 2 main streams to confluence: Flow rates before confluence point: 10.689 13.946 Maximum flow rates at confluence using above data: Page 10 of 25 c 23.351 23.148 Area of streams before confluence: 4.720 5.640 Results of confluence: Total flow rate = 23.351(CFS) Time of concentration = 11.999 min. Effective stream area after confluence = 10.360(Ac.) Process from Point/Station 3116.000 to Point/Station 3140.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation »95.000(Ft.) Downstream point/station elevation = 94.000(Ft.) Pipe length = 98.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow =» 23.351(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 23.35KCFS) Normal flow depth in pipe a 17.39(In.) Flow top width inside pipe =• 25.85 (In.) Critical Depth 20.29(In.) Pipe flow velocity = 8.63(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 12.19 min. Process from Point/Station 3140.000 to Point/Station 3142.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation =94.000(Ft.) Downstream point/station elevation = 82.000(Ft.) Pipe length = 218.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 23.351(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 23.35KCFS) Normal flow depth in pipe = 13.97(In.) Flow top width inside pipe = 15.01(In.) Critical depth could not be calculated. Pipe flow velocity = 15.87(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 12.42 min. Process from Point/Station 3140.000 to Point/Station 3142.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 10.360(Ac.) Runoff from this stream = 23.351(CFS) Time of concentration = 12.42 min. Rainfall intensity = 3.810(In/Hr) Program is now starting with Main Stream No. 2 Page 11 of 25 Process from Point/Station 3150.000 to Point/Station 3152.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 94.300(Ft.) Lowest elevation = 92.500(Ft.) Elevation difference = 1.800(Ft.) Slope = 1.636 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.64 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.24 minutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000*.5)/( 1.636*(1/3)]- 7.24 Rainfall intensity (I) = 5.395(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff =» 0.338(CFS) Total initial stream area = 0.110(Ac.) Process from Point/Station 3152.000 to Point/Station 3146.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =92.500(Ft.) End of street segment elevation = 88.000(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.743(CFS) Depth of flow = 0.346(Ft.), Average velocity = 2.285(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.477(Ft.) Flow velocity = 2.29(Ft/s) Travel time = 3.28 min. TC = 10.52 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Page 12 of 25 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.239(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C » 0.570 CA = 1.191 Subarea runoff - 4.71KCFS) for 1.980 (Ac.) Total runoff = 5.050(CFS) Total area = 2.090(Ac.) Street flow at end of street « 5.050(GPS) Half street flow at end of street = 5.050(CFS) Depth of flow - 0.406(Ft.), Average velocity = 2.643(Pt/s) Plow width (from curb towards crown)= 13.446(Ft.) Process from Point/Station 3146.000 to Point/Station 3144.000 **** pipEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation =84.000(Ft.) Downstream point/station elevation = 83.500(Ft.) Pipe length = 5.00(Ft.) Manning's N = 0.013 No. of pipes = i Required pipe flow = 5.050(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 5.050(CFS) Normal flow depth in pipe » 7.11 (in.) Flow top width inside pipe = 7.33(In.) Critical depth could not be calculated. Pipe flow velocity = 13.49(Ft/s) Travel time through pipe • 0.01 min. Time of concentration (TC) = 10.53 min. Process from Point/Station 3146.000 to Point/Station 3144.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.090(Ac.) Runoff from this stream = 5.050(CFS) Time of concentration » 10.53 min. Rainfall intensity = 4.237(In/Hr) Process from Point/Station 3154.000 to Point/Station 3156.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A • 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 110.000(Ft.) Highest elevation - 92.400(Ft.) Lowest elevation = 90.800(Ft.) Page 13 of 25 Elevation difference = 1.600 (Ft.) Slope = 1.455 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.46 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.79 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slope*(1/3)] TC = [1.8*{1.1-0.5700)*( 65.000*.5)/( 1.455*(1/3)]= 6.79 Rainfall intensity (I) = 5.625(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.353(CFS) Total initial stream area a 0.110(Ac.) Process from Point/Station 3156.000 to Point/Station 3148.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation * 90.800(Ft.) End of street segment elevation = 88.000(Ft.) Length of street segment - 270.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0,0150 Estimated mean flow rate at midpoint of street = 2.043(CFS) Depth of flow > 0.320(Ft.), Average velocity = 2.164(Ft/a) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.175(Ft.) Flow velocity = 2.16(Ft/s) Travel time => 2.08 min. TC » 8.87 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value - 0.570 Rainfall intensity = 4.734(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.769 Subarea runoff » 3.290{CFS) for 1.240(Ac.) Total runoff = 3.643(CFS) Total area = 1.350(Ac.) Street flow at end of street = 3.643(CFS) Half street flow at end of street = 3.643(CFS) Depth of flow = 0.371(Ft.), Average velocity = 2.478(Ft/s) Flow width (from curb towards crown)= 11.694(Ft.) Page 14 of 25 Process from Point/Station 3148.000 to Point/Station 3144.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation =84.000(Ft.) Downstream point/station elevation = 83.500(Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.643(CFS) Nearest computed pipe diameter = 12.00 (In.) Calculated individual pipe flow = 3.643(CFS) Normal flow depth in pipe = 7.96(In.) Flow top width inside pipe - 11.34(In.) Critical Depth = 9.77(In.) Pipe flow velocity - 6.58(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 8.94 min. Process from Point/Station 3148.000 to Point/Station 3144.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.350(Ac.) Runoff from this stream = 3.643(CFS) Time of concentration - 8.94 min. Rainfall intensity = 4.709(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 5.050 3.643 10.53 8.94 Qmax(l) Qmax(2) 1.000 * 0.900 * 1.000 * 1.000 * 4.237 4.709 1.000 * 1.000 * 0.849 * 1.000 * 5.050) + 3.643) + 5.050) -t- 3.643) + 8.328 7.930 Total of 2 streams to confluence: Flow rates before confluence point: 5.050 3.643 Maximum flow rates at confluence using above data: 8.328 7.930 Area of streams before confluence: 2.090 1.350 Results of confluence: Total flow rate = 8.328(CFS) Time of concentration = 10.530 min. Effective stream area after confluence = 3.440(Ac.) Process from Point/Station 3144.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 3142.000 Page 15 of 25 Upstream point/station elevation = 83.500(Ft.) Downstream point/station elevation = 82.000(Ft.) Pipe length = 125.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.328(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.328(CFS) Normal flow depth in pipe = 11.37(In.) Flow top width inside pipe = 17.37(In.) Critical Depth = 13.40(In.) Pipe flow velocity = 7.08(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 10.83 min. Process from Point/Station 3144.000 to Point/Station 3142.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.440(Ac.) Runoff from this stream = 8.328(CFS) Time of concentration =• 10.83 min. Rainfall intensity - 4.162(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 23.351 12.42 3.810 2 8.328 10.83 4.162 Qmax(1) = 1.000 * 1.000 * 23.351) + 0.915 * 1.000 * 8.328) + = 30.973 Qmax(2) = 1.000 * 0.872 * 23.351) + 1.000 * 1.000 * 8.328) + = 28.686 Total of 2 main streams to confluence: Flow rates before confluence point: 23.351 8.328 Maximum flow rates at confluence using above data: 30.973 28.686 Area of streams before confluence: 10.360 3.440 Results of confluence: Total flow rate =» 30.973 (CFS) Time of concentration = 12.417 min. Effective stream area after confluence = 13.800(Ac.) Process from Point/Station 3142.000 to Point/Station 3160.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation =82.000(Ft.) Downstream point/station elevation = 80.000(Ft.) Page 16 of 25 Pipe length = 188.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.973(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 30.973(CFS) Normal flow depth in pipe = 21.42(In.) Flow top width inside pipe = 21.86(In.) Critical Depth - 23.06(In.) Pipe flow velocity = 9.15(Ft/s) Travel time through pipe = 0.34 rain. Time of concentration (TC) = 12.76 min. Process from Point/Station 3142.000 to Point/Station 3160.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 13.800(Ac.) Runoff from this stream • 30.973(CFS) Time of concentration = 12.76 min. Rainfall intensity - 3.744(In/Hr) Process from Point/Station 3162.000 to Point/Station 3160.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 490.000(Ft.) Highest elevation = 101.000(Ft.) Lowest elevation = 90.000(Ft.) Elevation difference = 11.000(Ft.) Slope = 2.245 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.25 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.78 minutes TC = tl.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.6300)*( 80.000A.5)/( 2.245*(1/3)]= 5.78 Rainfall intensity (I) = 6.240(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 9.159(CFS) Total initial stream area = 2.330(Ac.) Process from Point/Station 3162.000 to Point/Station 3160.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.330(Ac.) Runoff from this stream = 9.159(CFS) Page 17 of 25 Time of concentration = 5.78 min. Rainfall intensity = 6.240(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.973 12.76 3.744 2 9.159 5.78 . 6.240 Qmax(l) = 1.000 * 1.000 * 30.973) + 0.600 * 1.000 * 9.159) + = 36.469 Qmax(2) = 1.000 * 0.453 * 30.973) + 1.000 * 1.000 * 9.159) + = 23.187 Total of 2 streams to confluence: Flow rates before confluence point: 30.973 9.159 Maximum flow rates at confluence using above data: 36.469 23.187 Area of streams before confluence: 13.800 2.330 Results of confluence: Total flow rate - 36.469(CFS) Time of concentration - 12.759 min. Effective stream area after confluence = 16.130(Ac.) Process from Point/Station 3160.000 to Point/Station 3170.000 **** PIPBFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation =90.000(Ft.) Downstream point/station elevation = 81.000(Ft.) Pipe length = 115.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.469(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 36.469(CFS) Normal flow depth in pipe = 14.51(In.) Flow top width inside pipe = 19.41(In.) Critical depth could not be calculated. Pipe flow velocity - 20.58(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 12.85 min. Process from Point/Station 3170.000 to Point/Station 3172.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation =81.000(Ft.) Downstream point/station elevation = 68.000(Ft.) Pipe length = 436.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.469(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 36.469(CFS) Normal flow depth in pipe = 18.38(In.) Flow top width inside pipe = 20.33(In.) Page 18 of 25 Critical depth could not be calculated. Pipe flow velocity = 14.13(Pt/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 13.37 min. Process from Point/Station 3170.000 to Point/Station 3172.000 **** CONFLUENCE OP MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: L Stream flow area = 16.130(Ac.) Runoff from this stream = 36.469(CFS) Time of concentration = 13.37 min. Rainfall intensity = 3.633(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 3180.000 to Point/Station 3182.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D * 1.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 400.000 (Ft.) Highest elevation = 87.000(Ft.) Lowest elevation = 78.000(Ft.) Elevation difference = 9.000(Ft.) Slope =» 2.250 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.25 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.77 minutes TC = [1.8*(l.l-C)*distance(Ft.)x.5)/(% slope*(1/3)] TC - [1.8*(1.1-0.6300)*( 80.000*.5)/( 2 .250* (1/3)]- 5.77 Rainfall intensity (I) = 6.243(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 11.523(CFS) Total initial stream area = 2.930(Ac.) Process from Point/Station 3182.000 to Point/Station 3174.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation =74.000(Ft.) Downstream point/station elevation = 69.000(Ft.) Pipe length = 135.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.523(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 11.523(CFS) Normal flow depth in pipe = 11.41(In.) Page 19 of 25 Flow top width inside pipe = 12.80(In.) Critical depth could not be calculated. Pipe flow velocity = 11.50(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 5.97 min. Process from Point/Station 3182.000 to Point/Station 3174.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.930(Ac.) Runoff from this stream = 11.523(CFS) Time of concentration = 5.97 min. Rainfall intensity = 6.110(In/Hr) Process from Point/Station 3184.000 to Point/Station 3186.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A =» 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C • 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 17.000(Ft.) Highest elevation = 88.000(Ft.) Lowest elevation = 87.660(Ft.) Elevation difference = 0.340(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.00 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.01 minutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slopeA(l/3>] TC = [1.8*(1.1-0.6300)*( 80.000A.5)/( 2.000A(1/3)]= 6.01 Rainfall intensity (I) = 6.086(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.038(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 3186.000 to Point/Station 3174.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =87.660(Ft.) End of street segment elevation = 72.500(Ft.) Length of street segment = 580.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Page 20 of 25 0.901(CFS) 2.631(Ft/s) Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.235(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.897(Ft.) Flow velocity = 2.63(Ft/s) Travel time • 3.67 min. TC = 9.68 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D => 1.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai =» 0.500 Sub-Area C Value - 0.630 Rainfall intensity - 4.474(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.409 Subarea runoff = 1.794(CFS) for 0.640(Ac.) Total runoff = 1.832(CFS) Total area = 0.650(Ac.) Street flow at end of street = 1.832(CFS) Half street flow at end of street = 1.832(CFS) Depth of flow = 0.279(Ft.), Average velocity - 3.024(Ft/s) Flow width (from curb towards crown)a 7.094(Ft.) Process from Point/Station 3186.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 3174.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.650(Ac.) Runoff from this stream = 1.832(CFS) Time of concentration = 9.68 min. Rainfall intensity = 4.474(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 11.523 1.832 Qmax(l) Qmax(2) = 1.000 * 1.000 * 0.732 * 1.000 * 5.97 9.68 6.110 4.474 1.000 * 0.617 * 1.000 * 1.000 * 11.523) + 1.832) + 11.523) 1.832) 12.653 10.269 Total of 2 streams to confluence: Flow rates before confluence point: Page 21 of 25 11.523 1.832 Maximum flow rates at confluence using above data: 12.653 10.269 Area of streams before confluence: 2.930 0.650 Results of confluence: Total flow rate = 12.653(CFS) Time of concentration = 5.970 min. Effective stream area after confluence = 3.580(Ac.) Process from Point/Station 3174.000 to Point/Station 3172.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation =69.000(Ft.) Downstream point/station elevation = 68.000(Ft.) Pipe length = 5.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.653(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 12.653(CFS) Normal flow depth in pipe = 8.07(In.) Flow top width inside pipe - 11.26(In.) Critical depth could not be calculated. Pipe flow velocity = 22.51(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 5.97 min. Process from Point/Station 3174.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 3172.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.580(Ac.) Runoff from this stream = 12.653{CFS) Time of concentration = 5.97 min. Rainfall intensity = 6.107(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 36.469 12.653 Qmax(l) Qmax(2) 13.37 5.97 1.000 * 0.595 * 1.000 * 1.000 * 3.633 6.107 1.000 * 1.000 * 0.447 * 1.000 * 36.469) + 12.653) +• 36.469) + 12.653) +• 43.995 28.951 Total of 2 main streams to confluence: Flow rates before confluence point: 36.469 12.653 Maximum flow rates at confluence using above data: 43.995 28.951 Area of streams before confluence: Page 22 of 25 16.130 3.580 Results of confluence: Total flow rate - 43.995(CFS) Time of concentration = 13.367 min. Effective stream area after confluence = 19.710(Ac.) Process from Point/Station 3174.000 to Point/Station 3172.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area » 19.710(Ac.) Runoff from this stream = 43.995(CFS) Time of concentration = 13.37 min. Rainfall intensity » 3.633(In/Hr) Process from Point/Station 3188.000 to Point/Station 3190.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 17.000(Ft.) Highest elevation = 85.300(Ft.) Lowest elevation = 85.000(Ft.) Elevation difference = 0.300(Ft.) Slope = 1.765 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.76 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.06 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slope*(1/3)] TC » [1.8*(1.1-0.5700)*( 80.000*.5)/( 1.765A(1/3)]= 7.06 Rainfall intensity (I) = 5.483(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.03KCFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 3190.000 to Point/Station 3176.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =85.000(Ft.) End of street segment elevation « 72.500(Ft.) Length of street segment = 410.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Page 23 of 25 Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.925(CFS) Depth of flow = 0.232(Ft.), Average velocity = 2.818(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 4.752(Ft.) Flow velocity - 2.82(Ft/s) Travel time = 2.43 min. TC = 9.49 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.532(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C - 0.570 CA « 0.416 Subarea runoff * 1.855{CFS) for 0.720(Ac.) Total runoff = 1.886(CFS) Total area = 0.730(Ac.) Street flow at end of street = 1.886(CFS) Half street flow at end of street = 1.886(CFS) Depth of flow = 0.275(Ft.), Average velocity - 3.233(Ft/s) Flow width (from curb towards crown)= 6.934(Ft.) Process from Point/Station 3176.000 to Point/Station 3172.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation =68.500(Ft.) Downstream point/station elevation = 68.000(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.886(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.886(CFS) Normal flow depth in pipe = 6.21(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 7.02(In.) Pipe flow velocity = 4.60(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 9.67 min. Process from Point/Station 3176.000 to Point/Station 3172.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.730(Ac.) Page 24 of 25 Runoff from this stream = 1.886(CFS) Time of concentration = 9.67 min. Rainfall intensity = 4.477(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 43.995 13.37 3.633 2 1.886 9.67 4.477 Qmax(l) = 1.000 * 1.000 * 43.995) + 0.811 * 1.000 * 1.886) -I- = 45.525 Qmax(2) = 1.000 * 0.723 * 43.995) + 1.000 * 1.000 * 1.886) + = 33.703 Total of 2 streams to confluence: Flow rates before confluence point: 43.995 1.886 Maximum flow rates at confluence using above data: 45.525 33.703 Area of streams before confluence: 19.710 0.730 Results of confluence: Total flow rate « 45.525(CFS) Time of concentration = 13.367 min. Effective stream.area after confluence - 20.440(Ac.) Process from Point/Station 3172.000 to Point/Station 3200.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation =68.000(Ft.) Downstream point/station elevation = 67.000(Ft.) Pipe length = 28.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 45.525(CFS) Nearest computed pipe diameter = 27.00(in.) Calculated individual pipe flow = 45.525(CFS) Normal flow depth in pipe = 18.09(In.) Flow top width inside pipe « 25.39(In.) Critical depth could not be calculated. Pipe flow velocity = 16.06(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 13.40 min. End of computations, total study area = 20.440 (Ac.) Page 25 of 25 ••***«»* San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/29/05 Robertson Ranch Proposed Conditions Basin F 7-7-05 Pilergsitf.out ********* Hydrology Study Control Information ********** Program License Serial Number 5007 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C1 values used Process from Point/Station 6000.000 to Point/Station 6002.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A =0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 725.000(Ft.) Highest elevation = 80.500(Ft.) Lowest elevation = 67.500(Ft.) Elevation difference = 13.000(Ft.) Slope = 1.793 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.79 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.23 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.6300)*( 80.000*.5)/( 1.793^(1/3)]= 6.23 Rainfall intensity (I) = S.945(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 20.937(CFS) Total initial stream area = 5.590(Ac.) Page 1 of 2 Process from Point/Station 6002.000 to Point/Station 6004.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation =67.500(Ft.) Downstream point elevation = 65.500(Ft.) Channel length thru subarea = 255.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z1 of left channel bank = 1.000 Slope or 'Z1 of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 26.346(CFS) Manning's 'N' - 0.013 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 26.346(CFS) Depth of flow = 0.678(Ft.), Average velocity = 6.847(Ft/s) Channel flow top width = 6.355(Ft.) Flow Velocity - 6.85(Ft/s) Travel time = 0.62 min. Time of concentration » 6.85 min. Critical depth = 0.891(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL } (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 5.592 (In/Hr) for a. 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.658 CA = 5.666 Subarea runoff - 10.746(CFS) for 3.020(Ac.) Total runoff = 31.683(CFS) Total area = 8.610(Ac.) Depth of flow = 0.756(Ft.)( Average velocity = 7.279(Ft/s) Critical depth = 1.000(Ft.) Process from Point/Station 6004.000 to Point/Station 6006.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation - 56.000(Ft.) Downstream point/station elevation = 48.000(Ft.) Pipe length » 51.61(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 31.683(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 31.683(CFS) Normal flow depth in pipe = 11.81(In.) Flow top width inside pipe = 17.10(In.) Critical depth could not be calculated. Pipe flow velocity = 25.80(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 6.88 min. End of computations, total study area = 8.610 (Ac.) Page 2 of 2 Highest elevation = 88.500(Ft.) Lowest elevation = 88.000(Ft.) Elevation difference = 0.500(Ft.) Slope = 5.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 5.00 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.00 minutes TC = [1.8*(l.l-C)*distance(Ft.)x.5)/{% slopeA(l/3)] TC = [1.8*(1.1-0.7100)*( 95.000*.5)/( 5.000^(1/3)]= 4.00 Rainfall intensity (I) = 7.909(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.056(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 2100.000 to Point/Station 2098.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 88.000(Ft.) End of street segment elevation = 75.500(Ft.) Length of street segment = 960.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] -side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.289(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 7.607(Ft.) Flow velocity = 2.21(Ft/s) Travel time = 7.26 min. TC = 11.26 min. Adding area flow to street Decimal fraction soil group A = Decimal fraction soil group B = 1.502(CFS) 2.205(Ft/s) = 1 0 .000 0.000 0.000 000 Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 4.059(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.745 2.970(CFS) for 1.040(Ac.) 3.026(CFS) Total area = Subarea runoff = Total runoff =1.050(Ac.) Street flow at end of street = 3.026(CFS) Half street flow at end of street = 3.026(CFS) Depth of flow = 0.343(Ft.), Average velocity = 2.587(Ft/s) Page 33 of 67 SECTION 4 PA211.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/16/08 ROBERTSON RANCH PA 21 - BASIN 1 PROPOSED CONDITIONS G:\ACCTS\011014\PA211.OUT ********* Hydrology study control information ********** O'Day Consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year is 24.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300Adjusted 6 hour precipitation (inches) = 2.600 P6/P24 = 60.5%San Diego hydrology manual 'C' values used Runoff coefficients by rational method -rTTTTT-r"rT"rTT-rTTT-rTTTTTT-rTTTT-"rTTT-rTTTT--rTTT-rTT—TTTTTTTTTTTTTTTT-r-rTT-rTTT-n Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** user specified 'C1 value of 0.600 given for subarea initial subarea flow distance = 32.00(Ft.) Highest elevation = 89.15(Ft.) Lowest elevation = 88.80(Ft.) Elevation difference = 0.35(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.94 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.6000)*( 32.00A.5)/( 1.09A(l/3)]= 4.94 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 24.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.164(CFS) Total initial stream area = 0.040(Ac.) Process from Point/station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation =86.80(Ft.) Downstream point/station elevation = 86.40(Ft.) Pipe length = 15.20(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.164(CFS) Given pipe size = 6.00(ln.) Calculated individual pipe flow = 0.164(CFS) Normal flow depth in pipe = 1.59(in.) Flow top width inside pipe = 5.29(in.) Page 1 PA211.0UT Critical Depth = 2.42(In.) Pipe flow velocity = 3.96(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 5.06 min. +++++++++++++++++++++++++++++++++++++++++++++-J-+++++++4-++++++++++++4-4-++ Process from Point/Station 103.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 5.06 mm. Rainfall intensity = 6.794(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 subarea runoff = 0.041(CFS) for 0.010(Ac.) Total runoff = 0.205(CFS) Total area = 0.05(Ac.) Process from Point/Station 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 86.40(Ft.) Downstream point/station elevation = 86.20(Ft.) Pipe length = 9.40(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.205(CFS) Given pipe size = 6.00(ln.) Calculated individual pipe flow = 0.205(CFS) Normal flow depth in pipe = 1.88(in.) Flow top width inside pipe = 5.57(In.) Critical Depth = 2.72(in.) Pipe flow velocity = 3.91(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 5.10 min. Process from Point/Station 104.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION **** user specified 'C1 value of 0.600 given for subarea Time of concentration = 5.10 mm. Rainfall intensity = 6.760(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.600 Subarea runoff = 0.203(CFS) for 0.050(Ac.) Total runoff = 0.408(CFS) Total area = 0.10(Ac.) Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 86.10(Ft.) Downstream point/station elevation = 85.90(Ft.) Pipe length = 42.40(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.408(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.408(CFS) Normal flow depth in pipe = 3.60(In.) Flow top width inside pipe = 7.96(in.) Critical Depth = 3.57(ln.) Pipe flow velocity = 2.68(Ft/s) Travel time through pipe = 0.26 min. Page 2 PA211.0UT Time of concentration (TC) = 5.37 min. Process from Point/Station 105.000 to Point/Station 105.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of C9ncentration = 5.37 mm. Rainfall intensity = 6.544(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 subarea runoff = 0.314(CFS) for 0.080(Ac.) Total runoff = 0.722(CFS) Total area = 0.18(Ac.) Process from Point/Station 105.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 85.90(Ft.) Downstream point/station elevation = 85.50(Ft.) Pipe length = 41.50(Ft.) Manning's N = 0.011 NO. of pipes = 1 Required pipe flow = 0.722(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.722(CFS) Normal flow depth in pipe = 4.07(in.) Flow top width inside pipe = 8.00(in.) Critical Depth = 4.82(in.) Pipe flow velocity = 4.05(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 5.54 min. Process from Point/Station 106.000 to Point/Station 106.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 5.54 mm. Rainfall intensity = 6.413(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.600 Subarea runoff = 0.038(CFS) for 0.010(Ac.) Total runoff = 0.761(CFS) Total area = 0.19(Ac.) Process from Point/Station 106.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 85.50(Ft.) Downstream point/station elevation = 84.90(Ft.) Pipe length = 63.30(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.761(CFS) Given pipe size = 8.00(in.) Calculated individual pipe flow = 0.761(CFS) Normal flow depth in pipe = 4.22(in.) Flow top width inside pipe = 7.99(ln.) Critical Depth = 4.94(In.) Pipe flow velocity = 4.07(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 5.80 min. Page 3 PA211.OUT ++++++++++ Process from Point/Station 107.000 to Point/Station 107.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 5.80 min. Rainfall intensity = 6.227(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.093(CFS) for 0.025(Ac.) Total runoff = 0.854(CFS) Total area = 0.22(Ac.) Process from Point/Station 107.000 to Point/Station 107.500 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 84.90(Ft.) Downstream point/station elevation = 84.80(Ft.) Pipe length = 4.50(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.854(CFS) Given pipe size = 8.00(in.) Calculated individual pipe flow = 0.854(CFS) Normal flow depth in pipe = 3.52(In.) Flow top width inside pipe = 7.94(in.) Critical Depth = 5.26(ln.) Pipe flow velocity = 5.76(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 5.81 min. Process from Point/Station 107.500 to Point/Station 107.500 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 5.81 mm. Rainfall intensity = 6.218(in/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.093(CFS) for 0.025 (Ac.) Total runoff = 0.947(CFS) Total area = 0.24 (Ac.) Process from Point/Station 107.500 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 84.80(Ft.) Downstream point/station elevation = 83.80(Ft.) Pipe length = 71.20(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.947(CFS) Given pipe size = 8.00(in.) Calculated individual pipe flow = 0.947(CFS) Normal flow depth in pipe = 4. 28 (In.) Flow top width inside pipe = 7.98(in.) Critical Depth = 5.54(ln.) Pipe flow velocity = 4.98(Ft/s) Travel time through pipe = 0.24 mi n. Time of concentration (TC) = 6.05 mi n. Process from Point/Station 107.500 to Point/Station 108.000 **** CONFLUENCE OF MINOR STREAMS **** Page 4 PA211.0UT Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.240(Ac.) Runoff from this stream = 0.947(CFS) Time of concentration = 6.05 min. Rainfall intensity =6.059(ln/Hr) Process from Point/Station **** INITIAL AREA EVALUATION **** 7.100 to Point/Station 7.200 User specified 'C' value of 0.600 given for subarea Initial subarea flow distance = 20.00(Ft.) Highest elevation = 87.75(Ft.) Lowest elevation = 87.50(Ft.) Elevation difference = 0.25(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.74 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.6000)*( 20.00A.5)/( 1.25A(l/3)]= 3.74 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 24.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.041(CFS) Total initial stream area = 0.010(Ac.) +++++-H-+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.200 to Point/Station 7.300 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 85.50(Ft.) Downstream point/station elevation = 85.30(Ft.) Pipe length = 16.70(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.041(CFS) Given pipe size = 6.00(ln.) Calculated individual pipe flow = 0.041(CFS) Normal flow depth in pipe = 0.97(in.) Flow top width inside pipe = 4.41(ln.) Critical Depth = 1.19(ln.) Pipe flow velocity = 1.99(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 5.14 min. Process from Point/Station **** SUBAREA FLOW ADDITION **** 7.300 to Point/Station 7.300 User specified 'C' value of 0.600 given for subarea Time of concentration = 5.14 mm. Rainfall intensity = 6.730(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = O.OSl(CFS) for 0.020(Ac.) Total runoff = 0.122(CFS) Total area = 0.03(Ac.) Process from Point/Station 7.300 to Point/Station 7.400 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 85.30(Ft.) Page 5 PA211.0UT Downstream point/station elevation = 85.10(Ft.) Pipe length = 10.10(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.122(CFS) Given pipe size = 6.00(ln.) Calculated individual pipe flow = 0.122(CFS) Normal flow depth in pipe = 1.47 (in.) Flow top width inside pipe = 5.16(In.) Critical Depth = 2.08(ln.) Pipe flow velocity = 3.29(Ft/s) Travel time through pipe = 0.05 mi n. Time of concentration (TC) = 5.19 mi n. Process from Point/Station 7.400 to Point/Station 7.400 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 5.19 mm. Rainfall intensity = 6.687(in/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.040(CFS) for 0.010(Ac.) Total runoff = 0.162(CFS) Total area = 0.04(Ac.) Process from Point/Station 7.400 to Point/Station 7.500 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 85.00(Ft.) Downstream point/station elevation = 84.60(Ft.) Pipe length = 40.90(Ft.) Manning's N = 0.011 N9- of pipes = 1 Required pipe flow = 0.162(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.162(CFS) Normal flow depth in pipe = 1.83(In.) Flow top width inside pipe = 6.72(in.) Critical Depth = 2.21(in.) Pipe flow velocity = 2.70(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 5.44 min. > I I I I I I I IT lllllllllfltiii'iiilllllll I TTTTT^nI I I I TT TT 11II1III1II1I1 Process from Point/Station 7.500 to Point/Station 7.500**** SUBAREA FLOW ADDITION **** user specified 'C' value of 0.600 given for subarea Time of concentration = 5.44 min.Rainfall intensity = 6.485(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600Subarea runoff = 0.272(CFS) for 0.070(Ac.) Total runoff = 0.434(CFS) Total area = 0.11(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4-++++++++ Process from Point/Station 7.500 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 84.60(Ft.) Downstream point/station elevation = 83.80(Ft.) Pipe length = 40.80(Ft.) Manning's N = 0.011 NO. of pipes = 1 Required pipe flow = 0.434(CFS) Page 6 PA211.0UT Given pipe size = 8. 00 (In.) Calculated individual pipe flow = 0.434(CFS) Normal flow depth in pipe = 2. 53 (In.) Flow top width inside pipe = 7.44(in.) Critical Depth = 3.69(in.) Pipe flow velocity = 4.58(Ft/s) Travel time through pipe = 0.15 mi n. Time of concentration (TC) = 5.59 mi n. Process from Point/Station 7.500 to Point/Station 108.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2Stream flow area = 0.110 (Ac.) Runoff from this stream = 0.434(CFS) Time of concentration = 5.59 mi n. Rainfall intensity = 6.373(ln/Hr) Summary of stream data: StreamNo.Flow rate (CFS) TC(min)Rainfall Intensity (in/Hr) Qmax(l) = Qmax(2) = 0.947 0.434 1.000 *0.951 * 1.000 *1.000 * 6.05 5.59 1.000 * 1.000 * 0.925 *1.000 * 6.0596.373 0.947) + 0.434) + 0.947) +0.434) + 1.360 1.310 Total of 2 streams to confluence: Flow rates before confluence point: 0.947 0.434 Maximum flow rates at confluence using above data: 1.360 1.310 Area of streams before confluence: 0.240 0.110 Results of confluence: Total flow rate =1.360(CFS) Time of concentration = 6.049 min. Effective stream area after confluence =0.350(Ac.) Process from Point/Station 108.000 to Point/Station 109.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 83.80(Ft.) Downstream point/station elevation = 76.00(Ft.) Pipe length = 22.10(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.360(CFS) Given pipe size = 8. 00 (In.) Calculated individual pipe flow = 1.360(CFS) Normal flow depth in pipe = 2. 17 (In.) Flow top width inside pipe = 7.11(in.) Critical Depth = 6.59(ln.) Pipe flow velocity = 17.82(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 6.07 min. Page 7 PA211.0UT Process from Point/Station 109.000 to Point/Station 109.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 6.07 min. Rainfall intensity = 6.045(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.073(CFS) for 0.020(Ac.) Total runoff = 1.433(CFS) Total area = 0.37(Ac.) Process from Point/Station 109.000 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 76.00(Ft.) Downstream point/station elevation = 74.75(Ft.) Pipe length = 33.60(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.433(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 1.433(CFS) Normal flow depth in pipe = 4.10(In.) Flow top width inside pipe = 8.00(ln.) Critical Depth = 6.74(ln.) Pipe flow velocity = 7.97(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 6.14 min. Process from Point/Station 109.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.370(Ac.) Runoff from this stream = 1.433(CFS) Time of concentration = 6.14 min. Rainfall intensity = 6.001(in/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 111.000 to Point/Station **** 112.000 User specified 'C' value of 0.600 given for subarea initial subarea flow distance = 16.00(Ft.)Highest elevation = 80.90(Ft.) Lowest elevation = 80.70(Ft.) Elevation difference = 0.20(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.34 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.6000)*( 16.00A.5)/( 1.25A(l/3)]= 3.34 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 24.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.082(CFS) Total initial stream area = 0.020(Ac.) Page 8 PA211.OUT ++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 78.60(Ft.) Downstream point/station elevation = 78.40(Ft.) Pipe length = 14.40(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.082(CFS) Given pipe size = 6.00(in.) Calculated individual pipe flow = 0.082(CFS) Normal flow depth in pipe = 1.32(In.) Flow top width inside pipe = 4.97(in.) Critical Depth = 1.69(ln.) Pipe flow velocity = 2.59(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 5.09 min. Process from Point/Station 113.000 to Point/Station 113.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 5.09 min. Rainfall intensity = 6.770(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KC!A, c = 0.600 Subarea runoff = O.OSl(CFS) for 0.020(Ac.) Total runoff = 0.163(CFS) Total area = 0.04(Ac.) process from Point/Station 113.000 to Point/Station 114.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 78.40(Ft.) Downstream point/station elevation = 78.20(Ft.) Pipe length = 11.70(Ft.) Manning's N = 0.011No. of pipes = 1 Required pipe flow = 0.163(CFS) Given pipe size = 6.00(ln.) Calculated individual pipe flow = 0.163(CFS) Normal flow depth in pipe = 1.76(in.) Flow top width inside pipe = 5. 47 (in.) Critical Depth = 2. 42 (In.) Pipe flow velocity = 3.39(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 5.15 min. Process from Point/Station 114.000 to Point/Station 114.000 **** SUBAREA FLOW ADDITION **** user specified 'C1 value of 0.600 given for subarea Time of concentration = 5.15 mm. Rainfall intensity = 6.721(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.161(CFS) for 0.040(Ac.) Total runoff = 0.32 5 (CFS) Total area = 0.08 (Ac.) Process from Point/Station 114.000 to Point/Station 115.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Page 9 PA211.0UT "****" Upstream point/station elevation = 78.10(Ft.) Downstream point/station elevation = 77.90(Ft.) Pipe length = 18.40(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.325(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.325(CFS) Normal flow depth in pipe = 2.54(m.) Flow top width inside pipe = 7.44(ln.) Critical Depth = 3.17(in.) Pipe flow velocity = 3.41(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 5.24 min. Process from Point/Station 115.000 to Point/Station 115.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 5.24 mm. Rainfall intensity = 6.646(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method ,Q=KCIA, C = 0.600 Subarea runoff = O.OSO(CFS) for 0.020(Ac.) Total runoff = 0.404(CFS) Total area = 0.10(Ac.) Process from Point/Station 115.000 to Point/Station 116.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 77.90(Ft.) Downstream point/station elevation = 77.40(Ft.) Pipe length = 49.60(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.404 (CFS) Given pipe size = 8. 00 (in.) Calculated individual pipe flow = 0.404 (CFS) Normal flow depth in pipe = 2.91(in.) Flow top width inside pipe = 7. 69 (in.) Critical Depth = 3.56(ln.) Pipe flow velocity = 3.53(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 5.47 min. Process from Point/Station 116.000 to Point/Station 116.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 5.47 mm. Rainfall intensity = 6.461(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCiA, C = 0.600 Subarea runoff = 0.271(CFS) for 0.070(Ac.) Total runoff = 0.676(CFS) Total area = 0.17 (AC.) Process from Point/Station 116.000 to Point/Station 117.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 77.40(Ft.) Downstream point/station elevation = 76.90(Ft.) Page 10 PA211.OUT Pipe length = 46.90(Ft.) Manning's N = 0.011 ***" MO. of pipes = 1 Required pipe flow = 0.676(CFS) Given pipe size = 8.00(in.) Calculated individual pipe flow = 0.676(CFS) Normal flow depth in pipe = 3.80(in.) Flow top width inside pipe = 7.99(ln.) Critical Depth = 4. 65 (in.) Pipe flow velocity = 4.13(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 5.66 min. Process from Point/Station 117.000 to Point/station 117.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 5.66 mm. Rainfall intensity = 6.321(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.114(CFS) for 0.030(Ac.) Total runoff = 0.790(CFS) Total area = 0.20(Ac.) Process from Point/Station 117.000 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 76.90(Ft.) Downstream point/station elevation = 74.75(Ft.) Pipe length = 30.80(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.790(CFS) Given pipe size = 8.00(in.) Calculated individual pipe flow = 0.790(CFS) Normal flow depth in pipe = 2.48(In.) Flow top width inside pipe = 7.40(in.) Critical Depth = 5.04(In.) Pipe flow velocity = 8.55(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 5.72 min. Process from Point/Station 117.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.200(Ac.) Runoff from this stream = 0.790(CFS) Time of concentration = 5.72 min. Rainfall intensity = 6.278(in/Hr) Summary of stream data: Stream Flow rate TC Rainfall intensity No. (CFS) (min) (in/Hr) 1 1.433 6.14 6.001 2 0.790 5.72 6.278 Qmax(l) = 1.000 * 1.000 * 1.433) + 0.956 * 1.000 * 0.790) + = 2.187 Qmax(2) = Page 11 PA211.0UT 1.000 * 0.932 * 1.433) + 1.000 * 1.000 * 0.790) + = 2.125 Total of 2 streams to confluence: Flow rates before confluence point: 1.433 0.790 Maximum flow rates at confluence using above data: 2.187 2.125 Area of streams before confluence: 0.370 0.200 Results of confluence: T9tal flow rate = 2.187(CFS) Time of concentration = 6.140 min. Effective stream area after confluence = 0.570(Ac.) Process from Point/Station 110.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 6.14 mm. Rainfall intensity = 6.001(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = O.IOS(CFS) for 0.030(Ac.) Total runoff = 2.295(CFS) Total area = 0.60(Ac.) Process from Point/Station 110.000 to Point/Station 3014.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 74.55(Ft.) Downstream point/station elevation = 70.85(Ft.) Pipe length = 70.60(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.295(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 2.295(CFS) Normal flow depth in pipe = 3.98(in.) Flow top width inside pipe = 11.30(in.) Critical Depth = 7.77(in.) Pipe flow velocity = 10.06(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 6.26 min. Process from Point/Station 110.000 to Point/Station 3014.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1Stream flow area = 0.600(Ac.) Runoff from this stream = 2.295(CFS) Time of concentration = 6.26 min. Rainfall intensity = 5.928(ln/Hr) Process from Point/Station 118.000 to Point/Station 119.000 **** INITIAL AREA EVALUATION **** User specified 'C1 value of 0.600 given for subarea initial subarea flow distance = 35.00(Ft.) Page 12 PA211.0UT Highest elevation = 79. 5 5 (Ft.) Lowest elevation = 79. 15 (Ft.) Elevation difference = 0.40(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 5.09 mi n.TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1. 8* (1.1-0. 6000) *( 35.00A.5)/( 1.14A(l/3)]= 5.09 Rainfall intensity (I) = 6.770 for a 24.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.041(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 119.000 to Point/Station 120.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 78.650(Ft.) End of street segment elevation = 78.130(Ft.) Length of street segment = 65.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.)Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500 (In.)Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.042(CFS) Depth of flow = 0.083 (Ft.), Average velocity = 1.008(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 1.01(Ft/s) Travel time = 1.07 mi n. TC = 6.17 min. Adding area flow to street User specified 'c' value of 0.600 given for subarea Rainfall intensity = 5.983(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, c = 0.600 Subarea runoff = 0.251(CFS) for 0.070(Ac.)Total runoff = 0.292(CFS) Total area = 0.08 (Ac.)Street flow at end of street = 0.292(CFS) Half street flow at end of street = 0.292(CFS) Depth of flow = 0.174(Ft.), Average velocity = 1.282(Ft/s)Flow width (from curb towards crown)= 3.954(Ft.) Process from Point/Station 120.000 to Point/Station 121.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 78.130(Ft.) End of street segment elevation = 77.210(Ft.) Length of street segment = 71.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Page 13 PA211.OUT Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.312(CFS) Depth of flow = 0.166(Ft.), Average velocity = 1.590(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.538(Ft.) Flow velocity = 1.59(Ft/s) Travel time = 0.74 min. TC = 6.91 min. Adding area flow to street User specified 'C' value of 0.600 given for subarea Rainfall intensity = 5.559(in/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.467(CFS) for 0.140(Ac.) Total runoff = 0.759(CFS) Total area = Street flow at end of street = 0.759(CFS) Half street flow at end of street = 0.759(CFS) Depth of flow = 0.211(Ft.), Average velocity = 1.871(Ft/s) Flow width (from curb towards crown)= 5.782(Ft.) 0.22(Ac.) Process from Point/Station **** STREET FLOW TRAVEL TIME + 121.000 to Point/Station 122.000 SUBAREA FLOW ADDITION **** Top of street segment elevation = 77.210(Ft.) End of street segment elevation = 76.980(Ft.) Length of street segment = 22.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.776(CFS)Depth of flow = 0.218(Ft.), Average velocity = 1.728(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.146(Ft.)Flow velpcity = 1.73(Ft/s)Travel time = 0.21 min. TC = 7.12 min. Adding area flow to street User specified 'C1 value of 0.600 given for subarea Rainfall intensity = 5.452(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.033(CFS) for Total runoff = 0.792(CFS) Total Street flow at end of street = 0. Half street flow at end of street = Depth 9f flow = 0.219(Ft.), Average velocity = 1.736(Ft/s) Flow width (from curb towards crown)= 6.203(Ft.) 0.010(Ac.) area = ,792(CFS) 0.792(CFS) 0.23(Ac.) Page 14 PA211.0UT ++++++++++• Process from Point/Station 122.000 to Point/Station 122.000 **** SUBAREA FLOW ADDITION **** user specified 'c' value of 0.600 given for subarea Time of concentration = 7.12 mm. Rainfall intensity = 5.452(in/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.752(CFS) for 0.230(Ac.) Total runoff = 1.544(CFS) Total area = 0.46(Ac.) Process from Point/Station 122.000 to Point/Station 3014.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 74.00(Ft.) Downstream point/station elevation = 70.85(Ft.) Pipe length = 21.50(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.544(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.544(CFS) Normal flow depth in pipe = 2.51(in.) Flow top width inside pipe = 9.76(in.) Critical Depth = 6.33(In.) Pipe flow velocity = 12.96(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.15 min. Process from Point/Station 3014.000 to Point/Station 3014.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of C9ncentration = 7.15 mm. Rainfall intensity = 5.438(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 subarea runoff = 0.196(CFS) for 0.060(Ac.) Total runoff = 1.740(CFS) Total area = 0.52(Ac.) process from Point/Station 3014.000 to Point/Station 3014.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.520(Ac.) Runoff from this stream = 1.740(CFS) Time of concentration = 7.15 mi n. Rainfall intensity = 5.438(ln/Hr) Process from Point/Station 123.000 to Point/Station 124.000 **** INITIAL AREA EVALUATION **** user specified 'C' value of 0.600 given for subarea initial subarea flow distance = 50.00(Ft.) Highest elevation = 79.70(Ft.) Lowest elevation = 79.20(Ft.) Elevation difference = 0.50(Ft.) Page 15 PA211.OUT Time of concentration calculated by the urban areas overland flow method (App X-C) = 6.36 min. TC = [1.8*(l.l-O*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.6000)*( 50.00A.5)/( 1.00A(l/3)]=: 6.36 Rainfall intensity (I) = 5.863 for a 24.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.106(CFS) Total initial stream area = 0.030(Ac.) Process from Point/Station 124.000 to Point/Station 124.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 6.36 mm. Rainfall intensity = 5.863(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.106(CFS) for 0.030(Ac.) Total runoff = 0.211(CFS) Total area = 0.06(Ac.) Process from Point/Station 124.000 to Point/Station 125.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 77.50(Ft.) Downstream point/station elevation = 76.20(Ft.) Pipe length = 71.50(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.211(CFS) Given pipe size = 6.00(in.) Calculated individual pipe flow = 0.211(CFS) Normal flow depth in pipe = 1.99(ln.) Flow top width inside pipe = 5.65(In.) Critical Depth = 2.76(in.) Pipe flow velocity = 3.73(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 6.68 min. Process from Point/Station 125.000 to Point/Station 125.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subareaTime of concentration = 6.68 mm. Rainfall intensity = 5.681(ln/Hr) for a 24.0 year stormRunoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.273(CFS) for 0.080(Ac.)Total runoff = 0.484(CFS) Total area = 0.14 (Ac.) Process from Point/Station 125.000 to Point/Station 126.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 76.10(Ft.) Downstream point/station elevation = 75.70(Ft.) Pipe length = 41.30(Ft.) Manning's N = 0.011 N9- of pipes = 1 Required pipe flow = 0.484(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.484(CFS) Normal flow depth in pipe = 3. 23 (In.) Page 16 PA211.0UT Flow top width inside pipe = 7. 85 (In.) Critical Depth = 3.91(ln.) Pipe flow velocity = 3.65(Ft/s) Travel time through pipe = 0.19 mi n. Time of concentration (TC) = 6.87 mi n. Process from Point/Station 126.000 to Point/Station 126.000 **** SUBAREA FLOW ADDITION **** user specified 'C1 value of 0.600 given for subarea Time of concentration = 6.87 mi n. Rainfall intensity .= 5.580(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KClA, c = 0.600 Subarea runoff = 0.201(CFS) for 0.060(Ac.) Total runoff = 0.685(CFS) Total area = 0.20(Ac.) Process from Point/Station 126.000 to Point/Station 126.500 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 75.70(Ft.) Downstream point/station elevation = 75.50(Ft.) Pipe length = 15.90(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.685(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.685(CFS) Normal flow depth in pipe = 3. 65 (in.) Flow top width inside pipe = 7. 97 (In.) Critical Depth = 4. 68 (In.) Pipe flow velocity = 4.41(Ft/s) Travel time through pipe = 0.06 mi n. Time of concentration (TC) = 6.93 mi n. Process from Point/Station 126.500 to Point/station 126.500 **** SUBAREA FLOW ADDITION **** User specified 'c' value of 0.600 given for subarea Time of cpncentration = 6.93 mm. Rainfall intensity = 5.549(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.600 Subarea runoff = 0.067(CFS) for 0.020(Ac.) Total runoff = 0.751(CFS) Total area = 0.22(Ac.) 1 TT I I |—|—|—|—|—TT—I—I—I—I—I—I—I—1—I—I—I—I—I— Process from Point/Station 126.500 to Point/Station 127.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 75.50(Ft.) Downstream point/station elevation = 74.00(Ft.) Pipe length = 95.10(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.751(CFS) Given pipe size = 8.00(ln.) calculated individual pipe flow = 0.751(CFS) Normal flow depth in pipe = 3.61(in.) Flow top width inside pipe = 7.96(ln.) Critical Depth = 4.92(in.) Pipe flow velocity = 4.91(Ft/s) Page 17 PA211.0UT Travel time through pipe = 0.32 min. Time of concentration (TC) = 7.26 min. Process from Point/Station 127.000 to Point/Station 127.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 7.26 mm. Rainfall intensity = 5.388(in/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.065(CFS) for 0.020(Ac.) Total runoff = 0.816(CFS) Total area = 0.24(Ac.) Process from Point/Station 127.000 to point/Station 127.500 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 73.95(Ft.) Downstream point/station elevation = 73.45(Ft.) Pipe length = 13.00(Ft.) Manning's N = 0.011 N9- of pipes = 1 Required pipe flow = 0.816(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.816(CFS) Normal flow depth in pipe = 2.96(in.) Flow top width inside pipe = 7.72(in.) Critical Depth = 5.13(in.) Pipe flow velocity = 6.96(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.29 min. Process from Point/Station 127.500 to Point/Station 127.500 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 7.29 mm. Rainfall intensity = 5.373(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.600 subarea runoff = 0.064(CFS) for 0.020(Ac.)Total runoff = 0.880(CFS) Total area = 0.26(Ac.) Process from Point/Station 127.500 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 73.65(Ft.) Downstream point/station elevation = 73.45(Ft.) Pipe length = 11.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.880(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.880(CFS) Normal flow depth in pipe = 3.80(ln.) Flow top width inside pipe = 7.99(ln.) Critical Depth = 5.33(in.) Pipe flow velocity = 5.39(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.32 min. Page 18 PA211.0UT . ++++++++++ Process from Point/Station 128.000 to Point/Station 128.000 **** SUBAREA FLOW ADDITION **** user specified 'C' value of 0.600 given for subarea Time of concentration = 7.32 mm. Rainfall intensity = 5.357(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.032(CFS) for 0.010(Ac.) Total runoff = 0.912(CFS) Total area = 0.27(Ac.) Process from Point/Station 128.000 to Point/Station 129.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 73.35(Ft.) Downstream point/station elevation = 72.45(Ft.) Pipe length = 44.00(Ft.) Manning's N = 0.011 NO. of pipes = 1 Required pipe flow = 0.912(CFS) Given pipe size = 8.00(in.) Calculated individual pipe flow = 0.912(CFS) Normal flow depth in pipe = 3.75(In.) Flow top width inside pipe = 7.98(In.) Critical Depth = 5.43(In.) Pipe flow velocity = 5.69(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 7.45 min. Process from Point/Station 129.000 to Point/Station 129.000 **** SUBAREA FLOW ADDITION **** user specified 'C1 value of 0.600 given for subarea Time of concentration = 7.45 mm. Rainfall intensity = 5.297(ln/Hr) for a 24.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KClA, C = 0.600 Subarea runoff = 0.064(CFS) for 0.020(Ac.) Total runoff = 0.976(CFS) Total area = 0.29(Ac.) Process from Point/Station 129.000 to Point/Station 3014.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation =72.35(Ft.) Downstream point/station elevation = 70.50(Ft.) Pipe length = 23.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.976(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.976(CFS) Normal flow depth in pipe = 2.67(in.) Flow top width inside pipe = 7.55(ln.) Critical Depth = 5.62(in.) Pipe flow velocity = 9.55(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 7.49 min. Process from Point/Station 129.000 to Point/Station 3014.000 Page 19 PA211.0UT **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 1 in normal stream number 3 Stream flow area = 0.290(Ac.) Runoff from this stream = 0.976(CFS) Time of concentration = 7.49 min. Rainfall intensity = 5.279(in/Hr) Summary of stream data: Stream Flow rate TC Rainfall intensity No. (CFS) (min) (in/Hr) 2.295 6.26 5.928 2 3Qmax(l) Qmax(2) Qmax(3) 1.7400.976= 1.000 * 1.000 * 1.000 * = 0.917 *1.000 *1.000 *= 0.890 *0.971 * 1.000 * 7.157.49 1.000 *0.875 * 0.835 * 1.000 *1.000 *0.955 * 1.000 *1.000 *1.000 * 5.4385.279 2.295) + 1.740) + 0.976) + = 2.295) +1.740) +0.976) + = 2.295) +1.740) +0.976) + = 4.633 4.777 4.709 Total of 3 streams to confluence: Flow rates before confluence point: 2.295 1.740 0.976 Maximum flow rates at confluence using above data: 4.633 4.777 4.709 Area of streams before confluence: 0.600 0.520 0.290 Results of confluence: T9tal flow rate = 4.777(CFS) Time of concentration = 7.152 min. Effective stream area after confluence = 1.410(Ac.) Process from Point/station 3014.000 to Point/Station 3174.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =70.03(Ft.) Downstream point/station elevation = 62.42(Ft.) Pipe length = 49.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.777(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 4.777(CFS) Normal flow depth in pipe = 4.13(in.) Flow top width inside pipe = 15.14(ln.) Critical Depth = 10.08(in.) Pipe flow velocity = 15.62(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 7.20 min. End of computations, total study area = 1.41 (AC.) Page 20 pa212.QUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software, (c) 2004 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/16/08 ROBERTSON RANCH PA 21 TM - BASIN 2 PROPOSED CONDITIONS G:\ACCTS\011014\PA212.OUT ********* Hydrology Study Control information ********** O'Day Consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 Adjusted 6 hour precipitation (inches) = 2.600 P6/P24 = 60.5% San Diego hydrology manual 'C' values used Runoff coefficients by rational method Process from Point/Station 201.000 to Point/Station 203.000 **** INITIAL AREA EVALUATION **** User specified 'C1 value of 0.600 given for subarea initial subarea flow distance = 18.00(Ft.) Highest elevation = 86.92(Ft.) Lowest elevation = 86.82(Ft.) Elevation difference = 0.10(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 4.64 min.TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(i/3)] TC = [1.8*(1.1-0.6000)*( 18.00A.5)/( 0.56A(l/3)]= 4.64 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.041(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 203.000 to Point/Station 205.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 86.820(Ft.) End of street segment elevation = 77.200(Ft.) Length of street segment = 245.000(Ft.) Height of curb above gutter flowline = 6.0(in.) width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Page 1 pa212.0UT Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.045(CFS) Depth of flow = 0.063(Ft.), Average velocity = 1.859(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow vel9city = 1.86(Ft/s) Travel time = 2.20 min. TC = 7.20 min. Adding area flow to street User specified 'C1 value of 0.700 given for subarea Rainfall intensity = 5.417(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700 Subarea runoff = 0.682(CFS) for 0.180(Ac.) Total runoff = 0.724(CFS) Total area = 0.19(Ac.) Street flow at end of street = 0.724(CFS) Half street flow at end of street = 0.724(CFS) Depth of flow = 0.180(Ft.), Average velocity = 2.895(Ft/s) Flow width (from curb towards crown)= 4.227(Ft.) Process from Point/Station 205.000 to Point/Station 205.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 7.20 mm. Rainfall intensity = 5.417(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.600 Subarea runoff = 0.715(CFS) for 0.220(Ac.) Total runoff = 1.439(CFS) Total area = 0.41(Ac.) Process from Point/Station 205.000 to Point/Station 206.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =77.200(Ft.)End of street segment elevation = 76.500(Ft.) Length of street segment = 70.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.474(CFS) Depth of flow = 0.260(Ft.)f Average velocity = 1.963(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.243(Ft.) Flow velocity = 1.96(Ft/s) Page 2 pa212.0UT TC = 7.79 min.Travel time = 0.59 min. Adding area flow to street user specified 'C' value of 0.600 given for subarea Rainfall intensity = 5.146(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, c = 0.600 Subarea runoff = 0.062(CFS) for 0.020(Ac.) Total runoff = l.SOO(CFS) Total area = 0.43 (Ac.) Street flow at end of street = l.SOO(CFS) Half street flow at end of street = l.SOO(CFS) Depth of flow = 0.261(Ft.), Average velocity = 1.971(Ft/s) Flow width (from curb towards crown)= 8.305(Ft.) Process from Point/Station 206.000 to Point/Station 206.000 **** SUBAREA FLOW ADDITION **** user specified 'C' value of 0.600 given for subarea Time of concentration = 7.79 mi n. Rainfall intensity = 5.146(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.556(CFS) for 0.180(Ac.) Total runoff = 2.056(CFS) Total area = 0.61(Ac.) Process from Point/Station 206.000 to Point/Station 207.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 76.500(Ft.) End of street segment elevation = 75.650(Ft.) Length of street segment = 95.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.299 (Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel:Half street flow width = 10. 222 (Ft.) Flow velocity = 2.10(Ft/s) Travel time = 0.75 min. TC = 8.54 min.Adding area flow to street user specified 'C1 value of 0.600 given for subarea Rainfall intensity = 4.848(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.495(CFS) for Total runoff = 2.551(CFS)Street flow at end of street = Half street flow at end of street = 2.343(CFS) 2.099(Ft/s) 0.170(Ac.) Total area = 2.551(CFS) 2.551(CFS) 0.78 (Ac.) Depth pf flow = 0.307 (Ft.), Average velocity = 2.142(Ft/s) Flow width (from curb towards crown)= 10.580(Ft.) Page 3 pa212.0UT ......................... ++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 75.650(Ft.) End of street segment elevation = 74.270(Ft.) Length of street segment = 138.000(Ft.) Height of curb above gutter flow/line = 6.0(ln.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade breaic to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500 (in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.927(CFS) Depth of flow = 0.314(Ft.), Average velocity = 2.310(Ft/s) Streetflow hydraulics at midpoint or street travel: Halfstreet flow width = 10.936(Ft.) Flow velocity = 2.31(Ft/s) Travel time = 1.00 mi n. TC = 9.54 min. Adding area flow to street User specified 'C1 value of 0.600 given for subarea Rainfall intensity = 4.516(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method ,Q=KCIA, c = 0.600 Subarea runoff = 0.623(CFS) for 0.230(Ac.) Total runoff = 3.174(CFS) Total area = 1.01(Ac.) Street flow at end of street = 3.174(CFS) Half street flow at end of street = 3.174(CFS) Depth of flow = 0.321(Ft.), Average velocity = 2.355(Ft/s) Flow width (from curb towards crown)= 11.298(Ft.) Process from Point/Station 208.000 to Point/Station 209.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 74.270(Ft.) End of street segment elevation = 72.790(Ft.) Length of street segment = 138.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 17. 000 (Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.)Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.535(CFS) Depth of flow = 0.328 (Ft.), Average velocity = 2.482(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11. 632 (Ft.) Flow velocity = 2.48(Ft/s) Page 4 pa212.OUT Travel time = 0.93 min. TC = 10.47 min. Adding area flow to street user specified 'C' value of 0.600 given for subarea Rainfall intensity = 4.254(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.587(CFS) for 0.230(Ac.) Total runoff = 3.761(CFS) Total area = 1.24(Ac.) Street flow at end of street = 3.761(CFS)Half street flow at end of street = 3.761(CFS) Depth pf flow = 0.333(Ft.), Average velocity = 2.520(Ft/s) Flow width (from curb towards crown)= 11.922(Ft.) Process from Point/Station 209.000 to Point/station 7006.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 72.790(Ft.) End of street segment elevation = 70.130(Ft.) Length of street segment = 210.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.231(CFS) Depth of flow = 0.337(Ft.), Average velocity = 2.761(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.087(Ft.) Flow ve^city = 2.76(Ft/s) Travel time = 1.27 min. TC = 11.73 min. Adding area flow to street user specified 'C' value of 0.600 given for subarea Rainfall intensity = 3.951(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.735(CFS) for 0.310(Ac.)Total runoff = 4.496(CFS) Total area = 1.55(Ac.)Street flow at end of street = 4.496(CFS) Half street flow at end of street = 4.496(CFS) Depth of flow = 0.343(Ft.), Average velocity = 2.802(Ft/s) Flow width (from curb towards crown)= 12.382(Ft.) Process from Point/Station 7006.000 to Point/Station 7006.000 **** SUBAREA FLOW ADDITION **** user specified 'C' value of 0.600 given for subarea Time of concentration = 11.73 mm. Rainfall intensity = 3.951(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600Subarea runoff = 1.494(CFS) for 0.630(Ac.)Total runoff = 5.989(CFS) Total area = 2.18(Ac.) Page 5 pa212.OUT Process from Point/Station 7006.000 to Point/Station 7003.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation =61.03(Ft.) Downstream point/station elevation = 60.30(Ft.) Pipe length = 5.31(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 5.989(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 5.989(CFS) Normal flow depth in pipe = 5.16(In.) Flow top width inside pipe = 11.88(In.) Critical depth could not be calculated. Pipe flow velocity = 18.57(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 11.74 min. Process from Point/Station 7006.000 to Point/Station 7003.000 **** CONFLUENCE OF MAIN STREAMS **** The f9!lowing data inside Main Stream is listed: in Main Stream number: 1 Stream flow area = 2.180(Ac.) Runoff from this stream = 5.989(CFS) Time of concentration = 11.74 min. Rainfall intensity = 3.950(ln/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 211.000 to Point/Station 212.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.600 given for subarea initial subarea flow distance = 35.00(Ft.) Highest elevation = 88.85(Ft.) Lowest elevation = 88.50(Ft.) Elevation difference = 0.35(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 5.32 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.6000)*( 35.00A.5)/( 1.00A(l/3)]= 5.32 Rainfall intensity (I) = 6.578 for a 100.0 year stormEffective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.158(CFS) Total initial stream area = 0.040(Ac.) T—I—I—I—I I—I—I—I—I—I—I—I—I—I—I—I—I—I—I—TT—I—I—I—I—I—I—I—1—I—I—I—I—I—I—I—I—I—I—I—I—I—I—I—I—I—I—I—I—1—I—I—I—I—I—I—I—I—I—I—I—I—I—1—I—I—I—I—I Process from Point/Station 212.000 to point/Station 213.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 86.50(Ft.) Downstream point/station elevation = 83.50(Ft.) Pipe length = 7.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.158(CFS) Given pipe size = 6.00(ln.) Calculated individual pipe flow = 0.158(CFS) Normal flow depth in pipe = 0.78(in.) Flow top width inside pipe = 4.04(in.) Critical Depth = 2.38(in.) Page 6 pa212.OUT Pipe flow velocity = 10.49(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 5.34 min. Process from Point/Station 213.000 to Point/Station 213.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 5.34 mm. Rainfall intensity = 6.569(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.079(CFS) for 0.020(Ac.) Total runoff = 0.237(CFS) Total area = 0.06(Ac.) Process from Point/Station 213.000 to Point/Station 214.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 83.50(Ft.) Downstream point/station elevation = 77.50(Ft.) Pipe length = 56.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.237(CFS) Given pipe size = 6.00(in.) Calculated individual pipe flow = 0.237(CFS) Normal flow depth in pipe = 1.34(In.) Flow top width inside pipe = 5.OCI (in.) Critical Depth = 2.93(In.) Pipe flow velocity = 7.26(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 5.46 min. Process from Point/Station 214.000 to Point/Station 214.000 **** SUBAREA FLOW ADDITION **** user specified 'C1 value of 0.600 given for subarea Time of concentration = 5.46 mm. Rainfall intensity = 6.469(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.233(CFS) for 0.060(Ac.) Total runoff = 0.470(CFS) Total area = 0.12(Ac.) Process from Point/Station 214.000 to Point/Station 215.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 77.00(Ft.) Downstream point/station elevation = 74.98(Ft.) Pipe length = 40.01(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.470(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.470(CFS) Normal flow depth in pipe = 2.07(in.) Flow top width inside pipe = 7.00(in.) Critical Depth = 3.84(ln.) Pipe flow velocity = 6.56(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 5.57 min. Page 7 pa212.0UT ++++++++++++++++^^^^^^^-^-t--h-t--t--|--t-TTTT-rT-t--t--t--|--|--t--1--r-r-rTTT-rTTTTTTTTTTTTTTTTTTTT Process from Point/Station 215.000 to Point/Station 215.000 **** SUBAREA FLOW ADDITION **** user specified 'C' value of 0.600 given for subarea Time of concentration = 5.57 mi n. Rainfall intensity = 6.393(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.153(CFS) for 0.040(Ac.) Total runoff = 0.623(CFS) Total area = 0.16(Ac.) Process from Point/Station 215.000 to Point/Station 216.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 74. 98 (Ft.) Downstream point/station elevation = 72. 92 (Ft.) Pipe length = 40. 79 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.62 3 (CFS) Given pipe size = 8.00(in.) Calculated individual pipe flow = 0.623(CFS) Normal flow depth in pipe = 2.39(ln.) Flow top width inside pipe = 7. 32 (in.) Critical Depth = 4.46(ln.) Pipe flow velocity = 7.12(Ft/s) Travel time through pipe = 0.10 mi n. Time of concentration (TC) = 5.66 mi n. I I I I I I I I I 1 I T TJ I III—I 1 1 1 1 I It I I I I 1 1 I I I I 1 I I 1 I IT m^ I11IIIIIII1IIIIIIIIII ITT. I I Process from Point/Station 216.000 to Point/Station 216.000 **** SUBAREA FLOW ADDITION **** User specified 'c1 value of 0.600 given for subarea Time of concentration = 5.66 min. Rainfall intensity = 6.323(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KClA, c = 0.600 Subarea runoff = 0.417(CFS) for 0.110(Ac.) Total runoff = 1.040(CFS) Total area = 0.27(Ac.) Process from Point/Station 216.000 to Point/Station 217.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 72. 92 (Ft.) Downstream point/station elevation = 70. 12 (Ft.) Pipe length = 55.51(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.040(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 1.040(CFS) Normal flow depth in pipe = 3. 13 (In.) Flow top width inside pipe = 7.81(ln.) Critical Depth = 5.81(in.) Pipe flow velocity = 8.21(Ft/s) Travel time through pipe = 0.11 mi n. Time of concentration (TC) = 5.77 mi n. Page 8 pa212.0UT Process from Point/Station 217.000 to Point/Station 217.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 5.77 mi n. Rainfall intensity = 6.243(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.749(CFS) for 0.200(Ac.) Total runoff = 1.789(CFS) Total area = 0.47(Ac.) Process from Point/Station 217.000 to Point/Station 218.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 70.12(Ft.) Downstream point/station elevation = 66. 88 (Ft.) Pipe length = 64.20(Ft.) Manning's N = 0.011 NO. of pipes = 1 Required pipe flow = 1.789(CFS) Given pipe size = 8. 00 (in.) Calculated individual pipe flow = 1.789(CFS) Normal flow depth in pipe = 4. 27 (in.) Flow top width inside pipe = 7. 98 (In.) Critical Depth = 7.31(ln.) Pipe flow velocity = 9.44(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 5.89 min. Process from Point/Station 218.000 to Point/Station 218.000 **** SUBAREA FLOW ADDITION **** user specified 'C' value of 0.600 given for subarea Time of concentration = 5.89 mm. Rainfall intensity = 6.165(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KC!A, C = 0.600 Subarea runoff = 0.888(CFS) for 0.240(Ac.) Total runoff = 2.677(CFS) Total area = 0.71(Ac.) Process from Point/Station 218.000 to Point/Station 219.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation =66.55(Ft.) Downstream point/station elevation = 65.00(Ft.) Pipe length = 155.14(Ft.) Manning's N = 0.011No. of pipes = 1 Required pipe flow = 2.677(CFS) Given pipe size = 15.00(ln.) Calculated individual pipe flow = 2.677(CFS) Normal flow depth in pipe = 6.13(In.) Flow top width inside pipe = 14.75(In.) Critical Depth = 7.88(in.) Pipe flow velocity = 5.67(Ft/s) Travel time through pipe = 0.46 min. Time of concentration (TC) = 6.34 min. T^TT^T~^TT^T^-rT^T-TTTTTTTTTTT^TT^TTTT^T^T^T^T^TTT-^TTT^T-T-T-TT-T-T-TTT^T^T^T^T^TTT-TTTT^T^T^TT--r-r-l Process from Point/Station 219.000 to Point/Station 219.000 **** SUBAREA FLOW ADDITION **** Page 9 pa212.0UT User specified 'C1 value of 0.600 given for subarea Time of concentration = 6.34 mm.Rainfall intensity = 5.876(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.635(CFS) for 0.180(Ac.) Total runoff = 3.312(CFS) Total area = 0.89(Ac.) Process from Point/Station 219.000 to Point/Station 220.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 65.00(Ft.) Downstream point/station elevation = 63.58(Ft.) Pipe length = 141.42(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.312(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.312(CFS) Normal flow depth in pipe = 6.90(ln.) Flow top width inside pipe = 14.95(In.) Critical Depth = 8.80(ln.) Pipe flow velocity = 6.01(Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 6.74 min. Process from Point/Station 219.000 to Point/Station 220.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 2 in normal stream number 1 Stream flow area = 0.890(Ac.) Runoff from this stream = 3.312(CFS) Time of concentration = 6.74 min. Rainfall intensity = 5.653(ln/Hr) Process from Point/Station 250.000 to Point/Station 251.000 **** INITIAL AREA EVALUATION **** User specified 'C1 value of 0.600 given for subarea initial subarea flow distance = 50.00(Ft.) Highest elevation = 77.25(Ft.) Lowest elevation = 76.75(Ft.) Elevation difference = 0.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-c) = 6.36 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.6000)*( 50.00A.5)/( 1.0QA(l/3)]= 6.36 Rainfall intensity (I) = 5.863 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.106(CFS) Total initial stream area = 0.030(Ac.) Process from Point/Station 251.000 to Point/Station 252.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 75.20(Ft.) Downstream point/station elevation = 75.00(Ft.) Pipe length = 4.50(Ft.) Manning's N = 0.011 Page 10 pa212.OUT N9- of pipes = 1 Required pipe flow = 0.106(CFS) Given pipe size = 6.00(ln.) Calculated individual pipe flow = 0.106(CFS) Normal flow depth in pipe = 1.12(in.) Flow top width inside pipe = 4.67(in.) Critical Depth = 1.93(In.) Pipe flow velocity = 4.20(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 6.38 min. Process from Point/Station 252.000 to Point/Station 252.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 6.38 mm. Rainfall intensity = 5.853(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = O.IOS(CFS) for 0.030(Ac.) Total runoff = 0.211(CFS) Total area = 0.06(Ac.) Process from Point/Station 252.000 to Point/Station 253.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation =75.00(Ft.) Downstream point/station elevation = 73.40(Ft.) Pipe length = 71.30(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.211(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.211(CFS) Normal flow depth in pipe = 1.88(in.) Flow top width inside pipe = 5.57(in.) Critical Depth = 2.76(in.) Pipe flow velocity = 4.02(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 6.68 min. Process from Point/Station 253.000 to Point/station 253.000 **** SUBAREA FLOW ADDITION **** user specified 'C1 value of 0.600 given for subarea Time of concentration = 6.68 mm. Rainfall intensity = 5.684(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method , Q=KCIA , C = 0.600 Subarea runoff = 0.290(CFS) for 0.085(Ac.) Total runoff = O.SOl(CFS) Total area = 0.15 (Ac.) Process from Point/Station 253.000 to Point/Station 258.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 73.30(Ft.) Downstream point/station elevation = 73.00(Ft.) Pipe length = 63.10(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = O.SOl(CFS) Given pipe size = 8. 00 (In.) Calculated individual pipe flow = O.SOl(CFS) Page 11 pa212.0UT Normal flow depth in pipe = 4. 04 (in.) Flow top width inside pipe = 8.00(ln.) Critical Depth = 3. 98 (in.) Pipe flow velocity = 2.83(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 7.05 min. Process from Point/Station 258.000 to Point/Station 258.000 **** SUBAREA FLOW ADDITION **** user specified 'C' value of 0.600 given for subarea Time of concentration = 7.05 mm.Rainfall intensity = 5.489(in/Hr) for a 100.0 year stormRunoff coefficient used for sub-area, Rational method , Q=KCIA , C = 0.600 Subarea runoff = 0.099(CFS) for 0.030(Ac.) Total runoff = 0.600(CFS) Total area = 0.18 (AC.) Process from Point/Station 258.000 to Point/Station 259.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 73.00(Ft.) Downstream point/station elevation = 72.90(Ft.) Pipe length = 4.50(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.600(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.600(CFS) Normal flow depth in pipe = 2.91(ln.) Fl9w top width inside pipe = 7.69(In.) Critical Depth = 4.37(in.) Pipe flow velocity = 5.24(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.06 min. process from Point/Station 259.000 to Point/Station 259.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 7.06 mm. Rainfall intensity = 5.482(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.099(CFS) for 0.030(Ac.) Total runoff = 0.698(CFS) Total area = 0.21(Ac.) ~T I I T I 1 TT I I I I—I 1—I—I—I—I 1 1 1 I I TT I I TTT^T I I T TT^T I I 1 1 1 1—I 1—|—|—I—I 1—I—| 1—I—I—| 1 1 1—I 1—I—|—| 1—I—I—I 1 1 Process from Point/Station 259.000 to Point/Station 260.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation =72.90(Ft.) D9wnstream point/station elevation = 72.20(Ft.) Pipe length = 70.90(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.698(CFS) Given pipe size = 8.00(ln.) calculated individual pipe flow = 0.698(CFS) Normal flow depth in pipe = 3.96(ln.) Flpw top width inside pipe = 8.00(in.) Critical Depth = 4.73(ln.) Page 12 pa212.0UT Pipe flow velocity = 4.05(Ft/s)Travel time through pipe = 0.29 mi n.Time of concentration (TC) = 7.35 mi n. Process from Point/Station 260.000 to Point/Station 260.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 7.35 mi n. Rainfall intensity = 5.341(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.048(CFS) for 0.015 (Ac.) Total runoff = 0.746(CFS) Total area = 0.22 (Ac.) Process from Point/Station 260.000 to Point/Station 261.000**** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 72.20(Ft.)Downstream point/station elevation = 71.60(Ft.)Pipe length = 41.00(Ft.) Manning's N = 0.011 NO. of pipes = 1 Required pipe flow = 0.746(CFS) Given pipe size = 8.00(ln.)Calculated individual pipe flow = 0.746(CFS)Normal flow depth in pipe = 3. 67 (in.)Flow top width inside pipe = 7. 97 (in.)Critical Depth = 4.89(ln.) Pipe flow velocity = 4.77(Ft/s) Travel time through pipe = 0.14 mi n.Time of concentration (TC) = 7.50 min. Process from Point/Station 261.000 to Point/Station 261.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subareaTime of cpncentration = 7.50 mi n. Rainfall intensity = 5.275(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method , Q=KCIA , c = 0.600Subarea runoff = 0.253(CFS) for 0.080(Ac.)Total runoff = l.OOO(CFS) Total area = 0.30(Ac.) Process from Point/Station 261.000 to Point/Station 220.000**** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 71.60(Ft.)Downstream point/station elevation = 63.75(Ft.)Pipe length = 84.00(Ft.) Manning's N = 0.011 Np. of pipes = 1 Required pipe flow = l.OOO(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = l.OOO(CFS)Normal flow depth in pipe = 2.60(in.)Flow top width inside pipe = 7.50(ln.)critical Depth = 5.69(in.) Pipe flow velocity = 10.14(Ft/s) Travel time through pipe = 0.14 min.Time of concentration (TC) = 7.64 min. Page 13 pa212.0UT Process from Point/Station 261.000 to Point/Station 220.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 2 in normal stream number 2 Stream flow area = 0.300(Ac.)Runoff from this stream = l.OOO(CFS)Time of concentration = 7.64 mi n.Rainfall intensity = 5.213(ln/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min)Rainfall intensity (in/Hr) 1 2 Qmax(l) Qmax(2) = 3.312 1.000 1.000 * 1.000 * 0.922 * 1.000 * 6.74 7.64 5.653 5.213 1.000 0.882 1.000 1.000 3.312) + 1.000) + 3.312) +1.000) + 4.193 4.054 Total of 2 streams to confluence: Flow rates before confluence point: 3.312 1.000 Maximum flow rates at confluence using above data: 4.193 4.054 Area of streams before confluence: 0.890 0.300 Results of confluence: Total flow rate = 4. 193 (CFS) Time of concentration = 6.735 min. Effective stream area after confluence = 1.190(Ac.) Process from Point/Station 220.000 to Point/Station **** SUBAREA FLOW ADDITION **** 220.000 user specified 'C' value of 0.600 given for subarea Time of concentration = 6.74 mm. Rainfall intensity = 5.653(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method ,Q=KCIA, c = 0.600 Subarea runoff = 0.610(CFS) for 0.180(Ac.) Total runoff = 4. 804 (CFS) Total area = 1.37 (Ac.) Process from Point/Station 220.000 to Point/Station 221.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 63.25(Ft.)Downstream point/station elevation = 61.69(Ft.)Pipe length = 131. 05 (Ft.) Manning's N = 0.011No. of pipes = 1 Required pipe flow = 4. 804 (CFS) Given pipe size = 18.00(in.) Calculated individual pipe flow = 4. 804 (CFS)Normal flow depth in pipe = 7.41(ln.)Flow top width inside pipe = 17.72(in.) page 14 pa212.0UT Critical Depth = 10.11(in.) Pipe flow velocity = 7.01(Ft/s) Travel time through pipe = 0.31 mi n. Time of concentration (TC) = 7.05 mi n. Process from Point/Station 221.000 to Point/Station 221.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 7.05 mm. Rainfall intensity = 5.490(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.593(CFS) for 0.180(Ac.) Total runoff = 5.397(CFS) Total area = 1.55(Ac.) Process from Point/Station 221.000 to Point/Station 222.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 61.69(Ft.) Downstream point/station elevation = 60.04(Ft.) Pipe length = 137.50(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 5.397(CFS) Given pipe size = 18.00(in.) calculated individual pipe flow = 5.397(CFS) Normal flow depth in pipe = 7. 88 (In.) Flow top width inside pipe = 17.86(ln.) Critical Depth = 10.74(in.) Pipe flow velocity = 7.25(Ft/s) Travel time through pipe = 0.32 mi n. Time of concentration (TC) = 7.36 mi n. Process from Point/Station 221.000 to Point/Station 222.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.550(Ac.) Runoff from this stream = 5.397(CFS) Time of concentration = 7.36 mi n. Rainfall intensity = 5.337(in/Hr) Process from Point/Station 223.000 to Point/Station 224.000 **** INITIAL AREA EVALUATION **** User specified 'C1 value of 0.600 given for subarea initial subarea flow distance = 50.00(Ft.) Highest elevation = 87.10(Ft.) Lowest elevation = 86.60(Ft.) Elevation difference = 0.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 6.36 mi n. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1. 8* (1.1-0. 6000) *( 50.00A.5)/( 1.00A(l/3)]= 6.36 Rainfall intensity (I) = 5.863 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.106(CFS) Page 15 pa212.0UT Total initial stream area = 0.030(Ac.) process from Point/Station 224.000 to Point/Station 224.000 **** SUBAREA FLOW ADDITION **** user specified 'C1 value of 0.600 given for subarea Time of concentration = 6.36 mm. Rainfall intensity = 5.863(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 subarea runoff = 0.106(CFS) for 0.030(Ac.) Total runoff = 0.211(CFS) Total area = 0.06(Ac.) Process from Point/Station 224.000 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 84.50(Ft.) Downstream point/station elevation = 83. 30 (Ft.) Pipe length = 70.80(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.211(CFS) Given pipe size = 6. 00 (in.) Calculated individual pipe flow = 0.211(CFS) Normal flow depth in pipe = 2. 02 (in.) Flow top width inside pipe = 5. 67 (In.) critical Depth = 2.76(in.) Pipe flow velocity = 3.63(Ft/s) Travel time through pipe = 0.32 mi n. Time of concentration (TC) = 6.69 mi n. Process from Point/Station 225.000 to Point/Station 225.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 6.69 mm. Rainfall intensity = 5.678(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, c = 0.600 Subarea runoff = 0.647(CFS) for 0.190(Ac.) Total runoff = 0.858(CFS) Total area = 0.25(Ac.) Process from Point/Station 225.000 to Point/Station 226.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation =83.20(Ft.) Downstream point/station elevation = 82.50(Ft.) Pipe length = 63.70(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.858(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.858(CFS) Normal flow depth in pipe = 4.34(in.) Flow top width inside pipe = 7.97(In.) Critical Depth = 5.27(ln.) Pipe flow velocity = 4.43(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 6.93 min. Page 16 pa212.0UT ^ Process from Point/Station 226.000 to Point/Station 226.000 ***<* SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 6.93 mm. Rainfall intensity = 5.551(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = O.IOO(CFS) for 0.030(Ac.) Total runoff = 0.958(CFS) Total area = 0.28 (Ac.) Process from Point/Station 226.000 to Point/Station 226.500 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 82.30(Ft.) Downstream point/station elevation = 82.20(Ft.) Pipe length = 4.50(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.958(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 0.958(CFS) Normal flow depth in pipe = 3. 17 (in.) Flow top width inside pipe = 10. 58 (In.) critical Depth = 4. 92 (in.) Pipe flow velocity = 5.78(Ft/s) Travel time through pipe = 0.01 mi n. Time of concentration (TC) = 6.94 mi n. process from Point/station 226.500 to Point/Station 226.500 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 6.94 mm. Rainfall intensity = 5.544(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, c = 0.600 subarea runoff = O.IOO(CFS) for 0.030(Ac.) Total runoff = 1.058(CFS) Total area = 0.31(Ac.) Process from Point/Station 226.500 to Point/Station 227.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 82.20(Ft.) Downstream point/station elevation = 82.00(Ft.) Pipe length = 71.30(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.058(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 1.058(CFS) Normal flow depth in pipe = 5.82(in.) Flow top width inside pipe = 11.99(ln.) Critical Depth = 5.18(In.) Pipe flow velocity = 2.80(Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 7.37 min. Process from Point/Station 227.000 to Point/station 227.000 **** SUBAREA FLOW ADDITION **** Page 17 pa212.0UT User specified 'C' value of 0.600 given for subarea Time of concentration = 7.37 mm. Rainfall intensity = 5.336(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 subarea runoff = 0.608(CFS) for 0.190(Ac.) Total runoff = 1.666(CFS) Total area = 0.50(Ac.) Process from Point/Station 227.000 to Point/Station 228.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 82.00(Ft.) Downstream point/station elevation = 81.70(Ft.) Pipe length = 63.20(Ft.) Manning's N = 0.011 NO. of pipes = 1 Required pipe flow = 1.666(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 1.666(CFS) Normal flow depth in pipe = 6. 52 (in.) Flow top width inside pipe = 11. 95 (in.) Critical Depth = 6.58(in.) Pipe flow velocity = 3.82(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 7.64 min. Process from Point/Station 228.000 to Point/Station 228.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 7.64 mm. Rainfall intensity = 5.211(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.188(CFS) for 0.060(Ac.) Total runoff = 1.854(CFS) Total area = 0.56(Ac.) Process from Point/Station 228.000 to Point/Station 229.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 81.60(Ft.) Downstream point/station elevation = 80.40(Ft.) Pipe length = 68.70(Ft.) Manning's N = 0.011 NO. of pipes = 1 Required pipe flow = 1.854(CFS) Given pipe size = 12.00(in.) Calculated individual pipe flow = 1.854(CFS) Normal flow depth in pipe = 4.77(In.) Flow top width inside pipe = 11.74(in.) Critical Depth = 6.97(in.) Pipe flow velocity = 6.37(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 7.82 min. TT TT 1 I 1 TT I I TT^T I—I—I—I—I—I I I I I I—I—TT TT^T TT I TT I I I I | | I TT^T I I I—TTT^TT^T I TT TTT I I I TT FTTH Process from Point/Station 229.000 to Point/Station 229.000 **** SUBAREA FLOW ADDITION **** User specified 'c1 value of 0.600 given for subarea Time of concentration = 7.82 mm. Page 18 pa212.0UT Rainfall intensity = 5.133(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, c = 0.600 subarea runoff = 0.585(CFS) for 0.190(Ac.) Total runoff = 2.439(CFS) Total area = 0.75 (Ac.) Process from Point/Station 229.000 to Point/Station 230.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 80.40(Ft.) Downstream point/station elevation = 79. 80 (Ft.) Pipe length = 65.80(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.439(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 2.439(CFS) Normal flow depth in pipe = 6. 74 (In.) Flow top width inside pipe = 11.91(in.) Critical Depth = 8. 03 (In.) Pipe flow velocity = 5.36(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 8.03 min. Process from Point/Station 230.000 to Point/Station 230.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 8.03 mm. Rainfall intensity = 5.049(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, c = 0.600 Subarea runoff = 0.182(CFS) for 0.060(Ac.) Total runoff = 2.621(CFS) Total area = 0.81(Ac.) Process from Point/Station 230.000 to Point/Station 231.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 79.70(Ft.) Downstream point/station elevation = 78.90(Ft.) Pipe length = 62.90(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.621(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 2.621(CFS) Normal flow depth in pipe = 6. 36 (in.)Flow top width inside pipe = 11. 98 (in.) Critical Depth = 8. 3 3 (In.) Pipe flow velocity = 6.19(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 8.19 min. Process from Point/Station 231.000 to Point/Station 231.000 **** SUBAREA FLOW ADDITION **** user specified 'C1 value of 0.600 given for subarea Time of concentration = 8.19 mm. Rainfall intensity = 4.981(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, c = 0.600 Subarea runoff = 0.299(CFS) for 0.100 (AC.) Page 19 pa212.0UT Total runoff = 2.920(CFS) Total area = 0.91(Ac.) Process from Point/Station 231.000 to Point/Station 232.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 69.10(Ft.) Downstream point/station elevation = 68.70(Ft.) Pipe length = 16.20(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.920(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 2.920(CFS) Normal flow depth in pipe = 5.58(In.) Flow top width inside pipe = 11.97(In.) Critical Depth = 8.78(ln.) Pipe flow velocity = 8.16(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 8.23 min. Process from Point/Station 232.000 to Point/Station 232.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 8.23 mm. Rainfall intensity = 4.968(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.268(CFS) for 0.090(Ac.) Total runoff = 3.188(CFS) Total area = 1.00(Ac.) Process from Point/Station 232.000 to Point/Station 233.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 68.70(Ft.) Downstream point/station elevation = 67.80(Ft.) Pipe length = 40.60(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.188(CFS) Given pipe size = 12.00(in.) Calculated individual pipe flow = 3.188(CFS) Normal flow depth in pipe = 6.06(ln.) Flow top width inside pipe = 12.00(ln.) critical Depth = 9.18(In.) Pipe flow velocity = 8.01(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 8.31 min. Process from Point/Station 233.666 to Point/Station 233.000 **** SUBAREA FLOW ADDITION **** user specified 'C1 value of 0.600 given for subarea Time of concentration = 8.31 mm. Rainfall intensity = 4.936(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.118(CFS) for 0.040(Ac.) Total runoff = 3.307(CFS) Total area = 1.04(Ac.) Page 20 pa212.0UT Process from Point/Station 233.000 to Point/Station 222.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 67.80(Ft.) Downstream point/station elevation = 60.27(Ft.) Pipe length = 65.60(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.307(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 3.307(CFS) Normal flow depth in pipe = 3. 93 (in.) Flow top width inside pipe = 11.26(in.) Critical Depth = 9.34(ln.) Pipe flow velocity = 14.79(Ft/s) Travel time through pipe = 0.07 mi n. Time of concentration (TC) = 8.39 mi n. Process from Point/Station 233.000 to Point/Station 222.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.040(Ac.) Runoff from this stream = 3.307(CFS) Time of concentration = 8.39 mi n. Rainfall intensity = 4.907(in/Hr) Process from Point/Station 270.000 to Point/Station 271.000 **** INITIAL AREA EVALUATION **** user specified 'C' value of 0.600 given for subarea initial subarea flow distance = 50.00(Ft.) Highest elevation = 74.40(Ft.) Lowest elevation = 73.90(Ft.) Elevation difference = 0.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 6.36 mi n. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(i/3)] TC = [1. 8* (1.1-0. 6000) *( 50.00A.5)/( 1.0QA(l/3)]= 6.36 Rainfall intensity (I) = 5.863 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.600 Subarea runoff = 0.106(CFS) Total initial stream area = 0.030(Ac.) Process from Point/Station 271.000 to Point/Station 272.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 71.90(Ft.) Downstream point/station elevation = 71.70(Ft.) Pipe length = 4.50(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.106(CFS) Given pipe size = 6.00(in.) Calculated individual pipe flow = 0.106(CFS) Normal flow depth in pipe = 1.12 (in.) Flow top width inside pipe = 4. 67 (in.) Critical Depth = 1.93 (In.) Pipe flow velocity = 4.20(Ft/s) Travel time through pipe = 0.02 mi n. Page 21 pa212.oUT Time of concentration (TC) = 6.38 min. process from Point/Station 272.000 to Point/Station 272.000 **** SUBAREA FLOW ADDITION **** user specified 'C' value of 0.600 given for subarea Time of concentration = 6.38 mm. Rainfall intensity = 5.853(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, c = 0.600 Subarea runoff = O.IOS(CFS) for 0.030(Ac.) Total runoff = 0.211(CFS) Total area = 0.06(Ac.) Process from Point/Station 272.000 to Point/Station 273.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 71.70(Ft.) Downstream point/station elevation = 70.40(Ft.) Pipe length = 73.40(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.211(CFS) Given pipe size = 6.00(ln.) Calculated individual pipe flow = 0.211(CFS) Normal flow depth in pipe = 2.00(in.) Flow top width inside pipe = 5. 65 (in.) Critical Depth = 2. 76 (in.) Pipe flow velocity = 3.69(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 6.71 min. Process from Point/Station 273.000 to Point/Station 273.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subareaTime of concentration = 6.71 mm. Rainfall intensity = 5.665(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.340(CFS) for 0.100(Ac.) Total runoff = 0.551(CFS) Total area = 0.16(Ac.) Process from Point/Station 273.000 to Point/Station 274.666 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation =70.30(Ft.) Downstream point/station elevation = 70.00(Ft.) Pipe length = 61.60(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.551(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.551(CFS) Normal flow depth in pipe = 4.24(ln.) Flow top width inside pipe = 7.99(In.) critical Depth = 4.18(in.) Pipe flow velocity = 2.93(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 7.06 min. Page 22 Process from Point/Station **** SUBAREA FLOW ADDITION **** pa212.0UT +++++++• 274.000 to Point/Station 274.000 user specified 'C' value of 0.600 given for subarea Time of concentration = 7.06 mm. Rainfall intensity = 5.481(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 subarea runoff = 0.099(CFS) for 0.030(Ac.) Total runoff = 0.649(CFS) Total area = 0.19 (Ac.) Process from Point/Station 274.000 to Point/Station 275.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 70. 00 (Ft.) Downstream point/station elevation = 69.90(Ft.) Pipe length = 4.50(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.649(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.649(CFS) Normal flow depth in pipe = 3. 03 (In.) Flow top width inside pipe = 7. 76 (In.) critical Depth = 4.56(in.) Pipe flow velocity = 5.35(Ft/s) Travel time through pipe = 0.01 mi n. Time of concentration (TC) = 7.08 mi n. Process from Point/Station 275.000 to Point/Station 275.000 **** SUBAREA FLOW ADDITION **** user specified 'c' value of 0.600 given for subarea Time of concentration = 7.08 mm. Rainfall intensity = 5.474(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.600 Subarea runoff = 0.099(CFS) for 0.030(Ac.) Total runoff = 0.748(CFS) Total area = 0.22(Ac.) process from Point/Station 275.000 to Point/Station 276.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 69.90(Ft.) Downstream point/station elevation = 69.40(Ft.) Pipe length = 64.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.748(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.748(CFS) Normal flow depth in pipe = 4.43(In.) Flow top width inside pipe = 7.95(in.) Critical Depth = 4.91(in.) Pipe flow velocity = 3.77(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 7.36 min. T-TT—r-r-r-rTTTTTTTTTTTTTTTTTTTn , , Process from Point/Station 276.000 to Point/Station **** SUBAREA FLOW ADDITION **** Page 23 276.000 pa212.0UT User specified 'C' value of 0.600 given for subarea Time of concentration = 7.36 mm. Rainfall intensity = 5.338(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method ,Q=KCIA, C = 0.600 Subarea runoff = 0.032(CFS) for 0.010(Ac.) Total runoff = 0.780(CFS) Total area = 0.23 (Ac.) Process from Point/Station 276.000 to Point/Station 277.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 69.40(Ft.) Downstream point/station elevation = 68. 10 (Ft.) Pipe length = 41.10(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.780(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.780(CFS) Normal flow depth in pipe = 3. 04 (in.) Flow top width inside pipe = 7. 77 (in.) Critical Depth = 5.01(ln.) Pipe flow velocity = 6.40(Ft/s) Travel time through pipe = 0.11 mi n. Time of concentration (TC) = 7.47 mi n. Process from Point/Station 277.000 to Point/Station 277.666 **** SUBAREA FLOW ADDITION **** user specified 'C1 value of 0.600 given for subarea Time of concentration = 7.47 mm. Rainfall intensity = 5.288(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 subarea runoff = 0.127(CFS) for 0.040(Ac.) Total runoff = 0.907(CFS) Total area = 0.27 (AC.) Process from Point/Station 277.000 to Point/Station 222.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 68.10(Ft.) Downstream point/station elevation = 60. 48 (Ft.) Pipe length = 85.20(Ft.) Manning's N = 0.011 NO. of pipes = 1 Required pipe flow = 0.907(CFS) Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.907(CFS) Normal flow depth in pipe = 2.50(in.) Flow top width inside pipe = 7. 42 (in.) Critical Depth = 5. 42 (In.) Pipe flow velocity = 9.72(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 7.61 min. Process from Point/Station 277.000 to Point/Station 222.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.270(Ac.) Page 24 Runoff from this stream = Time of C9ncentration = Rainfall intensity = 5 Summary of stream data: pa212.0UT 0.907(CFS) 7.61 min. .223(ln/Hr) Stream NO. 1 2 3 Qmax(l) Qmax(2) Qmax(3) Flow rate (CFS) 5.397 3.307 0.907= 1.000 * 1.000 * 1.000 *= 0.920 * 1.000 * 0.940 * =0.979 * 1.000 * 1.000 * TC (min) 7.36 8.39 7.61 Rainfall intensity (in/Hr) 5.337 4.907 5.223 1.000 * 0.878 * 0.967 * 1, 1. 1, 000 000 000 1.000 * 0.908 * 1.000 * 5.397) + 3.307) + 0.907) + 5.397) + 3.307) + 0.907) + 5.397) + 3.307) + 0.907) + 9.177 9.121 9.191 Total of 3 streams to confluence: Flow rates before confluence point: 5.397 3.307 0.907 Maximum flow rates at confluence using above data: 9.177 9.121 9.191 Area of streams before confluence: 1.550 1.040 0.270 Results of confluence: Total flow rate = Time of concentration 9.191(CFS) 7.615 min. Effective stream area after confluence =2.860(Ac.) Process from Point/Station 222.000 to Point/Station 7003.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation =60.04(Ft.) Dpwnstream point/station elevation = 59.80(Ft.) Pipe length = 20.41(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 9.191(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 9.191(CFS) Normal flow depth in pipe = 10.91(ln.) Flow top width inside pipe = 17.59(ln.) Critical Depth = 14.08(In.) Pipe flow velocity = 8.20(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 7.66 min. Process from Point/Station 222.000 to Point/Station 7003.000 **** CONFLUENCE OF MAIN STREAMS **** The f9!lowing data inside Main stream is listed: in Main Stream number: 2 Stream flow area = 2.860(Ac.) Page 25 pa212.our Runoff from this stream = 9.191(CFS) Time of concentration = 7.66 min. Rainfall intensity = 5.204(in/Hr) Program is now starting with Main stream No. 3 Process from Point/Station 235.000 to Point/Station 236.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.600 given for subarea initial subarea flow distance = 18.00(Ft.) Highest elevation = 79.80(Ft.) Lowest elevation = 79.35(Ft.) Elevation difference = 0.45(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 2.81 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(i/3)] TC = [1.8*(1.1-0.6000)*( 18.00A.5)/( 2.50A(l/3)]= Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 0.041(CFS) Total initial stream area = 0.010(Ac.) 2.81 storm is C = 0.600 Process from Point/Station 236.000 to Point/Station 237.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 79.35(Ft.)Downstream point elevation = 78.84(Ft.)Channel length thru subarea = 80.00(Ft.) Channel base width = 0.000(Ft.) Slope or 'z1 of left channel bank = 50.000 Slope or 'Z1 of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 0.288(CFS)Manning's 'N1 = 0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 0.288(CFS)Depth of flow = 0.079(Ft.), Average velocity = 0.918(Ft/s)Channel flow top width = 7.915(Ft.) Flow Velpcity = 0.92(Ft/s)Travel time = 1.45 min.Time of concentration = 6.45 min.Critical depth = 0.073(Ft.)Adding area flow to channelUser specified 'C' value of 0.600 given for subareaRainfall intensity = 5.812(in/Hr) for a 100.0 year stormRunoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600Subarea runoff = 0.418(CFS) for 0.120(Ac.)Total runoff = 0.460(CFS) Total area = 0.13(Ac.) Process from Point/Station 237.000 to Point/Station 238.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 78.340(Ft.) End of street segment elevation = 75.680(Ft.) Length of street segment = 245.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 17.000(Ft.) Page 26 pa212.0UT Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.)Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.078(CFS) Depth of flow = 0.236(Ft.), Average velocity = 1.886(Ft/s) Streetflow hydraulics at midpoint of street travel: Half street flow width = 7. 073 (Ft.) Flow velocity = 1.89(Ft/s) Travel time = 2.16 min. TC = 8.62 min. Adding area flow to street user specified 'c1 value of 0.600 given for subareaRainfall intensity = 4.822(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method ,Q=KCIA, C = 0.600 Subarea runoff = 1.013(CFS) for 0.350(Ac.) Total runoff = 1.472(CFS) Total area = 0.48 (Ac.) Street flow at end of street = 1.472(CFS) Half street flow at end of street = 1.472(CFS) Depth of flow = 0.257(Ft.), Average velocity = 2.026(Ft/s) Flow width (from curb towards crown)= 8.096(Ft.) Process from Point/Station 238.000 to Point/Station 239.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 75.680(Ft.) End of street segment elevation = 74.340(Ft.) Length of street segment = 138.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.825(CFS) Depth of flow = 0.276(Ft.), Average velocity = 2.041(Ft/s) Streetflow hydraulics at midpoint of street travel: Half street flow width = 9. 072 (Ft.) Flow vel9city = 2.04(Ft/s) Travel time = 1.13 min. TC = 9.74 min. Adding area flow to street user specified 'C' value of 0.600 given for subarea Rainfall intensity = 4.455(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.615(CFS) for 0.230(Ac.) Total runoff = 2.087(CFS) Total area = 0.71(Ac.) Street flow at end of street = 2.087(CFS) Half street flow at end of street = 2.087(CFS) Page 27 pa212.0UT Depth of flow = 0.287 (Ft.), Average velocity = 2.107(Ft/s) Flow width (from curb towards crown)= 9. 589 (Ft.) Process from Point/Station 239.000 to Point/Station 240.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 74.340(Ft.) End of street segment elevation = 72.840(Ft.) Length of street segment = 139.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.425(CFS) Depth of flow = 0.295 (Ft.), Average velocity = 2.273(Ft/s) Streetflow hydraulics at midpoint or street travel: Halfstreet flow width = 9.979(Ft.) Flow velocity = 2.27(Ft/s) Travel time = 1.02 mi n. TC = 10.76 min. Adding area flow to street User specified 'c' value of 0.600 given for subarea Rainfall intensity = 4.178(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.577(CFS) for 0.230(Ac.) Total runoff = 2.664(CFS) Total area = 0.94 (Ac.) Street flow at end of street = 2.664(CFS) Half street flow at end of street = 2.664(CFS) Depth of flow = 0.302 (Ft.), Average velocity = 2.324(Ft/s) Flow width (from curb towards crown)= 10.367(Ft.) Process from Point/Station 240.000 to Point/Station 7010.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 72.840(Ft.) End of street segment elevation = 70.130(Ft.) Length of street segment = 214.000(Ft.)Height of curb above gutter flowline = 6.0(in.) width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.)Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150Estimated mean flow rate at midpoint of street = 3.103(CFS) Page 28 pa212.OUT Depth of flow = 0.309(Ft.), Average velocity = 2.562(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.676(Ft.) Flow velocity = 2.56(Ft/s) Travel time = 1.39 min. TC = 12.15 min. Adding area flow to street user specified 'C1 value of 0.600 given for subarea Rainfall intensity = 3.863(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.718(CFS) for 0.310(Ac.) Total runoff = 3.382(CFS) Total area = 1.25(Ac.) Street flow at end of street = 3.382(CFS) Half street flow at end of street = 3.382(CFS) Depth 9f flow = 0.316(Ft.), Average velocity = 2.616(Ft/s) Flow width (from curb towards crown)= 11.053(Ft.) process from Point/Station 7010.000 to Point/Station 7010.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 12.15 min. Rainfall intensity = 3.863(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.070(CFS) for 0.030(Ac.) Total runoff = 3.452(CFS) Total area = 1.28(Ac.) Process from Point/station 7010.000 to Point/Station 7003.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.88(Ft.) Downstream point/station elevation = 60.30(Ft.) Pipe length = 25.35(Ft.) Manning's N = 0.011 NO. of pipes = 1 Required pipe flow = 3.452(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 3.452(CFS) Normal flow depth in pipe = 4.73(In.) Flow top width inside pipe = 11.73(in.) Critical Depth = 9.53(In.) Pipe flow velocity = 11.99(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 12.19 min. +++-h++++++++++++++++++++++++++++++++++++++++++++++++++++-t--f--M-+++++-t-+++H Process from Point/Station 7010.000 to Point/Station 7003.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: in Main stream number: 3 Stream flow area = 1.280(Ac.) Runoff from this stream = 3.452(CFS) Time of concentration = 12.19 min. Rainfall intensity = 3.855(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall intensity No. (CFS) (min) (in/Hr) Page 29 pa212.0UT 1 5.989 11.74 3.950 2 9.191 7.66 5.2043 3.452 12.19 3.855Qmax(l) = 1.000 * 1.000 * 5.989) + 0.759 * 1.000 * 9.191) +1.000 * 0.963 * 3.452) + = 16.289Qmax(2) =1.000 * 0.652 * 5.989) +1.000 * 1.000 * 9.191) + 1.000 * 0.628 * 3.452) + = 15.265 Qmax(3) = 0.976 * 1.000 * 5.989) + 0.741 * 1.000 * 9.191) + 1.000 * 1.000 * 3.452) + = 16.106 Total of 3 main streams to confluence:Flow rates before confluence point: 5.989 9.191 3.452Maximum flow rates at confluence using above data:16.289 15.265 16.106 Area of streams before confluence: 2.180 2.860 1.280 Results of confluence: Total flow rate = 16.289(CFS) Time of concentration = 11.739 min. Effective stream area after confluence = 6.320(Ac.) End of computations, total study area = 6.32 (Ac.) Page 30 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 11/13/07 ROBERTSON RANCH PA 21 T - BASIN 3 PROPOSED CONDITIONS G:\ACCTS\011014\PA213.OUT ********* Hydrology Study Control Information ********** O'Day Consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 Adjusted 6 hour precipitation (inches) = 2.600 P6/P24 = 60.5% San Diego hydrology manual 'C' values used Runoff coefficients by rational method Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** User specified 'C1 value of 0.600 given for subarea Initial subarea flow distance = 20.00 (Ft.) Highest elevation = 89.20 (Ft.) Lowest elevation = 88.85(Ft.) Elevation difference = 0.35(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.34 min. TC = [1.8*(l-l-C)*distanceA.5)/(% slopex(l/3)] TC = [1.8* (1.1-0.6000)*( 20.00A.5)/( 1.75A(l/3)]= 3.34 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.041(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 302.000 to Point/Station 303.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 88.85(Ft.) Downstream point elevation = 87.88(Ft.) Channel length thru subarea = 115.00(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z1 of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 0.288(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 0.288(CFS) Depth of flow = 0.075(Ft.), Average velocity.= 1.020(Ft/s) Channel flow top width = 7.511 (Ft.) Flow Velocity = 1.02(Ft/s) Travel time = 1.88 min. Time of concentration = 6.88 min. Critical depth = 0.073(Ft.) Adding area flow to channel User specified TC' value of 0.600 given for subarea Rainfall intensity = 5.576(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.40KCFS) for 0.120 (Ac.) Total runoff = 0.443(CFS) Total area = 0.13(Ac.) Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 6.88 min. Rainfall intensity = 5.576(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.033(CFS) for 0.010(Ac.) Total runoff = 0.476(CFS) Total area = 0.14(Ac.) Process from Point/Station 303.000 to Point/Station 304.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 87.380(Ft.) End of street segment elevation = 86.360(Ft.) Length of street segment = 72.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500 (Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.612(CFS) Depth of flow = 0.197(Ft.), Average velocity = 1.855(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.087(Ft.) Flow velocity = 1.85(Ft/s) Travel time = 0.65 min. TC = 7.53 min. Adding area flow to street User specified 'C1 value of 0.700 given for subarea Rainfall intensity = 5.262(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700 Subarea runoff = 0.295(CFS) for 0.080(Ac.) Total runoff = 0.771(CFS) Total area = 0.22(Ac.) Street flow at end of street = 0.771(CFS) Half street flow at end of street = 0.771(CFS) Depth of flow = 0.209 (Ft.), Average velocity = 1.945(Ft/s) Flow width (from curb towards crown)= 5.701(Ft.) Process from Point/Station 304.000 to Point/Station 305.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 86.360(Ft.) End of street segment elevation = 85.270(Ft.) Length of street segment = 140.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.998(CFS) Depth of flow = 0.242 (Ft.), Average velocity = 1.630(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.357(Ft.) Flow velocity = 1.63(Ft/s) Travel time = 1.43 min. TC = 8.96 min. Adding area flow to street User specified 'C' value of 0.700 given for subarea Rainfall intensity = 4.703(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700 Subarea runoff = 0.428(CFS) for 0.130(Ac.) Total runoff = 1.199(CFS) Total area = 0.35(Ac.) Street flow at end of street = 1.199(CFS) Half street flow at end of street = 1.199(CFS) Depth of flow = 0.254(Ft.), Average velocity = 1.700(Ft/s) Flow width (from curb towards crown)= 7.962(Ft.) Process from Point/Station 305.000 to Point/Station 305.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 8.96 min. Rainfall intensity = 4.703(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.339 (CFS) for 0.120(Ac.) Total runoff = 1.537(CFS) Total area = 0.47(Ac.) Process from Point/Station 305.000 to Point/Station 306.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 85.270(Ft.) End of street segment elevation = 83.890(Ft.) Length of street segment = 138.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.044 (CFS) Depth of flow = 0.284 (Ft.), Average velocity = 2.120(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.450(Ft.) Flow velocity = 2.12(Ft/s) Travel time = 1.08 min. TC = 10.04 min. Adding area flow to street User specified 'C1 value of 0.600 given for subarea Rainfall intensity = 4.369(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.813(CFS) for 0.310(Ac.) Total runoff = 2.350 (CFS) Total area = 0.78(Ac.) Street flow at end of street = 2.350(CFS) Half street flow at end of street = 2.350(CFS) Depth of flow = 0.295(Ft.), Average velocity = 2.191(Ft/s) Flow width (from curb towards crown)= 10.006(Ft.) Process from Point/Station 306.000 to Point/Station 307.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 83.890(Ft.) End of street segment elevation = 82.500(Ft.) Length of street segment = 138.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.817{CFS) Depth of flow = 0.310(Ft.), Average velocity = 2.295(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.753(Ft.) Flow velocity = 2.29(Ft/s) Travel time = 1.00 min. TC = 11.04 min. Adding area flow to street User specified 'C' value of 0.600 given for subarea Rainfall intensity = 4.109(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.764(CFS) for 0.310(Ac.) Total runoff = 3.114(CFS) Total area = 1.09(Ac.) Street flow at end of street = 3.114(CFS) Half street flow at end of street = 3.114(CFS) Depth of flow = 0.319(Ft.), Average velocity = 2.351(Ft/s) Flow width (from curb towards crown)= 11.196(Ft.) Process from Point/Station 307.000 to Point/Station 308.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 82.500(Ft.) End of street segment elevation = 81.030(Ft.) Length of street segment = 139.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.557(CFS) Depth of flow = 0.329 (Ft.), Average velocity = 2.473(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.693(Ft.) Flow velocity = 2.47(Ft/s) Travel time = 0.94 min. TC = 11.98 min. Adding area flow to street User specified 'C' value of 0.600 given for subarea Rainfall intensity = 3.899(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.725(CFS) for 0.310(Ac.) Total runoff = 3.839(CFS) Total area = 1.40(Ac.) Street flow at end of street = 3.839(CFS) Half street flow at end of street = 3.839(CFS) Depth of flow = 0.336(Ft.), Average velocity = 2.519(Ft/s) Flow width (from curb towards crown)= 12.054(Ft.) Process from Point/Station 308.000 to Point/Station 309.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 81.030(Ft.) End of street segment elevation = 75.470(Ft.) Length of street segment = 312.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.251(CFS) Depth of flow = 0.321(Ft.), Average velocity = 3.146(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.312(Ft.) Flow velocity = 3.15(Ft/s) Travel time = 1.65 min. TC = 13.63 min. Adding area flow to street User specified 'C' value of 0.600 given for subarea Rainfall intensity = 3.587(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.646(CFS) for 0.300(Ac.) Total runoff = 4.485(CFS) Total area = 1.70(Ac.) Street flow at end of street = 4.485(CFS) Half street flow at end of street = 4.485(CFS) Depth of flow = 0.326(Ft.), Average velocity = 3.187(Ft/s) Flow width (from curb towards crown)= 11.558(Ft.) Process from Point/Station 309.000 to Point/Station 309.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 13.63 min. Rainfall intensity = 3.587(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.108(CFS) for 0.050(Ac.) Total runoff = 4.593(CFS) Total area = 1.75(Ac.) End of computations, total study area = 1.75 (Ac.) PA21CL.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software, (c) 2004 version 3.2 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology Study Date: 01/16/08 ROBERTSON RANCH PA 21 - TYP CLUSTER PROPOSED CONDITIONS G:\ACCTS\011014\PA21CL.OUT ********* Hydrology Study Control information ********** O'Day consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation Cinches) = 4.300 Adjusted 6 hour precipitation (inches) = 2.600 P6/P24 = 60.5% San Diego hydrology manual 'C' values used Runoff coefficients by rational method Process from Point/Station 25.100 to Point/Station 25.200 **** INITIAL AREA EVALUATION **** user specified 'C1 value of 0.600 given for subarea initial subarea flow distance = 25.00(Ft.) Highest elevation = 86. 75 (Ft.) Lowest elevation = 86. 45 (Ft.) Elevation difference = 0.30(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-c) = 4.23 mi n. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1. 8* (1.1-0. 6000) *( 25.00A.5)/( 1.20A(l/3)]= 4.23 Setting time of concentration to 5 minutes Rainfall intensity (l) = 6.850 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 subarea runoff = 0.164(CFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 25.200 to Point/Station 25.300 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 84.45(Ft.) Downstream point/station elevation = 84.00(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.164(CFS) Given pipe size = 6.00(in.) Calculated individual pipe flow = 0.164(CFS) Normal flow depth in pipe = 1.45(in.) Flow top width inside pipe = 5.13(in.) Page 1 PA21CL.OUT Critical Depth = 2. 42 (In.) Pipe flow velocity = 4.49(Ft/s) Travel time through pipe = 0.04 mi n. Time of concentration (TC) = 5.04 mi n. Process from Point/Station 25.300 to Point/Station 25.300 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 5.04 mm. Rainfall intensity = 6.811(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, c = 0.600 Subarea runoff = 0.041(CFS) for 0.010(Ac.) Total runoff = 0.205(CFS) Total area = 0.05 (Ac.) Process from Point/Station 25.300 to Point/Station 25.400 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 84.00(Ft.) Downstream point/station elevation = 83.80(Ft.) Pipe length = 10.80(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.205(CFS) Given pipe size = 6. 00 (In.) Calculated individual pipe flow = 0.205(CFS) Normal flow depth in pipe = 1.95 (in.) Flow top width inside pipe = 5. 62 (In.) Critical Depth = 2. 72 (in.) Pipe flow velocity = 3.73(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 5.09 min. Process from Point/Station 25.400 to Point/Station 25.400 **** SUBAREA FLOW ADDITION **** User specified "C1 value of 0.600 given for subareaTime of C9ncent ration = 5.09 mm. Rainfall intensity = 6.769(ln/Hr) for a 100.0 year stormRunoff coefficient used for sub-area, Rational method, Q=KCIA, c = 0.600 Subarea runoff = 0.203(CFS) for 0.050(Ac.) Total runoff = 0.408(CFS) Total area = 0.10(Ac.) Process from Point/Station 25.400 to Point/Station 25.500 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation =83.70(Ft.) Downstream point/station elevation = 83.50(Ft.) Pipe length = 41.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.408(CFS)Given pipe size = 8.00(ln.) Calculated individual pipe flow = 0.408(CFS) Normal flow depth in pipe = 3.56(In.) Flow top width inside pipe = 7.95(In.) Critical Depth = 3.57(ln.) Pipe flow velocity = 2.71(Ft/s) Travel time through pipe = 0.25 min. Page 2 PA21CL.OUT Time of concentration (TC) = 5.34 min. Process from Point/Station 25.500 to Point/Station 25.500 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.600 given for subarea Time of concentration = 5.34 mi n. Rainfall intensity = 6.562(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.600 Subarea runoff = 0.315(CFS) for 0.080(Ac.) Total runoff = 0.723(CFS) Total area = 0.18 (Ac.) Process from Point/Station 25.500 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 83.50(Ft.) Downstream point/station elevation = 83.20(Ft.) Pipe length = 41.50(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.723(CFS) Given pipe size = 8.00(in.) Calculated individual pipe flow = 0.72 3 (CFS) Normal flow depth in pipe = 4. 45 (In.) Flow top width inside pipe = 7. 95 (In.) Critical Depth = 4. 82 (in.) Pipe flow velocity = 3.63(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 5.54 min. End of computations, total study area = 0.18 (Ac.) Page 3 12"X12" GRATED CATCH BASIN Maximum Area = 0.04 Acres Tc = 5Min., 1 = 6.85 Q = 0.6*6.85*0.04 = 0.16 cfs Capacity of Catch Basin in Sump Condition Q = CPHA3/2 P = 4',USE2' H = 0.09' OK 24"x24" GRATED CATCH BASIN Recreation Area Area = 0.16 Acres, c = 0.35 Tc = 5, 1 = 6.85 Calculated Flowrate Q = 0.3 8 cfs P = 8',USE4' H = 0.10' OK Curb Inlet Calculations - Revised Drainage Per PA 21 DWG. 433-6 O'Day Consultants October 26, 2005 Revised: Nov. 30, 2006 Revised: Nov. 27, 2007 Street Glen Ave. Hilltop St. Station Q (cfs) Condition a (ft) v(ft) Ln(req'd) L (used) 10+90.00 @17.00'RT. 4.49 Sump N/A N/A 2.25 5' 10+97.77 <® 29.00' RT.3.50 Sump N/A N/A 1.75 5' G:\ACCTS\011014\PA21\HYD\Curb Inlet Calcs-Dwg.433.6.xls PA213.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology study Date: 11/13/07 ROBERTSON RANCH PA 21 T - BASIN 3 PROPOSED CONDITIONS G:\ACCTS\011014\PA213.OUT ********* Hydrology Study Control information ********** O'Day Consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitationCinches) = 4.300 Adjusted 6 hour precipitation (inches) = 2.600 P6/P24 = 60.5% San Diego hydrology manual 'C' values used Runoff coefficients by rational method T r T rT r r i ri i i i i i i i i i i i i iTTrri i T^T^T i i i | 1 i | |—]—1—|—|—|—I—|—i—| | i i i i i rTn—rTT^nm I n I I 1 Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** user specified 'C' value of 0.600 given for subarea initial subarea flow distance = 20.00(Ft.) Highest elevation = 89.20(Ft.) Lowest elevation = 88.85(Ft.) Elevation difference = 0.35(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 3.34 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.6000)*( 20.00A.5)/( 1.75A(l/3)]= 3.34 setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.041(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 302.000 to Point/Station 303.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation =88.85(Ft.) Downstream point elevation = 87.88(Ft.) Channel length thru subarea = 115.00(Ft.) Channel base width = 0.000(Ft.) Slope or 'z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 0.288(CFS) Manning's 'N1 = 0.015 Maximum depth of channel = 0.500(Ft.) Page 1 PA213.0UT Flow(q) thru subarea = 0.288(CFS) Depth of flow = 0.075(Ft.), Average velocity = 1.020(Ft/s) Channel flow top width = 7.511(Ft.) Flow Velocity = 1.02(Ft/s) Travel time = 1.88 min. Time of concentration = 6.88 min. critical depth = 0.073(Ft.) Adding area flow to channel user specified 'C' value of 0.600 given for subarea Rainfall intensity = 5.576(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.401(CFS) for 0.120(Ac.) Total runoff = 0.443(CFS) Total area = 0.13(Ac.) Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 6.88 mm. Rainfall intensity = 5.576(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.033(CFS) for 0.010(Ac.) Total runoff = 0.476(CFS) Total area = 0.14(Ac.) Process from Point/Station 303.000 to Point/Station 304.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 87.380(Ft.) End of street segment elevation = 86.360(Ft.) Length of street segment = 72.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break Qv/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.)Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150Estimated mean flow rate at midpoint of street = 0.612(CFS) Depth of flow = 0.197(Ft.), Average velocity = 1.855(Ft/s) Streetflow hydraulics at midpoint of street travel:Halfstreet flow width = 5.087(Ft.) Flow velocity = 1.85(Ft/s) TC =7.53 min.Travel time = 0.65 min. Adding area flow to street User specified 'C1 value of 0.700 given for subarea Rainfall intensity = 5.262(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.700 Subarea runoff = 0.295(CFS) for 0.080(Ac.) Total runoff = 0.771(CFS) Total area = Street flow at end of street = 0.771(CFS) Half street flow at end of street = 0.771(CFS) Depth of flow = 0.209(Ft.), Average velocity = 1.945(Ft/s) Flow width (from curb towards crown)= 5.701(Ft.) Page 2 0.22(Ac.) PA213.OUT Process from Point/Station 304.000 to Point/Station 305.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 86.360(Ft.) End of street segment elevation = 85.270(Ft.) Length of street segment = 140.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = l,500(Ft.) Gutter hike from flowline = 1.500(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.998(CFS) Depth of flow = 0.242(Ft.), Average velocity = 1.630(Ft/s) Streetflow hydraulics at midpoint of street travel:Halfstreet flow width = 7.357(Ft.) Flow velocity = 1.63(Ft/s) Travel time = 1.43 min. TC = 8.96 min.Adding area flow to street User specified 'C' value of 0.700 given for subarea Rainfall intensity = 4.703(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.700 subarea runoff = 0.428(CFS) for 0.130(Ac.) Total runoff = 1.199(CFS) Total area = 0.35(Ac.) Street flow at end of street = 1.199(CFS) Half street flow at end of street = 1.199(CFS) Depth of flow = 0.254(Ft.), Average velocity = 1.700(Ft/s) Flow width (from curb towards crown)= 7.962(Ft.) Process from Point/Station 305.000 to Point/Station 305.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 8.96 mi n. Rainfall intensity = 4.703(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, c = 0.600 Subarea runoff = 0.339(CFS) for 0.120(Ac.) Total runoff = 1.537(CFS) Total area = 0.47(Ac.) Process from Point/Station 305.000 to Point/Station 306.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 85.270(Ft.) End of street segment elevation = 83.890(Ft.) Length of street segment = 138.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) slope from gutter to grade break (v/hz) = 0.020 Page 3 PA213.0UT Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.044(CFS) Depth of flow = 0.284(Ft.), Average velocity = 2.120(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.450(Ft.) Flow velocity = 2.12(Ft/s) Travel time = 1.08 min. TC = 10.04 min. Adding area flow to street User specified 'C1 value of 0.600 given for subareaRainfall intensity = 4.369(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600subarea runoff = 0.813(CFS) for 0.310(Ac.)Total runoff = 2.350(CFS) Total area = 0.78(Ac.) Street flow at end of street = 2.350(CFS)Half street flow at end of street = 2.350(CFS)Depth 9f flow = 0.295(Ft.), Average velocity = 2.191(Ft/s) Flow width (from curb towards crown)= 10.006(Ft.) Process from Point/Station 306.000 to Point/Station 307.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =83.890(Ft.) End of street segment elevation = 82.500(Ft.) Length of street segment = 138.000(Ft.) Height of curb above gutter flowline = 6.0(ln.)Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.)Slope from gutter to grade break (v/hz) = 0.020slope from grade break to crown (v/hz) = 0.020Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.)Slope from curb to property line (v/hz) = 0.020Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.817(CFS) Depth of flow = 0.310(Ft.), Average velocity = 2.295(Ft/s)Streetflow hydraulics at midpoint of street travel:Halfstreet flow width = 10.753(Ft.)Flow vel9city = 2.29(Ft/s) Travel time = 1.00 min. TC = 11.04 min. Adding area flow to street User specified 'C' value of 0.600 given for subarea Rainfall intensity = 4.109(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.600 Subarea runoff = 0.764(CFS) for 0.310(Ac.) Total runoff = 3.114(CFS) Total area = 1.09(Ac.) Street flow at end of street = 3.114(CFS) Half street flow at end of street = 3.114(CFS) Depth 9f flow = 0.319(Ft.), Average velocity = 2.351(Ft/s) Flow width (from curb towards crown)= 11.196(Ft.) Page 4 PA213.0UT Process from Point/Station 307.000 to Point/Station 308.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 82.500(Ft.) End of street segment elevation = 81.030(Ft.) Length of street segment = 139.000(Ft.) Height of curb above gutter flow/line = 6.0(ln.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.557(CFS) Depth of flow = 0.329(Ft.), Average velocity = 2.473(Ft/s) Streetflow hydraulics at midpoint of street travel: Half street flow width = 11. 693 (Ft.) Flow vel9city = 2.47(Ft/s) Travel time = 0.94 mi n. TC = 11.98 min. Adding area flow to street User specified 'C' value of 0.600 given for subarea Rainfall intensity = 3.899(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, c = 0.600 Subarea runoff = 0.72 5 (CFS) for 0.310 (Ac.) Total runoff = 3.839(CFS) Total area = 1.40(Ac.) Street flow at end of street = 3.839(CFS) Half street flow at end of street = 3.839(CFS) Depth 9f flow = 0.336(Ft.), Average velocity = 2.519(Ft/s) Flow width (from curb towards crown )= 12. 054 (Ft.) Process from Point/Station 308.000 to Point/Station 309.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 81.030(Ft.) End of street segment elevation = 75.470(Ft.) Length of street segment = 312.000(Ft.) Height of curb above gutter flowline = 6.0(in.) width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.251(CFS) Depth of flow = 0.321(Ft.), Average velocity = 3.146(Ft/s) Streetflow hydraulics at midpoint or street travel: Page 5 PA213.0UT Halfstreet flow width = 11.312(Ft.) Flow ve^city = 3.15(Ft/s) Travel time = 1.65 min. TC = 13.63 min. Adding area flow to street User specified 'C' value of 0.600 given for subarea Rainfall intensity = 3.587(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.646(CFS) for 0.300(Ac.) Total runoff = 4.485(CFS) Total area = 1.70(Ac.) Street flow at end of street = 4.485(CFS) Half street flow at end of street = 4.485(CFS) Depth 9f flow = 0.326(Ft.), Average velocity = 3.187(Ft/s) Flow width (from curb towards crown)= 11.558(Ft.) Process from Point/Station 309.000 to Point/Station 309.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 13.63 mm. Rainfall intensity = 3.587(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.108(CFS) for 0.050(Ac.) Total runoff = 4.593(CFS) Total area = 1.75(Ac.) End of computations, total study area = 1.75 (Ac.) Page 6 PA214.0UT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 11/13/07 ROBERTSON RANCH PA 21 - BASIN 4 PROPOSED CONDITIONS G:\ACCTS\011014\PA214.OUT ********* Hydrology Study Control Information ********** O'oay Consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 Adjusted 6 hour precipitation (inches) = 2.600 P6/P24 = 60.5% San Diego hyd^logy manual "C1 values used Runoff coefficients by rational method Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION **** User specified 'C1 value of 0.600 given for subarea initial subarea flow distance = 20.00(Ft.) Highest elevation = 88.10(Ft.) Lowest elevation = 87.75(Ft.) Elevation difference = 0.35(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.34 min. TC = [1.8*(l.l-c)*distanceA.5)/(% slopeA(i/3)]TC = [1.8*(1.1-0.6000)*( 20.00A.5)/( 1.75A(l/3)]= 3.34 setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.041(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 402.000 to Point/Station 403.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 87.75(Ft.) Downstream point elevation = 87.01(Ft.) Channel length thru subarea = 115.00(Ft.) Channel base width = 0.000(Ft.) Slope or 'z' of left channel bank = 50.000 Slope or 'z1 of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 0.288(CFS) Manning's 'N' = 0.015 Page 1 PA214.OUT Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 0.288(CFS) Depth of flow = 0.079(Ft.), Average velocity = 0.922(Ft/s) Channel flow top width = 7.901(Ft.) Flow Vel9city = 0.92(Ft/s) Travel time = 2.08 min. Time of concentration = 7.08 min. Critical depth = 0.073(Ft.) Adding area flow to channel User specified 'C' value of 0.600 given for subarea Rainfall intensity = 5.474(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.600 Subarea runoff = 0.394(CFS) for 0.120(Ac.) Total runoff = 0.435(CFS) Total area = 0.13(Ac.) Process from Point/Station 403.000 to Point/Station 403.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.600 given for subarea Time of concentration = 7.08 mm. Rainfall intensity = 5.474(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.600 Subarea runoff = 0.591(CFS) for 0.180(Ac.) Total runoff = 1.026(CFS) Total area = 0.31(Ac.) Process from Point/Station 403.000 to Point/Station 404.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 86.250(Ft.) End of street segment elevation = 68.450(Ft.) Length of street segment = 435.000(Ft.) Height of curb above gutter flowline = 6.0(in.) width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.235(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.987(Ft.) Flow vel9city = 3.64(Ft/s) Travel time = 1.99 min. TC = 9.07 min. Adding area flow to street user specified 'C' value of 0.700 given for subarea Rainfall intensity = 4.665(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700 Subarea runoff = 1.992(CFS) for Total runoff = 3.018(CFS) Street flow at end of street = Half street flow at end of street = Depth of flow = 0.261(Ft.), Average velocity = 3.983(Ft/s) Page 2 2.036(CFS) 3.640(Ft/s) 0.610(Ac.) Total area = 3.018(CFS) 3.018(CFS) 0.92(Ac.) PA214.0UT Flow width (from curb towards crown)= 8.286(Ft.) Process from Point/Station 404.000 to Point/Station **** SUBAREA FLOW ADDITION **** 404.000 User specified 'C1 value of 0.800 given for subarea Time of concentration = 9.07 mm.Rainfall intensity = 4.665(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.800 Subarea runoff = 0.485(CFS) for 0.130(Ac.) Total runoff = 3.503(CFS) Total area = 1.05(Ac.) End of computations, total study area = 1.05 (Ac.) Page 3 SECTION 6 SECTION 7 ROBERTSON'S RANCH EAST VILLAGE 84" REINFORCED CONCRETE PIPE ALTERNATIVE January 10,2006 Wayne W. Chang, MS, PE Civil Engineering • Hydrology ° Hydraulics ° Sedimentation P.O. Box 9496 Rancho Santa Fe, CA 92067 (858) 692-0760 -TABLE OF CONTENTS - Introduction 1 Proposed Design Criteria 2 Conclusion 3 FIGURES 1. Vicinity Map 2. O'Day Consultants' Preliminary 84-Inch RCP Alignment 3. Conceptual Design of Flow Split APPENDIX A. WSPGW Analyses INTRODUCTION Robertson's Ranch is a proposed project by Calavera Hills II, LLC located in the city of Carlsbad (see Vicinity Map). The easterly portion of Robertson's Ranch is named the East Village. The East Village is immediately north of the Rancho Carlsbad Mobile Home Park (RCMHP) and west of College Boulevard. Cannon Road is aligned east-west near the southerly boundary of the East Village. The East Village will be developed with single- and multi-family residential units as well as a portion of a school site. an OF OCEANSUX: HIGHWAY SITE •• an OF WSTA anoFSAN MARCOS an OF ENONITAS Figure 1. Vicinity Map Detention Basin BJB was recently constructed adjacent to the East Village immediately north of the intersection of Cannon Road and College Boulevard. Detention Basin BJB was designed by Rick Engineering Company (REC) as one part of their regional solution for reducing 100-year flood inundation in the RCMHP. The regional solution also includes the existing weir within the masonry wall immediately downstream of Detention Basin BJB. The weir is intended to control the 100-year flow rate on the north and south sides of the wall. By limiting the flow south of the wall, additional flood protection is provided to RCMHP. According to REC's analyses, ultimate flood protection of RCMHP from Calavera Creek is also dependent on construction of Detention Basin BJ, future modifications to the Calavera Dam outlet structure, additional adjustments to the Detention Basin BJB outlet, and improvements in Agua Hedionda Creek. REC's December 13, 2004 report, Rancho Carlsbad Mobile Home Park Alternative Analysis for Agua Hedionda Channel Maintenance, contains their latest hydrologic and hydraulic analyses for the regional flood control solution. The regional solution is identified as Alternative C in the report. In order to obtain the greatest flood control benefit from REC's regional solution, the masonry wall along the north side of RCMHP must either be adopted as or replaced with a FEMA- certified floodwall. One criterion for a floodwall to be FEMA-certified is that "all maintenance activities must be under the jurisdiction of a Federal or State agency, an agency created by Federal or State law, or an agency of a community participating in the NFIP [National Flood Insurance Program] mat must assume ultimate responsibility for maintenance." It is unlikely that the existing wall can meet this and other FEMA's requirements. Furthermore, a replacement wall could be difficult to design and permit. An alternative solution has been identified whereby a storm drain pipe will be used to convey the flow that would occur norm of the wall. The storm drain will connect to the 11-foot by 7-foot reinforced concrete box culvert under the Cannon Road and College Boulevard intersection, and will intercept flow that would have been directed north of the wall. The storm drain will be aligned along Cannon Road and outlet adjacent to the box culverts under Cannon Readjust east of El Camino Real (see Figure 2 for O'Day Consultants' conceptual storm drain alignment). This report contains proposed criteria for design of the storm drain pipe. PROPOSED DESIGN CRITERIA REC's latest report is the December 13, 2004, Rancho Carlsbad Mobile Home Park Alternative Analysis for Agua Hedionda Channel Maintenance. This report contains REC's current hydrologic analysis for Detention Basin BJB and Calavera Creek. The report indicates that the 100-year outflow from the Detention Basin BJB 11-foot by 7-foot reinforced concrete box (RGB) culvert will be 901 cubic feet per second (cfs). This assumes ultimate watershed development and future improvements as mentioned above. REC's hydrologic analysis indicates that the existing weir will split the 901 cfs such that approximately 500 cfs flows north of the wall and 401 cfs flows south of the wall. REC's report indicates that the "peak discharge (500 cfs) to be conveyed north of the wall was determined based on the capacity of the existing 8' x 8' box" under El Camino Real (see pages 11 and 12 of the Rick report), i.e., overtopping of El Camino Real by 100-year flows was prohibited. REC's analysis shows that under ultimate conditions with Detention Basin BJ constructed, the 100-year flow rate in Calavera Creek South (Calavera Creek South refers to the channel south of the mobile home park wall) will be approximately 756 cfs, which is below a previously established target flow rate of 1,000 cfs. The proposed alternative design involves connecting an 84-inch reinforced concrete pipe (RCP) to the 11-foot x 7-foot RCB. The 84-inch RCP invert elevation will be 0.7 feet above the RCB invert so that low flow in the RCB will continue to Calavera Creek South. This will direct approximately 75 cfs to Calavera Creek South prior to any flow splitting into the 84-inch RCP (see Appendix A for the supporting hydraulic analysis). Currently, minor base flow enters Calavera Creek South from urban runoff and other sources in the watershed. This base flow helps maintain existing habitat in the creek. Allowing up to 75 cfs into Calavera Creek South exceeds the current average base flow rate (based on base flow observations during past site visits), and will ensure that flow necessary to preserve existing habitat in Calavera Creek South will be maintained. In a March 2, 2005 meeting with city staff, Mr. David Hauser, Deputy City Engineer, indicated that this approach is acceptable subject to environmental review and resource agency approvals, if required. A wall will be constructed within the RGB to regulate the flow split to the 84-inch RCP. A conceptual design is shown in Figure 3. The 84-inch RCP proposed in Cannon Road will be designed to provide a flow split as similar as possible to the existing weir (approximately 500 cfs north of the weir and 400 cfs south of the weir). Hydraulic analyses on a conceptual pipe design by O'Day Consultants indicates that the 84-inch RCP will convey 500 cfs under pressure (see Appendix A for the 84-inch RCP analysis based on O'Day Consultants latest plan). CONCLUSION Since it would be difficult to upgrade the Rancho Carlsbad Mobile Home Park wall to FEMA's levee criteria, an alternative was developed to avoid the levee issue while adhering to REC's regional solution for flood protection of RCMHP. The alternative will convey the 100-year Calavera Creek flows, currently directed north of the wall by the weir, in an 84-inch reinforced concrete pipe along Cannon Road. The 84-inch RCP will result in a 100-year flow split similar to that created by the existing weir. Therefore, this alternative will preserve the desired (Alternative C) 100-year floodplain within RCMHP as delineated in Rick's December 13, 2004 report, Rancho Carlsbad Mobile Home Park Alternative Analysis for Agua Hedionda Channel Maintenance. A modification to REC's latest criteria will be necessary for final design of the pipe, i.e., the threshold at which flow from Detention Basin BJB begins to be directed north of the wall will be reduced from 300 cfs to approximately 75 cfs. However, the lower flow rate will still meet the goal of providing base flow to "preserve the downstream habitat." . .• /,• _^ • • \v ,\,-^. .- -'-I; .-.•,... . -.^. . •>- .\-.nf^.i£. -. . .--••!»••• • ^r<i'>'r:i**- "' -^"i.-^^- 5 i ~ , '•' moat ~ &:<*?.smimm M' STOWVWN ALONG NORTH SWS OF CANNON BB. FIGURE 2. 84" RCP ALIGNMENT 75 CFS BEFORE OVERTOPPING RAISED CONCRETE FLOOR PROP. RAISED CONCRETE FLOOR SCALE: 1* = W PROP. CONCRETE DIVIDER WALL FIGURE 3. FLOW SPLIT TO 84" RCP APPENDIX A WSPGW ANALYSES LOW FLOW ANALYSIS BASIN BJB OUTLET RGB FILE: bjb:U W S P G W - CIVILDESIGN ->n 14.06 Program Package Serial Number: 1559 ( WATER SURFACE PROFiins LISTING Robertson's Ranch Detention Basin BJB 11'x7' RGB Outlet Determine Q Req'd for Flow Depth = 0.71 at junction PI "-•- 1 ( *Date: 1-31-2005 Time: 8 • '3 Station L/Elem 1000.000 351.105 1351.105 93.584 1444.689 - 80.458 1525.147 - 25.922 1551.069 14.367 1565.436_ 9.270 1574.706 - 6.354 1581.060 - 4.434 1585.494 - 3 .050 Invert Depth Water Q Elev (FT) Elev (CFS) Ch Slope 52.400 .695 53.095 75.00 t***************4 Vel Vel (FPS) Head SF Ave 9.81 1.49 _ i __ - -. - _ -_ - j - .0163 .0163 1 58.108 .695 58.803 75.00 9.81 1.49 .0163 .0162 59.629 .697 60.326 75.00 9.79 1.49 ---1- - - - .0163 .0150 60.937 .731 61.668 75.00 9.33 1.35 ----- - .0163 .0129 61.358 .766 62.125 75.00 8.90 1.23 _ I _ _ ...___ .0163 61.592 .804 62.396 _ 75.00 .0111 8.48 1.12 __ __ __ _ _ __ .0163 .0095 61.743 .843 62.586 75..00 8.09 1.02 ---- _ _ .0163 .0082 1 61.846 .884 62.730 75.00 7.71 .92 ----- - .0163 .0071 61.918 .927 62.845 75.00 7.35 .84 -----1- .0163 .0061 t*********< Energy Grd.El. HF 54.59_ 5.71 60.30 1.52 61.81 - 1.21 63.02 - .33 63.35 .16 63.51 ~ .09 63.60 - .05 63.65 - .03 63.68 - .02 Super Elev SE Dpth .00 Critical Depth Froude N 1.13 Flow Top Width Norm Dp 11.00 Height/ Dia.-FT "N" ******* 7.000 Base Wt| or I.D. ZL X-Fall ZR ******* ***** 11.000 .00 No Wth Prs/Pip Type Ch ******* 0 .0 __ _ _ _ . _ . .70 2.07 .70 .014 .00 .00 BOX 1 1 .00 1.13 11.00 7.000 11.000 .00 0 .0 .70 2.07 .70 .014 .00 .00 BOX .00 1.13 11.00 7.000 11.000 .00 0 .0 ----1--- .70 2.07 .70 .014 .00 .00 BOXI1 .00 1.13 11.00 7.000 11.000 .00 0 .0 --1----- .73 1.92 .70 .014 .00 .00 BOX 1 .00 1.13 11.00 7.000 11.000 .00 0 .0 .77 .00 1.79 1.13 .70 11.00 .014 .00 7.000 11.000i .00 .00 BOX 0 .0 -- -- _- _ ( _ __ .80 1.67 .70 .014 .00 .00 BOX 1 1 1 .00 1.13 11.00 7.000 11.000 .00 0 .0 -- _----- .84 1.55 .70 .014 .00 .00 BOX 1 1 1 .00 1.13 11.00 7.000 11.000 .00 0 .0 --1- -1---_ .88 1.45 .70 .014 .00 .00 BOX .00 1.13 11.00 7.000 11.000 .00 0 .0 ----- __ •93 1.35 .70 .014 .00 .00 BOX Date: 1-31-2005 Time: b FILE: bjL * W S P G W - CIVILDESIl ron 14.06 I Program Package Serial Number: 1559 i WATER SURFACE PRQ*ii*s LISTING Robertson's Ranch Detention Basin BOB 11'xV RGB Outlet Determine Q Req'd for Flow Depth = 0.7' at junction********************************************************************************************************** . 3 | Invert Station j Elev -|. L/Elem |Ch Slope********* ********* Depth (FT) ******** 61.968 -I-.0163 1588.543 -I 1.987 I 1590.530 62.000 -I-WALL EXIT I 1590.530 62.000 .973 1.020 1.205 Water Elev ********* 62.940 63.020 63.205 Q | Vel Vel | Energy | Super (CFS) | (FPS) Head | Grd.El.j Elev -1- -I- -I- -I- | SF Ave| HF |SE Dpth *************************************** 75.00 75.00 75.00 7.01 -I- 6.68 6.23 I Critical|Flow Top|Height/|Base Wt| Depth ******** I No Wth Froude N******** .76 -I .0052 ! .69 -I I .60 63.70 .01 63.71 63.81 .00 I 1.13 .97 1.25 I .00 1.13 -I- Width Norm Dp 11.00 .70 11.00 |Dia.-FT_ 1 1 7.00011 ~ .014 1 7.000 jor I.D. 1 - | x-Fall******* 11.00011 - .001 11.000 ZL ZR .00 .00 .00 | Prs/Pip11 |Type Ch ******* 0 .011 - BOX 1 0 .0 .00 I 1.20 10.00 7.000 10.000 .00 .0 100-YEAR ANALYSIS 84" RCP FILE: 84sd W S P G W - CIVILDESIGN ~/">n 14.06 Program Package Serial Number: 1559 | WATER SURFACE PROFILus LISTING Robertson's Ranch East Village 84" RCP in Cannon Road 100-Year Ultimate Condition Flow Rate P2 Date: 1-10-2006 Time: 9.V 12 ********* Station L/Elem Invert Elev Ch Slope ********* Depth (FT) Water Q Vel Vel Elev (CFS) (FPS) Head -1- -1-SF Ave********* ********* *******i******* 1000.000 37.020 7.000 44.020 522.00 13.56 2.86 ----1- 'I- -1- 23.000 .0043 .0067i I1 1 1023.000 37.120 7.054 44.174 522.00 13.56 2.86 ---1- 'I' "I- -1-122.940 .0044 .0067 1 1 1145.940 37.660 7.494 45.154 522.00 13.56 2.86 - _ _ -1- "I- -1- 105.300 .0044 .0067 1 1 1251.240 38.120 7.737 45.857 522.00 13.56 2.86 318.750 .0044 .0067 1569.990 39.510 8.689 48.199 522.00 13.56 2.86 ----1- "I- -1- JUNCT STR .0660 .0067 1 1574.990 I 39.840 8.416 48.256 520.90 13.54 2.84 230.990 .0112 .0066 1805.980 42.420 7.553 49.973 520.90 13.54 2.84 ----1- JUNCT STR .0300 .0065 1 1 1810.980 42.570 7.605 50.175 513.10 13.33 2.76 ----1- 'I'86.420 .0050 .0065 1897.400 43.000 7.839 50.839 513.10 13.33 2.76 JUNCT STR .0300 .0064 Energy Grd.El. HF Super Elev SE Dpth ********** Critical Depth Froude N******** ********** Flow Top Width Norm Dp ********* Height/ Dia.-FT "N" ********* Base Wt or I.D. - X-Fall *******! ------- ***** ^ ZL - ZR f ******* No Wth Prs/Pip Type Ch 46.88 .00 5.95 .00 7.000 .000 .00 1 .0 ---I----- .15 7.00 .00 7.00 .013 .00 .00 PIPE 47.03 .00 5.95 .00 7.000 .000 .00 1 .0 --1------ .82 .00 .00 7.00 .013 .00 .00 PIPE 1 48.01 .00 5.95 .00 7.000 .000 .00 1 .0 --1------ .70 7.49 .00 7.00 .013 .00 .00 PIPE 1 1 48.71 .00 5.95 .00 7.000 .000 .00 1 .0 2.13 .00|.00 7.00i .013 .00 .00 PIPE 1 1 51.06 .00 5.95 .00 7.000 .000 .00 1 .0 -1-----1-- .03 .00 .00 .013 .00 .00 PIPE 51.10 .00 _ 5.94 .00 7.000 .000 .00 1.54 .00 .00 4.61 .013 .00 .00 1 1 .0 PIPE1 52.82 .00 5.94 .00 7.000 .000 .00 1 0 ---1- "I- -1-- _ • 03 .00 .00 .013 .00 .00 PIPE 1 52.93 .00 5.91 .00 7.000 .000 .00 1 0 -1----- - _ •56 .00 .00 7.00 .013 .00 .00 PIPE 1 53.60 .00 5.91 .00 7.000 .000 .00 1 .0 .03 .00 .00 .013 .00 .00 PIPE FILE: 84s t W S P G W - CIVILDES][G ton 14.06 1 Program Package Serial Number: 1559 I f , WATER SURFACE PROhi , LISTING Date: 1-10-2006 Time: 9 \ 12 Robertson's Ranch East Village 84" RCP in Cannon Road 100-Year Ultimate Condition Flow Rate **************************************** Station L/Elem 1902 .400 381.960 2284.360 - 369.800 2654.160 5.000 2659.160 - 275.090 2934.250 - 253 .180 3187.430 JUNCT STR 3192.430 - 260.600 3453.030 - 5.000 3458.030 - 142.030 Invert Depth Water Elev (FT) Elev Ch Slope 1 43.150 7.785 50.935 .0050 I 45.060 8.533 53.593 _ . _ . _ - .0023 45.910 10.041 55.951 .2080 46.950 9.169 56.119 - _ . . . _ .0050 48.320 9.553 57.873 - - - - - - .0050 1 49.590 10.086 59.676 - - _ - - .0300 49.740 10.059 59.799 -1- .0050 51.040 10.582 61.622 -1- - - -1-.0080 51.080 10.733 61.813 - - - - -|- .0050 ************************ Q Vel Vel (CFS) (FPS) Head SF Ave 510.10 13.25 2.73 .0064 510.10 13.25 2.73 -1- .0064 510.10 13.25 2.73 .0064 1 510.10 13.25 2.73 - - -|- .0064 1 510.10 13.25 2.73 _ . _ . .0064 510.10 13.25 2.731 _ _ _ 1 .0063 505.80 13.14 2.68 - - -|- .0063 1 505.80 13.14 2.68 -1- .0063 505.80 13.14 2.68 -1- .0063 t********************************************************* ******** Energy | Super Critical Flo Grd.El. HF 53.66 Elev Depth Wi SE Dpth Froude N Non .00 5.89_ _ _ _ _ _ 2.44 .00 .00 7 1 1 56.32 .00 5.89 1--1- -1- 2.36 8.53 .00 7 58.68 .00 5.89 .03 10.04 .00 1 58.85 .00 5.89 -1- -1- -!- 1.75 9.17 .00 7 60.60 .00 5.89 -1- 1.61 .00 .00 7 1 1 62.40 .00 5.89 .03 .00 .0011 62.48 .00 5.87 --1- 1.63 .00 .00 71 1 64.30 .00 5.87 -- - - - .03 .00 .00 5 64.50 .00 5.87 -1- .89 .00 .00 7 w Top) Height/ | Base Wt dth JDia.-FTJor I.D. I1 m Dp "N" X-Fall .00 7.000 .000 - 11 .00 .013 .00 1 .00 7.000 .000 - - - - .00 .013 .00 .00 7.000 .000 .98 .013 .00 1 .00 7.000 .000 -1- .00 .013 .00 .00 7.000 .000 - - - - .00 .013 .00 .00 7.000 .000 _ _ . | _ .013 .00I1 .00 7.000 .000 . -1- .00 .013 .00 1 .00 7.000 .000 .12 .013 .00 .00 7.000 .000 -1- .00 .013 .00 |No Wth ZL Prs/Pip ZR (Type Ch .00 .00 .00 - .00 .00 .00 .00 - .00 .00 - .00 .00 .00 .00 - .00 .00 - .00 .00 - .00 1 .0 PIPE 1 .0 - PIPE 1 .0 PIPE 1 .0 - PIPE 1 .0 - PIPE 1 .0 PIPE 1 .0 - PIPE 1 .0 PIPE 1 .0 PIPE PILE: 84sc W S P G W - CIVILDESIG /""on 14.06 Program Package Serial Number: 1559 { WATER SURFACE PROFILE LISTING Robertson's Ranch East Village 84" RCP in Cannon Road 100-Year Ultimate Condition Flow Rate Date: 1-10-2006 Time: 9. Invert Depth Station Elev (FT)_ _ _ _ L/Elem Ch Slope Water Elev - Q (CFS) - Vel Vel (FPS) Head -1- SF Ave Energy | Super Grd.El. - HF Elev - Critical | Flow Top | Height/ | Base Wt Depth - Width |Dia.-FT - SE Dpthj Frou.de N|Norm Dp 3600.060 51.790 11.053 62.843 505.80 13.14 2.68 65.52 .00 461.710 4061.770 31.890 .0050 54.100 .0050 11.637 65.737 505.80 .0063 13.14 2.68 .0063 2.89 68.42 11.05 .00 .20 .00 i1 4093.660 54.260 11.754 66.014 505.80 13.14 2.68 68.70 .00 ---|.-1- - - -1- . -1- 43.530 .0051 .0063 .27 11.75 1 1 4137.190 54.480 11.807 66.287 505.80 13.14 2.68 68.97 .00 --1--1-- _-- JUHCT STR .0300 .0062 .03 .00 4142.190 54.630 11.810 66,440 500.00 12.99 2.62 69.06 .00 44.620 .0056 .0061 .27 .00 1 4186.810 54.880 11.921 66.801 500.00 12.99 2.62 69.42 .00 - - - - -1- -_ -- -- -- _ 1 -1 1 252.730 .0049 .0061 1.55 11.92 4439.540 56.130 12.219 68.349 1 I 500.00 12.99 2.62 70.97 .00- 5.87_ .00 5.87 .00 5.87 - .00 5.87 - .00 5.84 .00 5.84 .00 5.84 - "N« .00 7.000 _ - 7.00 .00 7.00 .013 7.000 .013 .00 7.000 --7.00 .013 .00 7.000 -- .013 .00 7.000 6.08 .013 .00 7.000 7.00 .013 .00 7.000 or I.D.-X-Fall |NO wth ZL |Prs/Pip - ZR |Type Ch .000 .00 1 .0 .00 .000 .00 .00 .00 .001 PIPE 1 .0 PIPE 1 .000 .00 1 .0 --- .00 .00 PIPE .000 .00 1 .0-1-- .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 SECTION 8 Chang P.O. Box 9496 Rancho Santa Fe, CA 92067-4496 T: 858.692.0760 Civil Engineering-Hydralogy»Hydraulics°Sedimentation F: 858.832.1402 wayne@changconsurtants.com MEMORANDUM Subject: Robertson's Ranch 84" RCP Storm Drain Date: December 1,2006 The attached WSPGW analysis has been performed for the 84-inch reinforced concrete pipe proposed along Cannon Road as part of the Robertson's Ranch East Village project. The analysis is based on storm drain improvement plans provided by O'Day Consultants in July 2006. It is my raderstanding that the storm drain on the current plans has not been revised since July. The analysis is based on a 100-year flow rate of 470 cubic feet per second entering the upstream end cf the storm drain. The proposed divider wall in the existing 11-foot by 7-foot reinforced concrete box culvert from Detention Basin BJB will be designed for this flow rate. The analysis alsa accounts for lateral flows entering the storm drain from several storm drain systems posed by the East Village. The total 100-year flow rate outletting the 84-inch storm drain will , 492 cfs. These flow rates are based on the City of Carlsbad's ultimate regional solution hydrologic condition. The attached WSPGW analysis supersedes the analysis in Chang Consultants' January 10, 2006 report titled, Robertson's Ranch East Village 84" Reinforced Concrete Pipe Alternative. Wayne W. Chang, MS, PE 'ILE: 84int | W S P G W - CIVILDESIGN * /n 14.06 PA \ i1 Program Package Serial Number: 1559 WATER SURFACE PROF1' : LISTING Date: 12- 1-2006 Time: 8:46:34 Robertson ' s Ranch 84" RCP Analysis 100-Year Flow Rate - Assuming Ultimate nal Solution Station L/Elem 1000 .000- Invert Elev Ch Slope 35.750 - Depth (FT) 5.802 Water Elev 41.552 Q (CFS) 492.00 vel (FPS) 14.43 .I. .I. -1- 152.661 .0054 1 1 1152.661 36.578' 6.079' 42.657' 492.00 13.86 9.629 .0054 1162.290 36.630 6.079 42.709 492.00 13.86 ------ 155.830 .0054 1 11318.120 37.470 6.096 43.566 492.00 13.83 76.952 1395.072 .0054 37.887 6.090 43.977 492.00.13.84 HYDRAULIC JUMP 1395.072 37.887 5.517 43.404 492.00 15.12 46.728 1441.800 53.126 .0054 38.140 .0055 1494.926 38.431 76.379 .0055 1571.305 38.850 5.369 5.202 4.973 43.509 43.633 43.823 492.00 492.00 15.53 16.04 492.00 16.82 72.445 .0055 Vel Head SF Ave 3.23- .... i.4. . HF 44.78 - Super Elev SB Dpth .00 - Cri. ..J. D=PLU Froude N 5.80 - rTtTfTtlTTfTCTSTIl Flow Top Width Norm Dp 5.27 - Height/ Dia.-FT "N" 7.000 - Base Wt or I.D. X-Fall ******* .000 ZL ZR ***** .00-1- No Wth Prs/Pip Type Ch ******* 1 .0 - .0056 .86 5.80 1.00 6.08 .013 .00 .00 PIPE 2.98 45.64 .00 5.80 4.73 7.000 .000 .00 1 .0 .0054 .05 6.08 .89 6.08 .013 .00 .00 PIPE 1 1 12.98 45.69 .01 5.80 4.73 7.000 .000 .00 1 .0 --1--1---- .0054 .84 6.09 .89 6.11 .013 .00 .00 PIPE 2.97 46.54 .00 5.80 4.70 7.000 .000 .00 1 .0 .0054 2.98 .42 46.95 6.10 .00 .89 5.80 6.08 4.71 .013 7.000 .00 .000 .00 .00 PIPE 1 .0 1 1 13.55 46.95 .00 5.80 5.72 7.000 .000 .00 1 .0 .0066 3.75 .0070 4.00 .0077 4.39 .31 47.26 .37 47.63 .59 48.22 5.52 .02 5.38 .02 5.22 .02 1.12 6.08 5.80 5.92 1.18 6.03 5.80 6.12 1.26 6.03 5.80 6.35 .013 7.000 .013 7.000 .013 7.000 .00 .000 .00 .000 .00 .000 .00 .00 .00 .00 .00 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .0086 .63 4.99 1.38 6.03 .013 .00 .00 PIPE FILE: 84il.W S P G W - CIVILDESIGi. on 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Robertson's Ranch 84" RCP Analysis Date:12- 1-2006 Time: 8:46:34 Station L/Elem 1643.750- Invert Elev Ch Slope 39.247- Depth (FT) 4.762 - Water Elev 44.009- Q (CFS) 492.00- »***************! Vel Vel (FPS) Head SF Ave 17.64 4.83_ _ t*******«* Energy Grd.El. HF 48.84 - ********! Super Elev SE Dpth .02 - »********i Critical Depth Froude N 5.80 - r********i Flow Top Width Norm Dp 6.53 ririririciririri Height/ Dia . - FT "N" 7.000 -1- CjririrwTCirwi Base Wt or I.D. X-Fall .000 r Tf Tf TC Tf T* ' ZL ZR .00 - No Wth Prs/Pip Type Ch* * * * * * * 1 .0 - 68.120 .0055 .0097 .66 4.78 1.50 6.03 .013 .00 .00 PIPE 1 1711.870 39.620 4.566' 44.186 492.00 18.51 5.32 49.50 .05 5.80 6.67 7.000 .000 .00 1 .0 ---_--I.---1---- JUNCT STR .1025 ' .0129 .05 4.61 1.63 .015 .00 .00 PIPE 1 11715.870 40.030 4.762 44.792 490.20 17.58 4.80 49.59 .04 5.79 6.53 7.000 .000 .00 1 .0 --1--~~ ~ _ _-------- 33.130 .0104 .0090 .30 4.81 1.50 4.54 .013 .00 .00 PIPE 11748.999 40.374 4.801 45.175 490.20 17.42 4.71 49.89 .04 5.79 6.50 7.000 .000 .00 1 .01 1_|- -_ __ .- __ _- __ -- __ _|. _ _ . _ 107.761 .0104 .0084 .90 4.84 1.48 4.54 .013 .00 .00 PIPE 11856.760 41.492 5.015 46.507 490.20 16.61 4.28 50.79 .04 5.79 6.31 ' 7.000 .000 .00 ' 1 .0 - - - - -_ -- -- -- -- .- __ -. _|. _ . _ . 54.349 .0104 .0075 .41 5.05 1.35 4.54 .013 .00 .00 PIPE 11911.110 42.056 5.248 47.304 490.20 15.84 3.90 51.20 .03 5.79 6.06 ' 7.000 ' .000' .00 ' 1 .0 -----1--------- 26.919 .0104 .0067 .18 5.28 1.24 4.54 ' .013 .00 .00 PIPE 1 1 1938.029 42.335 5.504 47.840 490.20 15.10 3.54' 51.38 ' .03 ' 5.79 ' 5.74 ' 7.000 ' .000' .00 ' 1 .0 ----1--1- -1---_ 1 _-_. 8.151 .0104 ... _0061 _05 • 5.53- 1>12 • 4>54 ' _013 - .00' _00 PIPEi 1946.180 42.420 5.792 48.212 490.20 14.40 3.22 51.43_ . _ I _.02 5.79 1 5.29 7.000 .000 .00 JUNCT STR .0300 .0091 .05 5.82 1.00 .015 .00 .00 1 .0 PIPEWARNING - Junction Analvsis - Phanao -in P>iannf»1 Tvne FILE: 84ii.W S P G W - CIVILDESIG.14.06 Program Package Serial Number: 1559 k \ 1 WATER SURFACE PROFILE LISTING Date: 12- 1-2006 Time: 8..*,-. 34 Robert son's Ranch 84" RCP Anal 100-Year l Station L/Elem 1951.180 86.160 2037.340 JUNCT STR 2042.340 380.840 2423 .180 20.450 2443 .630 JUNCT STR 2443 .640 349.340 2792.980 4 .000 2796.980 Invert Elev Ch Slope 42 .570 .0050 43 .000 .0360 43 .180 .0049 45.050 .0049 45.150 .0998 45.151 .0051 46.930 .0550 47.150 Depth (FT) 6.764 Water Elev 49.334 - 1 - 7.208 50.208 .ysis 'low Ratet*********i Q (CFS) ********* 480.40 480.40 r.TTlT3KT' 6.926 6.926 6.926 6.939 6.939 6.668 50.106 51.976 52.076 52.090 53.869 53.818 478.00 478.00 478.00 ~ 477.40 477.40 477.40 - Assuming Ultima***************** Vel Vel (FPS) Head ******* 12.01 12.01 SF Ave******* 2.24 .0091 2.24 " 1'.0080 :NG - Junction Ai 12.44 2.40 12.44 12.44 12.42 - 12.42 12.62 275.090 .0049 .0051 2.40 .0051 2.40 .0052 2.40 .0052 2.40 .0067 2.47 ite Regions*********** Energy Grd.El. HP 51.57 .79 52.45 .04 lalysis - ( 52.51 1.96 54.38 .11 54.48 .00 54.49 1.81 56.27 .03 56.29 ll Solut] ********* Super Elev SE Dpth .00 .00 .00 .00 Change ii .00 6.93 .00 6.93 .00 6.93 .00 6.94 .00 6.94 .00 ion********** Critical Depth Froude N******** 4.00 1.06 4.00 1.06 a Channel 5.73 .42 5.73 .42 5.73 .42 5.72 .40 5.72 .40 5.72 ********** Flow Top Width Norm Dp******** 10.00 4.00 10.00 ********* Height/ Dia.-FT "N»******* 4.000 .015 4.000 t******** Base Wt or I.D. X-Fall******* 10.000 .00 10.000 .015 .00 J.yp e 1.43 6.33 1.43 6.37 1.43 - 1.30 6.09 1.30 2.94 2.98 7.000 .013 7.000 .013 7.000 -.013 7.000 .013 7.000 .015 7.000 .000 .00 .000 .00 .000 .00 .000_ .00 .000 .00 .000 .0048 1.33 6.67 .62 6.31 .013 .00 ****** « ZL ZR***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 c******* No Wth Prs/Pip Type Ch ******* 0 .0 BOX 0 .0 BOX 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: 84in^W S P G W - CIVILDESIGK f m 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Robertson's Ranch 84" RCP Analysis 100-Year Flow Rate - Assuming Ultimate Regional Solution P. f ,4 Date:12- 1-2006 Time: 8:*b:34 Station L/Elera ********* 3072 .070 253.990 3326.060 JUNCT STR 3331.060 99.720 3430.780 JUNCT STR 3430.790 98.685 3529.475 HYDRAULIC 3529.475 .540 3530.015 62.485 3592.500 1.433 Invert Elev Ch Slope 48.500 .0051 49.800 .0440 50.020 .0050 50.520 .0998 50.521 .0049 51.009 JUMP 51.009 .0049 51.011 .0049 51.320 .0550 Depth (FT) 6.636 ~ ~ 6.504 - 6.072 6.098 - 6.120 6.145 5.308 5.308 5.071 Water Elev 55.136 ~ ~" 56.304 - 56.092 56.618 - 56.641 57.154 56.317 56.319 56.391 ********** Q (CFS) 477.40 — " 477.40 1- 476.40 476.40 - 476.10 476.10 476.10 476.10 476.10 »***************! Vel Vel (FPS) Head -1-SF Ave 12.66 2.49 -1-.0048 12.81 2.55 .0066 13.43 2.80 .0051 13.39 2.78 .0051 13.34 2.76 - -.0050 13.30 2.75 15.21 3.59 .0065 15.20 3.59 .0069 15.95 3.95 -.0071 »*********! Energy Grd.El. HF 57.62 1.23 58.85 .03 58.89 .51 59.40 .00 59.40 -.50 59.90 59.91 .00 59.91 .43 60.34 .01 t*******i Super Elev SE Dpth .01 6.64 .01 6.52 .01 6.08 .00 6.12 .01 6.13 .01 .02 5.32 .02 5.32 .04 5.11 t********i Critical Depth Froude N jfjt-fiji<ff + 4t4r 5.72 .64 5.72 .70 5.72 .87 5.72 .86 5.72 .85 5.72 5.72 1.17 5.72 1.17 5.72 1.29 >********! Flow Top Width Norm Dp ******** 3.11 6.07 3.59 - 4.75 6.15 4.69 ~ ~ 4.64 6.23 4.58 5.99 6.23 5.99 6.23 6.26 2.71 »*******< Height/ Dia.-FT »N" * * * * * * * 7.000 .013 7.000 .015 7.000 .013 7.000 .013 7.000 .013 7.000 7.000 .013 7.000 .013 7.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .000 .00 .000 .00 .000 .00 ZL ZR ***** .00 .00 .00 .00 .0.0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch * * * * * * * 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: 84 i.W S P G W - CIVILDESIG j >n 14.06 Program Package Serial Number: 1559 \ WATER SURFACE PROFILE LISTING Robertson's Ranch 84" RCP Analysis 100-Year Flow Rate - Assuming Ultimate Regional Solution Date:12- 1-2006 Time: Station L/Elem 3593 .933 - 1.917 3595.850 - .650 3596.500 142.490 3738.990 461.710 4200.700 -32.030 4232.730. 38.950 4271.680 - JUNCT STR 4276.680 - 16.460 14293.140 32.730 Invert Elev Ch Slope 51.399 - .0550 51.504 - .0550 51.540 .0051 52.270 .0050 54.570 -.0050 54.730 .0049 54.920 - .0440 55.140 .0049 55.220 .0052 Depth (FT) 5.189 - 5.438 - 5.718 6.023 6.169 - 6.169 6.182 - 6.019 6.029 Water Elev 56.588 - 56.942 - 57.258 58.293 60.739 - 60.899 61.102 - 61.159 61.249 Q (CFS) 476.10 - 476.10 - 476.10 476.10 476.10 - 476.10 " 476.10 - 470.00_ 470.00 Vel Vel (FPS) Head SF Ave 15.56 3.76_ _ .0065 14.84 3.42 -.0059 14.15 3.11 .0054 13.52 2.84 .0051 13.26 2.73 - _ .0050 13.26 2.731- |- .0050 13.24 2.72_ - .0067 13.35 2.77 .0050 13.33 2.76 .0050 Energy Grd.El. HF 60.35- .01 60.36 - .00 60.37 .76 61.13 2.34 63.47 - .16 63.63 .19 63.82 - .03 63.93 .08 64.01_ .16 ******** Super Elev SE Dpth .03 1-5.22 .03 ~5.47 .01 5.73 .00 6.02 .01 - 6.18 .00 6.17 .00 - 6.18 .00 6.02 .01 6.04 Critical Depth Froude N 5.72 - 1.23 5.72 - 1.11 5.72 1.00 5.72 .88 5.72 - .83 5.72 .83 5.72 - .82 5.69_ .87 5.69 .87 Flow Top Width Norm Dp 6.13 1-2.71 5.83 - 2.71 5.41 6.04 4.85 6.18 4.53 - 6.16 4.53 6.32 4.50 4.86 -6.17 4.84 5.88 Height/ Dia.-FT "N" 7.000 - .013 7.000 - .013 7.000 .013 7.000 .013 7.000 - .013 7.000 .013 7.000 -.015 7.000 .013 . 7.000 .013 Ht******1 Base Wt or I.D. X-Fall .000 -.00 .000 ~ ~ .00 .000 .00 .000 .00 .000- .00 .000 .00 .000 -.00 .000 .00 .000 .00 *** *** 1 ZL ZR .00 - .00 .00 - .00 .00 .00 .00 .00 .00- .00 .00 - .00 .00 -.00 .00 .00 .00 .00 t*w«w*«w No Wth Prs/Pip Type Ch 1 .0 - PIPE 1 .0 - PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 - PIPE 1 .0 PIPE 1 .0. PIPE 1 .0 PIPE 1 .0 PIPE FILE: 84in. Station L/Elem 4325.870 248.900 4574.770 Invert Elev Ch Slope 55.390 ~.0050 56.630 Depth (FT) 6.005 6.037 *********** Water Elev 61.395_ 162.667 W S P G W - CIVILDESIGi. f jn 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Robertson's Ranch 84" RCP Analysis 100-Year Flow Rate - Assuming Ultimate Regional Solution• *****•, Q (CFS) ********* 470.00 1 ( r6. Date:12- 1-2006 Time: 8:46:34 ( ****************! Vel Vel (FPS) Head- I -1 SF Ave 13.38 2.781_|_ .0050 13.32 2.75 >*********! Energy Grd.El. HF 64.17 1.25 65.42 t*******i Super Elev SE Dpth it it ir it it it it .00 6.00 .00 *********! Critical Depth Froude N 5.69'-.88 5.69 Flow Top Width Norm Dp 4.89 -6.05 4.82 Height/ Dia.-FT «N" 7.000 .013 7.000 t******** Base Wt or I.D. X-Fall .000 .00 .000 ZL ZR No Wth Prs/Pip Type Ch ******* WALL ENTRANCE 470.00 -I- -I- I4574.770 I56.630 8.987 65.617 470.00 7.12 .79 66.40 -I- I .00 4.26 -I- I 9.43 7.000 -I- 9.430 .00 1 .00 PIPE .00 1 I- I.00 0 ROBERTSON'S RANCH EAST VILLAGE 84" REINFORCED CONCRETE PIPE ALTERNATIVE January 10,2006 Wayne W. Chang, MS, PE ClMBB Civil Engineering • Hydrology • Hydraulics • Sedimentation P.O. Box 9496 Rancho Santa Fe, CA 92067 (858) 692-0760 Introduction 1 Proposed Design Criteria 2 Conclusion 3 FIGURES 1. Vicinity Map 2. O'Day Consultants' Preliminary 84-Inch RCP Alignment 3. Conceptual Design of Flow Split APPENDIX A. WSPGW Analyses INTRODUCTION Robertson's Ranch is a proposed project by Calavera Hills II, LLC located in the city of Carlsbad (see Vicinity Map). The easterly portion of Robertson's Ranch is named the East Village. The East Village is immediately north of the Rancho Carlsbad Mobile Home Park (RCMHP) and west of College Boulevard. Cannon Road is aligned east-west near the southerly boundary of the East Village. The East Village will be developed with single- and multi-family residential units as well as a portion of a school site. an OF OCEANSKX SITE • CfTY OF USTA CARLSBAD SANUAROQS CITY OF ENQMTAS Figure 1. Vicinity Map Detention Basin BJB was recently constructed adjacent to the East Village immediately north of the intersection of Cannon Road and College Boulevard. Detention Basin BJB was designed by Rick Engineering Company (REC) as one part of their regional solution for reducing 100-year flood inundation in the RCMHP. The regional solution also includes the existing weir within the masonry wall immediately downstream of Detention Basin BJB. The weir is intended to control [ *''3&#&>r the 100-year flow rate on the north and south sides of the wall. By limiting the flow south of the wall additional flood protection is provided to RCMHP. According to REC's analyses, ultimate flood protection of RCMHP from Calavera Creek is also dependent on construction of Detention Basin BJ, future modifications to the Calavera Dam outlet structure, additional adjustments to the Detention Basin BJB outlet, and improvements in Agua Hedionda Creek. REC's December 13 2004 report, Rancho Carlsbad Mobile Home Park Alternative Analysis for Agua Hedionda Channel Maintenance, contains their latest hydrologic and hydraulic analyses for the regional flood control solution. The regional solution is identified as Alternative C in the report. In order to obtain the greatest flood control benefit from REC's regional solution, the masonry wall along the north side of RCMHP must either be adopted as or replaced with a FEMA- certified floodwall. One criterion for a floodwall to be FEMA-certified is that "all maintenance activities must be under the jurisdiction of a Federal or State agency, an agency created by Federal or State law, or an agency of a community participating in the NFIP [National Flood Insurance Program] that must assume ultimate responsibility for maintenance." It is unlikely that the existing wall can meet this and other FEMA's requirements. Furthermore, a replacement wall could be difficult to design and permit. An alternative solution has been identified whereby a storm drain pipe will be used to convey the flow that would occur north of the wall. The storm drain will connect to the 11-foot by 7-foot reinforced concrete box culvert under the Cannon Road and College Boulevard intersection, and ( ***" win intercept flow that would have been directed north of the wall. The storm drain will be aligned along Cannon Road and outlet adjacent to the box culverts under Cannon Road just east of El Camino Real (see Figure 2 for O'Day Consultants' conceptual storm drain alignment). This report contains proposed criteria for design of the storm drain pipe. PROPOSED DESIGN CRITERIA REC's latest report is the December 13, 2004, Rancho Carlsbad Mobile Home Park Alternative Analysis for Agua Hedionda Channel Maintenance. This report contains REC's current hydrologic analysis for Detention Basin BJB and Calavera Creek. The report indicates that the 100-year outflow from the Detention Basin BJB 11-foot by 7-foot reinforced concrete box (RGB) culvert will be 901 cubic feet per second (cfs). This assumes ultimate watershed development and future improvements as mentioned above. REC's hydrologic analysis indicates that the existing weir will split the 901 cfs such that approximately 500 cfs flows north of the wall and 401 cfs flows south of the wall. REC's report indicates that the "peak discharge^SOO cfs) to be conveyed north of the wall was determined based on the capacity of the existing 8' x 8' box" under El Camino Real (see pages 11 and 12 of the Rick report), i.e., overtopping of El Camino Real by 100-year flows was prohibited. REC's analysis shows that under ultimate conditions with Detention Basin BJ constructed, the 100-year flow rate in Calavera Creek South (Calavera Creek South refers to the channel south of the mobile home park wall) will be approximately 756 cfs, which is below a previously established target flow rate of 1,000 cfs. The proposed alternative design involves connecting an 84-inch reinforced concrete pipe (RCP) to the 11-foot x 7-foot RCB. The 84-inch RCP invert elevation will be 0.7 feet above the RCB invert so that low flow in the RCB will continue to Calavera Creek South. This will direct approximately 75 cfs to Calavera Creek South prior to any flow splitting into the 84-inch RCP (see Appendix A for the supporting hydraulic analysis). Currently, minor base flow enters Calavera Creek South from urban runoff and other sources in the watershed. This base flow helps maintain existing habitat in the creek. Allowing up to 75 cfs into Calavera Creek South exceeds the current average base flow rate (based on base flow observations during past site visits), and will ensure that flow necessary to preserve existing habitat in Calavera Creek South will be maintained. In a March 2, 2005 meeting with city staff, Mr. David Hauser, Deputy City Engineer, indicated that this approach is acceptable subject to environmental review and resource agency approvals, if required. A wall will be constructed within the RCB to regulate the flow split to the 84-inch RCP. A conceptual design is shown in Figure 3. The 84-inch RCP proposed in Cannon Road will be designed to provide a flow split as similar as possible to the existing weir (approximately 500 cfs north of the weir and 400 cfs south of the weir). Hydraulic analyses on a conceptual pipe design by O'Day Consultants indicates that the 84-inch RCP will convey 500 cfs under pressure (see Appendix A for the 84-inch RCP analysis based on O'Day Consultants latest plan). CONCLUSION Since it would be difficult to upgrade the Rancho Carlsbad Mobile Home Park wall to FEMA's levee criteria, an alternative was developed to avoid the levee issue while adhering to REC's regional solution for flood protection of RCMHP. The alternative will convey the 100-year Calavera Creek flows, currently directed north of the wall by the weir, in an 84-inch reinforced concrete pipe along Cannon Road. The 84-inch RCP will result in a 100-year flow split similar to that created by the existing weir. Therefore, this alternative will preserve the desired (Alternative C) 100-year floodplain within RCMHP as delineated in Rick's December 13, 2004 report, Rancho Carlsbad Mobile Home Park Alternative Analysis for Agua Hedionda Channel Maintenance. A modification to REC's latest criteria will be necessary for final design of the pipe, i.e., the threshold at which flow from Detention Basin BJB begins to be directed north of the wall will be reduced from 300 cfs to approximately 75 cfs. However, the lower flow rate will still meet the goal of providing base flow to "preserve the downstream habitat." «• smut WONOJONG Nosm SWE OF caww su. FIGURE 2. 84" RCP ALIGNMENT 75 CFS BEFORE OVERTOPPINGRAISED CONCRETE FLOOR POOP. RAISEDCONCRETE FLOOR SCALE: /" - W 10 PROP. CONCRETEWIDER WML 20 FIGURE 3. FLOW SPUT TO 84" RCP APPENDIX A WSPGW ANALYSES LOW FLOW ANALYSIS BASIN BJB OUTLET RGB 'ILE: bjblv W S P G W - CIVILDESIGN /"^ 14.06 Program Package Serial Number: 1559 | WATER SURFACE PROflLk LISTING Robertson's Ranch Detention Basin BOB 11'x7' RGB Outlet Determine Q Reg'd for Flow Depth = 0.7' at junction Pf Date: 1-31-2005 Time: 8 Station L/Elera 1000.000 - 351.105 1351.105 93.584 1444.689 - 80.458 1525.147 25.922 1551.069 - 14.367 1565.436 9.270 1574.706 ~ 6.354 1581.060 4.434 1585.494 - 3.050 Invert Elev Ch Slope ********* 52.400 - .0163 58.108 .0163 59.629 .0163 60.937 .0163 61.358 - .0163 61.592 .0163 61.743 .0163 61.846 .0163 61.918 - .0163 Depth Water (FT) Elev .695 53.095 - . .695 58.803 .697 60.326 - _ .731 61.668 1.766 62.125 -1- .804 62.396 .843 62.586 .884 62.730 .927 62.845_ _ _ _ Ht************«********irir*t Q Vel Vel (CFS) (FPS) Head SF Ave 75.00 9.81 1.49 _|. - - .0163 75.00 9.81 1.49 .0162|175.00 9.79 1.49 -| - - - .0150 1 75.00 9.33 1.35 _ | _ - - .0129 75.00 8.90 1.23_ _ _ _ .0111 1 75.00 8.48 1.12 -1 - - -1 .0095 75 ..00 8.09 1.02 . 1 . . .1 .0082 75.00 7.71 .92 .0071 1 75.00 7.35 .84 -1- .0061 rvwirirwwi Energy Grd.El. HF 54.59 - 5.71 60.30 1.52 61.81 - 1.21 63.02 .33 63.35 - .16 63.51 .09 63.60 .05 63.65 .03 63.68 - .02 rirwTC w« WWH Super Elev SE Dpth jfjtlf £ + jfjg .00- .70 .00 .70 .00 - .70 .00 .73 .00 - .77 .00 .80 .00 .84 .00 .88 .00 - .93 wKwwiririrwi Critical Depth Froude N 1t1i1ftt1fjtittif 1.13 - 2.07 1.13 ~ 2.07 1.13 - 2.07 1.13 1.92 1.13 - 1.79 1.13 1.67 1.13 1.55 1.13 1.45 1.13 - 1.35 irwicicTrwwirii Flow Top Width Norm Dp •1r1tirJtiiir4r1t 11.00 - .70 11.00_ .70 11.00 - .70 11.00 .70 11.00 - .70 11.00 .70 11.00 .70 11.00 .70 11.00 - .70 icirwicwicjrii Height/ | Dia.-FT - "N" ir jt it ji jt jr if 7.000 - .014 7.000 .014 - 7.000 - .014 7.000 .014 7.000 .014 7.000 .014 7.000 .014 7.000 ~ .014 7.000 - .014 Tfffittt-jeTf^fTf Base Wt or I.D. X-Fall ir ir 4e 1e 4t 1e "ie 11.000 - .00 11.000 .00 11.000- .00 11.000 .00 11.000 - .00 11.000 .00 11.000 .00 11.000 - .00 11.000_ .00 te tr tf tr TI -a 1 ZL ZR 1f if If "it it .00 - .00 .00 .00 .00- .00 .00 .00 .00 - .00 .00 .00 .00 .00 .00 .00 .00_ .00 No Wth Prs/Pip Type Ch * it iV & "fc 'ft -ft 0 .0 - BOX 0 .0 BOX 0 .0 - BOX 0 .0 BOX 0 .0 - BOX 0 .0 BOX 0 .0 BOX 0 .0 BOX 0 .0 BOX FILE: bjL W S P G W - CIVILDESIi , in 14.06 Program Package Serial Number: 1559 | WATER SURFACE PROFILr. LISTING Robertson's Ranch Detention Basin BJB 11'x7' RGB Outlet Determine Q Req'd for Plow Depth = 0.7' at junction Date: 1-31-2005 Time: fe Station L/Elem 1588.543 - Invert Elev Ch Slope 61.968 - Depth | (FT) | • 1 *******.' 1 .973 -1 Water Elev 62.940 - b*********i Q (CFS) 75.00 - t******* Vel (FPS) 7.01 - Vel Energy Head | Grd.El. -I- SF Ave|HF Super Elev SE Dpth ******* Critical Depth Froude N ******** Flow Top Width Norm Dp ******** Height/|Base Wt| Dia.-FT or I.D.ZL |No Wth |Prs/Pip "N"| X- Fall I ZR [Type Ch ******* I *******!***** «**«<.- 1.987 .0163 I I I I I 1590.530 62.000 1.020 63.020 75.00 -I- "I- "I- 'I' 'I WALL EXIT I I I I I 1590.530 62.000 1.205 63.205 75.00 .76 63.70 -I- .0052 .01 6.68 6.23 -I- .69 63.71 .60 63.81 -I- .00 -I .97 I .00 -I I .00 1.13 1.25 1.13 1.20 11.00 .70 11.00 10.00 7.000 .014 7.000 11.000 -! .00 I 11.000 7.000 10.000 .00 .00 .00 .00 0 .0I- BOXI 0 .0I- I 0 .0 100-YEAR ANALYSIS 84" RCP PILE: 84sd W S P G W - CIVILDESIGN / T 14.06 Program Package Serial Number: 1559 { WATER SURFACE PROFILb i-ISTING Robertson's Ranch East Village 84" RCP in Cannon Road 100-Year Ultimate Condition Flow Rate Date: 1-10-2006 « Time: 9. >^. Invert Depth Water Q Station j Elev (FT) Elev (CFS) L/Elem |Ch Slope 1 1000.000 37.020 7.000 44.020 522.00 Vel Vel (FPS) Head SF Ave 13.56 2.86 Energy Super | Critical Grd.El. Eleif \ Depth HF SE Dpth|Froude N 46.88 .0 23.000 .0043 .0067 .15 7. 1 D 5.95 Flow Top | Height/ | Base Wt Width |Dia.-FT Norm Dp .00 "N" 7.000 _ 00 .00 7.00 .013 1 1023.000 37.120 7.054 44.174 522.00 13.56 2.86 47.03 .00 5.95 .00 7.000 -- _ _ -_|-- _-1--- 122.940 .0044 .0067 .82 .00 .00 7.00 .013 1 1145.940 37.660 7.494 45.154 522.00 13.56 2.86 48.01 .0 105.300 .0044 .0067 .70 7. 1 0 5.95 .00 7.000 49 .00 7.00 .013 1 1 1251.240 38.120 7.737 45.857 522.00 13.56 2.86 48.71 .00 5.95 .00 7.000 - -_ _ -1--1- 318.750 .0044 .0067 2.13 1 1569.990 39.510 8.689 48.199. 1 522.00 13.56 2.86 51.06 .0 JUNCT STR .0660 .0067 .03 .0 1 1 1574.990 39.840 8.416 48.256 520.90 13.54 2.84 51.10 .0 230.990 .0112 .0066 1.54 1 1 - --- 00 .00 7.00 .013 0 5.95 .00 7.000 0 .00 .013 D 5.94 .00 7.000 00 .00 4.61 .013 1805.980 42.420 7.553 49.973 520.90 13.54 2.84 52.82 .00 5.94 .00 7.000 --- --- --1--1--- JUNCT STR .0300 .0065 .03 .00 .00 .013 1 1 1810.980 42.570 7.605 50.175 513.10 13.33 2.76 52.93 .00 5.91 .00 7.000 -- _ _ -1--1--1--- 86.420 .0050 .0065 .56 .00 .00 7.00 .0131 1897.400 43.000 7.839 50.839 513.10 13.33 2.76 53.60 .0D 5.91 .00 7.000 _ -_ __ - _ __ _ - __ ~|~ - - - JUNCT STR ,0300 .0064 .03 .00 .00 .013 or I.D. x-Fall .000 ~ .00 .000 - .00 .000 - .001 .000 - .00 .000 .00 .000 .00 .000 - .00 .000 - .00 .000 - .00 No Wth ZL |Prs/Pip ZR JType Ch .00 1 .0 .00 PIPE .00 1 .0 -- .00 PIPE .00 1 .0 - .00 PIPE .00 1 .0 -- .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 -- .00 PIPE .00 1 .0 - _ .00 PIPE .00 1 .0-- .00 PIPE FILE: 84s W S P G W - CIVILDESIG Program Package Serial Number: 1559 WATER SURFACE Robertson's Ranch East Village 84" RCP in Cannon Road 100-Year Ultimate Condition Flow Rate *on 14.06 LISTING Date: 1-10-2006 Time: 9 .2 Invert Depth Water Q Station Elev (FT) Elev (CFS) L/Elera Ch Slope ****«***********! Vel Vel (FPS) Head SF Ave t*»*******»»*ir**w*«»ititwTcitwwi Energy Super | Critical Grd.El. Elev j Depth -1- HF SE DpthJFroude N 1902.400 43.150 7.785 50.935 510.10 13.25 2.73 53.66 381.960 .0050 .0064 2.44 1 2284.360 45.060 8.533 53.593 510.10 13.25 2.73 56.32 . - _ .-1- 369.800 .0023 .0064 2.3611 2654.160 45.910 10.041 55.951 510.10 13.25 2.73 58.68 -!--1- -1-- 5.000 .2080 .0064 .03 1 2659.160 46.950 9.169 56.119 510.10 13.25 2.73 58.85 - - - _-1--1-- 275.090 .0050 .0064 1.75 1 11 1 2934.250 48.320 9.553 57.873 510.10 13.25 2.73 60.60 - - - _-1-- -- 253.180 .0050 . .0064 1.61 3187.430 49.590 10.086 59.676 510.10 13.25 2.73 62.40_- - - _ _ JOWCT STR .0300 .0063 .03 1 3192.430 49.740 10.059 59.799 505.80 13.14 2.68 62.48 -1-_ -. _- 260.600 .0050 .0063 1.63 1 1 3453.030 51.040 10.582 61.622 505.80 13.14 2.68 64.30 - - - --1- -1-- 5.000 .0080 .0063 .03 1 3458.030 51.080 10.733 61.813 505.80 13.14 2.68 64.50 - - - --1- -I' _ 142.030 .0050 .0063 .89 1 rwwTrwiririrw* Flow Top Width Norm Dp rirjrwiririrjrirwirirwiririi Height /| Base Wt Dia.-FT or I.D. "N" X-Fall r IT Tf tr TS ar v ZL ZR No Wth Prs/Pip Type Ch .00 5.89 .00 7.000 .000 .00 1 .0_|_ _- __ __ __ 1 .00 .00 7.00 .013 .00 .00 PIPE 1 1 .00 5.89 .00 7.000 .000 .00 1 .0 -1- 'I' -1---- 8.53 .00 7.00 .013 .00 .00 PIPEI |1 1 .00 5.89 .00 7.000 .000 .00 1 .0 -1- -1----- 10.04 .00 1.98 .013 .00 .00 PIPE 1 1 .00 5.89 .00 7.000 .000 .00 1 .0 1- -1------ 9.17 .00 7.00 .013 .00 .00 PIPE|1 .00 5.89 .00 7.000 .000 .00 1 .0 _ |------ .00 .00 7.00 .013 .00 .00 PIPE11 .00 5.891 .00 7.000 .000 .00 1 .0 1 ~ ~ ~ 1 ~ ~ ~ - ~ .00 .00 .013 .00 .00 PIPE 1 1 .00 5.87 .00 7.000 .000 .00 1 .0 -1----- _ • 00 .00 7.00 .013 .00 .00 PIPE 1 .00 5.87 .00 7.000 .000 .00 1 0 -1- "I--___ •00 .00 5.12 .013 .00 .00 PIPE 1 1 1 .00 5.87 .00 7.000 .000 .00 1 0 -1-~"~ ___ .00 .00 7.00 .013 .00 .00 PIPE PILE: 84sc W S P G W - CIVILDESia / -*n 14.06 Program Package Serial Number: 1559 | ' WATER SURFACE PROFXLb LISTING Robertson's Ranch East Village 84" RCP in Cannon Road 100-Year Ultimate Condition Flow Rate Date: 1-10-2006 Time: 9. ********** Station L/Elem t******************************************************< Invert Depth Water Q Vel Vel Elev (FT) Elev (CFS) (FPS) Head Ch Slope SF Ave ..***.*** |., .,_--,„ 3600.060 51.790 461.710 .005011 4061.770 54.100 -- 31.890 .0050 4093.660 54.260 -- 43.530 .0051 4137.190 54.480 -- JUNCT STR .0300 4142.190 54.630 -- 44.620 .0056 4186.810 54.880 - 11.053 62.843 505.80 13.14 2.68 .0063 *********** Energy Grd.El. HF 65.52 2.89 ******** Super Elev SE Dpth .00 11.05 11.637 65.737 505.80 13.14 2.68 68.42 .00 --1- - - -1--1- .0063 .20 .00 1 11.754 66.014 505.80 13.14 2.68 68.70 .00 -- - - - - |--- .0063 .27 11.75 1 11.807 66.287 505.80 13.14 2.68 68.97 .00 -- - - - -|--- .0062 .03 .00 1 1 1 11.810 66.440 500.00 12.99 2.62 69.06 .00 --1--- .0061 .27 .00 1 1 11.921 66.801 500.00 12.99 2.62 69.42 .00 -1- 252.730 .0049 4439.540 56.130 -- -|--1- .0061 1.55 11.92 112.219 68.349 500.00 12.99 2.62 70.97 .00 -- - -|- - --1- ****************** Critical [Flow Top Depth | Width Froude NJNorm Dp 11 5.87 .00 - I _1 .00 7.001 ******** Height/ Dia.-FT "N" 7.000 .013 Base Wt or I.D. X-Pall .000 .00 |No Wth ZL |Prs/Pip -1 ZR |Type Ch .00 .00 1 .0 PIPE 1 5.87 .00 7.000 .000 .00 1 .0 -1- 'I---- .00 7.00 .013 .00 .00 PIPE|1 5.87 .00 7.000 .000 .00 1 .0 -1---1-- .00 7.00 .013 .00 .00 PIPE 1 1 5.87 .00 7.000 .000 .00 1 .0 -1- -1--1-- .00 .013 .00 .00 PIPE 1 5.84 .00 7.000 .000 .00 1 0 _|.---- .00 6.08 .013 .00 .00 PIPE 1 1 1 5.84 .00 7.000 .000 .00 1 0 -1----_ .00 7.00 .013 .00 .00 PIPE 1 1 5.84 .00 7.000 .000 .00 1 .0 -1---- SECTION 9 ***********************************************!C************ PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD , LACRD , AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 ************************** DESCRIPTION OF STUDY * ROBERTSON RANCH PA21 (SUMMIT TRAIL COURT) * 100 -YEAR DEVELOPED FLOW HYDRAULIC CALCULATIONS * G:\ACCTS\011014\STC100.OUT FILE NAME: STC100.DAT TIME/DATE OF STUDY: 11:14 01/29/2009 ****************!lr******************l r*************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE NUMBER 7003 .10- 7003 222 222 222 222 221 221 220 220 219 219 218 218 } .00- } .30- } .20- } . 10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- MODEL PRESSURE PRESSURE* PROCE S S HEAD ( FT ) MOMENTUM ( POUNDS ) 1.53* 310.31 JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION 1 1 2 2 2 0 1 0 0 0 0 0 0 .98* .84* .29* .27* .35* } HYDRAULIC . 90*Dc .15* } HYDRAULIC .84*Dc .91* } HYDRAULIC .69*DC .92* } HYDRAULIC .62*Dc .79* 228 212 212 209 208 JUMP 77 77 JUMP 66 46 JUMP 41 40 JUMP 31 24 .87 .80 .31 .36 .29 .91 .80 .74 .60 .00 .83 .66 .21 FLOW PRESSURE* DEPTH ( FT ) MOMENTUM ( POU 1.45 309 0 1 0 0 0 0 0 0 0 0 0 0 0 .96 .17 DC .89 . 96 DC .73 .89*DC .68 .84*DC .58 .69*Dc .52 .62*Dc .57 DC 168 159 94 93 82 77 71 66 42 41 33 31 20 NDS .19 .09 .65 .37 .55 .54 .91 .08 .74 .96 .00 .20 .66 .64 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 7003.10 FLOWLINE ELEVATION = 59.47 PIPE FLOW = 16.30 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 61.000 FEET NODE 7003.10 : HGL = < 61.000>;EGL= < 61.620>;FLOWLINE= < 59.470> FLOW PROCESS FROM NODE UPSTREAM NODE 7003.00 7003.10 TO NODE ELEVATION = r********l 7003.00 IS CODE = 5 59.80 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 9.20 18.00 0.00 59.80 1.17 5.206 16.30 24.00 - 59.47 1.46 6.321 2.60 12.00 90.00 60.30 0.69 3.310 4.50 12.00 90.00 60.30 0.89 5.730 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00767 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00597 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00682 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.027 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = { 0.557)+( 0.027)+( 0.000) = 0.584 NODE 7003.00 : HGL = < 61.784>;EGL= < 62.205>;FLOWLINE= < 59.800> ******************************************r**********i FLOW PROCESS FROM NODE 7003.00 TO NODE 222.30 IS CODE = 1 UPSTREAM NODE 222.30 ELEVATION = 60.02 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH = SF=(Q/K)**2 = HF=L*SF = ( 9.20 CFS PIPE DIAMETER = 18.00 INCHES 9.68 FEET MANNING'S N = 0.01300 9.20)/( 105.046))**2 = 0.00767 9.68)*(0.00767) = 0.074 NODE 222.30 : HGL = < 61.858>;EGL= < 62.279>;FLOWLINE= < 60.020> FLOW PROCESS FROM NODE 222.30 TO NODE 222.20 IS CODE = 5 UPSTREAM NODE 222.20 ELEVATION =60.03 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 (CFS)(INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 18.00 18 .00 12.00 0.00 0.006 .20 9.20 3.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== 90.00 0.00 60 . 03 60.02 60.28 0.00 0 . 96 1.17 0.74 0.00 3.508 5.206 3.820 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00348 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00767 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00558 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = 0.006 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.230)+( 0.006)+( 0.000) = 0.235 NODE 222.20 HGL 62.323>;EGL= < 62.514>;FLOWLINE= < 60.030> c************ FLOW PROCESS FROM NODE UPSTREAM NODE 222.10 222.20 TO NODE ELEVATION = 222.10 IS CODE = 1 60.07 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.20 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 3.80 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 6.20)/( 105.048))**2 = 0.00348 HF=L*SF = ( 3.80)*(0.00348) = 0.013 NODE 222.10 : HGL = < 62.336>;EGL= < 62.527>;FLOWLINE= < 60.070> *********************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 222.00 222.10 TO NODE ELEVATION = 222.00 IS CODE = 5 60.08 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 5.40 6 .20 0.80 0.00 DIAMETER (INCHES) 18.00 18 .00 8.00 0.00 ANGLE (DEGREES) 0.00 - 85.00 0.00 FLOWLINE ELEVATION 60.08 60.07 60.48 0.00 CRITICAL DEPTH ( FT . ) 0.90 0.96 0.42 0.00 VELOCITY (FT/SEC) 3.056 3.508 2.292 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00264 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00348 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00306 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = 0.003 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.043)+{ 0.003)+( 0.000) = 0.046 NODE 222.00 : HGL = < 62.429>;EGL= < 62.574>;FLOWLINE= < 60.080> FLOW PROCESS FROM NODE UPSTREAM NODE 221.10 222.00 TO NODE ELEVATION = 221.10 IS CODE = 1 61.68 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 135.42 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH (FT) = 0.73 CRITICAL DEPTH (FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.89 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) 0.000 0.895 4.912 1.269 0.022 0.888 4.956 1.270 0.080 0.881 5.002 1.270 0.178 0.874 5.049 1.270 0.320 0.868 5.096 1.271 0.510 0.861 5.145 1.272 0.753 0.854 5.194 1.273 1.056 0.847 5.245 1.275 1.425 0.841 5.297 1.277 1.868 0.834 5.349 1.279 2.395 0.827 5.403 1.281 3.018 0.820 5.458 1.283 3.752 0.814 5.514 1.286 4.615 0.807 5.572 1.289 5.628 0.800 5.630 1.293 6.822 0.793 5.690 1.297 8.235 0.787 5.752 1.301 9.919 0.780 5.814 1.305 11.946 0.773 5.878 1.310 14.425 0.766 5.944 1.315 17.520 0.760 6.011 1.321 21.510 0.753 6.079 1.327 26.916 0.746 6.149 1.334 34.908 0.739 6.221 1.341 49.242 0.733 6.294 1.348 135.420 0.732 6.302 1.349 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT) = 2.35 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC CONTROL (FT) HEAD (FT) (FT/SEC) ENERGY (FT) 0.000 2.349 3.056 2.494 92.553 1.500 3.056 1.645 ASSUMED DOWNSTREAM PRESSURE HEAD (FT) = 1.50 0.90 PRESSURE+ MOMENTUM ( POUNDS ) 77.91 77.92 77.94 77.98 78.03 78.09 78.17 78.27 78 .38 78.50 78.64 78.80 78.97 79.16 79.37 79.60 79.84 80.11 80.39 80.69 81.01 81.35 81.71 82 .09 82 .50 82.54 PRESSURE+ MOMENTUM ( POUNDS ) 208.29 114.68 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 92 95 97 99 101 104 106 108 110 112 114 116 118 120 121 123 125 126 128 129 130 132 133 133 134 134 135 .553 .039 .398 .684 .913 .093 .229 .324 .377 .390 .362 .290 .172 .005 .785 .504 .158 .737 .230 .625 .903 .045 .021 .794 .314 .508 .420 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 RN .500 .476 .452 .427 .403 .379 .355 .331 .307 .282 .258 .234 .210 .186 .161 .137 .113 .089 .065 .041 .016 .992 .968 .944 . 920 .895 .895 n nir HY VELOCITY (FT/SEC) 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 4 4 DRATT .055 .065 .085 .110 .140 .175 .214 .257 .304 .356 .411 .471 .535 .603 .677 .755 .839 .929 .024 .126 .235 .352 .476 .610 .752 .906 .906 T.Tf .TTTMP SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 nwaT.vs' .645 .622 .599 .578 .557 .536 .515 .496 .476 .457 .439 .421 .404 .387 .372 .356 .342 .329 .316 .305 .295 .286 .279 .274 .271 .269 .269 T G 114 112 109 107 105 102 100 98 96 94 92 91 89 87 86 85 83 82 81 80 79 79 78 78 77 77 77 .68 .13 .68 .32 .03 .81 .67 .60 .61 .70 .87 .13 .48 .91 .44 .07 .80 .64 .60 .67 .86 .18 .64 .24 .99 .91 .91 PRESSURE+MOMENTUM BALANCE OCCURS AT DOWNSTREAM DEPTH = 0.968 FEET, 133.01 FEET UPSTREAM OF NODE 222.00 UPSTREAM CONJUGATE DEPTH = 0.827 FEET NODE 221.10 : HGL = < 62.575>;EGL= < 62.949>;FLOWLINE= < 61.680> ************* i FLOW PROCESS FROM NODE UPSTREAM NODE 221.00 t***************************************************** 221.10 TO NODE ELEVATION = 221.00 IS CODE = 5 61.69 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTHfFT.) (FT/SEC) 4.80 18.00 0.00 61.69 0.84 3.294 5.40 18.00 - 61.68 0.90 4.907 0.60 8.00 90.00 62.11 0.36 1.815 0.00 0.00 0.00 0.00 0.00 0.000 0.00===Q5 EQUALS BASIN INPUT=== •**«*••• JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00238 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00595 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00416 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = 0.004 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.058)+( 0.004)+( 0.000) = 0.062 NODE 221.00 : HGL = < 62.843>;EGL= < 63.011>;FLOWLINE= < 61.690> ****************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 220.10 IS CODE = 1 UPSTREAM NODE 220.10 ELEVATION = 63.25 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 131.06 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.68 CRITICAL DEPTH(FT) = 0.84 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.84 GRADUALLY DISTANCE VARIED FLOW PROFILE COMPUTED INFORMATION: FROM CONTROL (FT) 0 0 0 0 0 0 0 0 1 1 2 2 3 4 5 6 7 9 11 13 16 20 25 33 46 131 .000 .016 .067 .156 .287 .463 .691 .974 .320 .737 .235 .823 .517 .334 .294 .427 .768 .367 .295 .652 .597 .396 .545 .161 .827 .060 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .842 .835 .829 .822 .816 .809 .802 .796 .789 .783 .776 .769 .763 .756 .750 .743 .736 .730 .723 .717 .710 .703 .697 .690 .684 .683 VELOCITY (FT/SEC) 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 6 6 6 .699 .744 .791 .838 .887 .936 .987 .039 .092 .146 .201 .257 .315 .374 .434 .495 .558 .623 .689 .756 .825 .896 .968 .043 .119 .127 SPECIFIC ENERGY 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESSURE+ ( FT ) MOMENTUM ( POUNDS ) .185 .185 .185 .186 .187 .188 .189 .190 .192 .194 .196 .199 .202 .205 .208 .212 .217 .221 .226 .232 .237 .244 .250 .258 .265 .266 66 66 66 66 66 66 66 67 67 67 67 67 67 67 68 68 68 68 69 69 69 69 70 70 71 71 .74 .75 .76 .80 .84 .90 .97 .06 .16 .28 .41 .56 .72 .90 .09 .30 .53 .78 .04 .33 .63 .95 .29 .65 .03 .08 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.15 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.153 3.293 1.321 77.80 0.917 1.140 3.329 1.313 77.01 1.822 2.714 3.592 4.455 5.303 6.134 6.947 7.741 8.515 9.266 9.994 10.695 11.368 12.010 12.618 13.188 13.717 14.200 14.631 15.005 15.314 15.550 15.701 15.754 131.060 1.128 1.115 1.103 1.091 1.078 1.066 1.053 1.041 1.028 1.016 1.004 0.991 0.979 0.966 0.954 0.941 0.929 0.917 0.904 0.892 0.879 0.867 0.854 0.842 0.842 •oKTr\ ot? uvrtD 3 .366 3 .405 3 .445 3 .486 3 .529 3.573 3 .619 3 .667 3 .716 3 .766 3 .819 3.873 3.929 3.987 4.047 4.110 4.174 4 .241 4.311 4.383 4.457 4.535 4.615 4.699 4.699 nrrr rr" .TTTVJD n 1.304 1.296 1.287 1.279 1.272 1.264 1.257 1.250 1.243 1.236 1.230 1.224 1.219 1.213 1.208 1.204 1.200 1.196 1.193 1.190 1.188 1.186 1.185 1.185 1.185 MSTVOTG PRESSURE+MOMENTUM BALANCE OCCURS AT 8.50 FEET UPSTREAM OF DOWNSTREAM DEPTH NODE 220.10 : HGL = t *********************** = 1.029 FEET, UPSTREAM < 64.092> *********** ;EGL= < 64 ************ CONJUGATE DEPTH .435>;FLOWLINE= **************** 76.25 75.51 74.79 74.10 73 .44 72.81 72.20 71.62 71.06 70.54 70.05 69.58 69.15 68.75 68.38 68.05 .67.75 67.49 67.27 67.08 66.93 66.83 66.76 66.74 66.74 NODE 221.00 | = 0.683 FEET j < 63.250> *************** FLOW PROCESS FROM NODE 220.10 TO NODE 220.00 IS CODE = 5 UPSTREAM NODE 220.00 ELEVATION = 63.58 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 3.30 18.00 0.00 63.58 0.69 4.80 18.00 - 63.25 0.84 0.90 8.00 90.00 63.75 0.45 0.60 8.00 85.00 63.75 0.36 0.00===Q5 EQUALS BASIN INPUT=== 2 .923 4.700 2.954 1.969 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00208 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00570 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00389 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.016 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.177)+( 0.016)+( 0.000) = 0.193 NODE 220.00 HGL = < 64.495>;EGL= < 64.628>;FLOWLINE= < 63.580> *********************, FLOW PROCESS FROM NODE r********* 220.00 TO NODE 219.10 IS CODE = UPSTREAM NODE 219.10 ELEVATION =65.00 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 141.43 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.012 0.051 0.119 0.219 0.353 0.525 0 .741 1.004 1.320 1.698 2 .144 2.670 3.288 4.014 4.870 5.883 7.090 8 .544 10.321 12.539 15.398 19 .269 24 .991 35.250 141.430 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 0.58 CRITICAL DEPTH (FT) ASSUMED FLOWDEPTH (FT) = 0.69 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY (FT) 0.692 4.141 0.958 0.687 4.177 0.958 0.683 4.213 0.959 0.678 4.251 0.959 0.674 4.289 0.959 0.669 4.327 0.960 0.664 4.367 0.961 0.660 4.407 0.962 0.655 4.447 0.963 0.651 4.489 0.964 0.646 4.531 0.965 0.641 4.574 0.966 0.637 4.618 0.968 0.632 4.662 0.970 0.628 4.708 0.972 0.623 4.754 0.974 0.618 4.801 0.977 0.614 4.849 0.979 0.609 4.898 0.982 0.605 4.948 0.985 0.600 4.999 0.988 0.595 5.050 0.992 0.591 5.103 0.995 0.586 5.157 0.999 0.581 5.212 1.004 0.581 5.222 1.004 UPSTREAM RUN ANALYSIS RESULTS 0.69 PRESSURE+ MOMENTUM ( POUNDS ) 41.00 41 .00 41.01 41.03 41.05 41.07 41.11 41.15 41.19 41.25 41.31 41.37 41.45 41.53 41.62 41.71 41.81 41.92 42.04 42.17 42.30 42.45 42 .60 42.76 42.92 42.96 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.91 ================== GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.730 1.451 2.162 2.862 3 .551 ========================================== FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY (FT) 0.915 2.922 1.048 0.906 2.956 1.042 0.897 2.992 1.036 0.888 3.028 1.031 0.879 3.065 1.025 0.870 3.103 1.020 ================== PRESSURE+ MOMENTUM ( POUNDS ) 46.60 46.20 45.80 45.43 45.06 44.71 4 4 5 6 6 7 7 8 9 9 10 10 10 11 11 11 12 12 12 12 141 .228 .892 .541 .176 .795 .396 .977 .539 .077 .591 .077 .534 .958 .345 .691 .990 .238 .427 .549 .592 .430 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T7.W .861 .853 .844 .835 .826 .817 .808 .799 .790 .781 .772 .763 .754 .746 .737 .728 .719 .710 .701 .692 .692 n OF 142 182 223 265 309 354 3 .400 3 .447 496 546 598 651 706 762 820 880 942 006 072 141 141 -END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 7.27 FEET UPSTREAM OF DOWNSTREAM DEPTH = 0.819 FEET, UPSTREAM CONJUGATE DEPTH 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 •fi1 .015 .010 .005 .000 .996 .992 .988 .984 .980 .977 .973 . 970 .968 .965 .963 .962 .960 .959 .959 .958 .958 TQ_ _ 44 44 43 43 43 42 42 42 42 42 41 41 41 41 41 41 41 41 41 41 41 .37 .05 .74 .44 .16 .90 .65 .42 .20 .00 .82 .65 .50 .37 .26 .17 .10 .04 .01 .00 .00 NODE 220.00 = 0.581 FEET NODE 219.10 : HGL = < 65.692>;EGL= < 65.958>;FLOWLINE= < 65.000> ********************< FLOW PROCESS FROM NODE UPSTREAM NODE 219.00 t*********************************************** 219.10 TO NODE ELEVATION = 219.00 IS CODE = 5 65.01 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 2.70 3.30 0.60 0.00 DIAMETER (INCHES) 18.00 18.00 8.00 0.00 ANGLE (DEGREES) 0.00 - 90.00 0.00 FLOWLINE ELEVATION 65.01 65.00 65.42 0 .00 CRITICAL DEPTH (FT. ) 0.62 0.69 0.36 0.00 VELOCITY (FT/SEC) 2.369 4.142 2.809 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00136 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00521 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00328 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = 0.003 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.058)+( 0.003)+( 0.000) = 0.061 NODE 219.00 HGL = < 65.932>;EGL=66.020>;FLOWLINE=65.010> ******** FLOW PROCESS FROM NODE UPSTREAM NODE 218.10 219.00 TO NODE ELEVATION = r*************** 218.10 IS CODE = 1 66.55 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.015 0.054 0.118 0.211 0.335 0.493 0.690 0.929 1 .215 1.556 1.959 2.433 2.989 3.641 4.410 5.319 6.401 7.702 9.293 11.277 13.832 17.292 22 .403 31.561 155.140 HYDRAULIC JUMP: 155.14 FEET DOWNSTREAM RUN ANALYSIS 0.52 ASSUMED FLOWDEPTH (FT) FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.622 3.894 0.618 3.928 0.614 3.963 0.610 3.999 0.606 4.035 0.602 4.072 0.598 4.109 0.594 4.147 0.590 4.186 0.585 4.225 0.581 4.266 0.577 4.306 0.573 4.348 0.569 4.390 0.565 4.433 0.561 4.477 0.557 4.522 0.553 4.568 0.548 4.614 0.544 4.661 0.540 4.709 0.536 4.759 0.532 4.809 0.528 4.860 0.524 4.912 0.523 4.925 MANNING ' S N = 0 . RESULTS CRITICAL DEPTH (FT) 0.62 INFORMATION: SPECIFIC ENERGY (FT) 0.858 0.858 0.858 0.859 0.859 0.860 0.860 0.861 0.862 0.863 0.864 0.865 0.867 0.869 0.870 0.872 0.874 0.877 0.879 0.882 0.885 0.888 0.891 0.895 0.899 0.900 01300 0.62 PRESSURE+ MOMENTUM ( POUNDS ) 31.66 31.66 31.67 31.68 31.70 31.72 31.75 31.78 31.81 31.86 31.90 31.96 32.01 32.08 32.15 32.22 32.30 32.39 32.48 32.58 32.68 32.79 32.91 33.03 33.16 33.20 UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.92 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 1.080 2.151 3.212 4.261 5.299 6.323 7.333 8.328 9.305 FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.922 2.368 0.910 2.405 0.898 2.443 0.886 2.483 0.875 2.524 0.863 2.566 0.851 2.610 0.839 2.656 0.827 2.704 0.815 2.753 INFORMATION: SPECIFIC ENERGY (FT) 1.009 1.000 0.991 0.982 0.973 0.965 0.956 0.948 0.940 0.932 PRESSURE* MOMENTUM ( POUNDS ) 40.83 40.18 39.55 38.94 38.35 37.78 37.23 36.70 36.20 35.72 10 11 12 13 13 14 15 16 16 17 18 18 19 19 19 19 155 .264 .202 .118 .008 .870 .701 .497 .252 .962 .620 .218 .746 .192 .540 .769 .853 .140 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _ --RKT .803 .791 .779 .767 .755 .743 .731 .719 .707 .695 .683 .671 .659 .647 .635 .623 .623 n OF HY 2.804 2.857 2.913 2.970 3.030 3.092 3 .157 3.225 3 .295 3.369 3.446 3.526 3.611 3.699 3.791 3.888 3.888 DRATTT.Tr . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c: .925 .918 .911 .904 .897 .891 .886 .881 .876 .871 .868 .864 .862 .860 .858 .858 .858 TC: 35 34 34 34 33 33 33 32 32 32 32 31 31 31 31 31 31 .26 .83 .42 .04 .68 .34 .04 .76 .51 .29 .10 .95 .82 .73 .68 .66 .66 PRESSURE+MOMENTUM BALANCE OCCURS AT 15.10 FEET UPSTREAM OF DOWNSTREAM DEPTH = 0.737 FEET, UPSTREAM CONJUGATE DEPTH NODE 219.00 = 0.523 FEET NODE 218.10 : HGL = < 67.172>;EGL= < 67.408>;FLOWLINE= < 66.550> ****************************************'r************ FLOW PROCESS FROM NODE 218.10 TO NODE 218.00 IS CODE = 5 UPSTREAM NODE 218.00 ELEVATION = 66.88 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 1.80 2.70 0.90 0.00 0.00 = 12.00 90.00 66.88 0.57 18.00 - 66.55 0.62 8.00 90.00 66.88 0.45 0.00 0.00 0.00 0.00 ==Q5 EQUALS BASIN INPUT=== 2.713 3.889 2.969 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00276 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00507 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00391 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.016 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.358)+( 0.016)+( 0.000) = 0.374 NODE 218.00 : HGL = < 67.668>;EGL= < 67.782>;FLOWLINE= < 66.880> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 218.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 66.88 67.45 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS SECTION 10 c c ***************CHANNEL CROSS-SECTION PLOT Depth of flow = .42 Feet ,= "W" HALF-STREET FLOW CROSS SECTION Critical depth for Channel No.l=.61 Feet Critical depth for Channel No.: X (Feet) Y(Feet) Y-Axis-> .00 .72 1.00 .70 2.00 .68 3.00 .66 4.00 .64 5.00 .62 6.00 .60 7.00 .58 8.00 .56 9.00 .54 10.00 .52 11.00 .50 12.00 .08 13.00 .17 14.00 .25 15.00 .33 16.00 .41 17.00 .49 18.00 .57 19.00 .65 20.00 .73 21.00 .81 22.00 .89 23.00 .97 24.00 1.02 25.00 1.04 26.00 1.06 27.00 1.08 28.00 1.10 29.00 1.12 30.00 1.14 31.00 1.16 32.00 1.18 33.00 1.20 34.00 1.22 35.00 1.24 36.00 1.26 37.00 1.28 38.00 1.30 39.00 1.32 2 = .45 .0 X X X x Feet , = .3 3 3 X X X Xc Xc X c X C X C W c We We We We X X X •c" .7 vA x ( ( X X X X 3 .9 1 C X X X X X X X X X X X X X X X .3 c ****** CHANNEL FLOW CALCULATIONS ****** CALCULATE CHANNEL CAPACITY GIVEN: Channel Slope = .010000 (Ft./Ft.) = 1.0000 % Depth of Flow = .420 Feet *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) = .0100 Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 28.00 Distance From Crown to Crossfall Grade Break (Ft.) = 15.50 Slope from Gutter to Grade Break (Ft./Ft.) = .080 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 11.00 Slope from curb to property line (Ft./Ft.) = .020 Gutter width (Ft.) = 1.500 Gutter hike from flowline (In.) = 1.500 Mannings "n" value for gutter and sidewalk = .013 Depth of flow = .420 (Ft.) Average Velocity = 3.81 (Ft./Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 5.19 Flow Velocity(Ft./Sec.) = 2.76 Depth*Velocity = 1.16 Calculated flow rate of total street channel = 4.12 (CFS) Flow rate in gutter = 2.61 (CFS) Velocity of flow in gutter and sidewalk area = 4.875 (Ft./Sec.) Average velocity of total street channel = 3.810 (Ft./Sec.) STREET FLOW CROSS SECTION NOTE: The following critical depth calculations are for: Channel 1 - If STREET, property line to outside edge of gutter - If V-GUTTER, property line to start of V-Gutter Channel 2 - STREET, outside edge of gutter to crown V-Gutter, in V-Gutter itself Channel 3 - V-Gutter, 2nd half of street CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 7.20 Subchannel Critical Flow Velocity(Ft./Sec.) = 2.269 Subchannel Critical Flow Area(Sq. Ft.) = 1.15 Froude Number Calculated = 1.000 Subchannel Critical Depth above invert elevation = .614 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2: Subchannel Critical Flow Top Width(Ft.) = 4.05 Subchannel Critical Flow Velocity(Ft./Sec.) = 2.285 Subchannel Critical FlowArea(Sq. Ft.) = .66 Froude Number Calculated = 1.000 Subchannel Critical Depth above invert elevation = .449 c <**** CHANNEL CROSS-SECTION PLOT Depth of flow = .42 Feet ,= "W" HALF-STREET FLOW CROSS SECTION Critical depth for Channel No.: Critical depth for Channel No . : X (Feet) Y(Feet) Y-Axis-> .00 .72 1.00 .70 2.00 .68 3.00 .66 4.00 .64 5.00 .62 6.00 .60 7.00 .58 8.00 .56 9.00 .54 10.00 .52 11.00 .50 12.00 .08 13.00 .17 14.00 .25 15.00 .33 16.00 .41 17.00 .49 18.00 .57 19.00 .65 20.00 .73 21.00 .81 22.00 .89 23.00 .97 24.00 1.02 25.00 1.04 26.00 1.06 27.00 1.08 28.00 1.10 29.00 1.12 30.00 1.14 31.00 1.16 32.00 1.18 33.00 1.20 34.00 1.22 35.00 1.24 36.00 1.26 37.00 1.28 38.00 1.30 39.00 1.32 L= .61 2= .45 .0 X X X X Feet , = Feet , = .3 5 } X X X Xc Xc X c X c X c W c We We We We X X X •c" •c" .7 X X C C X X X X ) .9 1 C X X X X X X X X X X X X X X x 3