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Home My WebLink AboutSDP 01-10A; ENCINAS CREEK APARTMENT HOMES; DRAINAGE STUDY; 2012-04-05DRAINAGE STUDY FOR ENCINAS CREEK APARTMENT HOMES S.D.P. 01-10(A) Job No. 10-1302 February 8, 2011 rT I I L, I Prepared by: O'DAY CONSULTANTS, INC. 2710 Lc•ker Avenue West Suite 100 Carlsbad, California 92010 Tel: (760) 931-7700 Fax: (760) 931-8680 I 2v± George O'D' RCE 32014 Exp. 12/31/12 / Date TABLE OF CONTENTS SECTION 1 I INTRODUCTION AND PROJECT DESCRIPTION HYDROLOGIC CALCULATIONS Existing Condition Analysis Proposed Condition Analysis HYDROLOGY Modified Rational Method Description Program Process SECTION 2 Vicinity Map Runoff Coefficients Isopluvial Maps 100-Year, 6-Hour 100-Year, 24-Hour Intensity-Duration Design Chart - Figure 3-2 Overland Time of Flow Nomograph - Figure 3-3 Maximum Overland Flow Length & Initial Time of Concentration - Table 3-2 Nomograph for Determination of Tc for Natural Watersheds - Figure 3-4 San Diego County Soils Interpretation Study SECTION 3 Hydrology 100 year Analysis Existing Condition SECTION 4 Hydrology 100 year Analysis Proposed Condition fctionj SECTION 5 Exhibit A Existing Condition Drainage Map Exhibit B Proposed Condition Drainage Map SECTION 1 I INTRODUCTION AND PROJECT DESCRIPTION I The following Hydrology Study has been prepared to support the proposed Site Development Plan for S.D.P. 01-10(A), Enemas Creek Apartment Homes. The project (Site) is located I adjacent to the easterly side of College Blvd and just south of Cannon Road in the City of Carlsbad. The site is 7.54 gross acres, and is comprised of 0.98 acre Open Space Lot and 6.21 acres of graded area. A Preliminary Storm Water Management Plan dated February 1, 2011 was I prepared for the Site by O'Day Consultants. A drainage study titled "Preliminary Hydrology Report for Cantarini Tentative Map CT 00-18" revised January 14, 2003 has also been prepared for the mass grading of the site by Buccola Engineering. The planned mass graded site is I assumed to be the "existing conditions" for this project The proposed project will consist of five apartment buildings with attached garages, a recreation center, drive aisles, open and covered parking spaces, and landscaped areas. The Site will be bordered by College Blvd to the west, Street 'C' to the south and open space to the north and east. HYDROLOGIC CALCULATIONS Existing Condition Analysis The project is located in the Los Monos Hydrologic Subarea (904.31) of the Agua Hedionda Watershed in the Carlsbad Hydrologic Unit in the San Diego Region. The site was analyzed assuming the mass grading has been completed. The mass graded pad surface drains into a storm drain in Street 'C', which connects the storm drain system in College Blvd and outlets a short distance away into a natural drainage course to the west of College Blvd. The Open Space Lot follows a natural drainage course to the north. See Section 3 for hydrologic calculations for existing conditions and Section 5 for a depiction of the hydrologic nodes and subbasins for the existing site. Proposed Condition Analysis Five apartment buildings, a recreation center and associated parking are planned for the Site. The Open Space Lot to the north will remain ungraded and retain its natural drainage patterns. The developed site utilizes numerous BMP's throughout the project. Runoff from impervious areas is directed to bioretention basins and pervious concrete before entering the storm drain system. This analysis is based on the very conservative assumption that runoff from the site is minimally affected by the infiltration that will occur from the use of these BMP's. This - assumption will ensure that the storm drain system will still be adequately sized should these BMP's become clogged or ineffective. Ultimately, all runoff from the developed areas will be directed to the storm drain system in Street 'C', as in the existing condition. See Section 4 for these calculations and Section 5 for a depiction of the hydrologic nodes and sub-basins for the proposed site. I I i HYDROLOGY The hydrologic analyses are being performed according to the 2003 San Diego County I 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 I procedure uses intensity-Duration Design Charts that are based on a 6-hour storm duration. In 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. I 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. - I I File: G:\103 102\Hydrology\120405MF\ HollySpringslvlF.doc I SECTION 2 - - - - - - - - - - - - - - - - - - - CITY OF OCEANSIDE SITE CITY OF VISTA CITY OF ENCINITAS [lfo>"ITY OF SAN MARCOS 7. jJJf VICINITY A114P NO SCALE - - - - - - - - - - - I - - - - U ___ San Diego County 1-lyclr010gy Miiiiu:il Section: 3 Dale: June 2003 Page: 6 ot 26 Table 3-I RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use RunolTCoellicient C" Soil Type NRCS Elements County Elements I NeIPER A B C 1) Undisturbed 1"latural 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 (llDR) High Density Residential (I-I DR ) Co in nerc a I/I ii do stri at (N. Corn) Commercial/Industrial (G. Coin) Commercial/i nclustrial (0.1'. Corn Coinniercial/lndustrial (Limited I.) Coninereiaifl ndustrial (General Permanent Open Space 0* 0.20 0.25 0.30 0.35 Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Residential. 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Residential, 4.3 DU/A or less 30 041 0.45 0.48 0.52 Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0,57 Residential. 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 063 Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.71) Neighborhood Commercial 80 ((.76 0.77 (1.78 1). 71) General Commercial 85 0.80 0.80 0.81 0.82 Office Professional/Comrnereial 90 0.83 0.84 0.84 0.85 Limited Industrial 90 0.83 0.84 0.84 0.85 General Industrial 95 0.87 0.87 0,87 0.87 i te vitiucs il5SUCIilICU vnn U Zo IniperViOuS may Dc used or direct calculation Ut the nmnotl coct!iciciil is described in Section 3. I .2 (m'eprcseiltimlg tIle pervious run(lt eoeltieient. Cp, br the soil type), or ha areas that will remain undisturbed in perpetuity. Justification mist he given that the area will renialmi natural 6rever (e.g., the area is located in Cleveland National 1orcst). DC/A dwelling units per acre NRCS National Resources (,'onservatioit Service 3-6 — — — — — — — — — I — — U County of San Diego Hydrology Manual 33'30- i i dig Rainjall JopIuvia/ 33 15 - - IOU Year 1UinfiII Lvt.jit 24 hours 0 ' ....- .. . . .. OCEANSIDE VIS ¶ -. ,, . ....• S... :-.. 60pIuviI (fl1fl55) ..i I ...... S.,: . . GARLSBAO\ I 0 50 _S q p-00 OLLMA I ;,_ .-. . 1 .............. • ................ . IL NTE i '1 I) . •. . . t ... .,. ' .r ,p ....• •... ...•-: '... ___ .. ..... 3245 . . - .. ... . . ... 45 'c .--.lb - UPON GIS tE IMEERL ie x c :1 3230 - ____________ _______ 3230 3 0 3 Miles I. - - -- ITri,i IN I • - " -. 1•0 1i1I!I!!illhIlIllllllhIfflIHhIllhIIIIIft EQUATION 1111111 • Is S S ''i' IIll A 5.0:q WSW = Intensity (In/hr) 1111mill 6 = 6-Hour Precipitation 1rniii ____________________________ 4.01 • 1washm V .- S. S I - a • • URWUHhIflb 3.0 IauurnJ UII1I!IIIi!111i !HII 1111111111 - - • • • .1 I!L S 2.0'kk Hill lull Nq "Sh.00 NUNN • • I1IIUlI1UIliuI flRRi!lh II$I1IIUUUIIIH IflIllh!1JllHMIllIh1IflHMUI llIhfl • I • ___ Uh1UIIU1UhIIIII1llllIftulIfthIIHhIMfflllflhI U!IhKh!!ti1 •• HhIHhImIIIIIIlOhl1l11I1OhI1111l11llHhlPIDhi!LU1lliL - - - IIIIIIIIIIIIIIII L Ira 112=4 N r=1 MINilHiIm am • 1111 .uunImIunuuuuustn,uuuuwuuluuuiuniIuul nil Im. 111111.1 111 iløøi ul umuuim aç• ___________ 1111 011111111 I ______ ____________ ____ 1Tl.i* Intensity-Duration Design Chart - Example FIGURE LI3-2 ü - - - - - - - - - - - - - - - - - - - 100 30 (I) w 1-u I- w IL z 0 20 w Z o z w C') 0 -i C') 10 0 -J w I- 0 0 EXAMPLE: Given: Watercourse Distance (0) = 70 Feet Slope(s)=1.3% 11.8(1.1-c)V Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 F I G U R E Rational Formula - Overland Time of Flow Nomograph - L 3111111113 2.5 % I slope or 00000000o r 2. /ZOF wIL #w W > San Diego County Hydrology Manual Section: 3 I Date: June 2003 Page: 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 (L 1) & INITIAL TIME OF CONCENTRATION (Ti) Element* DU/ Acre .5% 1% 2% 3% 5% 10% LM T! LM TiL 1 Tj LM Ti LM Tj LM T Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 1 50 12.2 1 70 11.5 1 85 10.0 1 100 9.5 1 100 8.0 1 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 1 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 1 65 8.4 80 7.4 95 7.0 1 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 1 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 1 65 4.7 75 4.0 85 3.8 1 95 3.4 100 2.7 N. Corn 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Corn 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Cc•m 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Genera' I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 I ) I I I I I I I I I I I I I I I I I I I EQUATION AE 119L3\0385 Feet Tc = 5000 Tc = Time of concentration (hours) 1- L = Watercourse Distance (miles) 4000 LE = Change in elevation along effective slope line (See Figure 3-5)(teet) F—aeon Tc, F— Hours: Minutes -2000 4 240 3 180 1000 900 800 2 120 60'\ 100 90 500 80 400 \ 70 \% 1 60 300 50 r4o 200 \ I Miles Feet \ 30 100 4000 20 ia 3000 16 50 0.5--14 \ 40 2000 12 1800 30 1600 10 1400 \ g 1200 8 20 1000 900 800 6 700 600 10 500 4 400 oo 5 1200 ZE L Tc SOURCE: California Division of Highways (1941) and Kirpich (1940) Nomograph for Determination of Time of Concentration (Tc) or Travel Time (It) for Natural Watersheds F I G U R E — — — — — — — — — — — — — — — — — - — rij Orange I County -- 3330 - Riverside County --- - - .*- 4' - 3315 33Ib OCEANSIDE I oo CARLS~) BAD - — 0 ENCINITAD \- - - ) -• - - ¶ / 3300 -- _________________ ____________ 3300' C) SOL NA BE.A iC, —POVVAY So coo-v - DELMAR / SAN DIE09 4L C"ON I ( ( 3245 3245 -J. )EMáNGROVS CFV~JLAVIST \A IMPERIAL BEACH b MeX 1 32°30' 1 - 3230' aED a B) County of San Diego Hydrology Manual Soil Hydrologic Groups Legend Soil Groups Group A (rrp Group C Giuup D Undetermined Data Unavailable 1-1— S.. N T oe cfiAhts$OItNpRAM*k....d. E S 3 0 3Miles SECTION 3 - m mm I - - - - - - I - - - mm - I I Existing Conditions 0100 Calculations Draining to Storm Drain in Street 'C' Flow Type: Overland Flow Analysis: Nodes 100 - 101 From San Diego County Hydrology Manual (2003) Soil Hydologic Groups Map Soil Group D From San Diego County Hydrology Manual (2003) Table 3-1 0% lmpeevious C = 0.35 Hydrology Calculations: C= 0.35 A= 4.81 acres L = 770 feet use 100 feet (max. length per San Diego County Hydrology Manual (2003) Table 3-2) AE= 20.5 feet S= 2.7 % From San Diego County Hydrology Manual (2003) Figure 3-3 T= 1.8(1.1-C)D112 s113 T= 9.8 minutes From San Diego County Hydrology Manual (2003) Figure 3-4 L= 670 feet = 0.13 miles L\E= 18.1 feet T = (11.9L3/\E)1'385 Tt = 0.078 hours = 4.7 minutes - Total T = 14.5 minutes From San Diego County Hydrology Manual (2003) Figure 3-1 P6 = 2.6 inches 'D24 4.5 inches P6/P24= .58 % Use P6 = 2.6 inches C= C.35 = 7.44P6D 0645 = 3.45 inches/hour Q=CxlxA = 58 cfs Flow Type: Pipe flow Analysis: Nodes 101 -102 0= 5.81 cfs Diameter = 18' L = 280 feet S = 4 % V= 9.8 fps T= 0.48 minutes T= 15.0 minutes = 3.38 inches/hour 0= 5.7 cfs SECTION 4 I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Raticnal method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/06/12 ------------------------------------------------------------------------ Encinas Creek Apartment Homes Preliminary Hydrology Study - Proposed Condition AprIL 6, 2012 ------------------------------------------------------------------------ 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) = 4.500 P6/P24 = 57.8% San Diego hydrology manual 'C values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++ Process from Point/Station 100.000 to Point/Station 101.000 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 [HIGH DENSITY RESIDENTIAL I (24.0 DU/A or Less Impervious value, Al = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 30.000(Ft.) Highest elevation = 154.500(Ft.) Lowest elevation = 152.500(Ft.) Elevation difference = 2.000(Ft.) Slope = 6.667 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.83 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC = [1.8*(1.1_0.7100)*( 75.000".5)/( 2.000"(1/3)1= 4.83 1 Rainfall intensity (I) = 7.009(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.050(CFS) Total initial stream area = 0.010 (Ac.) +++++++++++++++++++++-1-++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION kkk Top of street segment elevation = 152.500(Ft.) End of street segment elevation = 131.700 (Ft.) Length of street segment = 230.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 24.000(Ft.) Distance from crown to crossfall grade break = 22. 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 = 2.000(In.) Mannings 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 = 0.338 (CFS) Depth of flow = 0.130(Ft.), Average velocity = 4 465 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500 (Ft.) Flow velocity = 4.47 (Ft/s) Travel time = 0.86 mm. TC = 5.68 mm. Adding area flow to street Decimal fraction scil 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 I (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 6.307(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.114 Subarea runoff = 0.667(CFS) for 0.150 (Ac.) Total runoff = 0.716(CFS) Total area = 0.160(Ac.) Street flow at end of street = 0.716(CFS) Half street flow at end of street = 0.716(CFS) Depth of flow = 0.181(Ft.), Average velocity = 4.713(Ft/s) Flow width (from curb towards crown)= 2.225(Ft.) +++++++++++++++++-f++++++++++++++++++++++++++++++++++++++++++++++.+++++ Process from Point/Station 102.000 to Point/Station 103.000 kA'k IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 131.700 (Ft.) 2 I Downstream point elevation = 127.300 (Ft.) Channel length thru subarea = 25.000 (Ft.) Channel base width 3.000(Ft.) Slope or Z' of left channel bank = 1.000 Slope or Z' of right channel bank = 1.000 Manning's 'N = 0.015 Maximum depth of channel = 1.000 (Ft.) Flow(q) thru subarea = 0.716(CFS) Depth of flow = 0.045(Ft.), Average velocity = Channel flow top width = 3.091(Ft.) Flow Velocity = 5.19 (Ft/s) Travel time = 0.08 mm. Time of concentration = 5.76 mm. Critical depth = 0.119(Ft.) 5. 190 (Ft/s) Process from Point/Station 102.000 to Point/Station 103.000 kk SUBAREA FLOW ADDITION 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 I (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Time of concentration = 5.76 mm. Rainfall intensity = 6.250(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C= 0.710 CA= 0.440 Subarea runoff = 2.035(CFS) for 0.460(Ac.) Total runoff = 2.751(CFS) Total area = 0.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 PIPEFLOW TRAVEL TIME (User specified size) -7 Af (2Lt1 Upstream point/station elevation = 120.000 (Ft.) Downstream point/station elevation = 117.000 (Ft.) Pipe length = 275.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.751(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.751(CFS) Normal flow depth in pipe = 6.88(In.) Flow top width inside pipe = 11.87(In.) Critical Depth = 8.53 (In.) Pipe flow velocity = 5.91(Ft/s) Travel time through pipe = 0.78 mm. Time of concentration (TC) = 6.54 mm. ++++++++++++++++++++++++++++++++++++++++++++-4-+++++++++++++++ +++++++++ Process from Point/Station 103.000 to Point/Station 104.000 CONFLUENCE OF MINOR STREAMS **** 41 I I Along Main Stream number: 1 in normal stream number 1 I Stream flow area = 0.620 (Ac.) Runoff from this stream = 2.751(CFS) Time of concentration = 6.54 mm. Rainfall intensity = 5.761(In/Hr) I ++++±+++++++.+++++++++++++++++++++++.+++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 INITIAL AREA EVALUATION - I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fractionsoil group D = 1.000 [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less Impervious value, AL = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 128.400(Ft.) Lowest elevation = 127.300(Ft.) Elevation difference = 1.100(Ft.) Slope = 2.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.20 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.67 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC = [1.8*(1.1_0.7100)*( 75.000".5)/( 2.200'(1/3)1= 4.67 Rainfall intensity (I) = 7.154(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 1.067(CFS) Total initial stream area = 0.210(Ac.) Process from Point/Station 106.000 to Point/Station 104.000 k PIPEFLOW TRAVEL TIME (User specified size) kk Upstream point/station elevation = 121.900 (Ft.) Downstream point/station elevation = 117.000 (Ft.) Pipe length = 125.00 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow. = 1.067(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.067(CFS) Normal flow depth in pipe = 2.90(In.) Flaw top width inside pipe = 10.27(In.) Critical Depth = 5.21(In.) Pipe flow velocity = 7.29 (Ft/s) Travel time through pipe = 0.29 mm. Time of concentration (TC) = 4.96 mm. ++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++++++++++++++ I I I I I I I I I I I I I Process from Point/Station 106.000 to Point/Station 104.000 kk CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.210 (Ac.) Runoff from this stream = 1.067(CFS) Time of concentration = 4.96 mm. Rainfall intensity = 6.886(In/FIr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 2.751 6.54 5.761 2 1.067 4.96 6.886 Qmax(l) 1.000 * 1.000 * 2.751) + 0.837 * 1.000 * 1.067) + = 3.644 Qmax(2) = 1.000 * 0.758 * 2.751) + 1.000 * 1.000 * 1.067) + = 3.153 Total of 2 streams to confluence: Flcw rates before confluence point: 2.751 1.067 Maximum flow rates at confluence using above data: 3.644 3.153 Area of streams before confluence: 0.620 0.210 Results of confluence: Total flow rate = 3.644(CFS) Time of concentration = 6.540 mm. Effective stream area after confluence = 0.830(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++ Process from Point/Station 104.000 to Point/Station 107.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 117.000 (Ft.) Downstream point/station elevation = 113.400 (Ft.) Pipe length = 135.00(Ft.) Manning's N = 0.011 Nc. of pipes = 1 Required pipe flow = 3.644(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.644(CFS) Normal flow depth in pipe = 6.21 (In.) Flow top width inside pipe = 11.99 (In.) Critical Depth = 9.77(In.) Pipe flow velocity = 8.88(Ft/s) Travel time through pipe = 0.25 mm. Time of concentration (TC) = 6.79 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 107.000 kkk CONFLUENCE OF MINOR STREAMS **** I hi I I I I I I I I I I I I I I I Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.830(Ac.) Runoff from this stream = 3.644(CFS) Time of concentration = 6.79 mm. Rainfall intensity = 5.622 (In/FIr) Process from Point/Station 108.000 to Point/Station 109.000 kk 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 [HIGH DENSITY RESIDENTIAL I (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 50.000(Ft. Highest elevation = 122.300(Ft.) Lowest elevation = 121.000(Ft.) Elevation difference = 1.300(Ft.) Slope = 2.600 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 2.60 %, in a development type of 24.0 flU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.84 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope'(1/3)] TC= [1.8*(1.1_0.7100)*( 90.000".5)/( 2.600'(1/3)1= 4.84 Rainfall intensity (I) = 6.993(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.695(CFS) Total initial stream area = 0.140(Ac.) I +++±++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 107.000 PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation = 114.400(Ft.) Downstream point/station elevation = 113.400 (Ft.) Pipe length = 100.00(Ft.) Mannings N = 0.011 I No. of pipes = 1 Required pipe flow = 0.695(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.695(CFS) I Normal flow depth in pipe = 3.30(In.) Flow top width inside pipe = 10.72 (In.) Critical Depth = 4.17(In.) Pipe flow velocity = 3.96 (Ft/s) I Travel time through pipe = 0.42 mm. Tirre of. concentration (TC) = 5.26 mm. ++-f+++-4--t-++++++++++f+++++++++++++++++++++++++++++++++++++.++++++.+.+.++ I I I I I I I I L I L Process from Point/Station 109.000 to Point/Station 107.000 kk CONFLUENCE OF MINOR STREAMS kkk Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.140 (Ac.) Runoff from this stream = 0.695(CFS) Time of concentration = 5.26 mm. Rainfall intensity = 6.627(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 3.644 6.79 5.622 2 0.695 5.26 6.627 Qmaxl) = 1.000 * 1.000 * 3.644) + 0.848 * 1.000 * 0.695) + = 4.233 Qmax2) = 1.000 * 0.775 * 3.644) + 1.000 * 1.000 * 0.695) + = 3.518 Total of 2 streams to confluence: Flow rates before confluence point: 3.644 0.695 Maximum flow rates at confluence using above data: 4.233 3.518 Area of streams before confluence: 0.830 0.140 Results of confluence: Total flow rate = 4.233(CFS) Time of concentration = 6.793 mm. Effective stream area after confluence = 0.970 (Ac.) +++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 110.000 kkk PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 113.400 (Ft.) Downstream point/station elevation = 110.000 (Ft.) Pipe length = 73.00 (Ft.) Mannings N = 0.011 No. of pipes = 1 Required pipe flow = 4.233(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 4.233(CFS) Normal flow depth in pipe = 5.76(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 10.40(In.) Pipe flow velocity = 11.37 (Ft/s) Travel time through pipe = 0.11 mm. Time of concentration (TC) = 6.90 mm. Process from Point/Station 107.000 to Point/Station 110.000 CONFLUENCE OF MINOR STREAMS **** 7 I Along Main Stream number: 1 in normal stream number 2. I Stream flow area = 0.970(Ac.) Runoff from this stream = 4.233(CFS) Time of concentration = 6.90 mm. Rainfall intensity = 5.565(In/Hr) ++++f+++++++++++++++++++++++++++++.+++++++++++++++++++++++++++++++++++ I Process from Point/Station 111.000 to Point/Station 112.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 I [HIGH DENSITY RESIDENTIAL (24..0 DU/A or Less Impervious value, A± = 0.650 Sub-Area C Value = :0.710 I Initial subarea total flow distance = 40.000(Ft.) Highest elevation 117.800(Ft.) Lowest elevation = 116.200(Ft.) I Elevation difference = 1.600(Ft.) Slope = 4.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 4.00 %, in a development type of I 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.31 minutes I TC= TC = [1.8*(1.1_0.700)*( 95.000".5)/( 4.000'(1/3)1= 4.31 Rainfall intensity (I) = 7.539(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 I Subarea runoff = 1.606(CFS) Total initial stream area = 0.300 (Ac.) I Process from Point/Station 112.000 to Point/Station 110.000 PIPEFLOW TRAVEL TIME (User specified size) kk - M frkv? /0 I Upstream point/station elevation = 110.800(Ft.) Downstream point/station elevation = 110.000 (Ft.) Pipe length = 80.00 (Ft.) Manning's N = 0.911 I No. of pipes = 1 Required pipe flow = 1.606(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.606(CFS) I Normal flow depth in pipe = 5.14(In.) Flow top width inside pipe = 11.88(In.) Critical Depth = 6.46(In.) Pipe flow velocity = 5.00(Ft/s) I Travel time through pipe = 0.27 min. Time of concentra:ion (TC) = 4.58 mm. +++++++++++++4-+++++++++++++++++-4-++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 110.000 CONFLUENCE OF MINOR STREAMS Alonc Main Stream number: 1 in normal stream number 2 Stream flow area = 0.300 (Ac.) Runoff from this stream = 1.606(CFS) Time of concentration = 4.58 mm. Rainfall intensity = 7.252(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Er) 1 4.233 6.90 5.565 2 1.606 4.58 7.252 I Qmax(l) = 1.000 * 1.000 * 4.233) + 0.767 * 1.000 * 1.606) + = 5.466 Qmax(2) = I 1.000 * 0.663 * 4.233) + 1.000 * 1.000 * 1.606) + = 4.414 I Total of 2 streams to confluence: Flow rates before confluence point: 4.233 1.606 Maximum flow rates at confluence using above data: I 5.466 4.414 Area of streams before confluence: 0.970 0.300 I Results of confluence: Total flow rate = 5.466(CFS) Time of concentration = 6.900 mm. Effective stream area after confluence = 1.270 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 113.000 I PIPEFLOW TRAVEL TIME (User specified size) kk Upstream point/station elevation = 110.000 (Ft.) I Downstream point/station elevation = 109.100 (Ft.) Pipe length = 69.00(Ft.) Mannings N = 0.011 No. of pipes = 1 Required pipe flow = 5.466(CFS) Given pipe size = 18.00(In.) I Calculated individual pipe flow = 5.466(CFS) Normal flow depth in pipe = 7.76(In.) Flow top width inside pipe = 17.83(In.) I Critical Depth = 10.81(In.) Pipe flow velocity = 7.50(Ft/s) Travel time through pipe = 0.15 mm. Time of concentration (TC) = 7.05 mm. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 110.000 to Point/Station 113.000 kk CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number I Stream flow area = 1.270 (Ac.) Runoff from this stream = 5.466(CFS) Time of concentration = 7.05 mm. Rainfall intensity = 5.487(In/Hr) +++++4-++++++++++++++++++++++++++++++++++++++++++++++++++++-f+4-++f++++4-+ Process from Point/Station 114.000 to Point/Station 115.000 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 [HIGH DENSITY RESIDENTIAL (24.0 flU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 128.750(Ft.) Lowest elevation = 128.400(Ft.) Elevation difference = 0.350(Ft.) Slope = 0.700 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.70 %, in a development type of 24.0 DU/A or Less In Accordance With ?igure 3-3 Initial Area Time of Concentration = 5.59 minutes TC = [1.8*(l.l_C)*distance(Ft.)S.5)/(% slope"(1/3)1, TC = [1.8*(1.1_0.7100)*( 50.000'.5)/( 0.700"(1/3)1= 5.59 Rainfall intensity (I)= 6.374(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.045(CFS) Total initial stream area = 0.010 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 116.000 k'k IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 128.400 (Ft.) Downstream point elevation = 115.400 (Ft.) Channel length thru subarea = 520.000 (Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.040 Maximum depth of channel = 1.000 (Ft.) Flow(q) thru subarea = 1.857(CFS) -Depth of flow = 0.500(Ft.), Average velocity = — Channel flow top width = 2.499 (Ft.) Flow Velocity = 2.48(Ft/s) Travel time = 3.50 mm. Time of concentration = 9.09 mm. 1.857 CFS) 2.478 (Ft/s) 10 Critical depth = 0.449(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 = 4.660(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.767 Subarea runoff = 3.528(CFS) for 1.070(Ac.) Total runoff = 3.573(CFS) Total area = 1.080(Ac.) Depth of flow = 0.667(Ft.), Average velocity = 2.923(Ft/s) Critical depth = 0.609(Ft.) ++++++++++++++++-I-+++++++++++-}-+++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 113.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 110.000(Ft.) Downstream point/station elevation = 109.100(Ft.) Pipe length = 20.00(Ft.) Mannings N = 0.011 No. of pipes = 1 Required pipe flow = 3.573(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.573(CFS) Nornal flow depth in pipe = 5.28 (In.) Flow top width inside pipe = 11.91(In.) Critical Depth = 9.68(In.) Pipe flow velocity = 10.74 (Ft/s) Travel time through pipe = 0.03 mm. Time of concentration (TC) = 9.12 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 113.000 kk CONFLUENCE OF MINOR STREAMS **** I Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.080 (Ac.) Runoff from this stream = 3.573(CFS) Tine of concentration = 9.12 mm. I Rainfall intensity = 4.649(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity N.D. (CFS) (mm) (In/Hr) I l 5.466 7.05 5.487 2 3.573 9.12 4.649 Qmax(l) = 1.000 * 1.000 * 5.466) -i- 1 1.000 * 0.773 * 3.573) + = 8.229 1 11 Qmax(2) = 0.847 * 1.000 * 5.466) + 1.000 * 1.000 * 3.573) + = 8.204 Total of 2 streams to confluence: Flow rates before confluence point: 5.466 3.573 Maximum flow rates at confluence using above data: 8.229 8.204 Area of streams before confluence: 1.270 1.080 Results of confluence: Total flow rate = 8.229(CFS) Time of concentration = 7.053 mm. - Effective stream area after confluence = 2.350 (Ac.) +++++++++++++++++++++++++++.++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 117.000 k' PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 109.100 (Ft.) Downstream point/station elevation = 106.400 (Ft.) Pipe length = 255.00 (Ft.) Mannings N = 0.011 No. of pipes = 1 Required pipe flow = 8.229(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.229(CFS) Normal flow depth in pipe = 10.51(In.) Flow top width inside pipe = 17.74(In.) Critical Depth = 13.33(In.) Pipe flow velocity = 7.68(Ft/s) Travel time through pipe = 0.55 mm. Time of concentration (TC) = 7.61 mm. +++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++++++++++++ Process from Point/Station 113.000 to Point/Station 117.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.350 (Ac.) Runoff from this stream = 8.229(CFS) Time of concentration = 7.61 mm. Rainfall intensity = 5.226(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 119.000 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 [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less Impervious value, Ai = 0.650 12 Sub-Area C Value = 0.710 Initial subarea total flow distance = 48.000(Ft.) Highest elevation = 118.900(Ft.) Lowest elevation = 116.400(Ft.) Elevation difference = 2.500(Ft.) Slope = 5.208 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 5.21 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.95 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC = [1.8*(1.1_0.7100)*( 95.000.5)/( 5.208"(1/3)]= 3.95 Rainfall intensity (I) = 7.979(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.057(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 kk Top of street segment elevation = 116.400(Ft.) End of street segment elevation = 114.800(Ft.) Length of street segment = 158.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(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 = 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 = 1.529(CFS) Depth of flow = 0.299(Ft.), Average velocity = 2.008(Ft/s) Streetfiow hydraulics at midpoint of street travel: Haifstreet flow width = 8.119 (Ft.) Flow velocity = 2.01 (Ft/s) Travel time = 1.31 mm. TC = 5.26 mm. 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 [HIGH DENSITY RESIDENTIAL I (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 6.631(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.461 13 Subarea runoff = 3.003(CFS) for 0.640(Ac.) Total runoff = 3.060(CFS) Total area = 0.650(Ac.) Street flow at end of street = 3.060(CFS) Half street flow at end of street = 3.060(CFS) Depth of flow = 0.355(Ft.), Average velocity = 2.356(Ft/s) Flow width (from curb towards crown)= 10.937(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-fr+++++++ Process from Point/Station 120.000 to Point/Station 117.000 'kk IMPROVED CHANNEL TRAVEL TIME A, to Upstream point elevation = 114.800(Ft.) Downstream point elevation = 112.800(Ft.) Channel length thru subarea = 30.000 (Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flo(q) thru subarea = 3.060(CFS) Depth of flow = 0.145(Ft.), Average velocity = 6.697(Ft/s) Channel flow top width = 3.291 (Ft.) Flow Velocity = 6.70(Ft/s) Travel time = 0.07 mm. Time of concentration = 5.33 mm. Critical depth = 0.309(Ft.) Process from Point/Station 120.000 to Point/Station 117.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.650(Ac.) Runoff from this stream = 3.060(CFS) Time of concentration = 5.33 mm. Rainfall intensity = 6.571(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 8.229 7.61 5.226 2 3.060 5.33 6.571 Qmax(1) = 1.000 * 1.000 * 8.229) + 0.795 * 1.000 * 3.060) + = 10.663 Qrnax(2) = 1.000 * 0.701 * 8.229) + 1.000 * 1.000 * 3.060) + = 8.830 Total of 2 streams to confluence: Flow rates before confluence point: 8.229 3.060 Maximum flow rates at confluence using above data: 14 10.663 8.830 Area of streams before confluence: 2.350 0.650 Results of confluence: Total flow rate = 10.663(CFS) Time of concentration = 7.607 mm. Effective stream area after confluence = 3.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++4-+++++++++++++++4-+++++++++++ Process from Point/Station 117.000 to Point/Station 121.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 106.400(Ft.) Downstream point/station elevation = 105.000(Ft.) Pipe length = 128.00 (Ft.) Mannings N = 0.011 No. of pipes = 1 Required pipe flow = 10.663(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 10.663(CFS) Normal flow depth in pipe = 12.42 (In.) Flow top width inside pipe = 16.65(In.) Critical Depth = 15.03(In.) Pipe flow velocity = 8.20(Ft/s) Travel time through pipe = 0.26 mm. Time of concentration (TC) = 7.87 mm. +++++++++++++++++-1-++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 121.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.000 (Ac.) Runoff from this stream = 10.663(CFS) Time of concentration = 7.87 mm. Rainfall intensity = 5.114(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 123.000 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 [HIGH DENSITY RESIDENTIAL I (2.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 32.000 (Ft.) Highest elevation = 119.100(Ft.) Lowest elevation = 117.300(Ft.) Elevation difference = 1.800(Ft.) Slope = 5.625 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 5.63 %, in a development type of 15 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.85 minutes - TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC= [1.8*(1.1_0.7100)*( 95.000.5)/( 5.625"(1/3)1= 3.85 ' Rainfall intensity (I) = 8.112(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.058(CFS) Total initial stream area = 0.010 (Ac.) Process from Point/Station 123.000 to Point/Station 124.000 IMPROVED CHANNEL TRAVEL TIME "kkk Upstream point elevation = 117.300(Ft.) Downstream point elevation = 116.000 (Ft.) Channel length thru subarea = 165.000 (Ft.) Channel base width = 6.000 (Ft.) Slope or 'z' of left channel bank = 2.000 Slope or 'z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.351(CFS) Manning's 'N' = 0.040 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.351(CFS) of flow = 0.198(Ft.), Average velocity = 1.067(Ft/s) Channel flow top width = 6.792 (Ft.) Flow Velocity = 1.07 (Ft/s) Travel time = 2.58 mm. Time of concentration = 6.43 mm. Critical depth = 0.115 (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 = 5.827(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.440 Subarea runoff = 2.507(CFS) for 0.610(Ac.) Total runoff = 2.565(CFS) Total area = 0.620Ac.) Depth of flow = 0.289(Ft.), Average velocity = 1.347(Ft/s) Critical depth = 0.176(Ft.) +++++++++++++++++-'-++++++++++++++++++++++++++++++++++++++++++f+++++++++ Process from Point/Station 124.000 to Point/Station 121.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 110.600 (Ft.) Downstream point/station elevation = 105.000 (Ft.) Pipe length = 95.00 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.565(CFS) 10 Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.565(CFS) Normal flow depth in pipe = 4.10 (In.) Flow top width inside pipe = 11.38(In.) Critical Depth = 8.24(In.) Pipe flow velocity = 10.83 (Ft/s) Travel time through pipe = 0.15 mm. Time of concentration (TC) = 6.57 mm. ++++-++++++++++++++++++++++++++++++++++++++++++++++-+++++++++++.++++++ Process from Point/Station 124.000 to Point/Station 121.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.620(Ac.) Runoff from this stream = 2.565(CFS) Time of concentration = 6.57 mm. Rainfall intensity = 5.743(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 10.663 7.87 5.114 2 2.565 6.57 5.743 Qmax(l) = 1.000 * 1.000 * 10.663) + 0.890 * 1.000 * 2.565) + = 12.947 Qmax(2) = 1.000 * 0.835 * 10.663) + 1.000 * 1.000 * 2.565) + = 11.473 Total of 2 streams to confluence: Flow rates before confluence point: 10.663 2.565 Maximum flow rates at confluence using above data: 12.947 11.473 Area of streams before confluence: 3.000 0.620 Results of confluence: Total flow rate = 12.947(CFS) Time of concentration = 7.867 mm. Effective stream area after confluence = 3.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 125.000 PIPEFLOW TRAVEL TIME (User specified size) kk Upstream point/station elevation = 105.000(Ft.) Dcwnstream point/station elevation = 103.700 (Ft.) Pipe length = 110.00 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 12.947(CFS) Given •pipe size = 18.00(In.) Calculated individual pipe flow = 12.947(CFS) 17 Normal flow depth in pipe = 14.13(In.) Flow top width inside pipe = 14.79(In.) Critical Depth = 16.19(In.) Pipe flow velocity = 8.70 (Ft/s) Travel time through pipe = 0.21 mm. Time of concentration (TC) = 8.08 mm. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++++++ Process from Point/Station 121.000 to Point/Station 125.000 '" CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.620(Ac.) Runoff from this stream = 12.947(CFS) Time of concentration = 8.08 mm. Rainfall intensity = 5.028(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 200.000 to Point/Station 201.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Dec:mal 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, Al = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 128.800(Ft.) Lowest elevation = 128.000(Ft.) Elevation difference = 0.800(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 In:tial Area Time of Concentration = 4.83 minutes TC = [1.8* (1.1-C) *distance(Ft.) .5) / (% slope" (1/3)] TC = [1.8*(1.1_0.7100)*( 75.000".5)/( 2.000"(1/3)1= 4.83 Rainfall intensity (I) = 7.009(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.050(CFS) Total initial stream area = 0.010(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++4.++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 128.000 (Ft.) Downstream point elevation = 126.700 (Ft.) lip Channel length thru subarea = 121.000 (Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 0.500 Slope or 'Z of right channel bank = 0.500 Estimated mean flow rate at midpoint of channel = 0.877 (CFS) Manning's 'N = 0.015 Maximum depth of channel = 0.500 (Ft.) Flow(q) thru subarea = 0.877(CFS) Depth of flow = 0.120(Ft.), Average velocity = 2 390 (Ft/s) Channel flow top width = 3.120(Ft.) Flow Velocity = 2.39 (Ft/s) Travel time = 0.84 mm. Time of concentration = 5.67 mm. Critical depth = 0.137(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 = 6.317(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.256 Subarea runoff = 1.565(CFS) for 0.350(Ac.) Total runoff = 1.615(CFS) Total area = 0.360(Ac.) Depth of flow = 0.174(Ft.), Average velocity = 3.007(Ft/s) Critical depth = 0.205(Ft.) +++++-1-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 126.700 (Ft.) Downstream point elevation = 123.700 (Ft.) Channel length thru subarea = 75.000 (Ft.) Channel base width = 5.000(Ft.) Slope or 'Z of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' 0.040 Maximum depth of channel = 1.000 (Ft.) Flow(q) thru subarea = 1.615(CFS) ..._.Depth of flow = 0.151(Ft.), Average velocity = Channel flow top width = 5.605 (Ft.) Flow Velocity = 2.01 (Ft/s) Travel time = 0.62 mm. Time of concentration = 6.29 mm. Critical depth = 0.145(Ft.) 2.015 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 Fl PIPEFLOW TRAVEL TIME (User specified size) 19 Upstream point/station elevation = 118.300 (Ft.) Downstream point/station elevation = 116.200 (Ft.) Pipe length = 90.00(Ft.) Mannings N = 0.011 No. of pipes = 1 Required pipe flow 1.615(CFS) Given pipe size = 12.00(In.) Calculated individual, pipe flow = 1.615(CFS) Normal flow depth in pipe = 4.10(In.) - Flow top width inside pipe = 11.38(In.) Critical Depth = 6.48(In.) Pipe flow velocity = 6.82(Ft/s) Travel time through pipe = 0.22 mm. Time of concentraticn (TC) = 6.51 mm. Process from Point/Station 203.000 to Point/Station 204.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.360 (Ac.) Runcff from this stream = 1.615(CFS) Time of concentratiDn = 6.51 mm. Rainfall intensity = 5.778(In/Hr) +++-+++++++++++++++++++++++++++++++++++++++++++++++++++++.+++-++++++++ Process from Point/Station 205.000 to Point/Station 206.000 kk INITIAL AREA EVALUATION "k 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 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 127.400(Ft.) Lowest elevation = 126.600(Ft.) Elevation difference = 0.800(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 2.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.83 minutes TC = [1.8*(1.1_C)*distance(Ftj.5)/(% slope(1/3)] TC= [1.8*(1.1_0.7100)*( 75.000".5)/( 2.000"(1/3)1= 4.83 Rainfall intensity (I) = 7.009(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = C.710 Subarea runoff = 0.050(CFS) Total initial stream area = 0.010 (Ac.) +-++++++++++++++++++++.+++++++++++++++++++++++++++-I-++++++++-++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 20 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 126.600 (Ft.) Downstream point elevation = 125.200 (Ft.) Channel length thru subarea = 140.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 0.500 - Slope or 'Z' of right channel bank = 0.500 Estimated mean flow rate at midpoint of channel = 0.348(CFS) Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) - Flow(q) thru subarea = 0.348(CFS) Depth of flow = 0.219(Ft.), Average velocity = 2.607(Ft/s) Channel flow top width = 0.719 (Ft.) Flow Velocity = 2.61 (Ft/s) Travel time = 0.90 mm. Time of concentration = 5.72 mm. Critical depth = 0.229 (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 = 6.281(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.092 Subarea runoff = 0.530(CFS) for 0.120(Ac.) Total runoff = 0.580(CFS) Total area = 0.130(Ac.) Depth of flow = 0.298(Ft.), Average velocity = 2.992(Ft/s) Critical depth = 0.313(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 SUBAREA FLOW ADDITION 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 U = 1.000 [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Time of concentration = 5.72 mm. Rainfall intensity = 6.281(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.177 Subarea runoff = 0.535(CFS) for 0.120(Ac.) Total runoff = 1.115(CFS) Total area = 0.250 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 21 I F Process from Point/Station 207.000 to Point/Station 208.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 125.200(Ft.) Downstream point elevation = 122.100(Ft.) Channel length thru subarea = 60.000(Ft.) Channel base width = 6.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.040 Maximum depth of channel = 1.000 (Ft.) Flow'q) thru subarea = 1.115(CFS) —Depth of flow = 0.101(Ft.), Average velocity = 1.782(Ft/s) Channel flow top width = 6.403 (Ft.) Flow Velocity = 1.78 (Ft/s) Travel time = 0.56 mm. Time of concentration = 6.28 mm. Critical depth = 0.102 (Ft.) Process from Point/Station 208.000 to Point/Station 204.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 116.700 (Ft.) Downstream point/station elevation = 116.200(Ft.) Pipe length = 10.00 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.115(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.115(CFS) Normal flow depth in pipe = 2.79(In.) Flow top width inside pipe = 10.14(In.) Critical Depth = 5.33(In.) Pipe flow velocity = 8.05 (Ft/s) Travel time through pipe = 0.02 mm. Time of concentration (TC) = 6.30 mm. +++++++++++-1-+++++++++++++++++++++++++++++++++++++++4-++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 204.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.250 (Ac.) Runoff from this stream = 1.115(CFS) Time of concentration = 6.30 mm. Rainfall intensity = 5.900(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 1.615 6.51 5.778 2 1.115 6.30 5.900 Qmax(l) = 1.000 * 1.000 * 1.615) + I 22 I U U U I 0.979 * 1.000 * 1.115) + = 2.736 Qmax(2) = 1.000 * 0.968 * 1.615) + 1.000 * 1.000 * 1.115) + = 2.678 Total of 2 streams to confluence: Flow rates before confluence point: 1.615 1.115 Maximum flow rates at confluence using above data: 2.706 2.678 Area of streams before confluence: 0.360 0.250 Results of confluence: Total flow rate = 2.706(CFS) Time of concentration = 6.510 mm. Effective stream area after confluence = 0.610 (Ac.) +++++++++++++++++++-i-++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 209.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 116.200(Ft.) Downstream point/station elevation = 111.600(Ft.) Pipe length = 150.00 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.706(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.706(CFS) Normal flow depth in pipe = 5.03(In.) Flow top width inside pipe = 11.84(In.) Critical Depth = 8.47(In.) Pipe flow velocity = 8.67(Ft/s) Travel time through pipe = 0.29 mm. Time of concentration (TC) = 6.80 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 209.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.610 (Ac.) Runoff from this stream = 2.706(CFS) Time of concentration = 6.80 mm. Rainfall intensity = 5.619(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 *kk 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 [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less 23 Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 45.000 (Ft.) Highest elevation = 120.300(Ft.) Lowest elevation = 119.350(Ft.) Elevation difference = 0.950(Ft.) Slope = 2.111 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.11 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.74 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC = [1.8*(1.1_0.7100)*( 75.000".5)/( 2.111(1/3)1= 4.74 Rainfall intensity (I) = 7.091(In/I-Ir) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.050(CFS) Total initial stream area = 0.010 (Ac.) ++++-++++++++++++++++++-l-++++++++++++++++++++++-}-+++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 212.000 IMPROVED CHANNEL TRAVEL TIME 'k Upstream point elevation = 119.350 (Ft.) Downstream point elevation = 117.400 (Ft.) Channel length thru subarea = 70.000 (Ft.) Channel base width = 4.000(Ft.) Slope or IZI of left channel bank = 2.000 Slope or 'Z of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 0.940(CFS) Mannings 'N = 0.040 Maximum depth of channel = 1.000 (Ft.) Flow(q) thru subarea = 0.940(CFS) —Depth of flow = 0.139(Ft.), Average velocity = 1.580(Ft/s) Channel flow top width = 4.556 (Ft.) Flow Velocity = 1.58 (Ft/s) Travel time = 0.74 min. Time of concentration = 5.48 mm. Critical depth = 0.117(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 = 6.459(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.270 Subarea runoff = 1.692(CFS) for 0.370 (Ac.) Total runoff = 1.743(CFS) Total area = 0.380(Ac.) Depth of flow = 3.200(Ft.), Average velocity = 1.977(Ft/s) Critical depth = 0.176(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-1-+++++++++ Process from Point/Station 212.000 to Point/Station 209.000 kkkk PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 112.000 (Ft.) Downstream point/station elevation = 111.600 (Ft.) Pipe length = 12. 00 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.743(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.743(CFS) Normal flow depth in pipe = 3.88(In.) Flow top width inside pipe = 11.23(In.) Critical Depth = 6.74(In.) Pipe flow velocity = 7.92(Ft/s) Travel time through pipe = 0.03 mm. Time of concentration (TC) = 5.50 mm. +++-F++++++++++++++++++++++++++++++++-1-+++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 209.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.380 (Ac.) Runoff from this stream = 1.743(CFS) Time of concentration = 5.50 mm. Rainfall intensity = 6.440(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 2.706 6.80 5.619 2 1.743 5.50 6.440 Qmax(l) = 1.000 * 1.000 * 2.706) + 0.873 * 1.000 * 1.743) + = 4.227 Qmax(2) = 1.000 * 0.809 * 2.706) + 1.000 * 1.000 * 1.743) + = 3.933 Total of 2 streams to confluence: Flow rates before confluence point: 2.706 1.743 Maximum flow rates at confluence using above data: 4.227 3.933 Area of streams before confluence: 0.610 0.380 Results of confluence: Total flow rate = 4.227(CFS) Time of concentration = 6.798 mm. Effective stream area after confluence = 0.990 (Ac.) I I 25 I I I I I I LI I I I I I Process from Point/Station 209.000 to Point/Station 213.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 111.600(Ft.) Downstream point/station elevation = 110.300 (Ft.) Pipe length = 175.00(Ft.) Mannings N = 0.011 No. of pipes = 1 Required pipe flow = 4.227(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.227(CFS) Normal flow depth in pipe = 8.74(In.) Flow top width inside pipe = 14.79(In.) Critical Depth = 10.00(In.) Pipe flow velocity = 5.69(Ft/s) Travel time through pipe = 0.51 mm. Time of concentration (TC) = 7.31 mm. +++.+++++++++++++++++++++++.++++++++++++++++++++++++++++++++++1-+++++++ Process from Point/Station 209.000 to Point/Station 213.000 kk* CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.990(Ac.) Runoff from this stream = 4.227(CFS) Time of concentration = 7.31 mm. Rainfall intensity = 5.362(In/Hr) +++ .I-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++ Process from Point/Station 214.000 to Point/Station 215.000 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 [HIGH DENSITY RESIDENTIAL I (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 119.700(Ft.) Lowest elevation = 118.400(Ft.) Elevation difference = 1.300(Ft.) Slope = 3.250 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 3.25 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.50 minutes TC = [1.8* (1.1-C) *distance(Ft. ) ".5) / (% slope" (1/3)1 TC = [1.8*(1.1_0.7100)*( 90.000".5)/( 3.250A (1/3)1= 4.50 Rainfall intensity (I) = 7.336(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCiA) is C = 0.710 Subarea runoff = 0.052(CFS) Total initial stream area = 0.010(Ac.) Aw Process from Point/Station 215.000 to Point/Station 216.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 118.400 (Ft.) End of street segment elevation = 116.700 (Ft.) Length of street segment = 135.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(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 = 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 = 0.483(CFS) Depth of flow = 0.220(Ft.), Average velocity = 1.755(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 4.155 (Ft.) Flow velocity = 1.76(Ft/s) Travel time = 1.28 min. TC = 5.78 mm. 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 [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 6.240(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.156 Subarea runoff = 0.923(CFS) for 0.210 (Ac.) Total runoff = 0.975(CFS) Total area = 0.220(Ac.) Street flow at end of street = 0.975(CFS) Half street flow at end of street = 0.975(CFS) Depth of flow = 0.261(Ft.), Average velocity = 1.986(Ft/s) Flow width (from curb towards crown)= 6.232 (Ft.) Process from Point/Station 216.000 to Point/Station 213.000 IMPROVED CHANNEL TRAVEL TIME (1 I /'s Upstream point elevation = 116.700 (Ft.) Downstream point elevation = 115.700(Ft.) Channel length thru subarea = 12.000(Ft.) Channel base width = 16.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 I 27 Manning's 'N' = 0.040 Maximum depth of channel = 1.000 (Ft.) Flow(q) thru subarea = 0.975(CFS) -Depth of flow = 0.045(Ft.), Average velocity = 1.349(Ft/s) Channel flow top width = 16.180 (Ft.) Flow Velocity = 1.35(Ft/s) Travel time = 0.15 mm. Time of concentration = 5.93 mm. Critical depth = 0.049(Ft.) +++++++++++.++-I-++++++++++++++++++++++++++++++++++++++++++++++++++.++++ Process from Point/Station 216.000 to Point/Station 213.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.220(Ac.) Runoff from this stream = 0.975(CFS) Time of concentration = 5.93 mm. Rainfall intensity = 6.139(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 4.227 7.31 5.362 2 0.975 5.93 6.139 I Qmax(l) = 1.000 * 1.000 * 4.227) + 0.873 * 1.000 * 0.975) + = 5.078 I Qmax(2) = 1.000 * 0.811 * 4.227) + 1.000 * 1.000 * 0.975) + = 4.401 I Total of 2 streams to confluence: Flow rates before confluence point: 4.227 0.975 I Maximum flow rates at confluence using above data: 5.078 4.401 Area of streams before confluence: I 0.990 0.220 Results of confluence: Total flow rate = 5.078(CFS) Time of concentration = 7.310 mm. Effective stream area after confluence = 1.210 (Ac.) I +++-I--4-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 125.000 PIPEFLOW TRAVEL TIME (User specified size) kk Upstream point/station elevation = 110.300(Ft.) I Downstream point/station elevation = 103.700 (Ft.) Pipe length = 17.00 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 5.078(CFS) I G:ven pipe size = 18.00(In.) 1 28 H n n I Calculated individual pipe flow = 5.078(CFS) Normal flow depth in pipe = 3.13 (In.) Flow top width inside pipe = 13.64(In.) Critical Depth = 10.41(In.) Pipe flow velocity = 24.74 (Ft/s) Travel time through pipe = 0.01 mm. Time of concentration (TC) = 7.32 mm. +++++++++++++++++++++++++++++++++++++++.++++++++++++++++++++++,-+++++++ Process from Point/Station 213.000 to Point/Station 125.000 kkk CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.210(Ac.) Runcff from this stream = 5.078(CFS) Time of concentration = 7.32 mm. Rainfall intensity = 5.356(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 12.947 8.08 5.028 2 5.078 7.32 5.356 Qmax(l) = I 1.000 * 1.000 * 12.947) + 0.939 * 1.000 * 5.078) + = 17.714 Qmax(2) = U 1.000 * 0.906 * 12.947) + 1.000 * 1.000 * 5.078) + = 16.814 Total of 2 main streams to confluence: I Flow rates before confluence point: 12.947 5.078 Maximum flow rates at confluence using above data: I 17.714 16.814 Area of streams before confluence: 3.620 1.210 Results of confluence: Total flow rate = 17.714(CFS) Time of concentration = 8.077 mm. I Effective stream area after confluence = 4.830(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-I-++++++ Process from Point/Station 125.000 to Point/Station 126.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 103.700 (Ft.) Downstream point/station elevation = 97.500 (Ft.) Pipe length = 28.00 (Ft.) Manning 's N = 0.013 No. of pipes = 1 Required pipe flow = 17.714(CFS) I 29 I I I - Given pipe size = 18.00(In.) Calculated individual pipe flow = 17.714(CFS) Normal flow depth in pipe = 7.45(In.) Flow top width inside pipe 17.73 (In.) - Critical depth could not be calculated. Pipe flow velocity = 25.65 (Ft/s) Travel time through pipe = 0.02 mm. Time of concentration (TC) = 8.10 mm. End of computations, total study area = 4.830 (Ac.) I I Mi BASIN SUMMARY Basin 1 See Nodes 115-116 of proposed hydrology study Q=1.86cfs Depth of Flow = 0.50 ft Basin 2 See Nodes 207-208 of proposed hydrology study Q= 1.12 cfs Depth of Flow = 0.10 ft Basin 3 See Node 103 of proposed hydrology study & trapezoidal channel calculation this section Q = 2.75 cfs Depth of Flow = 0.28 ft Basin 4 See Nodes 211-212 of proposed hydrology study Q = 0.94 cfs Depth of Flow = 0.14 ft Basin 5 See Nodes 216-213 of proposed hydrology study Q=0.98cfs Depth of Flow = 0.05 ft Basin 6 See Node 120 of proposed hydrology study & trapezoidal channel calculation this section Q=3.06cfs Depth of Flow = 0.13 ft Basin 7 See Node 106 of proposed hydrology study & trapezoidal channel calculation this section Q=1.07cfs Depth of Flow = 0.16 ft Basin 8 See Nodes 123-124 of proposed hydrology study Q= 1.35 cfs Depth of Flow = 0.20 ft Basin 9 See Node 109 of proposed hydrology study & trapezoidal channel calculation this section Q=0.70cfs Depth of Flow = 0.19 ft Basin 10 See Node 112 of proposed hydrology study & trapezoidal channel calculation this section Q= 1.61 cfs Depth of Flow = 0.23 ft Basin 11 See Nodes 202-203 of proposed hydrology study Q = 1.62 cfs Depth of Flow = 0.15 ft * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * O'Day Consultants, Inc. * I* 2710 Loker Avenue West, Suite 100 * * Carlsbad, CA 92008 * * Tel: 760-931-7700 Fax: 760-931-8680 * I *** *** *** *** I *** *** 1<-------------( 7.13) -------------->1 '''""" Water Depth ( 0.28) '"*** I *** *** *** *** *** *** - ***I<-----( 6.00)____>l*** I ************************ ******************** Trapezoidal ------------------ Channel Flowrate ..................2.750 CFS I Velocity ..................1.492 fps -)'Depth of Flow .............0.281 feet Critical Depth . ...........0.184 feet Freeboard ..................0.000 feet I Total Depth ...............0.281 feet Width at Water Surface 7.126 feet I Top Width .................7.126 Slope cf Channel 1.000 feet % Left Side Slope ...........2.000 : 1 Right Side Slope ..........2.000 : 1 I Base Width ................6.000 feet X-Sectional Area 1.847 sq. ft. Wetted Perimeter 7.259 feet AR'(2/3) ..................0.742 I 0.040 I I I * O'Day Consultants, Inc. * 2710 Loker Avenue West, Suite 100 * Carlsbad, CA 92008 * * Tel: 760-931-7700 Fax: 760-931-8680 * ij rT iJo d o ****** ****** *** *** *** *** *** *** -------------------( 26.501 ) -------------->1 Water Depth ( 0.13 *** *** *** *** *** *** ***l<-----( 26.00)___>I*** * ** * ** ** *** *** * * * * * * * ** * ** ** * * * ** *** * * * * ** ** Trapezoidal Channel ------------------ Flowrate ..................3.060 CFS Velocity ..................0.926 fps .-*Depth of Flow .............0.126 feet Critical Depth ............0.078 feet Freeboard .................0.000 feet Total Depth ...............0.126 feet Width at Water Surface ... 26.503 feet Top Width .................26.503 feet Slope of Channel 1.000 % Left Side Slope 2.000 : 1 Right Side Slope 2.000 : 1 Base Width ................26.000 feet X-Sectonal Area 3.304 sq. ft. Wetted Perimeter 26.563 feet AR"(2/3) ..................0.823 Mannings In' .............. 0.040 * O'Day Consultants, Inc. * 2710 Loker Avenue West, Suite 100 * Carlsbad, CA 92008 * * Tel: 760-931-7700 Fax: 760-931-8680 * I *** *** *** *** *** *** - ------- -------------- ( 6.64') -------------->1 Water Depth ( 0.16) ""*** *** *** *** *** *** ***I<-----( 6.00)____>*** ************************ ******************** Trapezoidal Channel ------------------ Flowrate ...................1.070 CFS Velocity ..................1.056 fps -Depth of Flow .............0.161 feet Critical Depth ............0.102 feet Freeboard .................0.000 feet Total Depth ...............0.161 feet Width at Water Surface 6.644 feet Top Width .................6.644 feet Slope cf Channel 1.000 % Left Side Slope 2.000 : 1 Right Side Slope 2.000 : 1 Base Width ................6.000 feet X-Sectional Area 1.018 sq. ft. Wetted Perimeter 6.720 feet 0.289 AR(2/3) ................. 0.040 ******************k * O 'Day Consultants, Inc. * 2710 Loker Avenue West, Suite 100 * Carlsbad, CA 92008 * * Tel: 760-931-7700 Fax: 760-931-8680 * ce AJt)c1 )Ci ****** *** *** *** *** *** *** 1<-,------------( 3.741 ) -------------- '""' Water Depth ( 0.19I)""'*** *** *** *** *** *** ***<------3.00 )____>I*** * ** * *** * * *** **** * * * ** * ** * * * * * * * * * * * * * * * * * * * * Trapezida1 Channel ------------------ Flowrate ..................0.700 CFS Velocity ..................1.112 fps —Jepth of Flow .............0.186 feet Critical Depth ............0.117 feet Freeboard .................0.000 feet Total Depth ...............0.186 feet Width ac Water Surface 3.744 feet Top Width .................3.744 feet Slope of Channel 1.000 % Left Side Slope 2.000 : 1 Right Side Slope 2.000 : 1 Base Width ................3.000 feet X-Sectional Area 0.627 sq. ft. Wetted Perimeter 3.832 feet AR"(2/3) ..................0.188 Mannincs 'n' .............. 0.040 * O'Day Consultants, Inc. * 2710 Loker Avenue West, Suite 100 * Carlsbad, CA 92008 * * Tel: 760-931-7700 Fax: 760-931-8680 * 0 ****** ****** *** *** *** *** *** *** -- ------------- ( 5.91') --------------> *** ***-A^A^A^ Water Depth ( 0.23) """"*** *** *** *** *** *** *** 1 <-----( 5.00)----> *** *** *** *** * **** * * * * * * * *** ***** ** * ** * *** *** ** * Trapezoidal Channel ------------------ Flowrate ..................1.610 CFS Velocity ..................1.298 fps Depth of Flow .............0.228 feet Critical Depth ............0.142 feet Freeboard .................0.000 feet Total Depth ...............0.228 feet Width at Water Surface 5.911 feet Top Width .................5.911 feet Slope of Channel 1.000 % Left Side Slope 2.000 : 1 Right Side Slope 2.000 : 1 Base Width ................5.000 feet X-Sectional Area 1.243 sq. ft. Wetted Perimeter 6.019 feet AR"(2/3) ...................0.434 Mannings In' .............. 0.040 SECTION 5