Loading...
HomeMy WebLinkAboutCT 03-02; Carlsbad Ranch PA 5; Hydrology and Hydraulic Study Part 1; 2005-08-23i f HYDROLOGY AND HYDRAULIC STUDY FOR CARLSBAD RANCH, PLANNING AREA 5 - RESORT SITE, PHASE 1 CARLSBAD, CA CT 03-02 PREPARED BY: EXCEL ENGINEERING 440 State Place Escondido, CA 92029 (760) 745-8118 EXCEL JOB NO. 04-119 August 23, 2005 TABLE OF CQNTENTS Objective Overview • Project Location • Project Site Description Methodology • Hydrology o Pre & Post Development • Plydraulics o Storm Drain System A, B, C & D o Curb Inlets & Type F Catph Basins o Brooks Box Grated Inlets o Brow Ditch & Channel Hydraulic Calculations i Regional Quality Control Board Requirements • 85™ Percentile Storm Conclusions Appendix A. Vicinity Map B. Charts & Figures From The San Diego County Hydrology Manual 2003 C. Pre-Development Hydrology Calculation 10 Year Storm D. Pre-Development Hydrology Calculation 100 Year Storm E. Post-Development Hydrology Calculation 10 Year Storm, Nodes 100 Series F. Post-Development Hydrology Calculation 100 Year Storm, Nodes 100 Series G. Post-Development Hydrology Calculation 10 Year Storm, Nodes 200 Series H. Post-Development Hydrology Calculation 100 Year Storm, Nodes 200 Series I. Post-Development Hydrology Calcfilation 10 Year Storm, Nodes 300 Series .1. Post-Development Hydrology Calculation 100 Year Storm, Nodes 300 Series K. Storm Drain System Calculation Stprm Drain Lines A-1 To A-7 L. Storm Drain System Calculation Stprm Drain Lines B-1 To B-15 M. Storm Drain System Calculation Stprm Drain Lines B-16 To B-30 N. Storm Drain System Calculation Stirm Drain Lines B-31 To B-35 0. Storm Drain System Calculation Storm Drain Line B-36 P. Storm Drain System Calculation Storm Drain Lines C-l To C-7 & D-1 Q. Curb Inlet Calculations R. Type F Inlet Calculations S. Brooks Box Grated Inlet Calculations T. Brow Ditch & Channel Hydraulic Calculations U. Rock Rip Rap Sizing Calculations V. Temporary Desilting Basins & Riser Calculations W, Regional Quality Control Board Requirements X. Pre & Post Development Hydrology Basin Maps & Storm Drain Line Grading Plan Index Sheet Y. Portions of the "Hydrology Study for Lego Drive Storm Drain and Temporary Channel" done by Nolte & Associates, Inc. dated September 12, 1996 OBJECTIVE I I I The objective of this study is to determine the amount of 6 hour 10 year and 100 year storm runoff that the proposed project will be generating. This study will also guide the design ofthe proposed private and public storm drain facilities in such a way as not to negatively impact the existing downstream storm drain facilities. OVERVIEW PROJECT LOCATION The proposed development is located west of Hidden Valley Road, south of Camion Road and north of the Legolanc^ Family Park within the Carisbad Ranch development in the city of Carlsbad, County of San Diego, California (see Appendix - Vicinity Map). The site is undeveloped land within a north-south trending canyon on the east. The proposed Planning Area 5 Resort is being considered within Lot 17 ofthe Carisbad Ranch development. Lot 17 is approximately 56.4 acres in the northeast corner ofthe Carisbad Ranch development and is situated north of Lot 18, which is occupied by the Legoland California Theme Park. PROJECT SITE DESCRIPTION The subject site has an approximate area of 56.40 acres. The site is also identified as Assessor's Parcel Number 211-100-12 & 211-100-08. It is sun-ounded by developed and undeveloped land, and open space parcels. A northwest-southeast trending ridge characterizes the site area. Elevations at the site ranges from approximately 180 feet mean sea level on the west side of the property to approximately 250 mean sea level on the ridgeline along the eastern edge of the property. The site has a relatively gentle slope but there is a near vertical slope parallel aijid adjacent to the eastern property line. Estimated variance in height is 10 to 40 ft for this near vertical slope. The surrounding terrain is mild to steep slopes. Access to tlje site is from Hidden Valley Road & Camion Road. The proposed on-site private driveway will connect Hidden Valley & Cannon Roads. • At present the site contains vegetation that includes low-lying desert scrub on the eastern slopes ofthe site; the remainder of the property is currently being farmed with various species of flowers. Natural drainage swales run along the westerly propeity line and brow ditches run along the south & southwesterly property line. The swales and brow ditches drain to exiting detention basins or to existing storm drain systems. The existing storni drain systems are located within Hidden Valley Road, Cannon Road and Lego Drive. All three systems will be utilized by this development. The proposed on-site storm drain systems have been divided up into four systems (A, B, C, and D). System A drains to an existing 18" RCP stub-out on Camion Road. System B drains to an existing 60" storm drain within Lego Drive, which ultimately drains into a detention basin on the I I I I north side of Palomar Aiiport Road. Systems C and D drain into the existing storm drain within Hidden Valley Road; this storm drain ultimately drains into a detention basin located to the north of Palomar Airport Road and to the west of Hidden Valley Road. The proposed development will contain a combination of parking lots/areas, swimming pools, landscaping, and dwelling or building areas as well as the proposed driveway that will provide access tiiroughout the entire site. Infrastructure will include new storm drainage as well as water and sewer main extensions and new dry utility runs/extensions to service the lots. | I ! METHODOLOGY HYDROLOGY \ The Rational Method as outlined'in the San Diego County Hydrology Manual 2003 Edition was followed in this study. The CIVILCADD / CIVILDESIGN software version 7.4 was used to calculate the stomis. Specifically, we used the software's San Diego 2003 Rational Method module. This computer program has taken into account the changes that the 2003 manual implemented. Such changes include, but are not limited to, the time of concentration and urban ai"ea runoff coefficients. Please see the calculation printouts and the hydrology basin maps in the Appendix. HYDRAULICS The Hydraflow storm Sewers version 8.0 software was used in the hydraulic calculations. Said software uses the energy-based Standard step method when computing the hydraulic profile. This methodology is an iterative procedure that applies Bernoulli's energy equation between the downstream and upstream ends of each line in the system. It uses Maiming's equation to determine head losses due to pipe friction. Since the 10 year storm is less thai-j the 100 year storm, we only analyzed the proposed storm drain systems using the IQO year runoff. Runoff as calculated in the hydrology section of this study was used to design the proposed storm drain systems. Storm drain System A comiects t9 an existing 18" RCP at Cannon Road. The HGL as shown in the as-built plans for the|said existing RCP (sheet 36 of drawing 333- 2G) was used as the starting HGL for this proposed storm drain system. The as-built plan shows that this existing 18" RCP that we are connecting to was originally designed to cany a Q100=20 cfs. We are only discharging a Q100=17.8 cfs after development. Storm drain System B connects to an existing 60" RCP at Lego Drive. The HGL as shown in the as-built plans for the said existing RCP (sheet 9 of drawing 333-2H) was used as the starting FIGL for this propose storm drain system. The as-built pian shows that this existing 60" RCP is only canying a Q 100=116 cfs. However, the hydrology study done by Nolte & Associates dated September 12, 1996 and is on file at the city, shows that this existing line (directly downstream to the point where we are connecting to) was designed to carry the ultimate Q100=252.61. The outflow at Node 244 is equal to 142.7 cfs, which corresponds to the Nolte &. Associates study node 5.0, which is equal to 152.9 cfs. This 152.9 cfs is for the ultimate design of the 60" Storm Drain in Lego Drive. Therefore, we are slightly less the ultimate proposed flows from the original study. I I I Y Please see the attached portion of the said hydrology study in Appendi/X/Particulariy see calculations for nodes 5.0 to 6,1, 6,0 to 6,1 and 6,1 to 7,2, Another hydrology study was completed by Nolte and Associates dated January 10, 1997, this study analyzed the ultimate flows with respect to the detention basins for the overall Carisbad Ranch. Storm drain System C comiects to an existing 30" RCP at Hidden Valley Road. The HGL as shown in the as-built plans for the said existing RCP (sheet 4 of drawing 333-2V) was used as the starting HGL fcjr this propose storm drain system. The Q on the improvement plans for the storm drain in Hidden Valley Road for the pipe (30" rep) downstream of the existing curb inlets is'equal to 29,0 cfs. After post development analysis the Q in this storm drain is equal to 35,9 cfs. See the analysis in Appendix P, The increase can be attributed to a small diversion of runoff onsite that is directed to this storni drain system as well as the use of the County of San Diego's new hydrology method. The new hydrology method is slightly more conservative and would produce higher results than from the old method. The increase in flows was run thi'ough the storni drain system in Hidden Valley Road to check the adequacy of the system with respect to the new Q. Please see the calculation printouts and the hydrology basin maps in Appendices C through P and W. For the curb and type F inlet calculations, please see the appropriate section in Appendices Q, R and S. For the brow ditch and channel calculations, please see Appendix T, REGIONAL OUALITY CONTROL BOARD REOUIREMENTS Please see Appendix W, j CONCLUSION As shown on the calculations that dre attached in the Appendices and the methodology used, we have proven that this project does not negatively impact the downstream storm drain facilities. Even though the post-development QIOO runoffs are higher than the pre- development, we have shown that the existing downstream storm drain facilities can handle the increased runoff since they were designed with the ultimate conditions in mind. Detention has been accounted for in the overall drainage studies for the Carisbad Ranch using ultimate development conditions. The detention basins are located off-site along the frontage ofthe Legoland Family Park adjacent to Palomar Airport Road. Storm drains in Lego Drive and Hidden Valley Road drain to these detention basins. The total flows for post development from our site is equal to 196,4 cfs. The previously assumed calculations for this site for post development are equal to 201,9 cfs. We have also demonstrated that this project meets the requirements ofthe Regional Water Quality Control Board since the permanent BMPs that we are proposing exceed the minimum standards that the Board has implemented, (See the 85"' percentile calculations in Appendix W) VICINITY MAP t 'ark Or oE 3700 rn 5 -^2100ft ,0^ Pnr.lftc hi' 4 n Manrtims. Dr ,©5005 N>^VTEQ B CHARTS & FIGURES FROM THE 5AN DIEGO COUNTY HYDROLOGY MANUAL 2003 I 32.30' 33*30' Mexico County of San Diego Hydrology Manual Soil Hydrologic Groups Leaend Soil Groups IPS Group A Group 8 Group C Group D • Undetermined Data Unavailable iSas SaSCIS 3 0 3 Mile Section: Page: RUNOFF COEFF. JENTIFOR URBAN AREAS Ji!iCS_Elenients Undisturbed Nauiral Terrain (Natural) Low Density Residential (LDR) Low Density Residential (LDR) Low Density Residential (LDR) Medium Density ResTdential (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 L) -^^5^™15I£ialAndus^^ J^^^HElZ_Elements Pennanent 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 _^£WienUJndu^ JiHB^f Coefficient "C" % IMPER 0* 10 20 25 30 40 45 50 65 80 85 90 90 95 DU/A - dwelling units per acre "'^"^^ ^^-^a will remain namral NRCS = National Resources Conseiwation Service 6 of 26 g the pervious runoff forever (e.g.. the area 3-6 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 T,- values based on average C values for the Land Use Element are also included. These values can be used in plamiing and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 1 MAXIMUM OVEJlLAND FLOW LENGTH (LM) Element* DU/ Acre .5% 1% i 1 2% 1 3% 5% 10% Element* DU/ Acre LM T LM T LM LM T LM Ti LM I Ti Namral 50 13.2 70 12.5 85 10.9 100 10.3 100 8,7 100 6.9 LDR 1 50 12,2 70 11.5 85 10,0 100 9,5 100 8,0 100 6.4 LDR 2 50 1 11.3 70 10.5 85 9.2 100 8,8 100 7,4 100 5.8 LDR 2,9 50 1 10,7 70 10.0 85 8,8 95 8,1 100 7,0 100 5.6 MDR 4.3 50 1 10,2 70 9.6 80 8.1 ' 95 7.8 100 6.7 100 5,3 MDR 7.3 50 9,2 65 8,4 80 7.4 95 7,0 100 6,0 100 4.8 MDR 10.9 50 8,7 65 7.9 80 6,9 90 6,4 100 5.7 100 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 1 5,3 65 4.7 75 4,0 85 3,8 95 3,4 100 2,7 N, Com 50 ! 5,3 60 75 4,0 85 3,8 95 3,4 100 2,7 G, Com 50 4,7 60 4.1^ 75 3,6 85 3,4 90 I 2.9 1 100 2,4 CP./Com 50 4,2 60 3,7; 1 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 General I, 50 3,7 60 3,2 1 70 2,7 1 80 2,6 90 2,3 100 1,9 *See Table 3-1 for more detailed description 3-12 _Cirange County - M. e K i c p County of San Diego Hydrology Manual Rainfall Isopluvials 1^0_YeaiJfcn£ilainE^^ Hour Isopluvial (inches) ^SJS SffiGIS 3 0 3 Miles County of San Diego Hydrology Manual Rainfall Isopluvials MVHJLR5i]lf?M^verU-24 Hour Isopluvial (inches) DPW *Gis SaSGIS V/c Hav^>;a:, t5i^„ Covered 3 0 3 Mile Directions for Application- (2) Adjust 6 hr precipitation (If necessary) so that It is within appSfetSSr"/" P-P^tatlon (not (3) Plot 6 hr precipitation on the right side ofthe chart 4) Draw a line through the point parallel to the plotted lines ^^^^^t^^^-'^'^^ the location ' Application Form: (a) Selected frequency j/^^ year ^ P24 = ±^ ,^ = _5g %(2) I (c) Adlusted Pg(2) = 2j£_ 24 R''^^^-^ • ^ in. (*^) ~ rnln. (e) I = in,/hr. '°"2Sjr^^^S^'--^^<V-Duration-Prequencv P6 Duralion s 7 10: 15 20 25 30 40 50 60 90 TiZQ 150 iio 240 360^ 1 S 2.63 2.12 1.68 1.30 1.08 0.S3 0,83 0,69 0-60 0.53 0.41 0.34 0.29 0.26 0,22^ Q.19 0,17 2.S I 3 9-^ 5 27 3.18i4.24 2 53 3 37 1.9512.59: 1.621 2.is'i 1-4011.87! 1.24i 1.66! 1 03 1 38 0 90 1 19 0.80n.06: 0.6110-82 < 0 51 0 68 0,44 i 0-59 i 0.39ia52i 0 33~0 43^ 0,29! 0.381 0 25 0 33 3.5 I 6,59; 7.90: 9.221 5.30: 6.36 '7 421 •*,2115;X)5;5J0! 3_24 3 89''4_54 2 69'j23_3 77 2,33 i2.80'3.27! 2 07 2 49 2 90 1.72!2.07!2 41i 1.79! 2-09! 1.59i I'ssi 1.23il,43i I.OzriTisl 0,88 i I'bSI 0.78 ; 0_91! O54_'0_65 0 76 0.47|0.58iO_^66! 0-42 i 0.50 iC'^B^ 4.5 I 1 49 1.33 i 1 02 0 85 0.73 i 0 65 10.54 8.48 6.74 5.19 4.31 3.73 3.32 2.76 ' 2.39 : 2.12 : 1,63 i 1.36 1-18 1.04 _aa7 _075 0.S7 5,5 11.86: 9.54 7.58 5.84 4.85 4-20 3-73 3-10 2^9_ 2.39 1.84, 1,53 1.32 1.18 0.93 0.85 0.7S 13.17 10.60 J.42 6.49 5.39 4.67 4.15 3.4S 2^38 2.65 2.04 1.70 1.47 1.31 1-08 0.94 0-84 14.49! 15 81 ;1l.66i12 72 : 9.27 ; 10.11 7.I3I 7.78 5.93 5.13 4.56 3.79 3.28 : 2.92 : 2.2.5 1.87 : 1.62 ; 1.44 : ijigj 1.£3 0.92 6.46 5.60 4.96 4.13 3.58 3.18 2.45 2.04 1.76 1.57 139 _V13 1.00 Intensity-Duration Design Chart - Template 3-1 EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) =1.3% Runoff Coefficient (C) = 0 41 Overland Flow Time (T)= 9.5 Minutes 1-8(1.1-C)'/D" .^^TO^ort^r^e^^ede^^^^ 1965 Rational Formula - Overland Time of Flow Nomograph 3-3 AE Feet - 5000 -4000 -3000 • 2000 Tc Tc L AE EQUATION /11.9Ln0.385 \ AE 7 Time of concentration (houre) Watercourse Distance (miles) Change in elevation along effective slope line (See Figure 3-5) (feet) Tc Hours Minutes -240 •180 — 1000 900 800 -•TOO 1- 600" -SOO \ \ -400 \ • 300 •200 •100 \ \ \ L \ Miles Feet \ \- \ •40 — 30 0.5- 4000 - 3000 10 .2000 I—1800 1600 — 1400 — 1200 1000 — 900 — 800 — 700 — 600 -500 400 — 300 • 200 \ \ \ •10 AE SOURCE: California Division of Highways (1941) and Kirpich (1940) -9 -•8 -7 -6 — 3 Tc FIGURE Nomograph fpr Determination of Time of Concentration (Tc) or Travel Time (Tt) for Natural Watersheds Watershed Divide Watershed Divide, Area "A" = Area "B" SOURCE: California Division of Highways (1941) and Kirpich (1940) Design Point Design Point (Watershed Outlet) FIGURE Computation of EffectivejSlope for Natural Watersheds 3 Ef EQUATION: V = 1A9_ s'' n SOURCE; USDOT, FHWA, HDS-3 (1961) GENERA. SOLUTION ,0.01 0.02 -0.03 c 0) 'u it CD O o to f w tu 0.04 0.05 r -0,06 ,0.07 0.08 1-0,09 ^0,10 0.2 0.3 '-0,4 FIGURE iWanning's Equation Nomograph PRE-DEVELOPMEr^T HYDROLOGY CALCULATION 10 YEAR STORM Upstream point elevation = 221,000(Ft.) Downstream point elevation = ,197.600(Ft.) Channel length thru subarea =| 614.000(Ft,) Channel base riidth = 0.5(j)0(Ft,) Slope or '2' of left channel bapk = 2,000 Slope or 'Z' of right channel bank = 2,000 Estimated mean flow rate at midpoint of channel = 2,740(CFS) Manning's 'N' = 0,015 , Maximum depth of channel Flow(q) thru subarea = 2. Depth of flow = 0,34 6(Ft,), Ai^erage velocity = 6,645(Ft/s) Channel flow top width = 1, Flow Velocity = 5,65(Ft/s) Travel time = 1,54 rain. Time of concentration = 9,55 min. Critical depth = 0,539(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction'soil group B Decimal fraction soil group C Decimal fraction soil group D [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.320 Rainfall intensity = 2.951(In/Hr) for a 10,0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0,320 CA = 1,677 Subarea runoff = 4.493(CFS) for 4,810(Ac,) Total runoff = 4.947(CFS) Total area = 5,240(Ac, Depth of flow = 0.454(Ft.), Average velocity = 7,731(Ft/s) Critical depth = 0,711(Ft.) ..O00(Ft. ) . 7ja0 (CFS) Average velocity ,884(Ft.) 0. 000 1, 000 0.000 0 . 000 Process from Point/Station I 3.000 to Point/Station •«•*** PIPEFLOW TRAVEL TIME (User Specified size) **** 5, 000 Upstream point/station elevation p 189.930(Ft.) Downstream point/station elevatiop = 169.790(Ft.) Pipe length = 56.35(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.947 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.947 (CFS) Normal flow depth in pipe = 3.14(In.) Flow top width inside pipe = 16.18 (In.) Critical Depth = 9,39(In,) Pipe flow velocity = 20,43 (Ft/s) Travel time through pipe = 0,05 min. Time of concentration (TC) = 9.60 min. Process from Point/Station **»* CONFLUENCE OF MINOR STREAMS 5.000 to Point/Station ,000 Along Main Stream number: Stream flow area = 5 Runoff from this stream = Time of concentration = Rainfall intensity = 1 in normal stream number 1 240 (Ac,) 4.947(CFS) 9, 60 min. 2,941(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 4.000 to Point/Station 5,000 A = Decimal fraction :soil group Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [LOW DENSITY RESIDENTIAL (1.0 DU/A or Less ) Impervious value, Ai = 0,100 Sub-Area C Value = 0,320 Initial subarea total flow distance COO qoo 000 doo 794.000(Ft,) Highest elevation = 220,500(Ft,) Lowest elevation = 173,500(Ft,) Elevation difference = 47.000(Ft,) Slope = 5,919 % Top of Initial Area Slope adjusted by User to 30,000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30,00 %, in a development type of 1,0 DU/A or Less | In Accordance With Figure 3-3 Initial Area Time of Concentration = 4,52 minutes TC = [1, 8* (1.1-C) *di5tance (Ft.), 5) / (% 3lope"{l/3)] TC = [1 . 8* (1. 1-0 .3200) • ( 100,000^.5)/( 30 . 000'" (1/3 ) ) = The initial area total distance of 794,00 (Ft,) entered remaining distance of 694,00 (Ft.) Using Figure 3-4, the travel time for this distance is for a distance of 694.00 (Ft.) and a slope of 5,92 % with an elevation difference of 41.08 (Ft.) fro.m the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft,)))",335 *60(min/hr) 3,574 Minutes Tt=[(11.9*0.1314"3)/( 41.08)]".385= 3.57 Total initial area Ti = 4.52 minutes from Figure 3-3 formula plus 4 , 52 leaves a 3,57 minutes 3.57 minutes from the Figure 3-4 formula = 8.09 Rainfall intensity (I) = 3.283(In/Hr) for a Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 2.543(CFS) Total initial stream area = 2.420(Ac.) minutes 10.0 year storm is C = 0,320 Process from Point/Station 5.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** --^+-^4 5 , 000 Along Main Stream number: 1 in nprraal stream number 2 Stream flow area Runoff from this stream Time of concentration = Rainfall intensity = Surranary of stream data: 2.420(Ac.) 2l.543(CFS) 8.09 min. 3,283(Ih/Hr) S t r e am No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 4 . 947 2 .543 1.000 0, 896 1.000, 1,000 9. 60 8 . 09 , 000 ,000 0 ,843 1.000 2 , 941 3 , 283 4,947) + 2.543) + 4.947) + 2.543) -I- 7 , 225 6,715 Total of 2 streams to confluence: Flow rates before confluence point: 4,947 2,543 Maximum flow rates at confluence using above data: 7,225 6,715 Area of streams before confluence: 5.240 2,420 Results of confluence: Total flow rate = 7.225(CFS) Time of concentration = 9.597 min. Effective stream area after confluence = 7. 660 (Ac) !-+++++++++++++++++•<-+++++++++++++-i-+H'+-t++-'--i" ••"+++ + •'•-I-t 4 Process from Point/Station 5.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 6. OOO Upstream point/station elevation =| 169.690(Ft,) Downstream point/station elevationi= 164,830(Ft,) Pipe length = 322,49(Ft,) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 7.225(CFS) Given pipe size = 30, 00 (In,) Calculated individual pipe flow = 7,225 (CFS) Normal flow depth in pipe = 7. 68(In,) Flow top width inside pipe = '26,18(In,) Criticai Depth = 10.69(In,) Pipe flow velocity = 7,28(Ft/s) Travel time through pipe = 4). 74 min. Time of concentration (TC) = i 10.33 min. Process from Point/Station **** CONFLUENCE OF MAIN STREAMS •-l--f-^-^•^++-l--^+-^ + -l--^•n-+ 6,000 to Point/Station 6,000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.660(Ac,) Runoff from this stream = 7.225 (CFS) Tim.e of concentration = 10-. 33 min. Rainfall intensity = 2,804(In/Hr) Program is now starting with Main Stream No, 2 Process from Point/Station **** INITIAL AREA EVALUATION **** 1,000 to Point/Station 8 . 000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C =,0,000 Decimal fraction soil group D =;0,000 [LOW DENSITY RESIDENTIAL | ] (1.0 DU/A or Less ) I I.mpervious value, Ai = 0,100 | Sub-Area C Value =0,320 i Initial subarea total flow distance = 422,000(Ft.) Highest elevation = 2 62 , 500 (Ft ,j) Lowest elevation = 235,500(Ft.) Elevation difference = 27.000([Ft.) Slope = 6.398 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100,00 (Ft) for the top area slope value of 6,40 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7,56 minutes TC = [1.8*(1,1-C)^distance(Ft.)^.5)/(% slope"(l/3)l TC = [1.8M1,1~0.3200)*( 100.000",5)/( 6 , 398 " (1/3) ) = 7,56 The initial area total distance of 422.00 (Ft,) entered leaves a remaining distance of 322.00 (Ft,) Using Figure 3-4, the travel time for this distance is 1.92 minutes for a distance of 322.00 (Ft,) and a slope of 6,40 % with an elevation difference of 20,60(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft,))1385 *60(min/hr) 1,920 Minutes Tt=[ (ll,9*0.0610'^3)/( 20,60)1",385= 1.92 Total initial area Ti = 7.56 minutes from Figure 3-3 formula plus 1 92 minutes from the Figure 3-4 formula = 9,48 minutes Rainfall intensity (I) = 2.954(In/Hr) for a 10,0 Effective runoff coefficient used for area (Q=KCIA) is C Subarea runoff = 0.503(CFS) Total initial stream area = 0.530(Ac.) /ear storm = 0,320 •t-t--I-+ -!••¥-I-- . Process from Point/Station 8.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS r + + + 8 , OOO Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0,530(Ac.) Runoff from this stream = 0,S03(CFS) Time of concentration = 9,48 min. Rainfall intensity = 2,964(In/Hr) -^.^-(..^-^-^.^-l--^-f-^--l--^-l--).4+++•^++•f+•f+•^••^•^••^+•^+-^•^+•l-++++++++++++++++++ + Process from Point/Station 7,000 to Point/Station 8,000 INITIAL AREA EVALUATION **** Decimal fraction"soil group A 0.000 Decimal fraction soil group B 1,000 Decim.al fraction soil group C i 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ] (1,0 DU/A or Less ) Impervious value, Ai = 0,100 Sub-Area C Value = 0,320 Initial subarea total flow distance = 328,000(Ft,) Highest elevation = 258.500(Ft.) Lowest elevation = 235,500(Ft.) Elevation difference = 23,000(Ft,) Slope = 7.012 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.01 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.34 minutes TC = (1. 8* (1,1-C) *distance (Ft. ). 5) / (% slope" (1/3) ] TC = [1.8*(1.1-0,3200)*( 100.000",5)/( 7,012"(1/3))= 7.34 The initial area total distance of 328.00 (Ft,) entered leaves a remaining distance of 228.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1,42 minutes for a distance of 228.00 (Ft,) and a slope of 7,01 % with an elevation difference of 15,99(Ft,) from the end of the top arsa Tt = [11,9 * length(Mi)"3)/{elevation change(Ft,))]".385 *50(min/hr) 1.421 Minutes Tt=[ (11.9*0.0432"3)/( 15,99)]" , 385= 1.42 Total initial area Ti = 7,34 minutes from Figure 3-3 formula plus 1,42 minutes from the Figure ;-4 formula = 8,76 minutes Rainfall intensity (I) = 3.121 (In/Hr) for a 10,0 year storm Effective runoff coefficient used for area {Q=KCIA) is C = 0,320 Subarea runoff = 1.528 (CFS): Total initial stream area = 1.530(Ac,) + + -I- + -I- + + + 4 Process from Point/Station 8,000 to Point/Station 8,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1,530(Ac.) Runoff from this stream = 1.528(CFS) Time of concentration = 8.76 min. Rainfall intensity = 3.121 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No, (CFS) (min) (In/Hr) 1 0,503 9,48 2.964 2 1,528 8.76 3.121 Qmax(l) = 1,000 * 1,000 * 0,503) + 0. 950 ' 1,000 • 1.528) + = 1,954 Qmax(2) = 1, 000 * 0.923 * •0.503) + 1,000 * 1.000 * 11.528) + = 1.992 I Total of 2 streams to confluence:! Flow rates before confluence point: 0,503 1.528 Maximum flow rates at confluence using above data: 1.954 1,992 I .Area of strea.iis before confluence^ 0,530 1,530 Results of confluence: Total flow rate = 1,992(CFS) Time of concentration = 8,756 rain. Effective stream area after confluence = 2.060(Ac.) Process from Point/Station 8.000 to Point/Station STREET FLOW TPvAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 235.500(Ft.) End of street segment elevation = 175,800(Ft.) Length of street segment = 735,000(Ft,) Height of curb above gutter flowline = 6,0(In,) Width of half street (curb to crown) = 20,000(Ft,) Distance from crown to crossfall grade break = 18,500(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(In,) Manning's N in gutter = 0,0150 Manning's N from gutter to grade break = 0,0150 Manning's N from grade breaic to crown = 0,0150 Estimated mean flow rate at midpoint of street = 2,699(CFS) Depth of flow = 0.231(Ft.), Average velocity = 5,058(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.799(Ft,) Flow velocity 5.06{Ft/s) Travel time = 2,42 min, TC = 11,18 min. Adding area flow to street Decimal fraction soil group A =i0.000 Decimal fraction soil group B =11.000 Decimal fraction soil group C = jO.OOO Decimal fraction soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL J (14,5 DU/A or Less ) ; Impervious value, Ai = 0.500 | Sub-Area C Value = 0,580 | Rainfall intensity = 2.666(ln/Hr) for a 10,0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0,411 CA = 1.297 Subarea runoff = 1,466(CFS) for l,100(Ac,) Total runoff = 3.458(CFS) Total area = 3,160(Ac,) Street flow at end of street = 3,458(CFS) Half street flow at end of street = 3,458(CFS) Depth of flow = 0 , 247 (J't. ) , Average velocity = 5.350(Ft/s) Flovj width (from curb towards crown) = 7,584 (Ft,) Process from Point/Station 6.000 to Point/Station 6,000 ***» CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.160(Ac.) Runoff from this stream = 3.458(CFS) Time of concentration = 11.18 min. Rainfall intensity = 2,e66{In/Hr) Summary of stream data: Strea.T. Flow rate TC ' Rainfall Inten.s.ity No, (CFS) (min) [ (In/Hr) 1 7,225 10,33 ' 2.804 2 3.458 11,18 I 2.666 Qmax(l) = Q.max{2) = 1,000 * 1,000 • 17.225) + 1,000 * 0,925 * l3,458) + = 10.422 0,951 * 1,000 * 7,225) + 1.000 * 1,000 * 3,458) + = 10.327 Total of 2 main streams to confluence: Flow rates before confluence point: 7,225 3.458 Maximum flow rates at confluence using above data: 10.422 10,327 Area of streams before confluence: 7,660 3,160 Results of confluence: Total flow rate = 10,422(CFS) Time of concentration = 10.335 min. Effective stream area after confluence End of computations, total study area = 10.320(Ac.) 10,820 (Ac, 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: 05/12/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO, 5 - RESORT SITE PHASE 1 10 YEAR STORM, PRE-DEVELOPMENT NODES 9 TO 10 TO 11, NODES 12 TO 11 ********* Hydrology Study Control Information ********** Procrara License Serial Number 4012 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1,700 24 hour precipitation(inches) = 3.000 P6/P24 = 56.7% San Diego hydrology manual 'C values used -)•++-( Process from Point/Station 9,000 to Point/Station 10.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL 1 (1,0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.320 Initial subarea total flow distance = 438,000(Ft,) Highest elevation = 262,200(Ft.) Lowest elevation = 218.000(Ft,) Elevation difference = 44.200 (Ft.) 'Slope = 10,091 % INITIAL AREA TIME OF CONCENTRATION CApCULATIONS: The maximum overland flow distance is, 100.00 (Ft) for the top area slope value of 10.09 %, in a development type of 1,0 DU/A or Less ^ In Accordance With Figure 3-3 | Initial Area Time of Concentration =1 6,50 minutes TC = [1 8*(1.1-C)*distance(Ft.)".5)/(* slope"(l/3)] TC = [1 8*(1 l-0,3200)*( 100.000",5)/( 10.091" (1/3)1= 6,50 The initial area total distance of 438,00 (Ft.) entered leaves a remaining distance of 338.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1,67 minutes for a distance of 338.00 (Ft,) and a slope of 10,09 * with an elevation difference of 34.11(Ft.) from the end of the top area = [ll.9*length(Mi)"3)/(elevation change(Ft.))]",385 *60(min/hr) 1,672 Minutes Tt=[(ll,9*0,0640"3)/( 34 , 11) ] ",385= 1,67 Total initial area Ti = 6.50 minutes from Figure 3-3 rormula plus 1 67 minutes from the Figure 3-4 formula = 8,17 minutes Rainfall intensity (I) = 3,263(In/Hr) for a 10,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C ^ 0.3^0 Subarea runoff = 0.647 (CFS) Total initial stream area = 0.620{Ac,) 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: 05/12/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO, 5 - RESORT SITE PHASE 1 10 YEAR PRE-DEVELOPMENT NODES 13 TO 14 TO 15 Hydrology Study Control Information J. I Progra.m License Serial Number 4012 ^ Rational hydrology study storm ^vent year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1,700 24 hour precipitation(inches) = 3,000 P6/P24 = 56.71 San Diego hydrology manual 'C values used H- + + + -H--l--l--f Process from Point/Station 13,000 to Point/Station 14,000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ] (1,0 DO/A or Less ) Impervious value, Ai = 0,100 Sub-Area C Value = 0,320 Initial subarea total flow distance = 258, 000(Ft,) Highest elevation = 258.800(Ft.) Lowest elevation = 225,000(Ft,) [ Elevation difference = 33.800(Ft.) Slope = 13.101 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 13.10 %, in a development type of 1,0 DU/A or Less ! In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.96 minutes TC = [1, 8*(1,1-C)*distance (Ft.)".3)/{% slope"(l/3)] TC = [1,8*(1,1-0.3200)* ( 100.000".5)/( 13,101"(1/3)]= 5.96 The initial area total distance of 258,00 (Ft.) entered leaves a remaining distance of 158.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0,84 minutes for a distance of 158,00 (Ft.) and a slope of 13,10 % with an elevation difference of 20.70(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft,))]",385 *60(min/hr) 0.842 Minutes Tt=[(11,9*0,0299"3)/( 20 , 70))",385= 0,84 Total initial area Ti = 5,96 minutes from Figure 3-3 formula plus 0,8 4 minutes from the Figure 3-4 formula = 6,80 minutes Rainfall intensity (I) = 3,674(In/Hr) for a 10,0 year storni Effective runoff coefficient used for area (Q=KCIA) is C = 0,320 Subarea runoff = 0.176 (CFS) Total initial stream area = 0,150(Ac,) -l--^-f-^+++-f+- Process from Point/Station 14.000 to Point/Station **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 11,175(CFS) Depth of flow = 1,384(Ft,), Average velocity = 5.833(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 2 3 4 5 Manning's 0,00 2 , 00 2.50 3 . 00 5 , 00 'N' friction factor 2.50 0 , 50 0 , 00 0,50 2 , 50 0 . 035 Sub-Channel flow 11.175(fcFS) flow top width [= 2,7 68 (Ft,) velocity= 5.833l(Ft/s) area = 1.9l6(Sq,Ft) Froude number =: 1.236 Upstream point elevation = 22$.000(Ft,) Downstream point elevation = 176,600(Ft.) Flow length = 989,000(Ft,) Travel time = 2,83 min. Time of concentration = 9.62 min. Depth of flow = 1.384(Ft.) Average velocity = 5,833(Ft/s) Total irregular channel flow = 11.175(CFS) Irregular channel normal depth above invert elev. = 1.384(Ft,) Average velocity of channel(s) Adding area flow to channel Decimal fraction soil group A = 0 000 Decimal fraction soil group B = 1 000 Decimal fraction soil group C = 0 000 Decimal fraction soil group D = 0 000 5.833(Ft/s) ] [LOW DENSITY RESIDENTIAL (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0,320 Rainfall intensity = 2.936(In/Hr) for a 10,0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0,320 CA = 7,533 Subarea runoff = 21,940(CFS) for 23,390(Ac,) Total runoff = 22.117(CFS) Total area = 23.540 (.Ac,) Depth of flow = 1.788(Ft,), Average velocity = 6,918(Ft/s) End of computations, total study jarea = 23,540 (Ac) 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: 05/12/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO, 5 - RESORT SITE PHASE 1 10 YEAR PRE DEVELOPMENT 1 NODES 16 TO 17 | I ********* Hydrology Study Control Information ********** I I Program License Serial Number 4012 Rational hydrology study storm event year is 10,0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3,000 P5/P24 = 56.7* San Diego hydrology manual 'C values used Process from Point/Station 16.000 to Point/Station 17.000 **** INITIAL AREA EVALUATION *•** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL (1,0 DU/A or Less ) Impervious value, Ai = 0,100 Sub-Area C Value = 0.320 Initial subarea total flow distan Highest elevation = 218.000(Ft.) Lowest elevation = 181,700(Ft.) = 1076.000(Ft,) Elevation difference = 36,300(Ft.) Slope = 3,374 i INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distanci is 100.00 (Ft) for the top area slope value of 3.37 %, in a development type of 1,0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.36 minutes TC " [1,8*(1,1-C)*distance(Ft,)",5)/(% slODe"(l/3)] TC = [1, 8* (1 , 1-0,3200) * ( 100.000",5)/( 3*. 374 " (1/3 ) ] = 9,36 The initial area total distance of 1076.00 (Ft,) entered leaves a remaining distance of 976,00 (Ft.) Using Figure 3-4, the travel time for this distance is 5,77 minutes for a distance of 976,00 (Ft,) and a slope of 3,37 I with an elevation difference of 32.93(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/ (elevation change(Ft.))]",385 *60(min/hr) 5,769 Minutes Tt=[(11,9*0,1848"3)/( 32,93)]".385= 5,77 Total initial area Ti = 9,36 minutes from Figure 3-3 formula plus 5.77 minutes from the Figure 3-4 formula = 15.13 minutes Rainfall intensity (I) = 2.193(In/Hr) for a 10,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,320 Subarea runoff = 2,4 98 (CFS) Total initial stream area = 3.560(Ac,) End of computations, total study area = 3,560 (.'ic ) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7, Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/12/05 CT 03-02, CARLSBAD RANCH, PLANNjCNG AREA NO, 10 YEAR PRE-DEVELOPMENT NODES 20 TO 19, NODES 18 TO 19 [ RESORT SITE PHASE Hydrology Study Control Information r******* Program License Serial Number 4012 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1,700 24 hour precipitation(inches) = 3.000 P6/P24 = 56.7% San Diego hydrology manual 'C values used 10 , 0 Process from Point/Station **** INITIAL AREA EVALUATION 20,000 to Point/Station 19.000 0, 000 ,000 ,000 000 = 352.000(Ft,) Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [LOW DENSITY RESIDENTIAL I (1.0 DU/A or Less ) ] Impervious value, Ai = 0.100 Sub-Area C Value = 0.320 Initial subarea total flow distance Highest elevation = 199 . 000 (Ft. )| Lowest elevation = 171.000(Ft.) j Elevation difference = 28,000(Ft.) Slope = 7,955 % Bottom of Initial Area Slope adjusted by User to 20,000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum oveiland flow distance is 100.00 (Ft) for the top area slope value of 7,96 %, in a development type of 1,0 DU/A or Less In Accordance With Figure 3-3 Initiai Area Time of Concentration = 7,03 minutes TC = [1. 8*(1,1-C)*di3tance(Ft.)".5)/(% slope"(l/3)] TC = [1 8*(l,l-0,3200)*( 100.000".5)/{ 7.955"(1/3)]= 7,03 The initial area total distance of 352,00 (Ft,) entered leaves a remaining distance of 252.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1,03 minutes for a distance of 252,00 (Ft.) and a slope of 20,00 % with an elevation difference of 50,40(Ft,) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft,))]".385 *60(min/hr) 1.025 Minutes Tt=[(11.9*0.0477"3)/( 50,40)]",385= 1,03 Total initial area Ti = 7,03 minutes from Figure 3-3 formula plus 1 03 minutes from the Figure 3-4 formula = 8.06 minutes Rainfall intensity (I) = 3.292(In/Hr) for a 10,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.320 Subarea runoff = 0,864(CFS) Total initial stream area = 0.820(Ac,) Process from Point/Station CONFLUENCE OF MINOR STREAMS "f* 19.000 to Point/Station --^4-^4- + + -^-^ + 4 19, 000 .Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0,820(Ac,) Runoff from this stream = 0.864(CFS) Time of concentration = 8.06 min. Rainfall intensity = 3,292(In/Hr) I Process from Point/Station 18,000 to Point/Station 19,000 INITIAL AREA EVALUATION **;** 458,000(Ft,) Slope = 1.681 Deci.mal fraction soil group A =| 0.000 Decimal fraction soil group B =| 1.000 Decimal fract,ion soil group C =: 0,000 Decimal fraction soil group D = 0,000 (INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0,950 Sub-Area C Value = 0,870 Initial subarea total flow distance Highest elevation = 178,700(Ft.) Lowest elevation = 171,000(Ft.) Elevation difference = 7.700(Ft.) INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.68 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2,91 minutes TC = [1.8*(1,1-C)*distance(Ft,)".5)/{% slope"(l/3)] TC = [l,8*(l,l-0,8700)*{ 70,000".5)/( 1. 681"(1/3)1= 2,91 The initial area total distance of 458.00 (Ft,) entered leaves a remaining distance of 388,00 (Ft.) Using Figure 3-4, the travel time for this distance is 3,71 minutes for a distance of 388,00 (Ft.) and a slope of 1,68 % with an elevation difference of 6.52(Ft.) from the end of the top area Tt = [11,9*length(Mi)"3)/(elevation change(Ft,))J",385 *60(min/hr) 3,708 Minutes Tt=[(11,9*0,0735"3)/( 6.52)]".385= 3.71 Total initial area Ti = 2.91 minutes from Figure 3-3 formula plus 3,71 minutes from the Figure 3-4 formula = 6,62 minutes Rainfall intensity (I) = 3.737(In/Hr) for a 10,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,870 Subarea runoff = 1,951(CFS) | Total initial stream area = I 0.600 (Ac) Process from Point/Station **** CONFLUENCE OF MINOR STREAMS -4 + 4-4 19.000 to Point/Station * * * * 19,000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0,600(Ac,) Runoff from this stream - 1.951(CFS) Time of concentration = 6.62 min. Rainfall intensity = 3,737(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 0. 864 1. 951 Qmax(l) = Qmax(2) 1, 000 0,881 1, 000 1. 000 8.06 6, 62 1,000 1, 000 0 , 822 1 , 000 3 ,292 3 ,737 0. 864) 1, 951) 864) 951) 562 . 661 Totai of 2 strea:,Tis to confluence: Flow rates before confluence point; 0.864 1.951 ! Maximum flow rates at confluence using above data: 2.582 2.661 Area of streams before confluence: 0,820 0,600 Results of confluence: Total flow rate = 2. 661(CFS) Time of concentration = 6.621 rain. Effective stream area after confluence = 1,420 (.Ac,) End of computations, total study area = 1,420 (Ac) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineerfing Software, (c) 1991-2004 Version 7,4 Rational method hydrology program based on San Diego County Flood ControliDivision 2003 hydrology manual Rational Hydrology Stuejy Date: 05/12/05 CT 03-02, CARLSBAD RANCH, PLANtjllNG AREA NO, 5 - RESORT SITE PHASE 1 10 YEAR PRE-DEVELOPMENT ' NODES 20 TO 21 *****-**** Hydrology Study Control Information Program License Serial Number 4012 Rational hydrology study storm event year is 10,0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1,700 24 hour precipitation (inches) = 3.000 P6/P24 = 56,7% San Diego hydrology manual 'C' values used Process from Point/Station '20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION ***^ I Decimal fraction soil group A = i.OOO Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = (^.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0,000 Sub-Area C Value = 0,250 Initial subarea total flow distance = 445.000(Ft.) Highest elevation = 254.400{Ft.) Lowest elevation = 222. 000 (Ft.) Elevation difference = 42.400(Ft.) Slope = 9.528 % Bottom of Initial Area Slope adjusted by User to 30,000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The maximum, overland flow distance is 100.00 (Ft) for the top area slope value of 9.53 %, in a developm.ent type of Permanent Open Space In Accordance With Figure 3-3 I.nitial Area Time of Concentration = 7.22 minutes TC = (1,8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1. 8*(1,1-0.2500)*( 100,000".5)/( 9 , 528"{1/3)]= 7,22 The initial area total distance of 445.00 (Ft.) entered leaves a remaining distance of 345,00 (Ft.) Using Figure 3-4, the travel time for this distance is 1,12 minutes for a distance of 345,00 (Ft.) and a slope of 30.00 % with an elevation difference of 103.50(Ft,) from the end of the top area Tt = [11, 9*length(Mi)"3)/(elevation change(Ft,))]",385 *60(min/hr) 1,117 Minutes Tt=[(11,9*0,0653"3)/(103,50)]",385= 1.12 Total initial area Ti = 7.22 minutes from Figure 3-3 formula plus 1.12 minutes from the Figure 3-4jformula = 8.33 minutes Rainfall intensity (I) = 3,223(In/Hr) for a 10,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,250 Subarea runoff = 1,828(CFS) \ Total initial stream area = ,2,270(Ac.) End of computatio.ns, total study ar]ea = 2.270 (Ac.) I D PRE-DEVELOPMENT HYDROLOGY CALCULATION 100 YEAR STORM 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: 04/28/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO. 5 - RESORT SITE PHASE 1 100 YEAR STORM, PRE-DEVELOPIXIENT NODES 1 TO 2 TO 3 TO 5, NODES 4 TO 5 TO 6, NODES 1 TO 8, NODES 7 TO NODES 8 TO 6 + *-lfc-*,-*- + *^Tt Hydrology Study Control Information ,***-*-*-Jr*--*+* Program License Serial Number 4 012 Rational hydrology study storm eveht year is English (in-lb) input data Units u^ed 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 100. 0 Process from Point/Station **** INITIAL AREA EVALUATION **** 1.000 to Point/Station 2 . 000 = 406.000(Ft.) Slope = 10.222 % Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL {1.0 DU/A or Less ) Impervious value, Ai = 0.100 S'ub-Area C Value = 0.320 Initial subarea total flow distance Highest elevation = 262.500(Ft.) Lowest elevation = 221.000 (Ft.) i Elevation difference = 41.500(Ft.) INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance ijs 100.00 (Ft) for the top area slope value of 10.i 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration =j 6.47 minutes TC = [1.8* (1.1-C) ^distance (Ft. ) 5)/(% slope'^ (1/3 ) ] TC = [1.8Ml.l-0.3200)*( 100 . 000'^. 5) / ( 10.222^(1/3)]= 6.47 The initial area total distance of 406.00 (Ft.) entered leaves a remaining distance of 306.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.54 minutes for a distance of 306,00 (Ft.) and a slope of 10,22 % with an elevation difference of 31.28(Ft.) from the end of the top area 22 %, in a development type of Tt = [11. 9*length(Mi) "3) / (elevation change (Ft.))]. 385 *60(min/hr) 1.541 Minutes Tt=[ (11. 9*-0 .0580^3) / ( 31. 28) ]. 385= 1.54 Total initial area Ti = 6.47 minutes from Figure 3-3 formula plus 1.54 minutes from the Figure 3-4 formula = 8.01 minutes Rainfall intensity (I) = 5.055(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.320 Subarea runoff = 0.695(CFS) Total initial stream area = 0.430(Ac.) Process from Point/Station 2.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** •H-4-4--f 4- + + 3. 000 4.2O0(CFS) 7.415(Ft/s) Upstream point elevation = 221.000(Ft.) Downstream point elevation = 197.600(Ft.) Channel length thru subarea = 614.000(Ft.) Channel base width = 0.50Q(Ft.) Slope or 'Z' of left channel bank j= 2.000 Slope or 'Z' of right channel bankl = 2.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 ' Maximum depth of channel = 1.0D0(Ft.) Flow{g) thru subarea = 4.200(j:FS) Depth of flow = 0.422(Ft.), Average velocity • Channel flow top width = 2.187(Ft.) Flow Velocity = 7.42(Ft/s) Travel time = 1.38 min. Time of concentration = 9.39 min. Critical depth = 0.656(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.320 Rainfall intensity = 4.562(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.320 CA = 1.677 Subarea runoff = 6.954(CFS) for 4.810(.flc.) Total runoff = 7.650(CFS) I Total area Depth of flow = 0.552(Ft.), Average velocity 0.867(Ft.) Critical depth 5.240(Ac. 8.635(Ft/s) i 000 to Point/Station Process from Point/Station 3 PIPEFLOW TRAVEL TIME (User specj;ified size) 5. 000 Upstream point/station elevation = i 189.930(Ft.) Downstream point/station elevation J 169.790(Ft.) Pipe length = 56.35(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.650(CFS) Given pipe size = 24.00(I.n.) Calculated individual pipe flow = 7.650(CFS) Nor.mal flow depth in pipe = 3. 87 (In.) Flow top width inside pipe = 17.66(In.) Critical Depth = 11.79(In.) Pipe flow velocity = 23.27(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 9.43 min. 1-4-4- Process from Point/Station 5.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.240(Ac.) Runoff from this stream = 7.650 (CFS) Time of concentration = 9.43 min. Rainfall intensity = 4.549(In/Hr) + + + ^ Process from Point/Station |4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** | Decimal fraction soil group A = O.pOO Decimal fraction soil group B = l.QOO Decimal fraction soil group C = O.bOO Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.320 Initial subarea total flow distance = 794.000(Ft.) Highest elevation = 220.500(Ft.) Lowest elevation = 173.500(Ft.) Elevation difference = 47.000(Ft.) Slope = 5.919 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.52 minutes TC = [1. 8* (1.1-C) ^distance (Ft. )5) / (% slope'-(l/3)] TC = [1. 8* (1.1-0. 3200) * ( 100.000".5U{ 30 . OOO''(1/3) ] = 4.52 The initial area total distance of [794.00 (Ft.) entered leaves a remaining distance of 694.00 (Ft.)| Using Figure 3-4, the travel time fipr this distance is 3.57 minutes for a distance of 694.00 (Ft.) and k slope of 5.92 % 08(Ft.) from the end of the top area change(Ft. ) ) ]''.385 *60(min/hr) with an elevation difference of 41 Tt = [11.9*length(Mi)"3)/(elevation 3.574 Minutes Tt=[ (11.9*0.1314''3)/( 41. 08) ] 385= 3.57 Total initial area Ti = 4.52 minutes from Figure 3-3 formula plus 3.57 minutes from the Figure 3-4 formula = 8.09 minutes Rainfall intensity (I) = 5.022(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.320 Subarea runoff = 3.889(CFS) Total initial stream area = 2.420(Ac.) Process from Point/Station 5.000 to Point/Station 5.000 ** + * CONFLUENCE OF MINOR STRE.AMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.420(Ac.) Runoff from this stream = 3.889(CFS) Time of concentration = 8.09 min. Rainfall intensity = 5.022(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7 . 650 9 .43 4 549 2 3 . 889 8 . 09 5 022 Qmax(1) = 1 000 * 1 000 * 7. 650) + 0 906 * 1 000 * 3. 389) + = 11.173 Qmax(2) = 1 000 * 0 858 * 7 . 550) + 1 000 * i_ 000 * 3. !89) + 10 , 452 Total of 2 streams to confluence Flow rates before confluence point: 7.650 3.889 Maximum flow rates at confluence using above data: 11.173 10.452 Area of streams before confluence: 5.240 2.420 Results of confluence: Total flow rate = 11.173(CFS) Time of concentration = 9.431 min. Effective stream area after confluence = 7.660(Ac.) Process from Point/Station 5.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 6. 000 Upstream point/station elevation = 169.690(Ft.) Downstream point/station elevation |= 164.830(Ft.) Pipe length = 322.49(Ft.) Mannjlng's N = 0.013 No. of pipes = 1 Required pipe flow = 11.173(CFS) Given pipe size = 30.00(In.) I Calculated individual pipe flow = 11.173(CFS) 9. 60 In. ) 27.99(In.) Normal flow depth in pipe = Flow top width inside pipe = Critical Depth = 13.43(In.) Pipe flow velocity = 8.25(Ft/s Travel time through pipe = 0.65 min. Time of concentration (TC) = 10.08 min 4-4-4-4-4-4- Process from Point/Station **** CONFLUENCE OF MAIN STREAMS --I-4-+4-4-4-4-4--I-4-4--i--I--I- -l- 6.000 to Point/Station *••**•-* 6 , 000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.660(Ac.) Runoff from this stream = 11.173(CFS) Time of concentration = 10.08 min. Rainfall intensity = 4,357(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 1.000 to Point/Station **** INITIAL AREA EVALUATION **** 8 . 000 ) Slope 6. 398 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = OH 000 [LOW DENSITY RESIDENTIAL (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.320 Initial subarea total flow distanc,e = 422.000 (Ft. Highest elevation = 262.500(Ft. Lowest elevation = 235.500(Ft.) Elevation difference = 27.000(Ft, INITIAL AREA TIME OF CONCENTRATION: CALCULATIONS: The maximum overland flow distance' is 100.00 (Ft) for the top area slope value of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.56 minutes TC = [1. 8* (1. I-C) *distance (Ft. )5) / (% slope-" (1/3) ] TC = [1.8*(l.l-0.3200)*( 100.000".5)/( 6.398"(1/3)]= 7.56 The initial area total distance of 422.00 (Ft.) entered leaves a remaining distance of 322.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.92 minutes for a distance of 322.00 (Ft.) and a slope of 6.40 % with an elevation difference of 20.60(Ft.) from the end of the top area Tt = [11. 9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 1.920 Minutes Tt=[ (11. 9*0. 0610^3) / ( 20. 60) ]385= 1.92 Total initial area Ti = 7.56 minutes from Figure 3-3 formula plus 1.92 minutes from the Figure 3-4 jformula = 9.48 minutes Rainfall intensity (I) = 4.533 (In/Hr) for a 100.0 year storm Effective runoff coefficient used fhr area (Q=KCIA) is C = 0.320 Subarea runoff = 0.769(CFS) | Total initial stream area = 0.530(Ac.) Process from Point/Station 8.000 to Point/Station 8.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.530(Ac.) Runoff from this stream = 0.769(CFS) Time of concentration = 9.48 min. Rainfall intensity 4.533 (In/Hr) Process from Point/Station 7.000 to Point/Station **** INITIAL AREA EVALUATION **** 8.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.320 Initial subarea total flow distance = 328.000(Ft.) Highest elevation = 258.500(Ft.) Lowest elevation = 235.500(Ft.) Elevation difference = 23.000(Ft|.) Slope = 7.012 % INITIAL AREA TIME OF CONCENTRATIOtf CALCULATIONS: The maximum overland flow distanc^ is 100.00 (Ft) for the top area slope value of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC = [1.8* (1. 1-C) *distance(Ft. ) TC = [1. 8* (1.1-0.3200)* ( 100.000 The initial area total distance of in a development type of 7.34 minutes 5)/(% slope"(1/3)] 5)/( 7.012^(1/3)]= 7.34 328.00 (Ft.) entered leaves a 1.42 minutes remaining distance of 228.00 (Ft.:) Using Figure 3-4, the travel time for this distance is for a distance of 228.00 (Ft.) and a slope of 7.01 % with an elevation difference of 15.99 (Ft.)- from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 1.421 Minutes Tt=[(11.9*0.0432^3)/( 15.99)]".385= 1.42 Total initial area Ti = 7.34 minutes from Figure 3-3 formula plus 1.42 minutes from the Figure 3-4 formula = 8.76 minutes Rainfall intensity (I) = 4.773(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.320 Subarea runoff = 2.337(CFS) Total initial stream area = 1.530(Ac.) 4-4-4--t--r + 4--l--f4-4--f4-4--(-4 Process from Point/Station **** CONFLUENCE OF MINOR STREAMS 8|.000 to Point/Station •k * + * h 4-4-4-4-4- , 000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.530(Ac.) I Runoff from this stream = 2.33j7(CFS) Time of concentration = 8.76 mini Rainfall intensity = 4 . 773 (In/H]:) Suirmary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0 769 9 48 4 533 2 2 337 8 76 4 773 Qmax(1) = 1 000 * 1 000 * 0 769) 4- 0 950 * 1 000 * 2 337) + = 2 . 988 Qmax(2) = 1 000 * 0 923 * 0 769) 4- 1 000 * 1 000 * 2 337) 4-3.047 Total of 2 streams to confluence 0 . 769 2 . 337 Maximum flovv; rates at confluence using above data: 2.988 3.047 Area of streams before confluence: 0.530 1.530 Results of confluence: Total flow rate = 3.047(CFS) Time of concentration = 8.756 min. Effective stream area after conflpence = 2.060(Ac.) + + + + + + + + + + + + + + - Process from Point/Station j8.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 6. 000 Top of street segment elevation = 235.500{Ft.) End of street segment elevation =' 175.800(Ft.) Length of street segment = 735.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade breaic = 18. 500 (Ft.) Slope from gutter to grade breaic (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(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 = 0.259(Ft.), Average velocity = Streetflow hydraulics at midpoint (pf street travel: 4.158(CFS) 5.582(Ft/s) TC ) T I 0. (300 1. C'OO O.COO O.COO 10.95 min. Halfstreet flow width = 8.208(Ft Flow velocity = 5.58(Ft/s) Travel time = 2.19 min. .Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (14.5 DU/A or Less ) Impervious value, fli = 0.500 Sub-Area C Value = 0.580 Rainfall intensity = 4.131(In/Hr Effective runoff coefficient used for total area (Q=KCIA) is C = 0.411 CA = 1.297 Subarea runoff = 2.313{CFS) for 1.100(Ac.) Total runoff = 5.359 (CFS) Total area = Street flow at end of street = 5.359 (CFS) Half street flow at end of street = 5.359(CFS) Depth of flow = 0.278(Ft.), Average velocity = 5.924(Ft/s Flow width (from curb towards crown)= 9.129{Ft.) for a 100.0 year storm 3.160(Ac.) Process from Point/Station 61OOO to Point/Station **** CONFLUENCE OF MAIN STREAMS ***' -4--^4- + t4• + -f-F4--I- 6. 000 The following data inside Main Strecsm is listed In Main Stream number: 2 Stream flow area = 3.160(Ac.) Runoff from this stream = 5.359(CFS) Time of concentration = 10.95 min. Rainfall intensity = 4.131(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax (1) Qmax (2) 11 173 10 08 4 357 5 359 10 95 4 131 1 000 1 000 * 11,173) 4- 1 000 * 0 921 5.359) 4-= 16 107 0 948 * 1. 000 * 11.173) + 1. 000 *• 1. 000 *-5.359) 4-= 15. 952 Total of 2 main streams to confluence: Flow rates before con:fluence point: 11.173 5.359 Maximum flow rates at confluence using above data: 16.107 15.952 Area of streams before confluence: 7.660 3.160 Results of confluence: Total flow rate = 16.107(CFS) | Time of concentration = 10.083 itiin. Effective stream area after conflueince = End of computations, total study area = 10.820(Ac.) 10.820 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineerincj Software, (c)1991-2004 Version 7.4 Rational method hydrology progra|m based on San Diego County Flood Control Diivision 2003 hydrology manual Rational Hydrology Study \ Date: 04/28/05 CT 03-02, CARLSBAD RANCH, PLANNINp AREA NO. 5 - RESORT SITE PHASE 1 100 YEAR STORM, PRE-DEVELOPMENT NODES 9 TO 10 TO 11, NODES 12 TO 11 Hydrology Study Control Information + Prugrdm License Serial Number 4 012 Rational hydrology study storm event year is English (in-lb) inpur data Units used Map data precipitation entered: 6 hour, precipitation{inches) = 2.600 24 hour precipitation(inches) = 4,500 P6/P24 = 57.8% I San Diego hydrology manual 'C' valiies used 100. 0 -4-4-4-4-4-4-4 Process from Point/Station **** INITIAL .AREA EVALUATION I-4-4-4-4-4--f 4-4-4-4-4-4-4 9.000 to Point/Station 10.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious vaiue, Ai = 0.100 Sub-Area C Value = 0.320 Initial subarea total flow distance = 438.000(Ft.) Highest elevation = 262.200(Ft.) Lowest elevation = 218.000(Ft.) Elevation difference = 44.200(Ft.) Slope = 10.091 ' INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) 10.09 %, in a development type of for the top area slope value of I.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = TC = [1.8*(I,1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.3200)* ( 100.000".5)^( 10.091"(1/3)] The initial area total distance of remaining distance of 338.00 (Ft.) Using Figure 3-4, the travel time for this distance is for a distance of 338.00 (Ft.) and a slope of 10.09 % with an elevation difference of 34.].l(Ft.) from the end of the top area 6.50 minutes 6. 50 i38.00 (Ft,) entered leaves a 1.67 minutes Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) I.672 Minutes Tt=[(11.9*0.0640"3)/( 34.II)]".385= 1.67 Total initial area Ti = 6.50 minutes from Figure 3-3 formula plus 1.67 minutes from the Figure 3-4 formula = 8.17 minutes Rainfall intensity (I) = 4.9^1[In/Hr] for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.320 Subarea runoff = 0.990(CFS) Total initial stream area = I 0.620(Ac.) Process from Point/Station **** IMPROVED CHANNEL TRAVEL TIME -•f-f4-4-4-4-4--H 10.000 to Point/Station 11.000 9.351(CFS) 9.519(Ft/s) Upstream point elevation = 218.000(Ft.) Downstream point elevation = 175.500(Ft.) Channel length thru subarea = 984.000(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' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 9.351 (CFS) Depth of flow = 0.587(Ft.), Average velocity = Channel flow top width = 2.848(Ft.) Flow Velocity = 9.52(Ft/s) Travel time = 1.72 min. Time of concentration = 9.89 mip. Critical depth = 0.945(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ! ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.320 Rainfall intensity = 4.411(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.320 CA = 3.997 Subarea runoff = 16.641(CFS) for 11.870(Ac.) Total runoff = 17.631(CFS) Total area = 12.490(Ac.) Depth of flow = 0.772(Ft.), Average velocity = II.166(Ft/s) Critical depth = 1.227(Ft.) Process from Point/Station 11.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS ***]* 11.000 Along Main Stream number: 1 in norma.' Stream flow area = 12.490(Ac.) Runoff from this stream = 17.631 Timie of concentration = 9.89 min. Rainfall intensity = 4.411(In/Hr) stream number 1 CFS) --|-4-4-4--f-rH ^ 4-4-4--f-I-H Process from Point/Station **** INITIAL AREA EVALUATION ****• 12.000 to Point/Station 11.000 Decimal fraction soil group A = Oi.OOO Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = o'. 000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.320 Initial subarea total flow distance Highest elevation = 220.500(Ft.) Lowest elevation = 175.500(Ft.) Elevation difference = 45.000(Ft.) Slope = Top of Initial Area Slope adjusted by User to 30.000 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) = llI8.000(Ft.) 4 . 025 for the top area slope value of 30.00 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.52 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.3200)*( 100.000".^)/( 30.000"(1/3)] in a development type of 4 . 52 The initial area total distance of 1118.00 (Ft.) entered leaves a remaining distance of 1018.00 (Ft. Using Figure 3-4, the travel time for this distance is 5.57 minutes for a distance of 1018.00 (Ft.) ani a slope of 4.03 % with an elevation difference of 4(j).97(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevatiori change(Ft.))]".385 *60(min/hr) = 5.568 Minutes Tt=[(11.9*0.1928"3)/( 40.97)]".3854 5.57 Total initial area Ti = 4.52 minutes from Figure 3-3 formula plus 5.57 minutes from the Figure 3-4 iformula = 10.09 minutes Rainfall intensity (I) = 4.356(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.320 Subarea runoff = 2.035(CFS) Total initial stream area = 1.460(Ac.) Process from Point/Station 11.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 11.000 Along Main Stream number Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = 1 in normal stream number 2 1.460(Ac.) 2.035(CFS) 10.09 min. 4.356(In/Hr) Summiary of stream data: Stream Flow rate TC Rainfall Intensity No . (CFS) (min) (In/Kr) 17.631 9.89 4 . 411 2 2.035 10 . 09 4 .356 Qmax(1) = 1.000 * 1.000 * 17 631) -h 1.000 * 0.981 * 2 035) + = 19.628 Qmax(2) = 0 , 1. 000 1.000 1. 000 17i. 631) 2.035) 19.447 Total of 2 streams to confluence: Flow rates before confluence point 17.631 2.035 Maximum flow rates at confluence using above data: 19.628 19.447 Area of streams before confluence: 12.490 1.460 Results of confluence: Total flow rate = 19.628(CFS) Time of concentration = 9.892 min. Effective stream area after confluence = End of computations, total study area = 13.950(Ac.) 13.950 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational m.ethod hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/28/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO. 5 - RESORT SITE PHASE 1 100 YEAR STORM, PRE-DEVELOPMENT NODES 13 TO 14 TO 15 *r*****-*-Tt-*r Hydrology Study Control Information Program License Serial Number 4012, Rational hydrology study storm event year is 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' valtjes used 100.0 4-4-4-4-4-H-H- + -(- + + 4-4-4-- Process from Point/Station **** INITIAL AREA EVALUATION 13.000 to Point/Station 14.000 258.000(Ft.) Slope = 13.101 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.320 Initial subarea total flow distance > = Highest elevation = 258.800(Ft.) Lowest elevation = 225.000(Ft.) Elevation difference = 33.800(Ft.) INITIAL AREA TIME OF CONCENTRATION QALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 13.10 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Ti.me of Concentration = 5.96 minutes TC = [1. 8* (1. 1-C) *distance (Ft. ) ". 5)/:(% slope"{l/3)] TC = [1.8*(1.1-0.3200)* ( 100.000".5)/( 13.101" (1/3)]= 5.96 The initial area total distance of 258.00 (Ft.) entered leaves a remaining distance of 158.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.84 minutes for a distance of 158.00 (Ft.) and a slope of 13.10 % with an elevation difference of 20.70(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.842 Minutes Tt=[{11.9*0.0299"3)/( 20.70)]".385= 0.84 Total initial area Ti = 5.96 minutes from Figure 3-3 formula plus 0.84 minutes from the Figure 3-4 formula = 6.80 minutes Rainfall intensity (I) = 5.6I9(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.320 Subarea runoff = 0.270(CFS) Total initial stream area = 0.150(Ac.) Process from Point/Station 14.000 to Point/Station **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** 15.000 Estimated mean flow rate at midpoint of channel Depth of flow = 1.635(Ft.), Average velocity = Irregular Channel Data 17.432 (CFS) 6.518(Ft/s) *r + *r *• it *f * Information entered for subchannel Point number 3 4 5 Manning's 'N' 'X' coordinate 0. 00 2 . 00 2 . 50 3 . 00 5.00 friction factor = number 1 : 'Y' coordinate i 2. 50 } 0.50 0. 00 ! 0.50 2.50 0. 035 Sub-Channel flow = 17.432(CFS) flow top width = 3.271(Ft. velocity= 6.518(Ft/s) area = 2.674(Sq.Ft) ' ' Froude number = 1.270 Upstream point elevation = 225.000(Ft.) Downstream point elevation = 176.600(Ft.) Flow length = 989.000(Ft.) Travel time = 2.53 min. Time of concentration = 9.33 min. Depth of flow = 1.635(Ft.) .^.verage velocity = 6.518 (Ft/s) Total irregular channel flow = 17.432(CFS) Irregular channel normal depth abov^ invert elev. 1.635(Ft. 0. 000 l.OQO 0. oqo 0. 000 Average velocity of channel (s) = ^.518(Ft/s) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [LOW DENSITY RESIDENTIAL (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.320 Rainfall intensity = 4.582 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.320 CA = 7.533 Subarea runoff = 34.247(CFS) for 23.390(Ac.) Total runoff = 34.517(CFS) Total area = 23.540(Ac, Depth of flow = 2.113(Ft.), Average velocity = 7.732(Ft/s) End of computations, total study area = 23.540 (Ac) 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: 04/28/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO. 5 - RESORT SITE PHASE 1 100 YEAR STORM, PRE-DEVELOPMENT NODES 16 TO 17 Hydrology Study Control Information ********* T Program License Serial Nu.mber 4 012, i 1 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 16.000 to Point/Station 17.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL - ] (1.0 DU/A or Less ) j Impervious value, Ai = 0.100 Sub-Area C Value = 0.320 ' j Initial subarea total flo'.v distance! = 107 6. 000 (Ft. ) Highest elevation = 218.000(Ft.) Lowest elevation = 181.700(Ft.) Elevation difference = 36.300(Ft.) INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 3.37 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.36 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1. 8* (1. 1-0. 3200) * ( I00.000'-.5)/( 3 . 374" (1/3) ] = 9.36 The initial area total distance of 1076.00 (Ft.) entered leaves a remaining distance of 976.00 (Ft.) Using Figure 3-4, the travel time for this distance is 5.77 minutes for a distance of 976.00 (Ft.) and a slope of 3,37 % with an elevation difference of 32.93(Ft.) from the end of the top area Slope = 3.374 % 3)/(elevation change(Ft.))]". 385 *60(min/hr) 32 Tt = [11.9*length(Mi) 5.769 Minutes Tt=[(11.9*0.1848"3)/ ( Total initial area Ti = 5.77 minutes from the Rainfall intensity (I) Effective runoff coefficient used for area Subarea runoff = 3.821(CFS) Total initial stream area = 3.560(Ac.) End of computations, total study area = 93)]".385= 5.77 9.36 minutes from Figure 3-3 formula Figure 3-4 formula = 15.13 minutes 3.354(In/Hr) for a 100.0 year storm plus (Q=KCIA) is C = 0.320 .560 (Ac.) 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: 04/29/05 CT 03-02, C.ZVRLSBAD RANCH, PLANNING AREA NO. 5 - RESORT SITE PHASE 1 100 YEAR STORM, PRE-DEVELOPMENT ! NODES 20 TO 19, NODES 18 TO 19 i + + *-*:Tk-*, Hydrology Study Control Information *-^*****^** Program License Serial Number 4 012' Rational hydrology study storm event year is 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 100. 0 + 4-4-4--{-4-4-4- +4-4 Process from Point/Station **** INITIAL AREA EVALUATION 20.000 to Point/Stati( -4-4-H 19,000 0. 000 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [LOW DENSITY RESIDENTIAL (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.320 Initial subarea total flow distance = 352,000(Ft.) Highest elevation = 199.000(Ft.) Lowest elevation = 171.000(Ft.) Elevation difference = 28.000(Ft.) Slope = 7.955 % Bottom of Initial Area Slope adjusted by User to 20.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.96 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7,03 minutes TC = [1.8*(1.1-C)*distance(Ft.)",5)/(% slope"(l/3)] TC = [1. 8*(1 . 1-0 , 3200) *( 100,000".5)/( 7 . 955"(1/3)]= 7.03 The initial area total distance of 352.00 (Ft.) entered leaves a remaining distance of 252.00 (Ft,) Using Figure 3-4, the travel time for this dista.nce is 1,03 minutes for a distance of 252.00 (Ft.) and a |slope of 20.00 % with an elevation difference of 50.40(Ft.) from the end of the top area Tt - [11.9*length(Mi)"3)/(elevation change(Ft,))]".385 *50 (min/hr) 1.025 Minutes Tt=[(11.9*0,0477"3)/( 50.40)]".385= 1.03 Total initial area Ti = 7.03 minutes from Figure 3-3 formula plus 1.03 minutes from the Figure 3-4 formula = 8.06 minutes Rainfall intensity (I) = 5.035(In/Hr) for a 100.0 year storm Effective runoff coefficient used'for area (Q=KCIA) is C = 0.320 Subarea runoff = 1.321(CFS) ' Total initial stream area I 0.820(Ac.) -H-4-4-4-4-- Process from Point/Station ijg.OOO to Point/Station **** CONFLUENCE OF MINOR STREAMS *•*** 19.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.820(Ac.) Runoff from this st:ream = 1.321 (CFS) Ti.me of concentration = 8.0 6 rain. Rainfall intensity = 5.035{In/Hr) + H-H H-4-4- + 4-4-H Process from Point/Station 18.000 to Point/Station **** INITIAL AREA EVALUATION **** 19.000 1. 681 68 %, in a development type of Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value =0.870 Initial subarea total flow distance = 458.000(Ft. Highest elevation = 178.700(Ft.) Lowest elevation = 171.000(Ft.) | Elevation difference = 7.700(Ft. INITIAL AREA TIME OF CONCENTRATION QALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1 General Industrial In .i^ccordance With Figure 3-3 ! Initial Area Time of Concentration =• 2.91 minutes TC = [1. 8* (1.1-C) *distance (Ft. ) ". 5) / (% slope''(1/3) ] TC = [1.8*(1.1-0.8700)* ( 70.000".5)/( 1.681"(1/3)]= 2.91 The initial area total distance of 458.00 (Ft.) entered leaves a remaining distance of 388.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.71 minutes for a distance of 388.00 (Ft.) and a slope of 1.68 % with an elevation difference of 6.52(Ft.) from the end of the top area Tt = [11. 9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 3.708 Minutes Tt=[(11.9*0.0735"3)/( 6.52)]".385= 3.71 Total initial area Ti = 2.91 minutes from Figure 3-3 formula plus 3.71 minutes from the Figure 3-4 formula = 6,62 minutes Rainfall intensity (I) = 5,715(In/Hr) for a 100.0 year storm Effective runoff coefficient used for! area (Q=FCCIA) is C = 0.870 Subarea runoff = 2.983 (CFS) { Total initial stream area = 0.1600 (Ac.) "'""']"*'''"'*''*'"*"'^"*'''"'*""*""'""*""*"^ + + + + "'- + "^"^•^•^•^-^^-H-4• + 4-H-4-4-4-4- + 4- + 4-4-4-4-^- + 4- + r*°r'^Jf°"! P°^"t/Station 19.000 to Point/Station 19 000 **** CONFLUENCE OF MINOR STREAMS **** Al^g Main Stream number: 1 in normal stream number 2 Stream flow area = 0.600(Ac.) Runoff from this stream = 2.983(CFS) Time of concentration = 6.62 min. Rainfall intensity = 5.715 (In/Hr) • Summary of stream data: t Stream Flow rate TC | Rain.fall Intensity No. (CFS) 1 2 Qmax(1) min (In/Hr) 1 .321 8 .06 5 . 035 2 . 983 6 . 62 5 .715 1 000 * 1 000 * 1 . 321) 4- 0 881 * 1 000 * 2 983) •f = 3. 950 1 000 * 0 822 * 1 321) 4- 1. 000 * 1. 000 * 2. 983) 4-= 4 . 069 2 st reams to confluence Qmax(2) = Flow rates before confluence point 1.321 2.983 Maximum flow rates at confluence using above data- 3.950 4,069 Area of streams before confluence: | 0.820 0.600 Results of confluence: Total flow rate = 4.069(CFS) Time of concentration = 6.621 mp.n. Effective stream area after confluence = 1.420(Ac.) End of computations, total study area = 1.420 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineerind Software,(c)1991-2004 Version 7,4 Rational method hydrology prograjm based on San Diego County Flood Control Di|Vision 2003 hydrology manual Rational Hydrology Study i Date: 04/29/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO. 5 100 YEAR STORM, PRE-DEVELOPMENT ' NODES 20 TO 21 RESORT SITE PHASE 1 ********* Hydrology Study Control Information ********** Program License Serial Number 4012 Rational hydrology study storm event year is 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 ma.nual 'C' values used 100. 0 Process from Point/Station 2C **** INITIAL AREA EVALUATION **** 000 to Point/Station - 4- -I- -4 + 4- 4- 4- 21.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = O.O'OO Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.250 Initial subarea total flow distance = 445.000(Ft.) Highest elevation = 264.400(Ft.) Lowest elevation = 222.000(Ft.) Elevation difference = 42.400(Ft.) Slope = 9.528 % Bottom of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration =[ 9.53 %, in a develop.ment type of 7.22 minutes [1.8*(1.1-C)*distance (Ft.)".5)/(% slope"(1/3) TC TC = [1. 8* (1.1-0.2500)* ( 100.000".5)/( 9.528' The inifial area total distance of |345.00 (Ft, rem.aining distance of 345.00 (Ft.) Using Figure 3-4, the travel time fo (1/3)]= 7.22 ) entered leaves a this dista.nce is 1.12 minutes for a distance of 345.00 (Ft.) arid a slope of 30,00 % with an elevation difference of io3.50(Ft.) from the end of the top area Tt = [11. 9*length(Mi)"3)/(elevation change(Ft.))]".385 *60{min/hr) 1.117 Minutes j Tt=[ (11. 9*0.0653"3)/(103.50)]".3^5= 1.12 Total initial area Ti = 7.22 mi'nutes from Figure 3-3 formula plus 1.12 minutes from the Figure 3-4 formula = 8.33 minutes Rainfall intensity (I) = 4.927 (In/Hr) for a 100.0 year storm Effective runoff coefficient used! for area (Q=KCIA) is C = 0.250 Subarea runoff = 2.796(CFS) Total initial stream area = 2.270(Ac.) End of computations, total study area = 2.270 (Ac.) I I POST-DEVELOPMENT HYDROLOGY CALCULATION 10 YEAR STORM, NODES 100 SERIES San Diego County Rational Hydrology Program I 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: 05/12/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO, 5 - RESORT SITE PHASE 1 10 YEAR STORM POST-DEVELOPMENT NODES 100 TO 110 t ****** * Hydrology Study Control Information ********** Program License Serial Number 4012 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.000 P6/P24 = 56.7% San Diego hydrology manual 'C values used 10,0 Process from Point/Station *•** INITIAL AREA EVALUATION *** LOO.000 to Point/Station tr 101.000 Decimal fraction soil group A = t).000 = 539.000(Ft.) Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance Highest elevation = 208.900(Ft.) Lowest elevation = 188,300(Ft.) Elevation difference = 20.600(Ft.) Slope = 3.822 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.82 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = TC = [1.8*(1,1-C)*distance(Ft.) TC = [1.8*(l.l-0.7700)*( 85.000".5)/( 3.822"(1/3)]= 3.50 The initial area total distance of 539.00 (Ft,) entered leaves a remaining distance of 454.00 (Ft:) Using Figure 3-4, the travel timelfor this distance is 3.05 minutes 3,50 minutes \5)/(% slope"(l/3)] 3.822"(l/3) ] = a slope of 3.82% ]|7.3S(Ft.) from the end of the top area )]",385 *60(min/hr) for a distance of 454,00 (Ft.) anc. with an elevation difference of Tt = [11.9*length (Mi)"3)/(elevatidn change(Ft. 3.050 Minutes Tt=[(11.9*0.0860"3)/( 17.35)1",38^= 3.05 Total initial area Ti = 3.50 minjutes from Figure 3-3 formula plus 3,05 minutes from the Figure 3-4 formula = 6,55 minutes Rainfall intensity (I) = 3.76p(In/Hr) for a 10,0 year storm Effective runoff coefficient used por area (Q=KCIA) is C = 0.770 Subarea runoff = 1.680(CFS) Total initial stream area = ;0,580(Ac.) + 4-4-4-4 Process from Point/Station 101.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** r4-+4- + 4--h4 + 4-4- + 4- 102,000 Upstream point/station elevation = 184,300(Ft,) Downstream point/station elevation = 163.540(Ft.) Pipe length = 77.37(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 1.680(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.680(CFS) Normal flow depth in pipe = 2,17 (In.) Flow top width inside pipe = 11.72 (In.) Critical Depth = 5,84 (In.) Pipe flow velocity = 13.89(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 6.65 min. Process from Point/Station 104.000 to Point/Station **** SUBAREA FLOW ADDITION **** 102,000 Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type J (Neighborhod Commercial ) Impervious value, Ai = 0.800 I Sub-Area C Value = 0.770 ' Time of concentration = 6.65 min. Rainfall intensity = 3.728(p:n/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = '1.016 Subarea runoff = Total runoff = 2.109(CFS) 3.789(CrS) for 0.740(Ac.) Total area = 1,320(Ac,) Process from Point/Station 102.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 102.000 The following data inside Main Stream is listed: In Main Stream number; 1 Stream flow area = 1.320 (Ac) Runoff from this stream = 3, 789 (CFS) Time of concentration = 6.65 min. Rainfall intensity = 3.728(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station **** INITIAL AREA EVALUATION 105.000 to Point/Station t** 106.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type | (Neighborhod Commercial ) | Impervious value, Ai = 0.800 | Sub-Area C Value = 0,770 | Initial subarea total flow distancje Highest elevation = 192,000(Ft.) , Lowest elevation = 184,00O(Ft.) Elevation difference = 8,000(Ft. INITIAL AREA TIME OF CONCENTRATION The maximum overland flow distance for the top area slope value of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.64 minutes TC = [I,8*(l.l-C)*distance(Ft,)".5)/(% slope"(l/3)) TC = [1,8*(1.1-0.7700)* ( 85,000".5)/( 3,419"(1/3))= 3,64 The initial area total distance of 234,00 (Ft.) entered leaves a remaining distance of 149,00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.35 minutes for a distance of 149,00 (Ft,) and a slope of 3.42 % with an elevation difference of 5.09(Ft.) from the end of the top area 234,000(Ft,) .) Slope = 3,419 % CALCULATIONS; is 85.00 (Ft) 3.42 %, in a development type of Tt - (ll,9*length(Mi)"3)/(elevation change(Ft.)))".385 *60(min/hr) 1,350 Minutes Tt=[ (11.9*0.0282"3)/( 5,09)]",385= 1,35 Total initial area Ti = 3.64 minutes from Figure 3-3 formula plus 1.35 minutes from the Figure 3-4 formula = 4,99 minutes Rainfall intensity (I) = 4.488(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 1.037(CFS) Total initial stream area = 0.300(Ac,) Process from Point/Station 106.000 to Point/Station **** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION **** 107,000 1.829(CFS) 4.158(Ft/s) Top of street segment elevation = 184,000(Ft,) End of street segment elevation = 173,900(Ft,) Length of street segment = 165.000(Ft.) Height of curb above gutter flowline = 6.0(In,) Width of half street (curb to crown) = 30,000(Ft,) Distance from crown to crossfall grade break = 28.0O0(Ft,) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown l(v/hz) = 0.020 Street flow is on [1] side(s) oi 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,) i Gutter hike from flowline = l.SflOdn.) Manning's N in gutter = O.OlSOj Manning's N from gutter to gradp break = 0.0150 Manning's N from grade break to; crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.216(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.071(Ft.) Flow velocity = 4.16(Ft/s) Travel time = 0.66 min. TC = Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Rainfall intensity = 4.141(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.788 CA = 0.615 Subarea runoff = 1.510(CFS) for 0.480(Ac Total runoff = 2,547(CFS) Total area = Street flow at end of street = 2. 547 (CFS) Half street flow at end of street i= 2,547 {CFS) Depth of flow = 0.236 (Ft.), Ave2|age velocity = 4.474 {Ft/s) Flow width (from curb towards crovfn)= 7. 057 (Ft.) 5,65 min. 10.0 year storm 0,780 (Ac . ) Process from Point/Station 10j7.000 to Point/Station •*** CONFLUENCE OF MINOR STREAMS **** 107.000 Along Main Stream number: 2 in nor;nal stream number 1 Stream flow area = 0.780(Ac.) Runoff from this stream = 2.547(CFS) Time of concentration = 5,65 min. Rainfall intensity = • 4.141(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 108.000 to Point/Station t * * * 109.000 Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 572,000(Ft,) Highest elevation = 2O0.0OO(Ft,) Lowest elevation = 179.000(Ft.) Elevation difference = 21.000(Ft.) Slope = 3.671 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The maximum overland flow distance is 85,00 (Ft) for the top area slope value of 3.67 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.55 minutes TC = [l,B*(l.l-C)*distance(Ft.)".5)/(% siope"(l/3)] TC = [1.8*(1.1-0,7700)* ( 85.000".5)/( 3.671"(1/3)1= 3,55 The initial area total distance of 572.00 (Ft.) entered leaves a remaining distance of 487.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.27 minutes for a distance of 487.00 (Ft.) 4nd a slope of 3.67 % with an elevation difference of 17.88(Ft.) from the end of the top area Tt = [11. 9*length(Mi) "3) / (elevat^ion change (Ft.))]". 385 *60 (min/hr) 3,270 Minutes i Tt=[(11.9*0.0922"3)/( 17 . 88)]".385= 3.27 Total initial area Ti = 3.55 minutes from Figure 3-3 formula plus 3.27 minutes from the Figure 3j-4 formula = 6.82 minutes Rainfall intensity (I) = 3.666(In/Hr) for a 10.0 year storm Effective runoff coefficient usep for area (Q=KCIA) is C = 0.770 Subarea runoff =. 3.359 (CFS)' Total initial stream area = 1.190(Ac,) Process from Point/Station 109.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 107,000 Upstream point/station elevation = 177.400 (Ft.) Downstream point/station elevation = 168.330(Ft.) Pipe length = 195.48(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3,359(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3,359(CFS) Normal flow depth in pipe = 5.55 (In.) Flow top width inside pipe = 11.97(In.) Critical Depth = 9.40(In.) Pipe flow velocity = 9. 45(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 7.16 min. Process from Point/Station **** CONFLUENCE OF MINOR STREAMS l(b7 .000 to Point/Station * * * 107.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1,190 (Ac)! Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: 7.16 mi n. 3.551(In/Hr) 59(CFS) Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Qmax (1) Qmax(2) = !,547 i.359 1,000 1,000 0, 858 1,000 , 65 , 16 1. 000 0. 788 1,000 1, 000 4.141 3.551 2.547) + 3.359) 4- 2,5,47) 3,359) 5,194 5,544 Total of 2 streams to confluence: Flow rates before confluence point; 2,547 3,359 Maximum flow rates at confluence using above data• 5,194 5.544 Area of streams before confluence: 0.780 1.190 Results of confluence: Total flow rate = 5.544(CFS) Time of concentration = 7,165 min. Effective streami area after confluence = 1.970 (Ac, Process from Point/Station 107,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** f4-4-4- 102.000 Upstream point/station elevation = 168, 000 (Ft,) Downstream point/station elevation = 163,540(Ft.) Pipe length = 94.72(Ft.) Manning's N = 0,013 No. of pipes = 1 Required pipel flow = 5.544(CFS) Given pipe size = 18.00(In.1 Calculated individual pipe flowi = 5,544(CFS) Normal flow depth in pipe = 6.05(In,) Flow top width inside pipe = 17.00(In.) Critical Depth = 10,90(In.) i Pipe flow velocity = 10,64(Ft/s) Travel time through pipe = 0^15 min. Time of concentration (TC) = '7.31 min. Process from Point/Station 102.000 to Point/Station ***• CONFLUENCE OF MAIN STREAMS **** 102.000 The following data inside Main Stream is listed: In Main Stream number; 2 Stream flow area = l,970(Ac.) Runoff from this stream = 5.544(CFS) Time of concentration = 7.31 min. Rainfall intensity = 3,505(In/Hr) Summary of stream data; Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Qmax (1) Qmax (2) 3.789 5 . 544 1.000 1. 000 0. 940 1, 000 6. 65 7.31 1, 000 0. 909 000 000 3.728 3 . 505 3.789) 5.544) 3.789) Is.544) 9, 106 Total of 2 main streams to confluence: Flow rates before confluence point; 3.789 5.544 Maximum flow rates at confluence using above data: 8.827 9.106 Area of streams before confluence: 1,320 1,970 Results of confluence; Total flow rate = 9.106(CFS) Time of concentration = 7.313 min. Effective stream area after confluence 3, 290(Ac,) Process from Point/Station 102,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 103,000 Upstream point/station elevation = 163.210(Ft.) Downstream point/station elevation = 162,500(Ft,) Pipe length = 37.46(Ft,) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.106(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 9.106(CFS) Normal flow depth in pipe = 10.36(In.) Flow top width inside pipe = 17.79(In.) Critical Depth = 14.01(In.) Pipe flov; velocity = 8. 65 (Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 7.39 min. Process from Point/Station **** SUBAREA FLOW ADDITION ***' 110.000 to Point/Station 103,000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D =10.000 [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Time of concentration = 7,39 rain. Rainfall intensity = 3.483(In/Hr) for a 10.0 year storm Effective runoff coefficient us^d for total area (Q=KCIfl) is C = 0.773 CA = : 3.333 Subarea runoff = 2.502(CFS) for 1.020(Ac,) Total runoff = 11,608(CFS) Total area = 4.310(Ac.) End of computations, total study area = 4,310 (Ac) POST-DEVELOPMENT HYDROLOGY CALCULATION 100 YEAR STORM, NODES 100 SERIES 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 Rational Hydrology Stud Division / 2003 Date; hydrology o'4/29/05 manual CT 03-02, CARLSBAD RANCH, PLAN^ 100 YEAR STORM POST-DEVELOPMENT NODES 100 TO 110 ING AREA NO. 5 - RESORT SITE PHASE 1 ********* Hydrology Study Co ntrol Information ********** Program License Serial Number 4012 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 **** INITIAL AREA EVALUATION 100,000 t * * * to Point/Station 101.OOO 539,000(Ft. ) .-// Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.00.0 Decimal fraction soil group D = p.000 [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0.770 j Initial subarea total flow distapce Highest elevation = 208,900(Ft. Lowest elevation = 188,300(Ft.)1 Elevation difference = 20.600(Ft.) Slope = 3,822 INITIAL AREA TIME OF CONCENTRATKpN CAL^IliAM^ONS: The maximum overland flow distance is for the top area slope value of ^ 3.E Neighborhod Commercial In Accordance with Figure 3-3 Initial Area Time of Concentration = TC = [1.8*(1.1-C)*distance (Ft. ) " , 5)/(% slope"(I/3)J TC = [1,8*(1,1-0,7700)• ( 85.000".5)/( 3.822"(1/3) ]= 3,50 The initial area total distance of 539,00 (Ft,) entered leaves a remaining distance of 454,00 (Ft.) Using Figure 3-4, the travel time for this distance is 3,05 minutes for a distance of 454,00 (Ft,) and a slope of 3.82 % with an elevation difference of 17,35(Ft.) from the end of the top area Tt = [11,9*length(Mi)"3)/(elevation change(Ft,))j",385 *60(min/hr) 3,050 Minutes Tt=[(ll,9*0,0B60"3)/( 17.35)1",385= 3,05 Total initial area Ti = 3,50 minutes from Figure 3-3 formula plus 3,05 minutes from the Figure 3-4 formula = 6,55 minutes Rainfall intensity (I) = 5,754 (In/Hr) for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff 2. 570 (CFS) Total initial stream area = , 0,580(Ac,) 85,00; in a development type of 3,50 minutes I Process from Point/Station 101,000 to Point/Stacion ***' PIPEFLOW TR.AVEL TIME (User specified size) **** f4-4- + t + 4-4-4-4- + 102 ,000 Upstream point/station elevation = 184.300(Ft.) Downstream point/station elevation = 163,540(Ft,) Pipe length = 77,37(Ft.) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 2,570(CFS) Given pipe size = 18,00(In:.) Calculated individual pipe flow Normal flow depth in pipe = Flow top width inside pipe = Critical Deptn = 7,28(In,) Pipe flow velocity = 15,77tFt/s) Travel time through pipe = Time of concentration (TC) = Process from Point/Station **** SUBAREA FLOW ADDITION 2.570(CFS) 2,66 (In, ) 12,78(In, ) .08 rain, 6,63 min . 104.000 to Point/Station 102.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type 1 (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0,770 Time of concentration = 6.63 min. Rainfall intensity = 5.708(In/Hr) for a 100,0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0,770 CA = 1.016 Subarea runoff = 3.232(CFS) for 0,740(Ac,) Total runoff = 5.801(CFS) Total area = 1.320(Ac,) 44-4-4-4 Process from Point/Station **** CONFLUENCE OF MAIN STREAMS 102,000 to Point/Station 102.000 The following data inside Main In Main Stream number: 1 Stream is listed: Stream flow area = .Runoff from this stream Time of concentration = Rainfall intensity 1 ,320 (Ad.) 5.801(CFS) 6. 63 inin. 5 , 708 (Ih/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station **** INITIAL AREA EVALUATION 105.000 to Point/Station t * * ^ 106.000 000 000 000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1, Decimal fraction soil group C = 0, Decimal fraction soil group 0=0. [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Initial subarea total flow distance Highest elevation = 192,000{Ft.) Lowest elevation = 184.000(Ft.) Elevation difference = 8,000(Ft.) INITIAL AREA TIME OF CONCENT.RATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3,42 %, in a development type of Neighborhod Commercial In .Accordance With Figure 3-3 | Initial Area Time of Concentration = 3,64 minutes 234,000(Ft, ) Slope = 3,419 % TC TC [1,8*(1,1-C)*distance(Ft,)" [1,8*(1,1-0.7700)*( 85,000' 5)/(% slope"(1/3)1 5)/( 3.419"(l/3) J = 3 , 64 The initial area total distance ot 234,00 (Ft,) entered leaves a remaining distance of 149,00 (Ft.) Using Figure 3-4, the travel tirael for this distance is 1,35 minutes for a distance of 149,00 (Ft.) anfcl a slope of 3,42 I with an elevation difference of 5.09(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))1".385 *60(rain/hr) 1.350 Minutes Tt=[(11.9*0.02S2"3)/( 5.09)]",385= 1.35 Total initial area Ti = 3.64 ]|ninutes from Figure 3-3 formula plus 1.35 minutes from the Figure :i-4 formula = 4.99 minutes Rainfall intensity (I) = 6 863(In/Hr) for a 100.0 year storm Effective runoff coefficient us^d for area (Q=KCIA) is C = 0,770 Subarea runoff = 1,585(CFS) Total initial stream area = 0,300(Ac) 2,779(CFS) , 563(Ft/s) Process from Point/Station ,106.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 184.000(Ft,) End of street segment elevation '= 173. 900 (Ft.) Length of street segment = 165.000(Ft.) Height of curb above gutter flowline = 6,0(In,) Width of half street (curb to crown) = 30,000(Ft,) Distance from crown to crossfall grade break = 28,000(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(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 = 0.242(Ft,), Average velocity = Streetflow hydraulics at midpoin-^ of street travel Halfstreet flow width = 7,333(^t,) Flow velocity = 4,56(Ft/s) Travel time = 0,60 rain, Tij = 5,5 9 min. Adding area flo"w to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial ) Impervious value, .Ai = 0,850 Sub-Area C Value = 0,800 I Rainfall intensity = 6.376(In/Hr Effective runoff coefficient used^ for total area (Q=KCIA) IS C = 0,788 CA = 0.615 Subarea runoff = 2,336(CFS) for 0,480(Ac.) Total runoff = 3,921(CFS) Total area = Street flow at end of street = 3.921(CFS) Half street flow at end of street = 3,921(CFS) Depth of flow = 0.265(Ft,), Average velocity = 4,940(Ft/s) Flow width (from curb towards crown)= 8.500(Ft.) •-F4-4- L07,OOO = C = 1 = 0 = 0 . 000 . 000 .000 000 ] for a 100,0 year storm 0,780(Ac.) Process from Point/Station 107.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 107,000 Along Main Stream number: 2 in normal stream number 1 Stream flow area - 0,780 (Ac) Runoff from this stream = 3,921(CFS) Time of concentration = 5.59 rain. Rainfall intensity = 6,376(In/Hr) I-4-4 + 4-4-4- + 44-4-4-1 Process from Point/Station »*** INITIAL AREA EVALUATION I- + 4- + 4-4-4-4-4-+4 108,000 to Point/Station 109,000 Decimal fraction soil group A = O.pOO Decimal fraction soil group B = ^-P^^ Decimal fraction soil group C = O.pOO Decimal fraction soil group D = 0.000 [COMMERCIAL area type (Neighborhod Commercial ) Impervious value,, Ai = 0,800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 572.000(Ft,) Highest elevation = 200,000(Ft.) Lowest elevation = 179,000(Ftl) Elevation difference = 21,000(Ft.) Slope = 3,671 % INITIAL AREA TIME OF CONCENTRA'^ION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.67 %, in a development type of Neighborhod Commercial i In Accordance With Figure 3-3 Initial Area Time of Concentration = 3,55 minutes TC = [1. 8*(1,1-C)*distance(Ft,)".5)/(% slope"(l/3)l TC = [1,8*(1.1-0.7700)* ( 85.000".5)/( 3,671"(1/3) ]= 3,55 The initial area total distance of 572,00 (Ft.) entered leaves a remaining distance of 487.00 (Ft,) Using Figure 3-4, the travel time for this distance is 3,27 minutes for a distance of 487,00 (Ft.) and a slope of 3.67 % with an elevation difference of 17.88(Ft.) from the end of the top area Tt = [11 , 9*length(Mi)"3)/(elevation change(Ft,))]".385 *60(min/hr) 3,270 Minutes Tt=[(11,9*0,0922"3) / ( 17,88) )".385= 3,27 Total initial area Ti = 3.55 minutes from Figure 3-3 formula plus 3 27 minutes from the Figure 3-4 formula = 6,82 minutes Rainfall intensity (I) = 5.607(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C - 0,770 Subarea runoff = 5,138(CFS) Total initial stream area = l,190(Ac,) Process from Point/Station **** PIPEFLOW TRAVEL TIME (User 109,000 to Point/Station specified size) **** 107.000 Upstream point/station elevatioq = 177.400(Ft,) Downstream point/station elevati^on = 163,330(Ft,) Pipe length = 195.48(Ft.) ^^anning's No. of pipes = I Given pipe size Calculated indiv Required pipe flow 12.00(In.) .dual pipe flow ' = N = 0.013 5.138(CFS) 5 .138 (CFS) Normal flow depth in pipe = 7.18 (In.) Flow top width inside pipe = l!l,76(In.) Critical Depth = ll,09(In,) Pipe flow velocity = 10,47(Ft/s) Travel time through pipe = 0,31 min. Time of concentration (TC) = 7.13 min. Process from Point/Station 107.000 to Point/Station *•** CONFLUENCE OF MINOR STREAMS **** 107.000 Along Main Stream number; 2 in normal stream number 2 Stream flow area = 1,190(Ac.) Runoff from this stream = 5.138(CFS) Time of concentration = 7,13 min. Rainfall intensity = , 5. 448(In/Hr) Summary of stream data: Stream No, Qmax(1) Qmax(2) Flow rate (CFS) 3 . 921 5 .138 1 . 000 1 .000 0.354 1 . 000, TC (min) 5,59 7,13 1,000 0 ,784 1 , 000 1, 000 Rainfall Intensity (In/Hr) 6, 376 5.448 3,921) 4- 5,138) 4- = 3,921) + 5,138) 4 = 7 , 948 ,489 Total of 2 streams to confluence; Flow rates before confluence point: 3,921 5.138 I Maximum flow rates at confluenie using above data: 7.948 8.489 I Area of streams before conf lueifce: 0.780 1.190 Results of confluence: Total flow rate = S.489(C^S) Time of concentration = 7.131 min. Effective stream area after corjfluence = 1,970 (Ac) -4-4-+ + + 4 Process from Point/Station 107,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 102.000 Upstream point/station elevation = 168,000(Ft,) Downstream point/station elevation = 163,540(Ft.) Pipe length = 94,72(Ft.) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 8.489(CFS) Given pipe size = 18,00(In.) Calculated individual pipe flow = 8. 489(CFS) Normal flow depth in pipe = 7. 61(In.) Flow top width inside pipe = 17,78(In,) Critical Depth = 13.54(In.) Pipe flow velocity = 11.95(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 7,26 min. Process from Point/Station **** CONFLUENCE OF MAIN STREAMS 102,000 to Point/Station * * * * 102.000 The following data inside Main Stream is listed: In Main Stream number; 2 ' Stream flow area Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream, data: 1, 970 (Ac 5 . 384 (itl/Hr) .) .489(CFS) 2 6 knin. Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) = 5 ,801 8,489 1 , 000 1 ,000 0,943 1 .000 6.63 7.26 1 . 000 0 . 913 1 . 000 1 . 000 5 , 708 5.384 5,801) + 8,489) 4- = 5,801) + 8.489) + = 13.555 13,961 Total of 2 main streams to confluence: Flow rates before confluence point: 5,801 8,489 Maximum flow rates at confluence using above data: 13,555 13,951 Area of streams before confluence; 1,320 1.970 j Results of confluence: I Total flow rate = 13.961(CFS)| Time of concentration = 7.263(min. Effective stream area after confl|ience 3.290(Ac.) ^.^.+ + + .^.^ ++-^* + + + 44.-^-,^-^4•4•4-t-^-^++ + -^-^4•4-t+ + 4•^-4-^ + -^ +++ + + •^•t-^4-++ + -^ + •^+-n-^+-l-^+-^-^-n-^• Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 163.21D(Ft.) Downstream point/station elevation = 162.500(Ft.) Pipe length' = 37.46(Ft.) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 13.961(CFS) Given pipe size = 18.00 (In.j) Calculated individual pipe flow! = 13, 961 (CFS) Normal flow depth in pipe = l!4.23(In,) Flow top width inside pipe = 14.65(In,) Critical Depth = 16.55(In.) Pipe flow velocity = 9,32(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 7.33 m.in. Process from Point/Station **** SUBAREA FLOW ADDITION 110.000 to Point/Station 103.000 0.000 000 000 000 1 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (Neighborhod Comm.ercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Time of concentration = 7.33 min. Rainfall intensity = 5.352(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = Subarea runoff Total runoff = 773 CA = 3 .879 (CFS) 17,840(CFS) End of computations, total study area 3.333 for 1,020 (Ac) Total area = 4 , 310(Ac.) 4,310 (Ac) POST-DEVELOPMENT HYDROLOGY CALCULATION 10 YEAR STORM, NODES 200 SERIES 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; 05/12/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO.5, PHASE 1 - RESORT SITE 10 YEAR STORM, POST-DEVELOPMENT NODES 200 TO 244 ********* Hydrology Study Control Information ********** Program License Serial Number 4 )12 Rational hydrology study storm ivent year is 10. 0 English (in-lb) input data Unit^ used 1 Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation (inches) = 3.000 P6/P24 = 56,7% San Diego hydrology manual 'C values used 4-4-4-+4-4-4-4-4-4-4-4-4-4-4-4-4-4-H 4-4-4-4-4-4-4-4-4-4-4-4-4-f 4-4-4-4-4-4-4-4-4-4-4-4-+4-4-+++4-4-4-4-4-4-4-+ 4-+4-+ 4-+ 4-+ 4-4-4- Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0,000 [COt-MERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 375.000(Ft.) Highest elevation = 256.000(Ft.) Lowest elevation = 222.900(Ft.) Elevation difference = 33.100(Ft.) Slope = 8.827 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The maximum overland flow distance is 100.00 (Ft) for the top area slope value of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentratio: TC = [1.8*(1.1-C)*distance(Ft,)". TC = [1 .8*(1.1-0.7700)*( 100.000" The initial area total distance ol' remaining distance of 275.00 (Ft Using Figure 3-4, the travel time 0.00 %, in a development type of = 1.91 minutes )/(% slope"(l/3) ] 5)/( 30.000"(l/3))= 1.91 375.00 (Ft.) entered leaves a ) for this distance is 1.50 minutes for a distance of 275.00 (Ft.) and a slope of 8.83 % with an elevation difference of 24.27 (Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft,))]", 385 *60(min/hr) 1.502 Minutes Tt=[ (11. 9*0.0521"3)/( 24.27)]".385= 1.50 Total initial area Ti = 1.91 minutes from Figure 3-3 formula plus 1.50 minutes from the Figure 3-4 formula = 3,41 minutes Rainfall intensity (I) = 5.729(In/Hr) for a 10,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 3, 397 (CFS) Total initial stream area =, 0.770(Ac.) 4-4-4-4-4-4- 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ 4-4-4-4-4-4-+ 4-+ 4-4-4-4-+ + + +4-+ 4- Process from Point/Station 201.000 to Point/Station 202,000 ***. PIPEFLOW TRAVEL TIME (User specified size) ***• Upstream point/station elevation = 218.920(Ft.) Downstream point/station elevation = 217.130(Ft,) Pipe length = 179,00(Ft,) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3,397(CFS) Given pipe size = 18. 00 (In.) Calculated individual pipe flow = 3.397(CFS) Normal flow depth in pipe = 7.04(In.) Flow top width inside pipe = 17.57(In.) Critical Depth = 8.42(In.) Pipe flow velocity = 5.30(Ft/s) Travel time through pipe = 0.56 min. Time of concentration (TC) = 3.98 min. H-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+4- + 4-4-4-4-4-4-4-4-4-4-4-4-4,4-4 Process from Point/Station 1201.000 to Point/Station 202.000 **** SUBAREA FLOW ADDITION ****I Decimal fraction soil group A =|0.000 Decimal fraction soil group B =[1.000 Decimal fraction soil group C =|0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0,770 Time of concentration = 3.98 min. Rainfall intensity = 5.192(In/Hr) for a 10.0 year storm Effective runoff coefficient usee! for total area (Q=KCIA) is C = 0.770 CA = 1.663 Subarea runoff = 5.239(CFS) for 1.390(Ac.) Total runoff = 8.636(CFS) Total area = 2.160(Ac.) 4- + 4- + 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-++4-4-4-4-4-4-4-44-+4- Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 216.800(Ft.) Downstream point/station elevation = 215.630(Ft.) Pipe length = 116.43(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8,636(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8,636(CFS) Normal flow depth in pipe = 12. 40 (In.) Flow top width inside pipe = 16.67(In.) Critical Depth = 13.65(In.) ; Pipe flow velocity = 6.65(Ft/s) Travel time through pipe = 0.2! min. Time of concentration (TC) = ^.27 min. + +4-+ 4-4-4-4-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4 Process from Point/Station **** SUBAREA FLOW ADDITION 4 4j 4-+ 4-4-4-4-4-4-4-4-+ 4-4-4-4-4-4-+ 4-4-4-4-4-+ 4-4-4-4-+ 4-+ + + 4-4-4- 2q2.000 to Point/Station 203,000 ] Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Time of concentration = 4.27 min. Rainfall intensity = 4. 960 (In/Hr) for a Effective runoff coefficient used for total area {Q=KCIA) is C = 0.770 CA = 2.603 Subarea runoff = , 4.274(CFS) for 1.220(Ac Total runoff = 12.910(CFS) Total area = 10.0 year storm 3.380(Ac,) 4-++4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+4-4-4-4-4-4-4-4-+4-4-4-4-4-4-4-4-4-4-4-4-+ 4-4-4-4-+ 4-4-4-4-4-+ 4-+ 4-+• 4-4-+ +4-4-4- Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 215.300(Ft.) Downstream point/station elevation = 212.700(Ft,) Pipe length = 380.69(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12,910 (CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 4.391(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 5.748(Ft.) Minor friction loss = 1.243(Ft.) K-factor = 1.50 Pipe flow velocity = 7. 31(Ft/s) Travel time through pipe = 0.87 min. Time of concentration (TC) = ; 5.14 min, I Process from Point/Station [204.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS: **** The following data inside Main Stream is listed: In Main Stream number: 1 \ Stream flow area = 3. 380 (Ait.) Runoff from this stream = 12.910(CFS) Time of concentration = 5.14 min. Rainfall intensity = 4 . 402 (In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 200.000 to Point/Station 208.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 ~~~ Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ' ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 393.000(Ft.) Highest elevation = 256.000(Ft.) Lowest elevation = 223.400(Ft.) Elevation difference = 32.600(Ft.) Slope = 8.295 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATIoti CALCULATIONS; The maximum overland flow distance is 100.00 (Ft) for the top area slope value of BO.00 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 i Initial Area Time of Concentration = 1.91 minutes TC = [1.8*(l.l-C)*distance(Ft.)".;i)/(% slope"(l/3)] TC = [1.8* (1.1-0.7700)* ( 100.000",5)/( 30.000"(1/3)]= 1.91 The initial area total distance 393.00 (Ft.) entered leaves a remaining distance of 293.00 (Ftj) Using Figure 3-4, the travel time ,for this distance is 1.62 minutes for a' distance of 293.00 (Ft.) and a slope of 8.29 % with an elevation difference of 2'4.30(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 •*60(rain/hr) 1,616 Minutes Tt=[(11.9*0.0555"3)/( 24.30)]" . 385= 1.62 Total initial area Ti = 1,91 minutes from Figure 3-3 formula plus 1,62 minutes from the Figure 3-4 formula = 3,53 minutes Rainfall intensity (I) = 5.609 (In/Hr) for a 10,0 year stor.m Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 8,898(CFS) Total initial stream area = 2,060(Ac.) Process from Point/Station 208,000 to Point/Station 208,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2,060(Ac.) i i Runoff from this stream Time of concentration = Rainfall intensity = 8.898 (CFS) 3.53 min, 5.609 (In/Hr) + 4-4-+ 4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ 4-4-4-4-4-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-+ 4-4-4-+ 4-4 4-4-4-4 Process from Point/Station 215,000 to Point/Station 209,000 **** INITIAL AREA EVALUATION **** 31.000(Ft.) Decimal fraction soil group A = 0.000 Decimal fraction soil group B =1 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type (Neighborhod Commercial ) ! Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 ' Initial subarea total flow distince = Highest elevation = 231.000(Ftj) Lowest elevation = 223.OQO(Ft.j Elevation difference = 8.000(Ft.) Slope = 9.877 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of i 9.88 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.77 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)J TC = [1,8*(1.1-0.7700)*( 100.000".5)/{ 9.877"(1/3)]= 2,77 Rainfall intensity (I) = 6.558(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 0,707(CFS) Total initial stream area = 0.140(Ac.) 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+4-4-4-4-4-44-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ 4-4-+4-4-4-4-4-4-4-44-4 4 Process from Point/Station 209.000 to Point/Station 208.000 ***• PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 220.020(Ft.) Downstream point/station elevation = 215.050(Ft.) Pipe length = 166.21(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe fjlow = 0.707 (CFS) Given pipe size = 12.00(In.) j Calculated individual pipe flow N 0.707(CFS) Normal flow depth in pipe = 2.[74 (In.) Flow top width inside pipe = Critical Depth = 4.20 (In.) Pipe flow velocity = 5.22(Ft Travel time through pipe = 0 Time of concentration (TC) = 10|.08 (In.) !• /s, 53 min. 30 min. + 4-4- + 4-4-44-4-4-4-4-4-4-4-4-4-4-4-4- + 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- + 4- + 4-4- Process from Point/Station 208.000 to Point/Station 208.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.140(Ac.) Runoff from this stream = 0.707(CFS) Time of concentration = 3.30 min. Rainfall intensity 5.857(In/Hr) 4-4-4-4-4-4-4-+4-4-+4-4-4-+ 4-+4-4-4-4-4-1 Process from Point/Station **** INITIAL AREA EVALUATION +4-+4-4-4-4-++4-++ 4-4-4-+ 4-+ + 4-4-4-4-4 4 210.000 to Point/Station 208.000 * * * * Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type (Neighborhod Commercial ) | Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 283,000(Ft,) Highest elevation = 255.000(Ft.) Lowest elevation = 223.100 (Ft.) Elevation difference = 31.900(Ft.) Slope = 11.272 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The maximum overland flow dista,nce is 100.00 (Ft) 30.00 %, in a development type of for the top area slope value of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.91 minutes TC = [1.8*(1.1-C)*distance(Ft.) \ 5)/(% slope"(l/3)) TC = [1.8*(1.1-0.7700)* ( 100.00p".5)/( 30.000"(1/3)]= 1.91 The initial area total distance of 283.00 (Ft,) entered leaves a remaining distance of 183.00 (l^t.) Using Figure 3-4, the travel tine for this distance is for a distance of 183.00 (Ft.) 4nd a slope of 11.27 with an elevation difference of Tt = [11, 9*length(Mi)"3)/(elevation change(Ft.) 0.999 Minutes Tt=[ (11.9*0.0347"3)/( 20.63)]".385= 1.00 Total initial area Ti = 1.91 minutes from Figure 3-3 formula plus 1.00 minutes from the Figure 3-4 formula = 2.91 minutes Rainfall intensity (I) = 6.349(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 7. 236 (CFS) Total initial stream area = 1.480 (Ac) 1,00 minutes 20.63(Ft.) from the end of the top area ".385 *60(min/hr) Process from Point/Station 208.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 208.000 Along Main Stream number: 2 in normal stream number 3 Stream flow area = 1,480(Ac.) Runoff from this stream = 7.236(CFS) Time of concentration = 2.91 min. Rainfall intensity = 6,349(In/Hr) Summary of stream data: Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 8.898 3.53 5.609 2 0.707 3 .30 5.857 3 7.236 2.91 6.349 Qmax{1) 1,000 •* 1.000 * B .898) 4- 0.958 •* 1.000 * 0 .707) 4- 0 .883 •*• 1. 000 * 7 .236) 4- = 15 .967 Qmax(2) 1.000 * 0.935 *• B 898) 4- 1.000 * 1.000 * 3 707) 4- 0.922 * 1. 000 * 7 236) 4- = 15 704 Qmax(3) 1. 000 0. 825 * f 3 898) 4- 1, 000 0.882 * 0 707) 4- 1.000 •A-1.000 * 7. 236) 4- = 15, 202 Total of 3 streams to confluence: Flow rates before confluence point: 8.898 0.707 7.236 Maximum flow rates at confluence using above data: 15.967 15,704 15.202 Area of streams before confluence: 2.060 0,140 1.480 Results of confluence: Total flow rate = 15,967(CFS) Time of concentration = 3.527 min. Effective stream area after confluejnce = 3, 680 (Ac,) Process from Point/Station 208 **** PIPEFLOW TRAVEL TIME (User .000 to Point/Station specified size) **** 211,000 Upstream point/station elevation = 214.720(Ft,) Downstream point/station elevation = 212.940(Ft.) Pipe length = 71.03(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe] flow = 15.967 (CFS) Given pipe size = 18.00(In." Calculated individual pipe flow Normal flow depth in pipe = Flow top width inside pipe = Critical Depth = 17.09(In.) Pipe flow velocity = 10.72(|'t/s) Travel time through pipe = 0 11 min. Time of concentration (TC) = 3.64 min. 15.967(CFS) l|a.l6(In, ) 14 .75 (In. ) Process from Point/Station i211.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 211,OOO Along Main Stream number; 2 in normal stream number 1 Stream flow area = 3.680(Ac.) Runoff from this stream = 15.967(CFS) Time of concentration = 3.64 min. Rainfall intensity = 5.499(In/Hr) Process from Point/Station 212.000 to Point/Station ***• INITIAL AREA EVALUATION **** 211.000 ] 1.75 %, in a development type of Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type (Office Professional ) Impervious value, .Ai = 0,900 Sub-Area C Value = 0.840 i Initial subarea total flow distante = 468.000(Ft.) Highest elevation = 231,600 (Ft.) | Lowest elevation = 223.400(Ft.) I Elevation difference = 8,200(F|:.) Slope = 1.752 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of Office Professional In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.25 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"{l/3)] TC = [1.8*(l.l-0,8400)*( 70.000".:5)/( 1. 752" (1/3) ] = 3,25 The initial area total distance of 468.00 (Ft.) entered leaves a remaining distance of 398.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3,72 minutes for a distance of 398.00 (Ft.) and a slope of 1.75 % with an elevation difference of 6.97(Ft,) from the end of the top area Tt = [11,9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 3.722 Minutes Tt=[(11.9*0.0754"3)/( 6.97)]".385= 3.72 Total initial area Ti = 3.25 minutes from Figure 3-3 formula plus 3.72 minutes from the Figure 3-4 formula = 6,97 minutes Rainfall intensity (I) = 3.615(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.840 Subarea runoff = 1.822(CFS) Total initial stream area = 0.600 (Ac.) Process from Point/Station 211|.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 211,000 Along Main Stream number: Stream flow area = 0 Runoff from this stream = Tim.e of concentration = Rainfall intensity = Summary of stream data; 2 in normal stream number 2 600(Ac.) 1.B2f(CFS) 6. 97 mini, 3,615(In/Hr) stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax (2) 15,967 1.822 1. 000 1.000 0,657 1.000 3.64 6.97 1. 000 0.522 5, 499 3 , 615 ,000 000 15.967) + 1.822) + 15.967) 4- 1.822) + 16.918 12 . 320 Total of 2 streams to confluence: Flow rates before confluence point: 15.967 1.822 Maximum flow rates at confluence using above data: 16.918' 12.320 Area of streams before confluence: 3.680; 0,600 Results of confluence: Total flow rate = 16.918 (CFS) Time of concentration = 3.638 min. Effective stream area after confluence = 4.280(Ac.) Process from Point/Station 211.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 212.610(Ft.) Downstream point/station elevation = 210.690(Ft.) Pipe length = 76.66(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.918(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.203(Ft.) at the headwork^ or inlet of the pipe(s) Pipe friction loss = 1.988(Ft.) Minor friction loss = 2.13) (Ft.) K-factor = 1,50 Pipe flow velocity = 9.57(F:/s) Travel time through pipe = 0.:.3 min. Time of concentration (TC) = 13.77 min. --44-4-44-4-4 + 4- 204.000 .44+444 Process from Point/Station 204.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 204,OOO The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4,280(Ac.) Runoff from this stream = 16.918(CFS) Time of concentration = 3.77 min. Rainfall intensity = 5.373(In/Hr) Summary of stream data: Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 12.910 16.918 Qmax(2) = 1.000 0. 819 1, 000 1, 000 . 14 . 77 000 000 0.734 1,000 4.402 5.373 lb.910) 4 l|6.918) 4 = IE.910) 4 1^.918) + = Total of 2 main streams to confluence: Flow rates before confluence point: 12.910 16.918 Maximum flow rates at confluence uping above data: 26.771 26.396 i 26.771 26.396 Area of streams before confluence: 3.380 4.280 Results of confluence; j Total flow rate = 26.771 (CH1S) Time of concentration = 5.137 min. Effective stream area after confluence 7.660(Ac,) 444444444444444444444+4++4+++++++4+4444++++4444++++444444444444 4++444 4 Process from Point/Station 1204.000 to Point/Station 214.000 **** PIPEFLOW TRAVEL TIME (Userjspecified size) **** Upstream point/station elevation = 210. 360(Ft,) Downstream point/station elevation = 197.030(Ft,) Pipe length = 154.03(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.771(CFS) Given pipe size = 24.00 (In.) Calculated individual pipe flow = 26.771(CFS) Normal flow depth in pipe = 10.59(In.) Flow top width inside pipe = 23.83(In.) Critical Depth = 21.64(In.) Pipe flow velocity = 20.04(Ft/s) Travel time through pipe = 0,13 min. Time of concentration (TC) = 5.26 min. 4+4+44444+4444+4444444444444+++++444444444444444+4444444444444++++4444 Process from Point/Station 214.000 to Point/Station 214.000 **** CONFLUENCE OF MINOR STREAMS 1**** m n t Along Main Stream number; 1 Stream flow area = 7.660(Ac Runoff from this stream = 26 Time of concentration = 5.2 6 rdin. Rainfall intensity = 4.332 (lEl/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 2 **** rmal stream number 1 ) 771(CFS) 444+++4444+++++++++4444+++++++44+4444444+++4444444+++++++++444+44 17.000 to Point/Station 216.000 Decimal fraction soil group A = ] = 381.000(Ft.) Slope 5 .538 % 0j.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance Highest elevation = 230.500 (Ft.) Lowest elevation = 209.400(Ft.) Elevation difference = 21.100(Ft.) INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 5.54 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.27. minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.7700)*( 95.000".5)/( 5 . 538"(1/3)]= 3,27 The initial area total distance ofj 381.00 (Ft,) entered leaves a remaining distance of 286.00 (Ft.l Using Figure 3-4, the travel time tor this distance is 1.85 minutes for a distance of 286,00 (Ft.) andja slope of 5.54 % with an elevation difference of 1^.84(Ft.) from the end of the top area Tt = [11. 9*length (Mi) "3) / (elevatiorj change (Ft,))]", 385 *60(min/hr) 1.853 Minutes Tt=[(ll,9*0.0542"3)/( 15 , 84)]".385= 1.85 Total initial area Ti = 3,27 minqtes from Figure 3-3 formula plus 1,85 minutes from the Figure 3-4 iformula = 5,13 minutes Rainfall intensity (I) = 4.408|(In/Hr) for a 10.0 year storm Effective runoff coefficient used fpr area (Q=KCIA) is C = 0.770 Subarea runoff = 5.261(CFS) Total initial stream area = 1.550(Ac,) Process from Point/Station **** PIPEFLOW TRAVEL TIME (User 216.000 to Point/Station specified size) •*** 214,000 5,261(CFS) Upstream point/station elevation = 204.470(Ft,) Downstream point/station elevation = 196,780(Ft,) Pipe length = 126.29{Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow Given pipe size = 18.00(In.) Calculated individual pipe flow = 5,261(CFS) Normal flow depth in pipe = 5.50(In.) Flow top width inside pipe = 16.58 (In.) Critical Depth = 10. 60(In.) Pipe flow velocity = 11.50(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 5.31 min. Process from Point/Station 214.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 214.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.550(Ac.) Runoff from this stream = 5,. 261 (CFS) Time of concentration = 5.31 pin. Rainfall intensity = 4.310(Ip/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 000 to Point/Station 214,OOO = 428,000(Ft.) Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [C0I>1MERCIAL area type i (Neighborhod Commercial ) ' Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance Highest elevation = 231.000(Ft.) Lowest elevation = 209,400(Ft.) Elevation difference = 21.600(Ft.) INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 5.05 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration Slope 5.047 % 3.38 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3): TC = [1.8*(1,1-0.7700)*( 95,000".5)/( 5 . 047 428.00 (Ft (1/3)]= 3.38 ) entered leaves The initial area total distance of remaining distance of 333.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.16 m.inutes for a distance of 333.00 (Ft.) and a slope of 5,05 % with an elevation difference of lj6.81(Ft.) from the end of the top area Tt = [11. 9*length (Mi) "3) / (elevaticjn change (Ft,))]". 385 *60(min/hr) 2,159 Minutes Tt=[ (11.9*0.0631"3) / ( 16,81) )", 3851= 2.16 Total initial area Ti 3.38 minbtes from Figure 3-3 formula plus 2,16 minutes from the Figure 3-4 Rainfall intensity (I) Effective runoff coefficient used Subarea runoff = 4,135 (CFS) Total initial stream area = formula = 5.53 minutes 4.19B(In/Hr) for a for area (Q=KCIA) 1.280(Ac,) 10.0 is C year storm = 0.770 -444+ + + +H Process from Point/Station 214.000 to Point/Station **** CONFLUENCE GF MINOR STREAMS **** 4444444+4444 214,000 Along Main Stream number: 1 in!normal stream number 3 Stream flow area = 1.280(Ac.) Runoff from this stream = I 4.135(CFS) Time of concentration = 5.53 min. Rainfall intensity = 4.195(In/Hr) 4444444444+4444444+++++44++++++++++++4444444444444444444444+++4+4444+4 Process from Point/Station 218.000 to Point/Station 219.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 ~ Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 259.000(Ft.) Highest elevation = 230. 000 (Ft.) Lowest elevation = 213.000(Ft.) Elevation difference = 17.000(Ft.) Slope = 6.564 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of J 6.56 %, in a development type of Neighborhod Commercial ' In Accordance With Figure 3-3 I Initial Area Time of Concentration = 3.09 minutes TC = [1.8*(l.l-C)*distance(Ft.)"i5)/(% slope"(l/3)] TC = [1.8*(l.l-0,7700)*( 95.000't'.5)/( 6. 5 64 " (1/3) ] = 3.09 The initial area total distance of 259.00 (Ft.) entered leaves a remaining distance of 164.00 (Ft}.) Using Figure 3-4, the travel time for this distance is 1.13 minutes for a distance of 164.00 (Ft.) aid a slope of 6.56 % 10.76(Ft.) from the end of the top area with an elevation difference of Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 1.131 Minutes Tt=[(11.9*0.0311"3)/( 10.76)]".385= 1.13 Total initial area Ti = 3.09 minutes from Figure 3-3 formula plus 1.13 minutes from the Figure 3-4 formula = 4.22 minutes Rainfall intensity (I) = 4.995(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 3.269(CFS) Total initial stream area = 0.850(Ac.) 4+++++++++++++4++++++++44444+++4+4+++++444+++44444++444444+++44444+444 Process from Point/Station 219.000 to Point/Station 214.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 205.000(Ft.) Downstream point/station elevation = 197, 030 (Ft.) Pipe length = 55.50 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.269(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow =, 3.269 (CFS) Normal flow depth in pipe = 4.02 (In.) Flow top width inside pipe = 11.33(In.) Critical Depth = 9,29(In,) I Pipe flow velocity = 14,16 (Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 4.29 min. 44444+++++44444444444+444444444++++++4444++++++4444444++++++++++4+4++ Process from Point/Station 214 **** CONFLUENCE OF MINOR STREAMS ** .000 to Point/Station 214.000 ** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 0.850 (Ac) ' Runoff from this stream = 3,269(CFS) Time of concentration = 4,29 min. Rainfall intensity = 4.945(In/Hr) Summary of stream data; Stream No . Flow rate (CFS) TC (min) Rainfall Intensitv (In/Hr) 1 2 3 4 Qmax(1) Qmax (2) = Qmax(3) = Qmax (4) 6,771 5,26 4.332 5.261 5.31 4,310 4 . 135 5.53 i 4.195 3.269 4 .29 1 4.945 1. 000 * 1, 000 * 26,771) + 1. 000 * 0, 992 * 5,261) 4 1 . 000 * 0,951 * 4.135) 4 0,876 * 1 . OOO * 3.269) 4 = 38 . 787 0 ,995 * 1, 000 * 26.771) + 1 ,000 * 1,000 * 5.261) + 1 . 000 * 0 . 959 * 4,135) + 0 , 871 * 1,000 * 3.269) + = 38 706 0. 968 * 1. 000 * 26.771) + 0 . 973 * 1,000 •*• 5.261) 4 1. 000 * 1,000 4.135) + 0.848 * 1,000 + 3,269) + = 37 953 1 ,000 * 0 , 815 •* 26.771) 4 1. 000 * 0,808 •*• 5.261) 4 1. 000 * 0,775 * 4.135) 4 1. 000 * 1.000 * 3.269)-4 = 32. 529 Total of 4 streams to confluence: Flow rates before confluence point: 26,771 5.261 4,135 3.269 Maximum flow rates at confluence lusing above data; 38.787 38.706 |37.953 32,529 .Area of streams before confluence: 7.660 1.550 1,280 0.850 Results of confluence: Total flow rate = 38.787(CFS) Time of concentration = 5.265'min. Effective stream area after confluence 11.340 (Ac.) Process from Point/Station 214.000 to Point/Station 205,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 196.780(Ft.) Downstream point/station elevation = 185.410(Ft.) Pipe length = 225.98(Ft.) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 38,787(CFS) Given pipe size = 24, 00 (In.) Calculated individual pipe flow = 38.787(CFS) Normal flow depth in pipe = 15.71 (In.) Flow top width inside pipe = 22.82(In.) Critical depth could not be calculated. Pipe flow velocity = 17,79(Ft/s) Travel time through pipe = 0,21 min. Tim.e of concentration (TC) = 5.48 min. Process from Point/Station 205.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 205,OOO Along Main Stream number; 1 in normal stream number 1 Stream flow area = ll,340(Ac.) ' Runoff from this stream = 38,787(CFS) Time of concentration = 5,48 min. Rainfall intensity = 4,224 (In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 219,000 to Point/Station * * * * 205,COO Decimal fraction soil group A 0.000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 267.000(Ft.) Highest elevation = 213.000(Ft,) Lowest elevation = 198.600(Ft.) Elevation difference = 14.400(Ft.) Slope = 5.393 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 5.39 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.30 minutes TC = [1. 8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1. 8* (1. l-0'.7700) * ( 95.000".5)/( 5 . 393" (1/3) ] = 3.30 The initial area total distance of 267,00 (Ft,) entered leaves a remaining distance of 172,00 (Ft.) Using Figure 3-4, the travel time for this distance is 1,27 minutes for a distance of 172,00 (Ft,) and.a slope of 5.39 % with an elevation difference of 9.28 (Ft.) from the end of the top area Tt = [11, 9*length (Mi) "3) / (elevatior| change (Ft,))]". 385 *60 (min/hr) 1.265 Minutes Tt=[ (11.9*0.0326"3)/( 9.28)]".385= 1.27 Total initial area Ti = 3,30 minutes from Figure 3-3 formula plus 1,27 minutes from the Figure 3-4 formula = 4,57 minutes Rainfall intensity (I) = 4.749(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 1,901(CFS) Total initial stream area = 0,520(Ac.) Process from Point/Station 205.000 to Point/Station 205,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0,520{Ac.) Runoff from this stream = 1.901(CFS) Time of concentration = 4.57 min. Rainfall intensity = 4.749(In/Hr) Process from Point/Station 221.000 to Point/Station 220.000 **** INITIAL AREA EVALUATION **** j Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type [ ) (Neighborhod Commercial ) | Impervious value, Ai = 0,800 i Sub-Area C Value = 0.770 Initial subarea total flow distance = 239.000(Ft,) Highest elevation = 210.S00(Ft,) Lowest elevation = 197,000(Ft.) Elevation difference = 13,500(Ft.) Slope = 5.649 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 5,65 %, in a developmient type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3,25 minutes TC = [1.8*(1,1-C)*distance(Ft.)".5)/(% slope"{l/3)] TC = [ 1.8*(1,1-0,7700)* ( 95,000",5)/( 5,649"(1/3)]= 3,25 The initial area total distance of 239,00 (Ft.) entered leaves a remaining distance of 144.00 (Ft,) Using Figure 3-4, the travel time for this distance is 1.08 minutes for a distance of 144,00 (Ft.) and a slope of 5,65 % with an elevation difference of 8.13(Ft.) from the end of the top area Tt = (II.9*length(Mi)"3)/(elevation change(Ft,)))",385 *60(min/hr) 1,084 Minutes Tt=[ (11.9*0,0273"3)/( 8,13))".385= 1,08 Total initial area Ti = 3.25 minutes from Figure 3-3 formula plus 1.08 minutes from the Figure 3-4 formula = 4,33 minutes Rainfall intensity (I) = 4,911(In/Hr) for a 10,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 2,004(CFS) Total initial stream area = 0.530(Ac.) Process from Point/Station 220.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) *•** 205,000 Upstream point/station elevation = 192.690(Ft.) Downstream point/station elevation = 185.410(Ft.) Pipe length = 75.34 (Ft.) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 2.004(CFS) Given pipe size = 18.00(In,) Calculated individual pipe flow = 2.004(CFS) Normal flow depth in pipe = 3. (32 (In.) Flow top width inside pipe = 13.46(In.) Critical Depth = 6.40(In,) Pipe flow velocity = 10.23(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 41.46 min. Process from Point/Station 205.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** +++++4 205.OOO Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.530(Ac,) Runoff from this stream = 2.004(CFS) Time of concentration = 4.46 min. Rainfall intensity = 4,823(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 38.787 2 1 3 2 Qmax(l) = Qmax (2) = Qmax (3) = .. 901 1.004 1, 000 0, 889 0. 876 1, 000 1, 000 0. 985 1, 000 1, 000 1,000 5,48 4.57 4.46 1.000 1. 000 1. 000 834 000 000 0 , 814 0.976 1.000 4 . 224 4.749 4.823 38.787) 4 1.901) 4 2.004) 4 38.[787) 4 l.BOl) 4 2.004) + 38.787) + 1.901) + 2.004) + •• 42 .233 36.218 35,430 Total of 3 streams to confluence; Flow rates before confluence point: 38.787 1.901 2.004 Maximum flow rates at confluence using above data; 42.233 36.218 35.430 Area of streams before confluence: 11,340 0,520 0,530 Results of confluence: Total flow rate = 42,233(CFS) Time of concentration = 5,477 min. Effective stream area after confluence = 12.390(Ac, +++444444 Process from Point/Station 205,000 to Point/Station **** PIPEFLOW T.RAVEL TIME (User specified size) **** I-444+ + + + + + + + + 206,000 Upstream point/station elevation = 185,410(Ft,) Downstream point/station elevation = 184. 000 (Ft,) Pipe length = 140,85(Ft,) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 42,233(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 7.707(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 4.907(Ft.) Minor friction loss = 4.209(Ft.) K-factor = 1,50 Pipe flow velocity = 13.44-(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 5.65 min. Process from Point/Station 206.000 to Point/Station 207.000 *«** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 184.000(Ft.) Downstream point elevation = 175.100(Ft.) Channel length thru subarea = 181.860(Ft.) Channel base width = 4.000 (Elt.) Slope or 'Z' of left channel bank t 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 42.275(CFS) Manning's 'N' = 0.025 Maximum depth of channel = 3.0(30 (Ft.) Flow(q) thru subarea = 42.275(CFS) Depth of flow = 0,808(Ft.), Average velocity = 9.314(Ft/s) Channel flow top width = 7,233(Ft.) Flow Velocity = 9.31(Ft/s) Travel time = 0.33 min. Time of concentration = 5.98 min. Critical depth = l,2I9(Ft.) Adding area flow to channel Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Decimal fraction soi] group C = 0,000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ) (1,0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.320 The area added to the existing stream causes a a lower flow rate of Q = 38.752(CFS) therefore the upstream flow rate of Q = 42,233(CFS) is being used Rainfall intensity = 3.992(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.760 CA = 9.707 Subarea runoff = 0.000 (CFS) for 0,390 (Ac) Total runoff = 42.233(CFS) Total area = 12,780(Ac.) Depth of flow = 0.808(Ft.), Average velocity = 9.311(Ft/s) Critical depth = 1.219(Ft.) Process from Point/Station 207.000 to Point/Station 222,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** \ Upstream point/station elevation = 1168 , 740(Ft,) Downstream point/station elevation =i 167,920(Ft.) Pipe length = 16.33(Ft.) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 42,233(CFS) Given pipe size = 30,00(In,) Calculated individual pipe flow = '42.233(CFS) Normal flow depth in pipe = 14,27(In.) Flow top width inside pipe = 29.96 (In,) Critical Depth = 26.09(In,) Pipe flow velocity = 18.33(Ft/s) Travel time through pipe = 0,01 min. Time of concentration (TC) = 5.99 min. End of computations, total study area = 12.780 (Ac) 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: 05/12/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO.5, PHASE 1 - RESORT SITE 10 YEAR STORM, PRE-DEVELOPMENT NODES 200 TO 244 1-******** Hydrology Study Control Information ****^ Program License Serial Number 4012 Rational hydrology study storra event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.000 P6/P24 = 56.7% San Diego hydrology manual 'C values used 10.0 Process from Point/Station **** INITIAL AREA EVALUATION 227.000 to Point/Station * * * 228.000 204.000(Ft.) .088 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soit-group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = Highest elevation = 242,500(Ft.) Lowest elevation = 226.000(Ft,) Elevation difference = 16,500(Ft.) Slope = Top of Initial Arsa Slope adjusted by User to 30,000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1,91 minutes TC = [1 8*(1.1-C)*distance(Ft.)",5)/(% slope"(l/3)] TC = [1 8*(1 l-0.7700)*( 100.000",5)/( 30.000"(1/3)]= 1.91 The initial area total distance of 204.00 (Ft.) entered leaves a remaining distance of 104.00 (Ft,) ^ _., . ^ Using Figure 3-4, the travel time for this distance is 0,73 minutes for a distance of 104,00 (Ft,) and a slope of 8,09 % with an elevation difference of 8.41(Ft,) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft,))]",385 *60(min/hr) 0,735 Minutes Tt=[ (11.9*0.0197"3)/( 8,41)1".385= 0.73 Total initial area Ti = 1.91 minutes from Figure 3-3 formula plus 0 73 minutes from the Figure 3-4 formula = 2,65 minutes Rainfall intensity (I) = 6.751 (In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C - 0,770 Subarea runoff = 1,040(CFS) Total initial stream area = 0.200(Ac.) Process from Point/Station 228,000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 229,000 Upstream point elevation = 226.000(Ft,) Downstream point elevation = 193,100 (Ft,) Channel length thru subarea = 623.000 (Ft.) Channel base width = 2, 000(Ft,) Slope or 'Z' of left channel bank = 3,000 Slope or 'Z' of right channel bank = 3,000 Estimated mean flow rate at midpoint of channel = 10.070(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft,) Flow(q) thru subarea = 10.070(CFS) Depth of flow = 0.551(Ft.), Average velocity = 5,002(Ft/s) Channel flow top width = 5, 307(Ft,) Flow Velocity = 5.00(Ft/s) Travel time = 2,08 min. Time of concentration = 4.72 min. Critical depth = 0.664(Ft,) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0,770 Rainfall intensity = 4.647(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 4.089 Subarea runoff = 17.961(CFS) for 5.110(Ac.) Total runoff = 19.000(CFS) Total area = 5,310(Ac,) Depth of flow = 0.752(Ft.), Average velocity = 5.931(Ft/s) Critical depth = 0.922(Ft.) Process from Point/Station 229.000 to Point/Station 229,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number; 1 in normal stream number 1 Stream flow area = 5.310(Ac.) Runoff from this stream = 19,000(CFS) Time of concentration = 4,72 min. Rainfall intensity = 4,647(In/Hr) Process from Point/Station 231,000 to Point/Station 229.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0,850 Sub-Area C Value = 0,800 Initial subarea total flow distance = 829,000(Ft.) Highest elevation = 230.600(Ft,) Lowest elevation = 193,300(Ft,) Elevation difference = 37,300(Ft.) Slope = 4.499 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.50 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.10 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.8000)*( 90.000",5)/( 4 . 499" (1/3)]= 3.10 The initial area total distance of 829.00 (Ft,) entered leaves a remaining distance of 739,00 (Ft,) Using Figure 3-4, the travel time for this distance is 4,17 minutes for a distance of 739,00 (Ft.) and a slope of 4,50 % with an elevation difference of 33,25(Ft,) from the end of the top area Tt = [11,9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 4.169 Minutes Tt=[(11,9*0.1400"3)/{ 33.25)]".385= 4.17 Total initial area Ti = 3,10 minutes from Figure 3-3 formula plus 4,17 minutes from the Figure 3-4 formula = 7.27 minutes Rainfall intensity (I) = 3,518(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,800 Subarea runoff = 2,279 (CFS) Total initial stream area = 0.810(Ac.) Process from Point/Station 229,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 229,000 Along Main Stream number; 1 in normal stream number 2 Stream flow area = 0,810(Ac.) Runoff from this stream = 2.279(CFS) Time of concentration = 7.27 min. Rainfall intensity = 3. 518 (In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 19.000 2 .279 Qmax (2) = 000 000 0. 757 1. 000 4 . 72 7.27 1.000 0. 649 1.000 1, 000 4 . 647 3 ,518 19.000) + 2.279) + 19.000) + 2.279) + 20,481 16,662 Total of 2 streams to confluence: Flow rates before confluence point: 19,000 2.279 Maximum flow rates at confluence using above data: -29-. 481 16.662 Area of streams before confluence: 5.310 0.810 Results of confluence; Total flow rate = 20.481 (CFS) Time of concentration = 4.723 rain. Effective stream area after confluence = 6.120 (Ac.) Process from Point/Station 229,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 230, 000 Upstream point/station elevation = 185.320(Ft,) Downstream point/station elevation = 185,010(Ft.) Pipe length = 15.85(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.481(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 20.481(CFS) Normal flow depth in pipe = 14. 06(In.) Flow top width inside pipe = 23.64 (In.) Critical Depth = 19,48(In,) Pipe flow velocity = 10.71(Ft/s) Travel time through pipe = 0,02 min. Time of concentration (TC) = 4,75 min. Process from Point/Station 230.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 230.000 Along Main Stream number; 1 in normal stream number 1 Stream flow area = 6,120 (Ac) Runoff from this stream = 20. 481(CFS) Timie of concentration = 4.75 min. Rainfall intensity 4,631(In/Hr) Rainfall intensity = 3,420(In/Hr) for a 10,0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0,774 CA = 8,511 Subarea runoff = 0,471(CFS) for 0,830(Ac,) Total runoff = 29,107 (CFS) Total area = 10,99O(Ac,) Depth of flow = 1.134(Ft,), Average velocity = 6,012(Ft/s) Critical depth = 1,266(Ft,) 444444 Process from Point/Station 238.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.990(Ac,) Runoff from this stream = 29.107 (CFS) Time of concentration = 7.60 min. Rainfall intensity = 3,420(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION = 175.000(Ft.) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance Highest elevation = 230.000(Ft.) Lowest elevation = 194.500(Ft.) Elevation difference = 35.500(Ft.) Slope = 20.286 % Top of Initial Area Slope adjusted by User to 30,000 % Bottom of initial Area Slope adjusted by User to 2.000 % INITIAI AREA TIME OF CONCENTRATION CALCULATIONS; The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = TC = [1.8*(1.1-C)*distance(Ft.)".5)/(? TC = [1.8*(1.1-0.7700)*( 100.000".5)/( 1.91 minutes slope" (1/3)] 30.000"(l/3)]= 1. 91 175.00 (Ft.) entered leaves a 0.98 minutes The initial area total distance of remaining distance of 75,00 (Ft,) Using Figure 3-4, the travel time for this distance is for a distance of 75.00 (Ft.) and a slope of 2.00 % with an elevation difference of 1,50(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft,))1".385 *60(min/hr) 0.978 Minutes Tt=[(11.9*0.0142"3)/( 1.50)]".385= 0.98 Total initial area Ti = 1,91 minutes from Figure 3-3 formula plus 0 98 minutes from the Figure 3-4 formula = 2.89 minutes Rainfall intensity (I) = 6.379(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C - 0,770 Subarea runoff = 1,474(CFS) Total initial stream area = 0,300(Ac.) Process from Point/Station 240.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 241.000 Upstream point elevation = 194.500(Ft.) Downstream point elevation = 181,700(Ft,) Channel length thru subarea = 620,000(Ft.) Channel base width = 2,000(Ft,) Slope or 'Z' of left channel bank = 4,000 Slope or 'Z' of right channel bank = 4,000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0,035 Maximum depth of channel = 3,000(Ft,) Flow(q) thru subarea = 17,341(CFS) 17,341 (CFS) Depth of flow = 0.839(Ft,), Average ve3ocity = 3,862(Ft/s) Channel flow top width = 8,709(Ft.) Flow Velocity = 3.86(Ft/s) Travel time = 2.68 min. Time of concentration = 5.57 min. Critical depth = 0.820(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group 0 = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Rainfall intensity = 4.180(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 7.931 Subarea runoff = 31.677(CFS) for 10.000(Ac,) Total runoff = 33,150(CFS) Total area = 10,300(Ac,) Depth of flow = 1.121(Ft.), Average velocity = 4,561(Ft/s) Critical depth = l,109(Ft,) Process from Point/Station 241.000 to Point/Station 238.000 **** PIPEFLOW TRA.VEL TIME (User specified size) **** Upstream point/station elevation = 177.000(Ft.) Downstream point/station elevation = 175.100(Ft.) Pipe length = 76,35(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.150(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 33,150(CFS) Norraal flow depth in pipe = 15.21(In,) Flow top width inside pipe = 30,00{In.) Critical Depth = 23.51 (In.) Pipe flow velocity = 13.26(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = - - S.66 mia^ - Process from Point/Station 238.000 to Point/Station 238.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10.300(Ac.) Runoff from this stream = 33.150 (CFS) Time of concentration = 5.66 rain. Rainfall intensity = 4.134(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No, (CFS) (min) (In/Hr) 29.107 7.60 3.420 33,150 5.66 4.134 Qmax(l) = Qmax (2) = 1, 000 * 1,000 * 29.107)4 0.827 * 1.000 * 33,150) + = 56,530 1,000 * 0,745 * 29.107) + 1.000 * 1.000 * 33.150) + = 54,842 Total of 2 streams to confluence; Flow rates before confluence point: 29,107 33.150 Maximum flow rates at confluence using above data: 56.530 54,842 Area of streams before confluence: 10.990 10,300 Results of confluence: Total flow rate = 56.530(CFS) Ti,'ne of concentration = 7.597 min. 0. 000 1. 000 0.000 0.000 Depth of flow = 0.839(Ft.), Average velocity = 3.862(Ft/s) Channel flow top width = 8,709(Ft.) Flow Velocity = 3.86(Ft/s) Travel time = 2,68 min. Time of concentration = 5.57 min. Critical depth = 0.820(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D (COMMERCIAL area type ] (Neighborhod Comimercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0.770 Rainfall intensity = 4.180(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 7,931 Subarea runoff = 31,677(CFS) for 10.000(Ac.) Total runoff = 33,150(CFS) Total area = 10,300(Ac,) Depth of flow = l,121(Ft.), Average velocity = 4.561(Ft/s) Critical depth = 1.109(Ft.) Process from Point/Station 241.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 238.000 Upstream point/station elevation = Downstream point/station elevation 177,000(Ft.) 175.100(Ft,) Pipe length = 75.35(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.150(CFS) Given pipe size = 30,00(In.) Calculated individual pipe flow = 33,150(CFS) Norraal flow depth in pipe = 15.21 (In,) Flow top width inside pipe = 30.00(In.) Critical Depth = 23,51 (In.) Pipe flow velocity = 13.26(Ft/s) Travel time through pipe = 0.10 min, -Time of concentration (TC) = 5.66 rain. Process from Point/Station 238.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 238.000 Along Main Stream number; 1 in normal stream number 2 Stream flow area = 10.300(Ac,) Runoff from this stream = 33.150 (CFS) Time of concentration = 5.66 min. Rainfall intensity = 4.134(In/Hr) Summary of stream data: Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax (1) 2 9.107 33,150 Qmax (2) = 1.000 0 , 827 1.000 1.000 7 . 60 5. 66 1 , 000 1 , 000 0 .745 1,000 3 , 420 4 . 134 29,107) + 33,150) + 29,107) + 33,150) + 56.530 54.842 Total of 2 streams to confluence; Flow rates before confluence point; 29,107 33.150 Maximum flow rates at confluence using above data: 56.530 54.842 Area of streams before confluence: 10.990 10,300 Results of confluence: Total flow rate = 56,530(CFS) TL-ne of concentration = 7.597 min. Depth of flow = 0,839(Ft,), Average velocity = 3,862(Ft/s) Channel flow top width = 8,709(Ft,) Flow Velocity = 3.86(Ft/s) Travel time = 2,68 m.in. Time of concentration = 5.57 min. Critical depth = 0.820(Ft,) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Rainfall intensity = 4,180(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 7.931 Subarea runoff = 31.677(CFS) for 10.000(Ac,) Total runoff = 33.150(CFS) Total area = 10.300(Ac.) Depth of flow = 1.121(Ft.), Average velocity = 4.561(Ft/s) Critical depth = 1.109(Ft.) Process from Point/Station 241.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 238.000 33.150(CFS) Upstream point/station elevation = 177,000(Ft.) Downstream point/station elevation = 175.100{Ft.) Pipe length = 76.35(Ft,) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = Given pipe size = 30,00(In,) Calculated individual pipe flow = 33,150(CFS) Normal flow depth in pipe = 15.21(In,) Flow top width inside pipe = 30,00(In.) Critical Depth = 23.51(In.) Pipe flow velocity = 13.26(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) ~=- 5.6£jiiin. Process from Point/Station 238.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 238.000 Along Main Stream number; 1 in normal stream number 2 Stream flow area = 10.300(Ac,) Runoff from this stream = 33.150(CFS) Time of concentration = 5.66 min. Rainfall intensity = 4.134 (In/Hr) Summary of stream data: Stream No, Flow rate (CFS) TC (rain) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 29.107 33,150 Qmax (2) = 000 827 1.000 * 1,000 * 7. 60 5, 65 1.000 * 1,000 * 0, 745 1, 000 3 . 420 4.134 29.107) + 33,150) + 29,107) + 33.150) + 56.530 54,842 Total of 2 streams to confluence: Flow rates before confluence point: 29,107 33.150 Maximum flow rates at confluence using above data: 56.530 54.842 Area of streams before confluence: 10.990 10,300 Results of confluence: Total flow rate = 56,530(CFS) Ti-me of concentration = 7,597 min. Depth of flow = 0,839(Ft,), Average velocity = 3,862(Ft/s) Channel flow top width = 8,709(Ft,) Flow Velocity = 3.86(Ft/s) Travel time = 2,68 m.in, Time of concentration = 5.57 min. Critical depth = 0,820(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Rainfall intensity = 4,180(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 7.931 Subarea runoff = 31,677(CFS) for 10.000(Ac.) Total runoff = 33,150(CFS) Total area = 10,300(Ac,) Depth of flow = 1.121(Ft.), Average velocity = 4.561(Ft/s) Critical depth = 1,109(Ft,) 44 + 4 Process from Point/Station 241.000 to Point/Station 238.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 177,000(Ft.) Downstream point/station elevation = 175.100(Ft.) Pipe length = 76,35(Ft.) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 33.150(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 33.150 (CFS) Normal flow depth in pipe = 15.21 (In.) Flow top width inside pipe = 30.00(In.) Critical Depth = 23.51(In.) Pipe flow velocity = 13.26(Ft/s) Travel time through pipe = 0.10 min. Time Qf-__concentration (TC) = 5.66 min, . Process from Point/Station 238.000 to Point/Station 238.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10, 300 (Ac) Runoff from this stream = 33,150(CFS) Time of concentration = 5.66 min. Rainfall intensity = 4.134 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No, (CFS) (min) (In/Hr) 1 29.107 7.60 3.420 2 33.150 5.66 4.134 Qraax(l) = 1.000 * 1.000 * 29.107) + 0,827 * 1,000 * 33,150) + = 56,530 Qmax (2) = 1.000 * 0.745 * 29,107) + 1,000 * 1.000 * 33.150) + = 54.842 Total of 2 streams to confluence: Flow rates before confluence point: 29,107 33.150 Maximum flow rates at confluence using above data: 56.530 54,842 Area of streams before confluence: 10,990 10,300 Results of confluence: Total flow rate = 56,530(CFS) Time of concentration = 7,597 min. Depth of flow = 0,839(Ft,), Average velocity = 3.862(Ft/s) Channel flow top width = 8,709(Ft,) Flow Velocity = 3.86(Ft/s) Travel time = 2,68 rain. Time of concentration = 5.57 min. Critical depth = 0.820(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Rainfall intensity = 4.180(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 7.931 Subarea runoff = 31.677(CFS) for 10.000(Ac.) Total runoff = 33.150(CFS) Total area = 10,300(Ac, Depth of flow = 1.121(Ft,), Average velocity = 4.561(Ft/s) Critical depth = 1.109(Ft.) Process from Point/Station 241.000 to Point/Station 238.000 **** PIPEFLOW TRA.VEL TIME (User specified size) **** Upstream point/station elevation = 177.000 (Ft.) ' Downstream point/station elevation = 175.100(Ft.) Pipe length = 76.35(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.150(CFS) Given pipe size = 30,00(In,) Calculated individual pipe flow = 33.150(CFS) Normal flow depth in pipe = 15.21 (In.) Flow top width inside pipe = 30.00(In.) Critical Depth = 23.51(In.) Pipe flow velocity = 13.26(Ft/s) "Travel time through pipe = 0.10 min. " " " Time of concentration (TC) = 5.66 min. Process from Point/Station 238.000 to Point/Station 238.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10.300 (Ac.) Runoff from this stream = 33.150 (CFS) Time of concentration = 5.66 min. Rainfall intensity = 4.134(In/Hr) Summary of stream data; Stream Flow rate TC Rainfall Intensity No, (CFS) (min) (In/Hr) 1 29.107 7.60 3.420 2 33.150 5.66 4.134 Qm.axd) = 1,000 * 1.000 * 29.107) + 0.827 * 1.000 * 33,150) + = 56,530 Qmax (2) = 1.000 * 0.745 * 29.107) + 1.000 * 1.000 * 33,150) + = 54,842 Total of 2 streams to confluence: Flow rates before confluence point: 29,107 33.150 Maximum flow rates at confluence using above data: 56.530 54.842 Area of streams before confluence: 10.990 10,300 Results of confluence; Total flow rate = 56,530(CFS) Ti.me of concentration = 7.597 min. Effective stream area after confluence 21,290(Ac.) Process from Point/Station 238,000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 242,000 Upstream point elevation = 175.100(Ft.) Downstream point elevation = 175,000(Ft.) Channel length thru subarea = 316.000(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 Manning's 'N' = 0.025 Maximum depth of channel Flow(q) thru subarea = 56 , 567 (CFS) l,539(Ft/s) 000 000 000 group D = 0.000 4.000(Ft.) 56.567 (CFS) Depth of flow = 2.977(Ft.), Average velocity = Channel flow top width = 17,909(Ft,) Flow Velocity = l,59(Ft/s) Travel time = 3,31 min. Time of concentration = 10,91 min. Critical depth = 1.219(Ft,) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 The area added to the existing stream causes a a lower flow rate of Q = 45.438(CFS) therefore the upstream flow rate of Q = 56.530(CFS) is being used Rainfall intensity = 2.708(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.772 CA = 16.781 Subarea runoff- O-rOOO(CFS) for 0.440(Ac.) Total runoff = 56.530(CFS) Total area = Depth of flow = 2.976(Ft.), Average velocity = Critical depth = 1,219(Ft.) 21.730(Ac,) 1.589(Ft/s) Process from Point/Station 242,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 222.000 56,530(CFS) Upstream point/station elevation = 168.610(Ft,) Downstream point/station elevation = 167.920(Ft.) Pipe length = 33.95(Ft.) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = Given pipe size = 36,0O(In.) Calculated individual pipe flow = 56.530(CFS) Normal flow depth in pipe = 19,99 (In,) Flow top width inside pipe = 35.78 (In.) Critical Depth = 29.22(In.) Pipe flow velocity = 14,03(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10,95 min. Process from Point/Station 222.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 222,000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 21,730 (Ac) Runoff from this stream = 56,530{CFS) Time of concentration = 10,95 min. Rainfall intensity = 2,701(In/Hr) Program is now starting with Main Stream No, 2 • + + + + t++ +++ Process from Point/Station 243,000 to Point/Station 222,000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0,770 Initial subarea total flow distance = 1045,000(Ft.) Highest elevation = 227,000(Ft,) Lowest elevation = 176,500(Ft,) Elevation difference = 50.500(Ft,) Slope = 4.833 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The maximum overland flow distance is 100,00 (Ft) for the top area slope value of 30,00 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.91 minutes TC = [1,8*(1,1-C)*distance(Ft.)",5)/(% slope"(l/3)] TC = [1.8*(1.1-0.7700)*( 100.000".5)/( 30.000"(1/3)]= 1.91 The initial area total distance of 1045.00 (Ft,) entered leaves a remaining distance of 945,00 (Ft.) Using Figure 3-4, the travel time for this distance is 4,90 minutes for a distance of 945,00 (Ft.) and a slope of 4,83 % with an elevation difference of 45.67(Ft.) from the end of the too area Tt = [11,9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)" 4.901 Minutes Tt=[(11,9*0.1790"3)/( 45,67)]",385= 4.90 Total initial area Ti = 1.91 minutes from Figure 3-3 formula plus 4.90 minutes from the Figure 3-4 formula = 6,81 minutes Rainfall intensity (I) = 3.669(In/Hr) for a 10,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 6,724(CFS) Total initial stream area = 2.380(Ac.) Process from Point/Station 222.000 to Point/Station 222.000 **** CONFLUENCE" OF MAIN STREAMS **** The following data inside Main Stream is listed; In Main Stream number: 2 Stream flow area = 2.380(Ac.) Runoff from this stream = 6.724(CFS) Time of concentration = 6.81 min. Rainfall intensity = 3.669(In/Hr) Program is now starting with Main Stream No, 3 Process from Point/Station 222,000 to Point/Station 222,000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0,760 given for subarea Rainfall intensity (I) = 4.232(In/Hr) for a 10.0 year storm User specified values are as follows; TC = 5.46 min. Rain intensity = 4.23 (In/Hr) Total area = 12,780(Ac,) Total runoff = 6S,167(CFS) I- + + + + + + + + + + 4 Process from Point/Station 222,000 to Point/Station 222,000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 12,780(Ac.) Runoff from this stream = 65.167 (CFS) Ti.me of concentration = 5,4 6 min. Rainfall intensity = 4.232(In/Hr) Summary of stream data; Stream No , Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Qmax(1) = Qmax (2) = Qmax (3) = 56,530 10. 95 2 , 701 6, 724 6.81 3.669 65.167 5.46 4 . 232 1.000 * 1. 000 * 56 .530) 4 0. 736 * 1.000 * 6 ,724) 4 0. 638 * 1,000 * 65 167) 4 = 103 , 078 1.000 * 0 , 622 * 56 530) 4 1.000 * 1 . 000 * 6 724) 4 0.8 67 * 1. 000 * 65 167) 4 = 98 388 1.000 * 0.499 * 56. 530) 4 1.000 * 0.801 * 6, 724) 4 1. 000 * 1,000 * 65. 167) 4 = 98. 741 Total of 3 main streams to confluence; Flow rates before confluence point: 56,530 6,724 65.167 Maximum flow rates at confluence using above data; 103.078 98,388 98.741 Area of streams before confluence: 21.730 2.330 12.780 Results of confluence: Total flow rate = 103.078(CFS) Time of concentration = 10.951 min. Effective stream area after confluence 36.890(Ac. Process from Point/Station 222.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 244,OOO Upstream point/station elevation = 167.590(Ft.) Downstream point/station elevation = 167.270(Ft.) Pipe length = 15.73(Ft,) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 103.078(CFS) Given pipe size = 36.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 5,009(Ft,) at the headworks or inlet of the pipe(s) Pipe friction loss = 0,376(Ft,) Minor friction loss = 4,953(Ft.) Pipe flow velocity = 14,58(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.97 min. End of computations, total study area = K-factor 1, 50 36.890 (Ac.) 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: 05/12/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO,5, PHASE 1 - RESORT SITE 10 YEAR STORM, POST-DEVELOPMENT NODES 200 TO 244 ********* Hydrology Study Control Information ** Program License Serial Number 4012 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.000 P6/P24 = 56.7% San Diego hydrology manual 'C' values used Process from Point/Station 223,000 to Point/Station 224,000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000- Decimal fraction soil group D = 0.000 [COMMERCIAL area type J (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 566.000(Ft.) Highest elevation = 234.300(Ft.) Lowest elevation = 223,400(Ft.) Elevation difference = 10,900(Ft,) Slope = 1,926 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75,00 (Ft) for the top area slope value of 1.93 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.13 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0,7700)* ( 75.000".5)/( 1,926"(1/3))= 4,13 The initial area total distance of 566.00 (Ft.) entered leaves a remaining distance of 491.00 (Ft.) Using Figure 3-4, the travel time for this distance is 4.22 minutes for a distance of 491,00 (Ft.) and a slope of 1,93 % with an elevation difference of 9,46(Ft,) from the end of the top area Tt = [11,9*length(Mi)"3)/(elevation change(Ft,))]",385 *60(min/hr) 4.218 Minutes Tt=[ (11.9*0.0930"3)/( 9,46)]",385= 4.22 Total initial area Ti = 4.13 minutes from Figure 3-3 formula plus 4,22 minutes from the Figure 3-4 formula = 8.35 minutes Rainfall intensity (I) = 3.217(In/Hr) for a 10,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 4,186(CFS) Total initial stream area = 1,690 (Ac) 4-r44444 + + + + + + Process from Point/Station 224,000 to Point/Station 226,000 •«** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 218, 460(Ft,) Downstream point/station elevation = 217,990(Ft,) Pipe length = 23,52(Ft,) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 4,186(CFS) Given pipe size = 12,00(In.) Calculated individual pipe flow = 4.136(CFS) Normal flow depth in pipe = 8,36(In.) Flow top width inside pipe = ll,04(In,) Critical Depth = 10,36(In,) Pipe flow velocity = 7.17(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 8.41 min. Process from Point/Station 226,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 226,000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1,690(Ac.) Runoff from this stream = 4.186(CFS) Time of concentration = 8.41 min. Rainfall intensity = 3.203(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 225.000 to Point/Station 226.000 Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance Highest, elevati_pn_= 231. 600 (Ft.) Lowest elevation = 222.600(Ft.) Elevation difference = 9,000(Ft.) Slope = 1.815 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1,81 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = = 496.000(Ft.) 3.83 minutes TC = [1. 8* (1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0,8000)*( 75,000".5)/( 1.815"(1/3)]= 3,83 The initial area total distance of 496.00 (Ft.) entered leaves a remaining distance of 421.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3,83 minutes for a distance of 421,00 (Ft.) and a slope of 1.81 % with an elevation difference of 7.64(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft,))]".385 *60(min/hr) 3.834 Minutes Tt=[ (11.9*0.0797"3)/( 7.64)]".385= 3.83 Total initial area Ti = 3.83 minutes from Figure 3-3 formula plus 3.83 minutes from the Figure 3-4 formula = 7.67 minutes Rainfall intensity (I) = 3.400(In/Hr) for a 10,0 year storra Effective runoff coefficient used for area (Q=KCIA) is C = 0,800 Subarea runoff = 1,006(CFS) Total initial stream area = 0,370 (Ac) Process from Point/Station 226,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** r+ + 226.000 Along Main Stream number; 1 in normal stream number 2 Stream flow area = 0,370(Ac.) Runoff from this stream = 1,006(CFS) Ti.me of concentration = 7.67 min. Rainfall intensity = 3,400(In/Hr) Summary of stream data: stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 4,186 1, 006 Qmax(2) = 1, 000 0 , 942 1. 000 1 , 000 8.41 7 . 67 1.000 1.000 0. 912 1.000 3.203 3 .400 4.186) + 1.006) + 4.185) + 1,006) + 5 ,134 4 , 824 Total of 2 streams to confluence; Flow rates before confluence point; 4.185 1.006 Maximu.m flow rates at confluence using above data; 5.134 4.824 Area of streams before confluence: 1,690 0.370 Results of confluence: Total flow rate = 5.134(CFS) Time of concentration = 8.408 min. Effective stream area after confluence = 2.060 (Ac) Process from Point/Station 226.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 217,650(Ft,) Downstream point/station elevation = 166,940(Ft.) Pipe length = 1133.00(Ft.) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 5.134(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5,134(CFS) Normal flow depth in pipe = 5.31 (In.) Flow top width inside pipe = 19.92 (In.) Critical Depth = 9.58 (In.) Pipe flow velocity = 9,94(Ft/s) Travel time through pipe = 1.90 min. Time of concentration (TC) = 10.31 min. I- + + + + + + + 44444 244.000 Process frora Point/Station 244.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 244.000 The following data inside Main Streara is listed; In Main Stream number: 1 Streara flow area = 2.060(Ac.) Runoff from this stream = 5.134(CFS) Time of concentration = 10.31 min. Rainfall intensity = 2.809(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 244.000 to Point/Station **** USER DEFINED FLOW INFORMATION AT A POINT **** 244.000 User specified 'C value of 0.884 given for subarea Rainfall intensity (I) = 2.857(In/Hr) for a 10.0 year storra User specified values are as follows: TC = 10,04 min. Rain intensity = 2,86(In/Hr) Total area = 35,890(Ac.) Total runoff = 142,673(CFS) 4 44 44444444 4+++++ Process from Point/Station 244.000 to Point/Station 244.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 36.890(Ac.) Runoff frora this stream = 142.573(CFS) Time of concentration = Rainfall intensity = Summary of stream data; 10.04 min. 2.857(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensitv (In/Hr) 1 5.134 10.31 2 142,673 10,04 Qmax(1) = 1.000 * 1 0.983 * 1, Qmax (2) = 1,000 * 0,974 1,000 * 1.000 000 000 2.809 2.857 5.134) + 142.673) + 5.134) + 142.673) + 145,416 147 . 675 Total of 2 main streams to confluence: Flow rates before confluence point; 5.134 142.673 Maximum flow rates at confluence•using above data: 145.416 147,675 Area of streams before confluence; 2,050 36,890 Results of confluence: Total flow rate = 147.675£CFS) Time of concentration = 10.040 min. Effective stream area after confluence 38. 950 (Ac,) Process from Point/Station 244,000 to Point/Station **** PIPEFLOW TR.AVEL TIME (User specified size) **** H + + 245.000 Upstream point/station elevation = 166.940(Ft,) Downstream point/station elevation = 161.160(Ft.) Pipe length—=- 681.07 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 147.675(CFS) Given pipe size = 36,00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 37.762(Ft,) at the headworks or inlet of the pipe(s) Pipe friction loss = 33.376(Ft.) Minor friction loss = 10.166(Ft.) Pipe flow velocity = 20.89(Ft/s) Travel time through pipe = 0.5 4 min. Time of concentration (TC) = 10,58 min. End of computations, total study area = K-factor = 1. 50 38,950 (Ac.) H POST-DEVELOPMENT HYDROLOGY CALCULATION 100 YEAR STORM, NODES 200 SERIES 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: 05/02/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO, 5 - RESORT SITE PHASE 1 100 YEAR STORM, POST DEVELOPMENT NODES 200 TO 207 ********* Hydrology Study Control Information ****** Program License Serial Number 4012 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 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil_group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ) (Neighborhod Commercial ) Impervious value, Ai = 0.80O Sub-Area C Value = 0,770 Initial subarea total flow distance = 375.000(Ft,) Highest elevation = 256.000(Ft,) Lowest elevation = 222,900(Ft.) Elevation difference = 33.100(Ft.) Slope = 8.827 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100,00 (Ft) for the top area slope value of 30,00 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.91 minutes TC = [1.8*(1,1-C)*distance(Ft.)".5) / (% slope"{l/3)] TC = [1.8*(l.l-0.7700)*( 100.000".5)/( 30 . 000"(1/3)]= 1.91 The initial area total distance of 375.00 (Ft.) entered leaves a remaining distance of 275.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.50 minutes for a distance of 275.00 (Ft.) and a slope of 8.83 % with an elevation difference of 24,27(Ft.) from the end of the top area Tt = (11,9*length(Mi)"3)/(elevation change(Ft.)))".385 *50(rain/hr) 1,502 Minutes Tt=[(11.9*0.0521"3)/( 24,27)]",385= 1,50 Total initial area Ti = 1,91 minutes from Figure 3-3 formula plus 1,50 minutes from the Figure 3-4 formula = 3,41 rainutes Rainfall intensity (I) = 8,762(In/Hr) for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 5,195(CFS) Total initial stream area = 0.110 {Ac.) I + -). +++ i-.f-i-.f ^.^ H-i -H- + 4- + + ++++ + + + +++ + + + + +++ + + + + + + + + + + + + + + ++ + + + + + + + + 4+ I- n I Process from Point/Station 201.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 202.000 Upstream point/station elevation = 218,920(Ft,) Downstream point/station elevation = 217,130(Ft,) Pipe length = 179,00(Ft,) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 5,195(CFS) Given pipe size = 18,00(In,) Calculated individual pipe flow = 5.195(CFS) Normal flow depth in pipe = 8,94 (In,) Flow top width inside pipe = 18.00 (In,) Critical Depth = 10,53(In,) Pipe flow velocity = 5,93(Ft/s) Travel time through pipe = 0,50 min. Time of concentration (TC) = 3,92 min. Process from Point/Station **** SUBAREA FLOW ADDITION **** 201.000 to Point/Station 202,000 Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type 1 (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value =0,770 Time of concentration = 3,92 min. Rainfall intensity = 8,018(In/Hr) for a 100,0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0,770 CA = 1,663 Subarea runoff = 8.141(CFS) for 1.390(Ac,) Total runoff = 13,336(CFS) Total area = 2,160(Ac.) Process from Point/Station 202,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) 203 , 000 Upstream point/station elevation = 216.800(Ft.) Downstream point/station elevation = 215, 630(Ft,) Pipe length = 116,43(Ft,) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 13,336(CFS) Given pipe size = 18,00(In,) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2,032(Ft,) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.876(Ft.) Minor friction loss = 1.326(Ft,) K-factor = Pipe flow velocity = 7.55(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 4.17 min. 1 , 50 +++++++4 Process from Point/Station **** SUBAREA FLOW ADDITION -++++++4 202,000 to Point/Station ^03,000 0 . 000 1. 000 0 . 000 0 , 000 Decimal fraction soil group A Decimal fraction soil group B Deci.mal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value =0,770 Time of concentration = 4.17 min. Rainfall intensity = 7.596(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0,770 CA = 2,603 Subarea ruiioff - 6,594 (CFS) for l.^d.^,Ac., Total runoff 20,030(CFS) Total, area = 3.380(Ac . ) Process from Point/Station 203.000 to Point/Station **•• PIPEFLOW TRAVEL TIME (User specified size) **** 204.000 Upstream point/station elevation = 215,300(Ft.) Downstream point/station elevation = 212.700(Ft,) Pioe length = 380,69(Ft,) Manning's N = 0.013 No', of pipes = 1 Required pipe flow = 20,030 (CFS) Given pipe size = 18,00(In,) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 14,229(Ft,) at the headworks or inlet of the pipe(s) Pipe friction loss = 13,837(Ft.) Minor friction loss = 2,992(Ft,) K-factor = 1,50 Pipe flow velocity = 11.33(Ft/s) Travel time through pipe = 0,56 min. Time of concentration (TC) = 4,73 min. Process from Point/Station 204,000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 204,000 The following data inside Main Stream is listed: In Main Stream number; 1 Stream flow area = 3,380 (Ac) Runoff from this streara = 20,030(CFS) Time of concentration = 4,73 min. Rainfall intensity = 7.095(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station **** INITIAL AREA EVALUATION 0 ,000 1 .000 0 .000 0,000 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type J (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Initial subarea total flow distance = 393.000(Ft.) Highest elevation = 255.000(Ft,) Lowest elevation = 223.400(Ft,) Elevation difference = 32.600(Ft,) Slope = 8,295 % Top of Initial Area Slope adjusted by User to 30,000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100,00 (Ft) for the top area slope value of 30,00 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1,91 minutes TO = [1 8*(1,1-C)*distance(Ft,)",5)/(% slope"(l/3)] TC = [1 8*(1 i-0,7700)*( 100,000",5)/( 30 , 000"(1/3 ) ] = 1, 91 393,00 (Ft.) entered leaves a 1,62 rainutes The initial area total distance of remaining distance of 293.00 (Ft.) Using Figure 3-4, the travel lime for this distance is for a distance of 293,00 (Ft,) and a slope of 8.29 % with an elevation difference of 24,30(Ft,) from the eno of the top area Tt = [ll,9*length(Mi)"3)/(elevation change(Ft.))1",385 *oO(min/hr) 1. 616 Minutes Tt=((ll,9*0,0555"3)/( 24,30)]",385= 1,62 Total initial area Ti = 1.91 minutes from Figure 3-3 forir.ula plus 1 62 minutes from the Figure 3-4 formula = 3,53 minutes Rainfall intensity (I) = 8,579(In/Hr) for a 100,0 year storm Effective runoff coefficient used for area (Q-.KCIA) Subarea runoff = 13,608(CFS) is C 0,770 Total initial stream area = 2 , 060 (Ac, ) + + + + 4 Process frora Point/Station **** CONFLUENCE OF MINOR STREAMS 208.000 to Point/Station 208,000 Along Main Streara number: Stream flow area = 2 Runoff frora this stream = Time of concentration = Rainfall intensity = 2 in norraal stream number 1 060(Ac.) 13 , 608 (CFS) 3,53 rain, 1.579(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION + + +++ + + ++++++++++++-H-+++-H 215,000 to Point/Station 209,000 Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0.770 Initial subarea total flow distance •• Highest elevation = 231,000(Ft,) Lowest elevation = 223.000(Ft,) Elevation difference = 8,000(Ft,) Slope = INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100,00 (Ft) for the top area slope value of 9,88 " Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = TC = [1.8*(1,1-C)*distance(Ft,)",5)/(% TC = [1.8* (1.1-0.7700)*( 100,000",5)/( ] 81,000(Ft,) 9,877 %, in a development type of 2 . 77-minutes slope" (1/3)] 9 ,877"(1/3)1 = 2 ,77 Rainfall intensity (I) = 10,030(In/Hr) for a 100,0 year storm - • (Q=KCIA) 13 C = 0.770 Effective runoff coefficient used for area Subarea runoff = 1,081(CFS) Total initial streara area = 0,140(Ac.) Process from Point/Station 209.000 to Point/Station *•** PIPEFLOW TRAVEL TIME (User specified size) **** 208 . 000 Upstream point/station elevation = 220.020(Ft.) Downstream point/station elevation = 215.050(Ft.) Pipe length = 166,21(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.081 (CFS) Given pipe size = 12,00(In,) Calculated individual pipe flow = 1,081 (CFS) Norraal flow depth in pipe = 3,40(In,) Flow top width inside pipe = 10,82(In,) Critical Depth = 5,25(In,) Pipe flow velocity = 5,90(Ft/s) Travel time through pipe = 0,47 min. Time of concentration (TC) = 3.24 min. Process frora Point/Station 208.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 208,000 Along Main Stream number: 2 in normal stream number Stream flow area = 0,140(Ac,) Runoff from this stream = 1,081(CFS) Time of concentration = 3,24 min. Rainfall intensity = 9,056(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 210,000 to Point/Station r++4+++++4 203 , 000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ) (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Initial subarea total flow distance = 283,000(Ft.) Highest elevation = 255,000(Ft.) Lowest elevation = 223,100(Ft.) Elevation difference = 31.900 (Ft.) Slope = 11,272 % Top of Initial Area Slope adjusted by User to 30,000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximura overland flow distance is 100,00 (Ft) for the top area slope value of 30,00 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1,91 rainutes TC = [1 8*(1.1-C)*distance(Ft,)",5)/(% slope"(l/3)] TC = [1 8*(1 l-0.7700)*( 100,000",5)/( 30.000"(1/3)]= 1,91 The initial area total distance of 283.00 (Ft.) entered leaves a remaining distance of 183,00 (Ft,) . „„ • , Using Figure 3-4, the travel time for this distance is 1,00 minutes for a distance of 183,00 (Ft.) and a slope of 11,27 % with an elevation difference of 20.63(Ft,) frora the end of the top area Tt = [11,9*length(Mi)"3)/(elevation change(Ft.))1",385 *60(min/hr) 0,999 Minutes Tt=[(11.9*0.0347"3)/( 20,63)]".385= 1.00 Total initial area Ti = 1-91 minutes from Figure 3-3 formula plus 1 00 minutes from the Figure 3-4 formula = 2.91 minutes Rainfall intensity (I) = 9,711(In/Hr) for a 100.0 year^storm Effective runoff coefficient used for area (Q=KCIA) is C - 0,//u Subarea runoff = 11,066(CFS) Total initial stream area = l,480(Ac,) ++++++4 Process from Point/Station 208,000 to Point/Station •**» CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in norraal streara nuraber 3 Stream flow area = 1,480 (Ac) Runoff from this stream = 11,066(CFS) Time of concentration = 2,91 min. Rainfall intensity = 9,711(In/Hr) Summary of streara data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(1) 13,608 1,081 11,066 Qmax (2) = Qm.ax(3) = 3,53 3,24 2 ,91 8 .579 9 ,056 9 ,711 1 000 * 1 000 * 13 , 608) + 0 945 * 1 000 * 1 ,081) + 0 883 * 1 000 * 11 066) + = 24 ,408 1 000 * 0 918 * 13 508) + 1 000 * 1 000 * 1 081) + 0 934 * 1 000 * 11 066) + = 23 905 1 000 * 0 825 * 13 608) + 1 000 * 0 899 * 1 081) + 1 000 * 1 000 * 11 066) + = 23 269 Total of 3 streams to confluence: Flow rates before confluence point: 13.608 1.081 11,056 Maximura flow rates at confluence using above data: 24,408 23,905 23,269 Area of streams before confluence: 2,050 0,140 1,480 Results of confluence; Total flow rate = 24,408(CFS) Time of concentration = 3,527 min. Effective stream area after confluence = 3,680(Ac.) Process from Point/Station 208.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** -+ + + J 211.000 Upstream point/station elevation = 214,720(Ft,) Downstream point/station elevation = 212.940(Ft.) Pipe length = 71,03(Ft,) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24,408(CFS) Given pipe 'size = 18.00(In.)- NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 5.497(Ft,) at the headworks or inlet of the pipe(s) Pipe friction loss = 3,834(Ft.) Minor friction loss = 4,444(Ft.) K-factor = 1,50 Pipe flow velocity = 13. 81(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 3,61 min. ++++++4 Process frora Point/Station 211,000 to Point/Station **** CONFLUENCE OF MINOR STRE.AMS **** 211,000 Along Main Stream number: Stream flow area = 3 Runoff frora this stream = Time of concentration = Rainfall intensity = 2 in-normal stream number 1 580(Ac,) 24,408(CFS) 3,61 mi n, 1,447(In/Hr) ++++++4 Process from Point/Station **** INITIAL AREA EVALUATION 212,000 to Point/Station 211 . 000 0. 000 1,000 ] Slope 1 .752 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C = 0,000 Deciraal fraction soil group D = 0,000 (COMMERCIAL area type (Office Professional ) Irapervious value, Ai = 0,900 Sub-Area C Value = 0,840 Initial subarea total flow distance = 468,000(Ft,) Highest elevation = 231.600(Ft,) Lowest elevation = 223,400(Ft,) Elevation difference = 8,200(Ft,) INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70,00 (Ft) for the top area slope value of 1,75 %, in a development type of Office Professional In Accordance With Figure 3-3 Initial Area Time of Concentration = 3,25 minutes TC = [1,8*(1, 1-C)*distance(Ft,)",5)/(% slope"(l/3)] TC = (l,8*(l,l-O,8400)*( 70.000",5)/( 1, 752" (1/3)1= 3,25 The initial area total distance of 468,00 (Ft,) entered leaves a remaining distance of 398,00 (Ft.) Using Figure 3-4, the travel time for this distance is for a distance of 398.00 (Ft.) and a slope of 1.75 % with an elevation difference of 6.97(Ft.) from the end of the .385 *60(min/hr) 3.72 rainutes op area Tt (11.9*length(Mi)"3)/(elevation change(Ft.))) ' 3.722 Minutes Tt=[(11.9*0,0754"3)/( 6,97))",385= 3,72 Total initial area Ti = 3.25 minutes from Figure 3-3 formula plus 3,72 minutes frora the Figure 3-4 formula = 5,97 minutes Rainfall intensity (I) = 5,529(In/Hr) for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,840 Subarea runoff = 2,787(CFS) Total initial stream area = 0,600 (Ac) Process from Point/Station 211 **** CONFLUENCE OF MINOR STREAMS ** ,000 to Point/Station 211,000 Along Main Stream number; 2 in normal streara nuraber 2 Stream flow' area = Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data; 0,600(Ac.) 2,787(CFS) 6,97 min, 5,529{In/Hr) Stream No, Flow rate (CFS) TC (rain) Rainfall Intensity (In/Hr) 24,408 2,787 Qmax(l) = Qmax(2) 1 , 000 1, 000 0 , 655 1 ,000 3 . 61 6, 97 1. 000 0 ,518 1.000 1,000 8 .447 5.529 2 4.408) + 2,787) + 24,408) + 2.787) + 25.853 18,754 Total of 2 streams to confluence: Flow rates before confluence point: 24,408 2.787 -Maximum fjjiu-rates at confluence using above data: 25,853 18,764 Area of streams before confluence: 3,680 0.600 Results of confluence; Total flow rate = 25,853(CFS) Time of concentration = 3.613 mm. Effective stream area after confluence = 4.280(Ac.) Process from Point/Station 211,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 204 , 000 Upstream point/station elevation = 212.610(Ft,) Downstream point/station elevation = 210,690(Ft.) Pipe length = 76.66(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25,853(CFS) Given pipe size = 18.00(In,) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 7,707(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 4.642(Ft,) Minor friction loss = 4,985(Ft,) K-factor = 1,50 Pipe flow velocity = 14,63(Ft/s) Travel time through pipe = 0,09 min. Time of concentration (TC) = 3,70 min. ^-^.^--^-(--(.^-+4.4-4-4-+++ +++ +++++++++ +++ +++ + + + + + + + + + + + + + + + ^ Process from Point/Station 204.000 to Point/Station **** CONFLUENCE OF I4AIN STREAilS **** 204.000 The following data inside Main Stream is li In Main Stream number: 2 Streara flow area = 4.280(Ac.) Runoff from this stream = 25.353(CFS) 3 ted: Time of concentration = Rainfall intensity = Summarv of stream data: 3.70 min. 8.318(In/Hr) St ream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 20,030 25,853 Qmax(2) = 1, 000 0,853 000 000 4 , 73 3,70 1,000 1, 000 0 , 782 1, 000 7 , 096 8,318 20,030) 25.853) 20,030) 25.853) 42,084 41.509 Total of 2 main streams to confluence; Flow rates before confluence point: 20.030 25,853 Maximum flow rates at confluence using above data: 42,084 41,509 .Area of streams before confluence: 3,380 4.280 Results of confluence: Total flow rate = 42,084(CFS) Time of concentration = 4,734 min. Effective stream area after confluence 7 . 660 (Ac ) - + + + - Process from Point/Station 204,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 214,000 Upstream point/station elevation = _-2ia. 360 (Ft. ) Downstream point/station elevation = 197,030(Ft.) Pipe length = 154,03(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 42,084(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 42.084(CFS) Normal flow depth in pipe = 13,85 (In,) Flow top width inside pipe = 23.71(In.) Critical depth could not be calculated. Pipe flow velocity = 22.41 (Ft/s) Travel tirae through pipe = 0,11 min. Time of concentration (TC) = 4,85 min. 4+++++++++++++++++++4 Process from Point/Station 214,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 214.000 Along Main Stream nuraber: 1 in normal streara number 1 Stream flow area = 7. 650 (Ac) Runoff from this streara = 42.084(CFS) Tirae of concentration = 4.85 min. Rainfall intensity = 6, 987 (In/Hr) Process frora Point/Station 217,000 to Point/Station **** INITIAL AREA EVALUATION **** 216,000 Decimal fraction soil group A Deciraal fraction soil group B Deciraal fraction soil group C Deciraal fraction soil group D [COMMERCIAL area type (Neighborhod Cora.mercial ) Lmpervious value, Ai = 0,800 Sub-Area C Value = 0.770 0 , 000 1,000 0 , 000 0 , 000 Initial subarea total flow distance = 381,000(Ft,) Highest elevation = 230,500(Ft,) Lowest elevation = 209,400(Ft,) Elevation difference = 21,100(Ft,) Slope = 5,538 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95,00 (Ft) for the top area slope value of 5,54 %, in a develop.ment Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3,27 minutes TC = [1,8*(1,1-C)*distance(Ft,)",5)/(% slope"(l/3)] TC = [1 8*(1 l-0,7700)*( 95,000",5)/( 5,538"(l/3)] The initial area total distance of 381,00 (Ft,) entered remaining distance of 286,00 (Ft,) Using Figure 3-4, the travel tirae for this distance is for a distance of 286.00 (Ft,) and a slope of 5,54 % with an elevation difference of 15.84 (Ft,) from the end of the top area Tt = [11,9*length(Mi)"3)/(elevation change(Ft.))]",385 *60(min/hr) 1,853 Minutes Tt=[ (11,9*0.0542"3)/( 15,84)]" , 385= 1,85 Total initial area Ti = 3,27 minutes frora Figure 3-3 formula plus 1.85 minutes from the Figure 3-4 formula = 5,13 rainutes Rainfall intensity (I) = 6,742(In/Hr) for a 100,0 year storra Effective runoff coefficient used for area (Q=KCIA) is C - u,//u Subarea runoff = 8.047(CFS) Total initial stream area = 1.550 (Ac) type of 3,27 Leaves a 1,85 minutes ++++++4 Process from Point/Station 216,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 204,470(Ft,) Downstreara point/station elevation = 196.780(Ft,) Pipe length = 126.29(Ft,) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 8.047(CFS) Givefrplpe size = 18.00 (In.) Calculated individual pipe•flow = 8.047(CFS) Normal flow depth in pipe = 6,88(In,) Flow top width inside pipe = 17.50(In,) Critical Depth = 13.IB(In,) Pipe flow velocity = 12,94 (Ft/s) Travel tirae through pipe = 0.15 rain. Tirae of concentration (TC) = 5.29 min. Process from Point/Station 214.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 214,000 Along Main Stream number; 1 in normal streara number 2 Stream flow area = 1.550 (Ac) Runoff from this stream = 8,047(CFS) Time of concentration = 5,29 min. Rainfall intensity = 6.608(In/Hr) 4-^4- ++ + + + + + + + + + 44444444 4444 + + H Process from Point/Station **** INITIAL AREA EVALUATION 213,000 to Point/Station - + +++ + 214 ,000 0.000 1.000 0,000 0 . 000 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D (COMMERCIAL area type (Neighborhod Commercial ) Ira.pervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance Highest- elevation = 231.000(Ft.) Lowest elevation = 209.400(Ft.) Elevation difference = 21,600(Ft,) 428,000(Ft,) Slope ,04" INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The maximum overland flow distance is 95,00 (Ft) for the top area slope value of 5,05 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Tirae of Concentration = 3,38 rainutes TC = [1.8*(1,1-C)*distance(Ft,)",5)/(% slope"(l/3)] TC = [1.8*(1,1-0.7700)*{ 95.000",5)/( 5,047" (1/3)J= 3,38 The initial area total distance of 428.00 (Ft,) entered leaves a remaining distance of 333,00 (Ft,) Using Figure 3-4, the travel tirae for this distance is 2,16 minutes for a distance of 333,00 (Ft,) and a slope of 5.05 % with an elevation difference of 16.81(Ft,) from the end of the top ai Tt = [11.9*length(Mi)"3)/(elevation change(Ft,))]",385 *60(min/hr) 2.159 Minutes Tt=[(11.9*0.0631"3)/( 16.81)]",385= 2.16 Total initial area Ti = 3,38 minutes from Figure 3-3 formula plus 2,16 minutes from the Figure 3-4 formula = 5.53 minutes Rainfall intensity (I) = 6.416(In/Hr) for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 6,324(CFS) Total initial stream area = l,280(Ac,) Process frora Point/Station 214,000 to Point/Station 214,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1- in normal stream number 3 Stream flow area = -l,280(Ac,) Runoff from this stream = 5.324(CFS) Time of concentration = 5,53 min. Rainfall intensity = 6,416(In/Hr) Process from Point/Station 218.000 to Point/Station 219.000 ***• INITIAL AREA EVALUATION **** Deciraal fraction soil group -A = 0.000 Decimal fraction soil group B = 1.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 0.000 [COMMERCIAL area type ) (Neighborhod Coramercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 259,000(Ft,) Highest elevation = 230,000(Ft,) Lowest elevation = 213.000(Ft.) Elevation difference = 17.000(Ft.) Slope = 6.564 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The raaximura overland flow distance is 95,00 (Ft) for the top area slope value of 6,56 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3,09 rainutes TC = [1,8*(1,1-C)*distance(Ft,)",5)/(% slope"(l/3)) TC = [1,8*(1,1-0,7700)*( 95,000",5)/( 6.564" (1/3) ]= 3.09 The initial area total distance of 259,00 (Ft.) entered leaves a remaining distance of 164,00 (Ft,) Using Figure 3-4, the travel time for this distance is 1.13 minutes for a distance of 164.00 (Ft,) and a slope of 6,56 % with an elevation difference of 10,76(Ft,) from the end of the top area Tt = [11,9*length(Mi)"3)/(elevation change(Ft,))J",385 *60(min/hr) 1,131 Minutes • Tt=[(11,9*0.0311"3)/( 10,76)]",385= 1.13 Total initial area Ti = 3.09 minutes from Figure 3-3 formula plus 1,13 rainutes from the Figure 3-4 formula = 4,22 minutes Rainfall intensity (I) = 7,639(In/Hr) for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 5,000(CFS) Total initial stream area = 0.850(Ac,) Process frora Point/Station 219,000 to Point/Station 214.000 •*** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 205,000(Ft,) Downstream point/station elevation = 197.030(Ft.) Pipe length = 55.50(Ft,) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 5,000(CFS) Given pipe size = 12,00(In,) Calculated individual pipe flow = 5,000(CFS) Normal flow depth in pipe = 5,06(In.) Flow top width inside pipe = 11.85 (In,) Critical Depth = ll,00(ln,) Pipe flow velocity = 15,91(Ft/s) Travel time through pipe = 0.06 rain. Time of concentration (TC) = 4.28 rain. +++++4 Process from Point/Station 214,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS 214,000 Along Main Stream number: 1 in normal stream number 4 Stream flow area = 0.850 (Ac) Runoff from this stream = 5,000(CFS) Tirae of concentration = 4,28 min. Rainfall intensity = 7.572(In/Hr) Summary of stream data: Stream No, Flow rate (CFS) TC (rain) Rainfall Intensity (In/Hr) 1 2 3 4 Qmax (1) Qmax (2) Qmax (3) = Qmax (4) 42,084 8.047 6,324 5.000 4.85 5.29 5.53 4 , 28 6, 987 6.608 6.416 7.572 1 , 000 * 1 , 000 * 42 ,084) + 1 , 000 * 0 ,917 * 8 ,047) + 1 ,000 * 0 ,876 * 6 .324) + 0 , 923 * 1 ,000 * 5 ,000) + = 59 . 617 0 946 * 1 000 * 42 084 ) + 1 000 * 1 000 * 8 047) + 1 000 * 0 955 * 6 324) + 0 873 * 1 000 * 5 000) + = 58 248 0 918 * 1 000 * 42 084) + 0 971 -* 1 000 * 8 047) + 1 000 •* 1 000 * 6 324) + 0 847 * 1 000 * 5 000) + = 57 018 1, 000 •A-0 , 883 * 42 , 084) + 1, 000 * 0 , 810 * 8 , 047) + 1, 000 * 0, 774 * 6, 324) + 1, 000 •*• 1. 000 * 5 . 000) + = 53 , 565 Total of 4 streams to confluence; Flow rates before confluence point: 42.084 8.047 6,324 5,000 Maximum flow rates at confluence using above data; 59.617 58,248 57,018 53,565 Area of streams before confluence: 7.660 1,550 1,280 0,850 Results of confluence: Total flow rate = 59,617(CFS) Tirae of concentration = 4,849 rain. Effective stream area after confluence = 11, 34 0 (Ac) Process from Point/Station 214,000 to Point/Station 205,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 196,780(Ft,) Downstream point/station elevation = 185,410(Ft,) Pipe length = 225,98(Ft.) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 59,617(CFS) Given pipe size = 24,00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 12,707(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 15,689(Ft,) Minor friction loss = 8,388(Ft,) K-factor = 1,50 Pipe flow velocity = 18,98{Ft/s) Travel tirae through pipe = 0,20 min. Time of concentration (TC) = 5,05 min. 4+++++4 Process from Point/Station 205,000 to Point/Station 205,000 * * * * CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in norraal stream nuraber 1 Streara flow area = 11,340 (Ac.) Runoff frora this stream = 59,617(CFS) Time of concentration = 5.05 rain. Rainfall intensity = 6.809(In/Hr) h + -(- + - Process frora Point/Station 219.000 to Point/Station 205.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 1.000 Decimal fraction soil group-C-^ 0 . 000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ) (Neighborhod Commercial ) Irapervious value, Ai = 0.800 Sub-Area 0 Value = 0.770 Initial subarea total flow distance = 267.000(Ft.) Highest elevation = 213,000(Ft,) Lowest elevation = 198.600(Ft.) Elevation difference = 14.400(Ft.) Slope = 5.393 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 5.39 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3,30 minutes TC = [1.8*(1.1-C)*distance(Ft.)",5)/(% slope"(l/3)] TC = (1.8*(l.l-0.7700)*( 95,000",5)/( 5,393" (1/3)J= 3,30 The initial area total distance of 267,00 (Ft,) entered leaves a remaining distance of 172,00 (Ft,) Using Figure 3-4, the travel time for this distance is 1,27 minutes for a distance of 172,00 (Ft,) and a slope of 5,39 % with an elevation difference of 9.28(Ft,) frora the end of the top area Tt = [ 11. 9*length(Mi)"3)/(elevation change(Ft,)))",385 * 60(min/hr) 1,265 Minutes Tt=[ (ll,9*0,0326"3)/( 9,28)1",385= 1,27 Total initial area Ti = 3,30 minutes frora Figure 3-3 formula plus 1.27 minutes from the Figure 3-4 formula = 4,57 rainutes Rainfall intensity (I) = 7.253(In/Hr) for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 2.908(CFS) Total initial stream area = 0.520 (Ac) Process from Point/Station 205,000 to Point/Station 205,000 **** CONFLUENCE OF MINOR STREAI'JS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.520 (Ac) Runoff from this stream = 2,908(CFS) Tirae of concentration = 4.57 min. Rainfall intensity = 7.263(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 221.000 to Point/Station i- + + + + + + + 220.000 0,000 000 000 0,000 239,000(Ft,) 5 , 649 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Deciraal fraction soil group D [COMMERCIAL area type (Neighborhod Commercial ) Irapervious value, Ai = 0.800 Sub-Area C Value = 0,770 Initial subarea total flow distance Highest elevation = 210,500(Ft,) Lowest elevation = 197,000(Ft,) Elevation difference = 13.500(Ft,) Slope INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The raaximum overland flow distance is 95,00 (Ft) for the top area slope value of 5,65 %, in a development type of Neighborhod Coramercial In Accordance With Figure 3-3 Initial Area Tirae of Concentration = 3.25 rainutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [l,8*(l.l-0.7700)*( 9S,000",5)/( 5.649"(1/3)]= 3,25 The initial area total distance of 239.00 (Ft.) entered leaves a remaining distance of 144.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1,08 rainutes for a distance of 144,00 (Ft,) and a slope of 5.65 % with an elevation difference of 8.13(Ft.) from the end of the top area Tt = [H.9*length(Mi)"3)/(elevation change (Ft^) )]". 385 *50 (min/hr) ^= 1.084 Minutes ^ ' " Tt=[(11.9*0,0273"3)/( 8,13)]",385= 1,08 Total initial area Ti = 3,25 minutes frora Figure 3-3 formula plus 1,08 minutes frora the Figure 3-4 forraula = 4,33 minutes Rainfall intensity (I) = 7,511(In/Hr) for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 3.065(CFS) Total initial stream area = 0.530(Ac,) Process frora Point/Station 220,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** F+++++++++4 205,000 192 . 690 (Ft, ) 185,410(Ft.) Upstream point/station elevation = Downstream point/station elevation Pipe length = 75,34(Ft,) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.065(CFS) Given pipe size = 18,00(In,) Calculated individual pipe flow = 3,065(CFS) Normal flow depth in pipe = 3,73 (In.) Flow top width inside pipe = 14. 59(In.) Critical Depth = 7,99(In,) Pipe flow velocity = 11,60(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 4.44 rain. Process from Point/Station 205.000 to Point/Station **•* CONFLUENCE OF MINOR STREAMS **** ?05,000 Along Main Stream number: lin normal stream number 3 Stream flow area = 0,530 (Ac) -Runoff from this streara = 3, 065 (CFS) Time of concentration = 4,44 min. Rainfall intensity = Summary of stream data: 7.393(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(1) Qmax(2) Qmax(3) = ,617 5,05 6.809 .908 4 ,57 7,263 .065 4 .44 7 , 393 1.000 * 1.000 * 59 617) + 0, 938 * 1 ,000 * 908) + 0.921 * 1 ,000 * 3 065) + = 1.000 * 0 , 905 * 59 617) + 1.000 * 1,000 * 2 908) + 0. 982 * 1 ,000 * 3 055) + = 1.000 * 0 ,880 * 59 617) + 1. 000 * 0,973 * 2 , 908) + 1. 000 * 1,000 * 3 , 055) + = 65 ,167 5 9,8 62 58.376 Total of 3 streams to confluence: Flow rates before confluence point: 59,617 2,908 3.065 Maximum flow rates at confluence using above data: 65,167 59,862 58,376 Area of streams before confluence: 11.340 0,520 0,530 Results of confluence: Total flow rate = 65,167(CFS) Time of concentration = 5,047 min. Effective stream area after confluence = 12, 390 (Ac) Process from Point/Station 205.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 206.000 Upstream point/station elevation = 185,410(Ft,) Downstream point/station elevation = 184,000(Ft,) Pipe length = 140.85(Ft.) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 65.157 (CFS) Given pipe size = 24.00(In.) NOTE: Norraal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 20.296(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 11.684(Ft.) Minor friction loss = 10.022(Ft.) K-factor = 1.50 Pipe flow velocity = 20.74(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 5,16 min. • + + + + + 4 Process from Point/Station 205,000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 101. 000 Upstream point elevation = 184,000(Ft,) Downstreara point elevation = 175,100(Ft.) Channel length thru subarea = 181,860(Ft.) Channel base v;idth = 4.000(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 = Manning's 'N' = 0.025 IVlaximum depth of channel = 3,000 (Ft,) Flow(q) thru subarea = 65,199(CFS) Depth of flow = l,021(Ft,), Average velocity = Channel flow top width = 8,085(Ft,) Flow Velocity = 10,57(Ft/s) Travel time = 0,29 mm, Ti.me of concentration = 5,4 5 ,rain, 65 ,199 (CFS) 10,566(Ft/3) Critical depth = 1,553(Ft.) Adding area flow to channel Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Deciraal fraction soil group D = 0,000 [LOW DENSITY RESIDENTIAL ) (1,0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0,320 The area added to the existing streara causes a a lower flow rate of Q = 62,922(CFS) therefore the upstream flow rate of Q = 65,167(CFS) is being used Rainfall intensity = 6.482(In/Hr) for a 100,0 year storm Effective runoff coefficient used for total area (Q=KCIA) is 0 = 0,760 CA = 9,707 Subarea runoff = 0,000(CFS) for 0,390(Ac,) Total runoff = 65,167 (CFS) Total area = 12,780 (Ac) Depth of flow = 1.021(Ft,), Average velocity = 10,564(Ft/s) Critical depth = 1,547(Ft,) 4++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 222.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 168.740(Ft.) Downstream point/station elevation = 157.920(Ft,) Pipe length = 16.33(Ft.) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 65,167(CFS) Given pipe size = 30.00(In,) Calculated individual pipe flow = 65,167(CFS) Normal flow depth in pipe = 18,65(In,) Flow top width inside pipe = 29,10 (In,) Critical depth could not be calculated. Pipe flow velocity = 20.32(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 5.46 mi"n.~ "" End of computations, total study area = 12.780 (Ac) San Diego County Rational Hydrology Prograra 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: 05/02/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO, 5 - RESORT SITE PHASE 1 100 YEAR STORM, POST DEVELOPMENT Hydrology Study Control Inforraation **** Prograra License Serial Number 4012 Rational hydrology study sform event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2,500 24 hour precipitation(inches) = 4.500 P6/P24 = 57,8% San Diego hydrology manual 'C values used Process from Point/Station *•** INITIAL AREA EVALUATION 223.000 to Point/Station • +++ 224,000 Deciraal fraction soil group A = 0.000 Decimal fr.action s.oil„g.roup B = 1.000 Decimal fraction soil group C = 0,000 Deciraal fraction soil group D = 0,000 [COMMERCIAL area type 1 (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance Highest elevation = 234,300(Ft.) Lowest elevation = 223,400(Ft,) Elevation difference = 10,900(Ft,) Slope INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The raaximum overland flow distance is 75,00 (Ft) = 566,000(Ft,) 1.92 5 % for the top area slope value of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration 1,93 %, in a development type of 4,13 rainutes TC = [1 TC = [1.8 .1-0)*distance(Ft,)",5)/(% slope"(1/3)] 1-0,7700)*( 75.000".5)/( 1. 926" (1/3)] = 4 .13 The initial area total distance of 565.00 (Ft.) entered leaves a remaining distance of 491.00 (Ft.) Using Figure 3-4, the travel time for this distance is 4,22 rainutes for a distance of 491.00 (Ft,) and a slope of 1.93 % with an elevation difference of 9,46(Ft,) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 4,218 Minutes Tt=[ (11,9*0,0930"3)/( 9,45)1",385= 4,22 Total initial area Ti = 4,13 minutes from Figure 3-3 formula plus 4.22 minutes frora the Figure 3-4 forraula = 8,35 minutes Rainfall intensity (I) = 4,920(In/Hr) for a 100,0 year storra Effective runoff coefficient used for area (Q=KCIA) is C = 0:770 Subarea runoff = 6,402(CFS) Total initial stream area = 1,690 (Ac) 1- +++++++++ Process from Point/Station 224,000 to Point/Station •*** PIPEFLOW TRAVEL TIME (User specified size) **** 226,000 Upstream point/station elevation = 218,460(Ft.) Downstream point/station elevation = 217.990(Ft.) Pipe length = 23.52(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6,402(CFS) Given pipe size = 12,00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 1.837(Ft,) at the headworks or inlet of the pipe(s) Pipe friction loss = Minor friction loss = Pipe flow velocity = E Travel time through pipe = Tiraie of concentration (TC) 0.759(Ft.) l,548(Ft,) .15(Ft/s) 0,05 min, 8,40 min. K-factor 1 . 50 I- ++++ + + ++++ Process from Point/Station 226,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 226,000 Along Main Stream number: 1 in normal stream nuraiber 1 Stream flow area = 1.690(Ac,) Runoff from this stream = 6.402(CFS) Time of concentration = .8.40 rain. Rainfall intensity = 4.902(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 225.000 to Point/Station * * * * f+ + + + 226.000 Decimal fraction soil group A = 0,000 Deciraal fraction soil group B = 1,000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 0.000 (COMMERCIAL area type J (General Comraercial ) Irapervious value, Ai = 0,850 Sub-Area C Value = 0,800 Initial subarea total flow distance '"=" 4 96 , OOOITE , ) Highest elevation = 231.600(Ft.) Lowest elevation = 222.600(Ft.) Elevation difference = 9,000(Ft,) Slope = 1,815 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maxiraum overland flow distance is 75.00 (Ft) for the top area slope value of 1.81 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.83 minutes TC = [1,8*(1,1-C)*distance(Ft,)".5)/(% slope"(l/3)] TC = (1.8* (1,1-0.8000)* ( 75.000".5)/( 1,815"(1/3)]= 3,83 The initial area total distance of 496,00 (Ft,) entered leaves a remaining distance of 421.00 (Ft,) Using Figure 3-4, the travel time for this distance is 3,33 minutes for a distance of 421,00 (Ft.) and a slope of 1.81 % with an elevation difference of 7,64(Ft,) from the end of the top area Tt = [11,9*length(Mi)"3)/(elevation change(Ft,))1", 385 *60(min/hr) 3,834 Minutes Tt=[(11,9*0,0797"3)/( 7.64)1",385= 3.83 Total initial area Ti = 3,83 rainutes frora Figure 3-3 formula plus 3,83 minutes from the Figure 3-4 formula = 7,67 rainutes Rainfall intensity (I) = 5,199(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 1.539(CFS) Total initial streara area = 0.370 (Ac) Process from Point/Station 226,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 226,000 Along Mam Streara numier: 1 in normal stream number 2 Streara flow area = 0,370 (Ac) Runoff from this stream = 1.539(CFS) Time of concentration = 7.67 min. Rainfall intensity = 5,199(In/Hr) Summarv of stream data; streara No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax (1) Qmax(2) 6, 402 1.539 1.000 0 , 943 1. 000 1,000 8 ,40 7 , 57 000 000 0,913 * 1,000 * 4 , 902 5 ,199' 6.402) + 1.539) + = 6.402) + 1,539) + = 7,853 7 , 382 Total of 2 streams to confluence: Flow rates before confluence point: 6,402 1,539 Maxiraura flow rates at confluence using above data: 7,853 7.382 Area of streams before confluence: 1,690 0.370 Results of confluence: Total flow rate = 7,853(CFS) Time of concentration = 8.401 min. Effective streara area after confluence = 2. 060 (Ac) Process frora Point/Station 226.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 244.000 Upstream point/station elevation = 217.650(Ft,) Downstream point/station elevation = 166,940(Ft,) Pipe length = 1133,00(Ft,) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 7,853 (CFS) Given pipe size = 24.00 (In.) Calculated individual pipe flow = 7.853(CFS) Normal-flow, depth-in pipe = 6, 57 (In,) Flow top width inside pipe = 21. 41(In.) Critical Depth = 11.96(In.) Pipe flow velocity = 11.24(Ft/s) Travel time through pipe = 1.68 rain, Tirae of concentration (TC) = 10,08 min. Process from Point/Station 244.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 244,000 The following data inside In Main Stream number: 1 Stream flow area = 2 Runoff from this stream = Time of concentration = Rainfall intensity = Program is now starting with Main Streara No, Main Stream is listed: 060(Ac,) 7.853(CFS) 10,08 min, 4,358 (In/Hr) ++++^ Process from Point/Station 244,000 **** USER DEFINED FLOW INFORMATION AT A to Point/Station POINT **** 244,000 User specified 'C value of 0,884 given for subarea Rainfall intensity (I) = 4,369(In/Hr) for a 100,0 year storra User specified values are as follov/s; TC = 10,04 min. Rain intensity = 4,37(In/Hr) Total area = 36.890(Ac,) Total runoff = 142,673(CFS) f++++4 Process from Point/Station 244,000 to Point/Station **** CONFLUENCE OF MAIN STRE.AMS **** The following data inside Main Stream is listed: In Main Stream number: 2 244,000 StieciJTL flow area -390(Ac Runoff from this stream = 142,573(CFS) Tirae of concentration = 10,04 min. Rainfall intensity = 4,369(In/Hr) Summary of streara data: Stream Flow rate TC Rainfall Intensity No, (CFS) (min) (In/Hr) 1 7,853 10,08 4,358 2 142,673 10,04 4,369 Qmax(1) = Qmax(2) 1.000 * 1.000 * 7.853) + 0.997 * 1.000 * 142,673) + = 150.155 1.000 * 0.996 * 7.853) + 1.000 * 1.000 * 142.673) + = 150,495 Total of 2 main streams to confluence: Flow rates before confluence point: 7,853 142.673 Maximura flow rates at confluence using above data: 150,155 150.495 Area of streams before confluence; 2,060 36.890 Results of confluence: Total flow rate =. 150.495(CFS) Tirae of concentration = 10.040 min. Effective stream area after confluence = 38, 950 (Ac) f+ + + T Process from Point/Station 244,000 to Point/Station 245,000 **•* PIPEFLOW TPJiVEL TIME (User specified size) **** Upstream point/station elevation = 166,940(Ft.) Downstream point/station elevation = 15TrTS0(Ft,) Pipe length = 681.07(Ft,) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 150,495(CFS) Given pipe size = 36,00(In,) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 39.440(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 34.652(Ft.) Minor friction loss = 10.558(Ft,) K-factor = 1,50 Pipe flow velocity = 21,29(Ft/s) Travel time through pipe = 0.53 rain, Tirae of concentration (TC) = 10.57 min. End of computations, total study area = 38,950 (Ac) San Diego County Rational Hydrology Progra.m 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: 05/02/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO, 5 - RESORT SITE PHASE 1 100 YEAR STORM, POST DEVELOPMENT ********* Hydrology Study Control Inforraation ********** Proaram License Serial Number 4012 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 **** INITIAL AREA EVALUATION 227,000 to Point/Station 228 , 000 0 , 000 000 000 0 , 000 1 204,000(Ft.) Slope = 8.088 % Decimal fraction soil group A Decimal fraction soil group B "D"ecimal fraclfion" soil group C Decimal fraction soil group D [COMMERCIAL area type (Neighborhod Coraraercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0,770 Initial subarea total flow distance Highest elevation = 242,500(Ft.) Lowest elevation = 226,000(Ft,) Elevation difference = 16.500(Ft,) Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The maximum overland flow distance is 100,00 (Ft) for the top area slope value of 30,00 %, in a development type of Neighborhod Comunercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1,91 minutes TC = [I.8*(1,1-C)*distance(Ft,)",S)/(% slope"(l/3)l TC = [l,8*(l.l-0,7700)*( 100.000",5)/( 30.000"(1/3)]= 1.91 The initial area total distance of 204.00 (Ft.) entered leaves a remaining distance of 104.00 (Ft.) Using Figure 3-4, the travel tirae for this distance is 0.73 minutes for a distance of 104,00 (Ft,) and a slope of 8.09 % with an elevation difference of 8.41(Ft.) from the end of the top area Tt = [11,9*length(Mi)"3)/(elevation change(Ft,))]". 385 *60(min/hr) 0,735 Minutes Tt=[(ll,9*0,0197"3)/( 8,41)1",385= 0,73 Total initial area Ti = 1,91 minutes frora Figure 3-3 formula plus 0.73 minutes from the Figure 3-4 formula = 2,65 minutes Rainfall intensity (I) = 10 , 325 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 1.590(CFS) Total initial stream area = 0.200(Ac.) +++++++++++++++++- Process from Point/Station 228,000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** ++++++++4 229.000 Upstream point elevation = 226.000(Ft.) Downstream point elevation = 193.100(Ft.) Channel length thru subarea = 523.000(Ft.) Channel base width = 2,000(Ft,) Slope or 'Z' of left channel bank = 3,000 Slope or 'Z' of right channel bank = 3,000 Estimated mean flow rate at midpoint of channel = 15,857(CFS) Manning's 'N' = 0.035 Maximura depth of channel = 3, 000(Ft,) Flow(q) thru subarea = 15.857(CFS) Depth of flow = 0.689(Ft,), Average velocity = 5,653(Ft/s) Channel flow top width = 5,137(Ft,) Flow Velocity = 5.65 (Ft/s) Travel tirae = 1.8 4 min. Time of concentration = 4.48 min. Critical depth = 0,844(Ft,) Adding area flov; to channel Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D = 0,000 [COMME.RCIAL area type 1 (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Rainfall intensity = 7,350(In/Hr) for a 100,0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0,770 CA = 4,089 Subarea runoff = 28.460(CFS) for 5.110(Ac,) Total runoff = 30,050(CFS) Total area = 5,310(Ac,) Depth of flow = 0.935(Ft,), Average velocity = 6,689(Ft/s) Critical depth = 1.156(Ft,) Process frora Point/Station 229,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 229,000 Along Main Streara number: 1 in normal stream number 1 Stream flow area = 5.310 (Ac.) Runoff from this streara = 30.050(CFS) Time of concentration = 4.48 rain. Rainfall intensity = 7.350(In/Hr) +++++++++++++++++- Process from Point/Station **** INITIAL AREA EVALUATION ^++++4 231,000 to Point/Station 229.000 = 0,000 1.000 0 . 000 0 . 000 = 829,000(Ft,) Slope ,499 % Decimal fraction soil group A Deciraal fraction soil group B Decim.al fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial ) Ira.pervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance Highest elevation = 230,600(Ft,) Lowest elevation = 193,300(Ft,) Elevation difference = 37.300(Ft,) INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.50 %, in a development type of General Coramercial In Accordance With Figure 3-3 Initial Area Time of Concentration TC = (1,8*(1,1-C)*distance(Ft,)",5)/(% slope"(l/3)l TC = [1,8*(1,1-0,8000)* ( 90,000",5)/( 4,499" (1/3)1 = The initial area total distance of 829,00 (Ft,) remaining distance of 739,00 (Ft,) Using Figure 3-4, the travel time for this distance is for a distance of 739,00 (Ft,) and a slope of 4,50 % with an elevation difference of 33,25(Ft,) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.)))",385 *60(min/hr) 3,10 minutes 3,10 entered leaves 4,17 minutes 4.169 Minutes Tt=[(11.9*0.1400"3)/( 33.25)]",385= 4,17 Total initial area Ti = 3,10 minutes' from Figure 3-3 forraula plus 4,17 minutes from the Figure 3-4 forraula = 7,27 minutes Rainfall intensity (I) = 5,380 (In/Hr) for a 100,0 year storra Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 3.486(CFS) Total initial streara area = 0,810(Ac,) Process from Point/Station 229,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** r++++++++ 229,000 Along Main Streara number: 1 in normal stream number 2 Stream flow area Runoff from this stream Tirae of concentration = Rainfall intensity = Suraraary of streara data: 0,810 (Ac, ) 3,486(CFS) 7.27 min. 5,380(In/Hr) Stream No. Flow rate (CFS) TC (mi n) Rainfall Intensity (In/Hr) 30.050 3.486 Qmax(l) = Qmax (2) = 1, 000 1,000 0 , 732 1, 000 4.48 7,27 1 , 000 0,617 ,000 000 7.350 5 . 380 30,050) + 3,486) + 30,050) + 3.486) + 32.200 25.484 Total of 2 streams to confluence: Flow rates before confluence point: 30.050 3.486 Maximura flow rates at confluence using above data: " ^12 72 0 0 2 5 . 4 8 4 Area of streams before confluence: 5.310 0.810 Results of confluence; Total flow rate = 32.200(CFS) Time of concentration = 4.483 min. Effective stream area after confluence = 6.120(Ac.) Process from Point/Station 229.000 to Point/Station 230.000 **•* PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 185,320(Ft.) Downstream point/station elevation = 185,010(Ft.) Pipe length = 15.85(Ft,) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 32.200(CFS) Given pipe size = 24.00(In.) NOTE; Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.458 (Ft,) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.321(Ft.) Minor friction loss = 2,447(Ft.) K-factor = 1,50 Critical depth could not be calculated. Pipe flow velocity = 10,25(Ft/s) Travel time through pipe = 0,03 rain. Time of concentration (TC) = 4,51 min. Process from Point/Station 230,000 to Point/Station •*** CONFLUENCE OF MINOR STREAMS **** 230,000 ,5,long Main Streara number: Strea.ra flow area = 6 Runoff from this stream = Tim.e of concentration Rainfall intensity = 1 in normal stream nuraber 1 120(Ac.) 32.200(CFS) 4,51 min, 7,322(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 231,000 to Point/Station 232,000 = 840,O0O(Ft,) Deciraal fraction soil group A = 0,000 Deciraal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 0,000 [COMMERCIAL area type (General Commercial ) Irapervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance Highest elevation = 230,500(Ft,) Lowest elevation = 193.300(Ft,) Elevation difference = 37,300(Ft,) Slope = 4.440 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90,00 (Ft) for the top area slope value of 4,44 %, in a development type of General Coraraercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3,12 minutes TC = [1.8*(1.1-C)*distance(Ft,)",5)/(% slope"(l/3)] TC = [1.8*(1.1-0.8000)* ( 90,000".5)/( 4,440"(1/3)]= 3,12 The initial area total distance of 840.00 (Ft.) entered leaves a remaining distance of 750,00 (Ft,) Using Figure 3-4, the travel time for this distance is 4,24 minutes for a distance of 750.00 (Ft.) and a slope of 4,44 % with an elevation difference of 33.30(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.)))",385 *60(min/hr) 4.238 Minutes Tt=[(11.9*0,1420"3)/( 33,30)1",385= 4,24 Total initial area Ti = 3,12 minutes frora Figure 3-3 forraula plus 4,24 minutes from the Figure 3-4 formula = 7.35 minutes Rainfall intensity (I) = 5,341(In/Hr) for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,800 Subarea runoff = 3."5D4(CFS) Total initial stream area = 0,820(Ac.) Process frora Point/Station 232.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 230 , 000 3,504(CFS) Upstream point/station elevation = 185.520(Ft,) Downstream point/station elevation = 185.010(Ft.) Pipe length = 51,15(Ft.) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = Given pipe size = 18.00 (In.) Calculated individual pipe flow = 3.504(CFS) Norraal flow depth in pipe = 7.17(In.) Flow top width inside pipe =_ 17,62(In,) Critical Depth = 8.56(In,) Pipe flow velocity = 5,34(Ft/s) Travel time through pipe = 0,16 min, Tirae of concentration (TC) = 7,51 min. + + + + 4 Process from Point/Station 230,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 230,000 Along Main Stream number: Stream flow area = 0 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Streara No, Flow rate (CFS) 1 in norraal stream number 2 820(Ac.) 3.504(CFS) 7.51 min, 5,267(In/Hr) TC (min) Rainfall Intensity (In/Hr) 7,322 2 Qmax(1) Qmax(2) 3 . 504 1, 000 1 , 000 0. 719 1. 000 7 . 51 1 , 000 0, 500 1,000 1,000 5 ,267 32,200) + 3,504) + = 32,200) + 3,504) + = 34.302 26,666 Total of 2 streams to confluence: Flov; rates before confluence point: 32.200 3,504 Maximum flow rates at confluence using above data: 34.302 26.566 Area of streams before confluence: 6,120 0,820 Results of confluence: Total flow rate = 34,302(CFS) Time of concentration = 4.509 min. Effective stream area after confluence = 6. 940 (Ac) Process from Point/Station 230.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** ^+++ 233,000 Upstream point/station elevation = 184, 670(Ft,) Downstream point/station elevation = 182.990(Ft,) Pipe length = 115.65(Ft,) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 34.302(CFS) Given pipe size = 24.00(In,) NOTE; Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 3,755(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.658(Ft,) • Minor friction loss = 2.777(Ft.) K-factor = 1,50 Pipe flow velocity = 10.92(Ft/s) Travel tirae through pipe = 0.18 rain. Time of concentration (TC) = 4.59 min. ++++++++4 Process from Point/Station **** CONFLUENCE OF MINOR STREAMS 233,000 to Point/Station 233,000 Along Main Stream number; 1 in normal streara number 1 Stream flow area = 6.940(Ac,) Runoff from this streara = 34,302(CFS) Time of concentration = 4.69 min. Rainfall intensity = 7.143(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 234,000 to Point/Station f+++++ 235,000 0 . 000 1, 000 0 . 000 0 . 000 Decimal fraction soil group Decimal fraction soil group Deciraal fraction soil group Deciraal fraction soil group [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value =0,770 Initial subarea total flow distance Highest elevation = 242,000(Ft,) Lowest elevation = 230.500(Ft,) Elevation difference = 11,500(Ft,) INITIAL AREA TIME OF CONCENTR.ATION CALCULATIONS; The maximum overland flow distance is 100,00 (Ft) 146,000(Ft.) Slope 7,877 % for the top area slope value of 7,88 Neighborhod Commercial In Accordance with Figure 3-3 Initial Area Tirae of Concentration = TC = [ 1,8*(1,1-C)*distance(Ft,)",5)/(% TC = [1.8*(1,1-0,7700)*( 100,000",5)/( development type of 2,99 minutes slope"(1/3)] 7,877"(l/3) 1 = , 99 initial area total distance of 146,00 (Ft,) entered leaves a remaining distance of 46,00 (Ft,) Using Figure 3-4, the travel time for this distance is 0,40 minutes for a distance of 46.00 (Ft.) and a slope of 7.88 % with an elevation difference of 3.62(Ft.) frora the end of the top area Tt = [11. 9*length(Mi)"3)/(elevation change(Ft.))]", 385 *60(rain/hr) 0,396 Minutes Tt=[(ll,9*0,0087"3)/( 3,62)1",385= 0,40 Total initial area Ti = 2,99 minutes from Figure 3-3 formula plus 0,40 rainutes from the Figure 3-4 formula = 3,38 minutes Rainfall intensity (I) = 8,816(In/Hr) for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C - 0,770 Subarea runoff = 0,475(CFS) Total initial stream area = 0,070(Ac,) Process from Point/Station 235,000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** -++ + + 236,000 3,000(Ft,) .591(CFS) Average velocity ,773(Ft,) 7,591(CFS) 4,142(Ft/s) Upstream point elevation = 230,500(Ft,) Downstream point elevation = 197,700(Ft,) Channel length thru subarea = 727,000(Ft,) Channel base width = 2,000(Ft,) Slope or 'Z' of left channel bank = 4,000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel Flow(a) thru subarea = 7. Depth "of flow = 0.472(Ft,) Channel flow top width = 5, Flow Velocity = 4,14(Ft/s) Travel time = 2,93 min. Time of concentration = 6,31 min. Critical depth = 0.539(Ft,) Adding area flow to channel Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Deciraal fraction soiITgroup" C~^t). 000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type 1 (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Rainfall intensity = 5.897 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is 0 = 0.770 CA = 2,479 Subarea runoff = 14,147 (CFS) for 3.150 (Ac) Total runoff = 14.622(CFS) Total area = 3.220 (Ac.) Depth of flow = 0,64 6 (Ft,), Average velocity = 4, 932(Ft/s) Critical depth = 0,750(Ft,) f+ + + H Process from Point/Station 236,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 233,000 Upstream point/station elevation - Downstream point/station elevation = 190,000(Ft,) 182,990(Ft,) = 0.013 14 , 522 (CFS) Pipe length = 72,54(Ft,) Manning's No", of pipes = 1 Required pipe flow = Given pipe size = 18.00(In.) Calculated individual pipe flow = 14.522(CFS) Normal flow depth in pipe = 8,44(In,) Flow top width inside pipe = 17, 96 (In,) Critical Depth = 16.76(In.) Pipe flow velocity = 17.97(Ft/s) Travel tirae through pipe = 0.07 rain. Time of concentration (TC) = 5,37 rain. IProcesrfroI^Point/Station 233.000 to Point/Station 233,000 **** CONFLUENCE OF MINOR STREAMS **** .Along Main Stream number: 1 in normal streara number 2 stream flow area = 3, 220 (Ac) Runoff from this streara = 14, 622(CFS) Time of concentration = 6,37 rain. Rainfall intensity = 5,857(In/Hr) Summary of stream data; Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 34,302 14.622 Qmax(2) = 1, 000 1,000 0 , 820 1,000 4 , 69 6 , 37 1 ,000 0 ,735 1 , 000 1,000 7 ,143 5,857 34,302) + 14,622) + 34.302) + 14,622) + 45,050 42,748 Total of 2 streams to confluence; Flow rates before confluence point: 34,302 14,622 Maxim-ura flow rates at confluence using above data: 45,050 42.748 Area of strearas before confluence; 6,940 3.220 Results of confluence: Total flow rate = 45,050(CFS) Tirae of concentration = 4,586 rain. Effective stream area after confluence = 10,160 (Ac) Process from Point/Station 233.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 121. 000 Upstream point/station elevation = 182, 660(Ft.) _Downstreara point/station elevation = 179.000(Ft.) Pipe length = 440.77 (Ft.) Manning's N = ^."t313 No. of pipes = 1 Required pipe flow = 45,050(CFS) Given pipe size = 30,00(In,) NOTE: Normal flow is pressure flow in user selected pipe size. The approxiraate hydraulic grade line above the pipe invert is 3,617(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 5.315(Ft.) Minor friction loss = 1.952(Ft.) K-factor = 1,50 Pipe flow velocity = 9.18(Ft/s) Travel time through pipe = 0.80 min. Time of concentration (TC) = 5.49 min. Process from Point/Station 237.000 to Point/Station ***• IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 179,000(Ft,) Downstreara point elevation = 175.100(Ft.) Channel length thru subarea = 639.000(Ft,) Channel base width = 2.000(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 Manning's 'N' =0,015 Maxiraura depth of channel = 3,000(Ft,) 45 , 896 (CFS) Flov;(q) thru subarea = Depth of flow = 1,408(Ft.), Channel flow top width = 7 Flow Velocity = 6,77(Ft/s) Travel time = 1,57 mm, Tirae of concentration = 7.06 min. Critical depth = 1,578(Ft,) Adding area flov; to channel Decimal fraction soil group A = 0.000 Decim.al fraction soil group B = 1,000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 0.000 Average velocity = 633(Ft.) 45 . 896 (CFS) 6.756(Ft/s) [COMMERCIAL area type 1 (Neighborhod Comraercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0,770 Rainfall intensity = 5,484(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0,774 CA = 8,511 Subarea runoff = 1,621(CFS) for 0,830(Ac,) Total runoff = 46,672(CFS) Total area = 10,990(Ac,) Depth of flow = l,419(Ft,), Average velocity = 6,796(Ft/s) Critical depth = 1,594(Ft.) Process from Point/Station 238.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 238.000 Along Main Stream number: 1 in normal stream nuraber 1 Streara flow area = 10.990(Ac,) Runoff from this stream = 46,572(CFS) Time of concentration = 7.06 min. Rainfall intensity = 5.484(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 239,000 to Point/Station * * * * t-+++++ + 240.000 0. 000 1. 000 0. 000 0 , 000 ) = 175 . 000 (Ft, )• Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Deciraal fraction soil group D [COMMERCIAL area type (Neighborhod Comraercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0.770 Initial subarea total flow distance Highest elevation = 230.000(Ft.) Lowest elevation-= 194 .-50^ fFt. ) Elevation difference = 35.500(Ft.) Slope = 20.286 % Top of Initial Area Slope adjusted by User to 30.000 % Bottom of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximura overland flow distance is 100.00 (Ft) for the top area slope value of 30,00 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = TC = [1.8*(1,1-C)*distance(Ft,)",5)/(% slope"(l/3)] TC = [l,8*(l,l-0.7700)*( 100,000".5)/( 30,000"(1/3)]= 1,91 The initial area total distance of 175,00 (Ft,) entered leaves a remaining distance of 75.00 (Ft,) Using Figure 3-4, the travel tirae for this distance is 0,98 minutes for a distance of 75,00 (Ft,) and a slope of 2,00 % with an elevation difference of 1.50(Ft,) from the end of the top area Tt = [11,9*length(Mi)"3)/(elevation change(Ft.))]",385 *60(rain/hr) 0,978 Minutes Tt=[(ll,9*0,0142"3)/( 1,50)1",385= 0.98 Total initial area Ti = 1,91 minutes from Figure 3-3 forraula plus 0.98 minutes from the Figure 3-4 formula = 2.89 minutes Rainfall intensity (I) = 9,756(In/Hr) for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 2,254(CFS) Total initial stream area = 0.300 (Ac.) 1,91 minutes Process from Point/Station 240,000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 241,000 Upstream point elevation = 194.500(Ft,) Downstream point elevation = 181,700(Ft,) Channel length thru subarea = 620,000(Ft,) Channel base width = 2,000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 3.000(Ft.) .433(CFS) Average velocity 345(Ft/s) 0 .000 Estimated mean flow rate at midpoint of channel = 27.433(CFS) Manning's 'N' = 0.035 Maximum depth of channel = Flow(q) thru subarea = 27, Depth of flow = 1,031(Ft,), Channel flow top width = 10,247(Ft.) Flow Velocity = 4,35(Ft/s) Travel tirae = 2,38 rain. Time of concentration = 5,27 min. Critical depth = l,016(Ft,) Adding area flow to channel Deciraal fraction soil group A Decimal fraction soil group B Decimal fraction soil group 0 Deciraal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Coramercial ) Irapervious value, Ai = 0.800 Sub-Area C Value = 0,770 Rainfall intensity = 6,623(In/Hr) for a 100.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 7.931 Subarea runoff = 50,277 (CFS) for 10,000 (Ac) Total runoff = 52,530 (CFS) Total area = 10,300 (Ac) Depth of flow = l,370(Ft,), Average velocity = 5,127(Ft/s) Critical depth = 1,375(Ft,) 000 000 +++++ + - Process from Point/Station 241,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 238,000 Upstream point/station elevation = 177.000(Ft.) Downstream point/station elevation = 175,100 (Ft,) Pipe length = 76.35(Ft,) Manning's N = 0.013 No. of pipes = 1. Required pipe flow = 52.530 (CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 52.530(CFS) Normal flow depth in pipe = 20.53(In.) Flow top width inside pipe = 27.89(In.) Critical Depth = 27.95(In.) Pipe flow velocity = 14.69(Ft/s) Travel time through pipe = 0.09 rain. Time of concentration (TC) = 5.35 min. Process from Point/Station 238.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 238,000 Along Main Stream number; 1 in normal stream number 2 Streara flow area = 10,300(Ac.) Runoff from this streara = 52.530(CFS) Time of concentration = 5,35 min. Rainfall intensity = 5,554(In/Hr) Summary of stream data: Stream No, Flow rate (CFS) TC (rain) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax (2) 46,672 52.530 1, 000 0.837 .000 000 7 , 06 5 , 35 1,000 1,000 0 , 758 1 , 000 5,484 6,554 46.672) + 52.530) + 46.572) + 52.530) + 90.622 87,928 Total of 2 streams to confluence; Flow rates before confluence point: 46.672 52,530 Maximum flow rates at confluence using above data: 90,622 87,928 .Area of streams before confluence: 10,990 10,300 Results of confluence; Total flow rate = 90.622(CFS) Tirae of concentration = 7,060 min. Effective streara area after confluence 21,290(Ac,) -+++++++++++++++++ Process from Point/Station 238,000 to Point/Station 242,000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 175,100(Ft.) Downstreara point elevation = 175,000(Ft.) Channel length thru subarea = 315,000(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 Manning's 'N' = 0,025 Maximura depth of channel = Flow(q) thru subarea = 90,651(CFS) 4,000(Ft.) 90,651(CFS) Depth of flow = 3,740(Ft,), Average velocity = l,798(Ft/s) Channel flow top width = 20,958(Ft,) Flow Velocity =' l,80(Ft/s) Travel tirae = 2,93 min. Time of concentration = 9,99 min. Critical depth = 1,594(Ft,) Adding area flow to channel Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0,000 [COI'IMERCIAL area type 1 (Neighborhod Commercial ) Irapervious value, Ai = 0,800 Sub-Area C Value = 0.770 The area added to the existing stream ca'uses a a lower flow rate of Q = 73,567(CFS) therefore ttie upstream-flow rate of Q = 90, 622 (CFS) is being used- Rainfall intensity = 4,384 (In/Hr) for a 100,0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0,772 CA = 16.781 Subarea runoff = O.OOO(CFS) for 0.440(Ac,) Total runoff = 90.622(CFS) Total area = 21,730(Ac,) Depth of flow = 3,739(Ft,), Average velocity = 1.798(Ft/s) Critical depth = l,594(Ft,) Process from Point/Station 242,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** • -h + + + 222,000 Upstream point/station elevation = 168.610(Ft,) Downstream point/station elevation = 167.920(Ft.) Pipe length = 33.95(Ft.) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 90,622(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 90,622(CFS) Normal flow depth in pipe = 28,08(In.) Flow top width inside pipe = 29.83(In,) Critical Depth = 34.20(In,) Pipe flow velocity = 15,31(Ft/s) Travel time through pipe = 0,04 min. Time of concentration (TC) = 10,03 min. Process frora Point/Station **** CONFLUENCE OF MAIN STREAMS 222,000 to Point/Station 222.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 21. Runoff from this stream = Time of concentration Rainfall intensity .730(Ac.) 90 , 522 (CFSl 10.03 min. 4,374(In/Hr) Prograra is nov; starting with Main Stream No, 2 Process from Point/Station **** INITIAL AREA EVALUATION 243,000 to Point/Station f+ + 222.000 = 1045.000(Ft,) Slope = 4,833 Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type 1 (Neighborhod Comraercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Initial subarea total flow distance Highest elevation = 227,000(Ft,) Lowest elevation = 176,500(Ft.) Elevation difference = 50.500(Ft,) Top of Initial Area Slope adjusted by User to 30.000 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximura overland flow distance is 100,00 (Ft) for the top area slope value of 30,00 %, in a development type of Neighborhod Comraercial In Accordance With Figure 3-3 Initial Area Tirae of Concentration = 1,91 rainutes TC = [1.8*(1.1-C)*distance(Ft.)",5)/(% slope"(l/3)] TC = [1.8* (1,1-0,7700)*( 100,000",5)/( 30.000"(1/3)]= 1,91 The initial area total distance of 1045,00 (Ft,) entered leaves a remaining distance of 945.00 (Ft,) Using Figure 3-4, the travel tirae for this distance is for a distance of 945.00 (Ft.) and a slope of 4.83 % with an elevation difference of 45.67(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]",385 *60(min/hr) 4.901 Minutes Tt=[(11.9*0,1790"3)/( 45.67)1".385= 4.90 Total initial area Ti = 1.91 minutes from Figure 3-3 for.mula plus 4.90 minutes frora the Figure 3-4 forraula = 6.81 minutes Rainfall intensity (I) = 5 . 611 (Xn/Jlr) for_a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 10,283(CFS) Total initial stream area = 2,380(Ac,) 4,90 rainutes Process frora Point/Station 222.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 222.000 The following data inside Main Stream is listed; In Main Stream number: 2 Streara flow area = 2.380 (Ac) Runoff from this stream = 10.283(CFS) Time of concentration = 6,81 min. Rainfall intensity = 5,611{In/Hr) Program is now starting v;ith Main Streara No. 3 Process from Point/Station 222.000 to Point/Station •*»* USER DEFINED FLOW INFORMATION AT A POINT **** 222,000 User specified 'C value of 0.760 given for subarea Rainfall intensity (I) = 6.472(In/Hr) for a 100,0 year storra User specified values are as follows: TC = 5,46 min. Rain intensity = 6,47(In/Hr) Total area = 12,780(Ac,) Total runoff = 65,167(CFS) Process from Point/Station 222,000 to Point/Station 222,000 **** CONFLUENCE OF (MAIN STREAMS **** The following data inside Main. Stream is listed: In Main Stream nuraber: 3 Stream flow area = 12,780(Ac,) Runoff from this stream = 65,167(CFS) Time of concentration = Rainfall intensity = Suraraary of stream data; 5,46 iTiin, 6,472(In/Hr) Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 2 3 Qmax(1) 90,622 10.283 65.167 Qmax(2) = Qmax(3) 10, 03 6,81 5,46 4 ,374 5 , 611 6, 472 1 .000 1 .000 * 90 . 622) + 0 .779 1 .000 * 10 .283) + 0 676 * 1 .000 * 65 167) + = 142 . 673 1 000 * 0 680 * 90 622) + 1 000 * 1 000 * 10 283) + 0 867 * 1 000 * 65 167) + = 128 360 1 000 * 0 545 * 90 622) + 1. 000 * 0 801 * 10 283) + 1. 000 * 1. 000 * 65 . 167) + = 122 . 763 Total of 3 main streams to confluence; Flow rates before confluence point: 90,622 10,283 65.167 Maximum flow rates at confluence using above data: 142.673 128.360 122,763 Area of strearas before confluence: 21.730 2,380 12.780 Results of confluence: Total flow rate = 142.673(CFS) Time of concentration = 10.025 rain. . Effective stream area after confluence 36, 390(Ac, Process from Point/Station 222,000 to Point/Station 244,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 167.590(Ft.) Downstream point/station elevation = 167.270(Ft,) Pipe length = 15,73(Ft.) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 142.673(CFS) Given pipe size = 36.00(In,) NOTE; Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 9.889(Ft,) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.720(Ft,) Minor friction loss = 9,489(Ft,) K-factor = 1,50 Pipe flow velocity = 20.18(Ft/s) Travel time through pipe = 0,01 min. Time of concentration (TC) = 10,04 min. End of computations, total study area = 36,890 (Ac.) POST-DEVELOPMENT HYDROLOGY CALCULATION 10 YEAR STORM, NODES 300 SERIES 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; 05/12/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO. 5 - RESORT SITE PHASE 1 10 YEAR STORM POST-DEVELOPMENT NODES 300 TO 318 Hydrology Study Control Information ******** Program License Serial Nuraber 4012 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1,700 24 hour precipitation(inches) = 3,000 P6/P24 = 56,7% San Diego hydrology manual 'C values used Process from Point/Station 300.000 to Point/Station 301,000 •*** INITIAL AREA EVALUATION **** Decimal fraction soil group .A = 0.000 Decimal fraction soil group B = 1.000 .Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 502.000(Ft.) Highest elevation = 234.300(Ft.) Lowest elevation = 230. 700(Ft.) Elevation difference = 3,600(Ft.) Slope = 0.717 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maxiraum overland flow distance is 50.00 (Ft) for the top area slope value of 0.72 %, in a developraent type of Neighborhod Comraercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.69 minutes TC = [1. 8*(1. 1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.7700)*( 50,000".5)/( 0,717"(1/3)]= 4,69 The initial area total distance of 502,00 (Ft,) entered leaves a remaining distance of 452,00 (Ft.) Using Figure 3-4, the travel time for this distance is 5,79 minutes for a distance of 452,00 (Ft.) and a slope of 0.72 % with an elevation difference of 3.24(Ft.) frora the end of the top area Tt = [11. 9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 5.790 Minutes Tt=[(11. 9*0 , 0856"3)/( 3,24))".385= 5.79 Total initial area Ti = 4.69 minutes frora Figure 3-3 forraula plus 5.79 minutes frora the Figure 3-4 forraula = 10.48 minutes Rainfall intensity (I) = 2.779(In/Hr) for a 10.0 year storra Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 3, 658(CFS) Total initial stream area = l,710(Ac.) Process from Point/Station 302,000 to Point/Station 301,000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0.770 Time of concentration = 10,48 min. Rainfall intensity = 2.779(In/Hr) for a 10.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 2,202 Subarea runoff = 2,460(CFS) for l,150(Ac,) Total runoff = 5.119(CFS) Total area = 2,860(Ac) Process from Point/Station 301.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 303,000 6,119(CFS) Upstream point/station elevation = 219.690(Ft.) Downstream point/station elevation = 208,030(Ft.) Pipe length = 225.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Given pipe size = 18.00(In.) Calculated individual pipe flow = 6,119(CFS) Normal flow depth in pipe = 6,22 (In,) Flow top width inside pipe = 17.12(In.) Critical Depth = ll,45(In.) Pipe flow velocity = 11.30(Ft/s) Travel time through pipe = 0.33 rain. Time of concentration (TC) = 10.82 min. Process frora Point/Station **** SUBAREA FLOW ADDITION 304.000 to Point/Station 303.OOO Decimal fraction soil, group Decimal fraction soil group B =-O.OOO = 1.000 1 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type (Neighborhod Commercial ) Irapervious value, Ai = 0 Sub-Area C Value = 0,770 Time of concentration = Rainfall intensity = Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 2,318 Subarea runoff = 0.192(CFS) for 0,150(Ac.) Total runoff = 6.311(CFS) Total area = .800 10.82 min. 2.723(In/Hr) for a 10.0 year storm 3.010(Ac,) Process frora Point/Station **** SUBAREA FLOW ADDITION 305,000 to Point/Station 303,000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1,000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 0,000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Time of concentration = 10.82 min. Rainfall intensity = 2.723(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 2.872 Subarea runoff = 1.510 (CFS) for 0,720 (.Ac,) Total runoff = 7,821(CFS) Total area = 3,730(Ac,) Process frora Point/Station 303.000 to Point/Station - + + + + 4- 304 ,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 207,690(Ft,) Downstreara point/station elevation = 199,380(Ft.) Pipe length = 519,10(Ft.) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 7.821(CFS) Given pipe size = 24.00(In,) Calculated individual pipe flow = 7,821(CFS) Normal flow depth in pipe = 8.57(In,) Flow top width inside pipe = 23. 00 (In.) Critical Depth = 11.94(In.) Pipe flov; velocity = 7,76(Ft/s) Travel time through pipe = 1,11 min. Time of concentration (TC) = 11.93 min. Process from Point/Station 304.000 to Point/Station 304,000 **** CONFLUENCE OF MINOR STREP.MS **** Along Main Stream number; 1 in norraal streara nuraber 1 Stream flow area = 3.730(Ac.) Runoff from this stream = 7.821(CFS) Time of concentration = 11.93 rain. Rainfall intensity = 2,556(In/Hr) ++++++++ Process from Point/Station 306.000 to Point/Station 307.000 **** INITIAL AREA E'\?ALUATION **** Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 -Sub-Area C Value = 0.770 Initial subarea total flow distance = 269.000(Ft.) Highest elevation = 232,500(Ft,) Lowest elevation = 218, 100(Ft,) Elevation difference = 14,400(Ft.) Slope = 5.353 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 5.35 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.31 minutes TC = [1, 8*(1,1-C)*distance(Ft.)".5)/(% slope"(l/3)l TC = [1.8*(1.1-0.7700)* ( 95.000".5)/( 5.353"(1/3)]= 3,31 The initial area total distance of 269.00 (Ft.) entered leaves a remaining distance of 174.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.28 minutes for a distance of 174.00 (Ft.) and a slope of 5.35 % with an elevation difference of 9.31 (Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 1.280 Minutes Tt=[(11.9*0.0330"3)/( 9.31)1".385= 1-28 Total initial area Ti = 3.31 rainutes frora Figure 3-3 formula plus 1,28 minutes from the Figure 3-4 formula = 4,59 minutes Rainfall intensity (I) = 4.733(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 0,510(CFS) Total initial stream area = 0.140(Ac.) 4+44+4++++++++++++++++++++ Process frora Point/Station 307.000 to Point/Station 308,000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 218,100(Ft,) End of street segment elevation = 204,300(Ft,) Length of street segment = 409,000(Ft,) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30,000(Ft,) Distance frora crown to crossfall grade break = 28,000(Ft,) Slope frora 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(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 = 2,366(CFS) Depth of flow = 0,251(Ft.), Average velocity = 3.496(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.782(Ft.) Flow velocity = 3.50 (Ft/s) Travel time = 1.95 rain.- TC = 6.54 rain. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Rainfall intensity = 3.767 (In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is 0= 0.770 CA = 1.101 Subarea runoff = 3, 637 (CFS) for 1,290 (Ac) Total runoff = 4.148(CFS) Total area = 1,430 (Ac.) Street flow at end of street = 4.148(CFS) Half street flow at end of street = 4.148(CFS) Depth of flow = 0,292{Ft.), Average velocity = 3,987(Ft/s) Flow width (from curb towards crown)= 9. 844 (Ft,) Process from .Point/Station 309.000 to Point/Station 308.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type 1 (Neighborhod Coramiercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0.770 Time of concentration = 6.54 min. Rainfall intensity = 3.767(In/Hr) for a 10,0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 1.655 Subarea runoff = 2,088(CFS) for 0.720(Ac,) Total runoff = 6.236(CFS) Total area = 2,150(Ac.) ++++- Process from Point/Station 308.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (User specified size) *•** Upstream point/station elevation = 199,870(Ft.) Downstream point/station elevation = 199.350(Ft,) Pipe length = 53,59(Ft,) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 6.236(CFS) Given pipe size = 18.00(In,) Calculated individual pipe flow = 6,236 (CFS) Normal flow depth in pipe = 10,08(In.) Flow top width inside pipe = 17.87(In.) Critical Depth = 11,57 (In.) Pipe flow velocity = 6,13(Ft/s) Travel tirae through pipe = 0,15 min. Time of concentration (TC) = 6,69 min. Process fro.m Point/Station 304.000 to Point/St£ **** CONFLUENCE OF MINOR STREAMS **** 304,000 Along Main Stream number: 1 in normal stream number 2 Streara flow area = 2,150(Ac.) Runoff from this streara = 6.236(CFS) Time of concentration = 6,69 min. Rainfall intensity = 3.714(In/Hr) Summary of streara data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Qmax(l) Qmax(2) 7.821 6,235 1.000 0, 688 1, 000 1, 000 11, 93 6. 69 1.000 1,000 0.560 1.000 2.556 3 .714 7.821) + 5,236) + 7.821) + 5.236) + 12.113 10,618 Total of 2 streams to confluence: Flow rates before confluence point: 7.821 6,236 Maxiraium flow rates at confluence using above data: ' 12.113 10.618 Area of streams before confluence; 3,730 2.150 Results of confluence; Total flow rate = 12.113(CFS) Time of concentration = 11.931 min. Effective stream area after confluence = 5,880 (Ac) Process from Point/Station 304.000 to Point/Station 310,000 **** PIPEFLOW TRAVEL TIME (Program estimatfi4. size). i.ti.*_. . Upstream point/station elevation = 199.320(Ft.) Downstream point/station elevation = 198,800(Ft,) Pipe length = 51,62 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12,113(CFS) Nearest computed pipe diameter = 21,00 (In.) Calculated individual pipe flow = 12.113(CFS) Norraal flow depth in pipe = 13,71(In,) Flow top width inside pipe = 19.99(In,) Critical Depth = 15,57 (In,) Pipe flow velocity = 7.28(Ft/s) Travel time through pipe = 0,12 rain. Time of concentration (TC) = 12.05 min. Process frora Point/Station 310.000 to Point/Station 311.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 198.460(Ft.) Downstream point/station elevation = 158.510(Ft,) Pipe length = 214,95(Ft.) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 12.113(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 12.113(CFS) Normal flow depth in pipe = 6.14 (In.) Flow top width inside pipe = 20.94 (In.) Critical Depth = 15.02(In.) Pipe flow velocity = 19,08(Ft/s) Travel time through pipe = 0,19 min, Tira,e of concentration (TC) = 12,24 min. r++++++++ Process from Point/Station 311,000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 311,000 The following data inside Main Streara is listed: In Main Stream number: 1 Stream flow area = 5,880(Ac,) Runoff frora this stream = 12,113(CFS) Time of concentration = 12,24 min. Rainfall intensity = 2,515(In/Hr) Program is now starting with Main Streara No, 2 Process from Point/Station **** INITIAL AREA EVALUATION 312,000 to Point/Station 313,000 583.000(Ft.) Slope 3,379 Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 0.000 [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = Highest elevation = 214.000(Ft.) Lowest elevation = 194.300(Ft.) Elevation difference = 19.700(Ft.) INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.38 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.65 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)l TC = [1.8*(1.1-0.7700)*( 85.000",5)/( 3,379"(1/3)]= 3.65 The initial area total distance of 583.00 (Ft.) entered leaves a remaining distance of 498,00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.43 minutes for a distance of 498,00 (Ft,) and a slope of 3.38 % with an elevation difference of 16,83(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 3.435 Minutes Tt=[(11.9*0.0943"3)/( 16.83)]".385= 3.43 Total initial area Ti = 3.65 minutes from Figure 3-3 forraula plus 3,43 minutes frora the Figure 3-4 formula = 7.08 minutes Rainfall intensity (I) = 3.578(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 4.490(CFS) Total initial stream area = 1.630(Ac.) Process from Point/Station 313.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 314.000 Upstream point/station elevation = 184.710(Ft.) Downstream point/station elevation = 169,760(Ft.) Pipe length = 78.03 (Ft,) Manning's N = 0,013 No, of pipes = 1 Required pipe flov; = 4.490(CFS) Given pipe size = 12,00(In.) Calculated individual pipe flow = 4,490(CFS) Normal flow depth in pipe = 4, 41 (In.) Flow top width inside pipe = 11.57 (In,) Critical Depth = 10,63(In,) Pipe flow velocity = 17,16(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 7,16 rain. Process from Point/Station **** SUBAREA FLOW ADDITION 315,000 to Point/Station 314.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Time of concentration = 7.16 rain, .Rainfall intensity = 3.553(In/Hr) for a 10,0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 2.725 Subarea runoff = 5.195(CFS) for 1.910(Ac,) Total runoff = 9.685(CFS) Total area = 3,540(Ac.) Process from Point/Station 314.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 311,000 Upstream point/station elevation = 169.760(Ft,) Downstream point/station elevation = 168.510(Ft,) Pipe length = 268.43(Ft.) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 9.685(CFS) Given-pipe size = 30,00(In,) Calculated individual pipe flow = 9.685(CFS) Normal flow depth in pipe = 12.18(In,) Flow top width inside pipe = 29.46(In,) Critical Depth = 12.47(In.) Pipe flow velocity = 5.18(Ft/s) Travel time through pipe = 0.86 min. Time of concentration (TC) = 8,02 min. Process from Point/Station 311.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 4 + + + + 311.000 The following data inside Main Streara is listed: In Main Streara number: 2 Stream flow area = 3.540(Ac.) Runoff from this stream = 9.685(CFS) Time of concentration = 8,02 min. Rainfall intensity = 3,301(In/Hr) _ Suraimary of stream data: Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 2 Qmax(1) 12 .113 9 . 685 Qmax(2) = 1,000 * 0,762 * 1,000 * 1,000 * 12 .24 8 .02 1.000 1 ,000 0 ,556 1.000 2 ,515 3 ,301 12.113) + 9.685) + 12.113) + 9.685) + 19,490 17.627 Total of 2 main streams to confluence: Flow rates before confluence point: 12.113 9.685 Maximum flow rates at confluence using above data: 19,490 17.627 Area of streams before confluence: 5,880 3.540 Results of confluence: Total flow rate = 19.490(CFS) Time of concentration = 12.237 min. Effective stream area after confluence 9.420(Ac, Process frora Point/Station 311.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 316,000 Upstream point/station elevation = 168.010(Ft,) Downstreara point/station elevation = 154.830(Ft,) Pipe length = 54,05(Ft,) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 19,490(CFS) Given pipe size = 30,00(In,) Calculated individual pipe flow = 19.490(CFS) Norraal flow depth in pipe = 9.00(In.) Flow top width inside pipe = 27,50 (In,) Critical Depth = 17.98(In.) Pipe flow velocity = 15.73(Ft/s) Travel time through pipe = 0,05 min. Time of concentration (TC) = 12,29 rain. •+++ Process from Point/Station 316,000 to Point/Station 316,000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed; In Main Stream number: 1 Stream flow area = 9,420(Ac.) Runoff frora this streara = 19.490(CFS) Tirae of concentration = 12,29 rain. Rainfall intensity = 2.507(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 317.000 to Point/Station 318,000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type ] (Neighborhod Coramercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 377,000(Ft.) Highest elevation = 262.500(Ft.) Lowest elevation ^_2J5. 500 (Ft.) ... Elevation difference = 27.000(Ft.) Slope = 7.162 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The raaximum overland flow distance is 95,00 (Ft) for the top area slope value of 7.15 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Tirae of Concentration = 3.00 rainutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.7700)* ( 95.000".5)/( 7 .162"(1/3)]= 3.00 The initial area total distance of 377.00 (Ft.) entered leaves a remaining distance of 282.00 (Ft.) Using Figure 3-4, the travel tirae for this distance is 1.66 rainutes for a distance of 282.00 (Ft.) and a slope of 7.16 % with an elevation difference of 20.20(Ft.) from the end of the top area Tt = [11. 9-*length (Mi) "3) / (elevation change (Ft.))]". 385 *60(min/hr) = 1.560 Minutes Tt=[(11.9*0,0534"3)/( 20,20)]",385= 1.66 Total initial area Ti = 3.00 rainutes from Figure 3-3 formula plus 1.66 minutes from the Figure 3-4 formula = 4.66 minutes Rainfall intensity (I) = 4,685(In/Hr) for a 10,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 2,489(CFS) Total initial strea.-n area = 0,690 (Ac) Process from Point/Station 318,000 to Point/Station 316,000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 235,500(Ft.) End of street segment elevation = 175,800(Ft,) Length of street segment = 735,000(Ft,) Height of curb above gutter flowline = 6,0(In,) Width of half street (curb to crown) = 20.000(Ft,) Distance from crown to crossfall grade break = 18,500(Ft,) Slope from gutter to grade break (v/hz) = 0,020 Slope frora 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) = 2.000 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 = 3,404(CFS) Depth of flow = 0.246{Ft.), Average velocity = 5.331(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7, 533 (Ft,) Flow velocity = 5,33(Ft/s) Travel time = 2,30 min, TC = 6.96 rain. .Adding area flow to street Deciraal fraction soil group A = 0.000 Decimal fraction soil group B = 1,000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Rainfall intensity = 3.618(In/Hr) for a 10,0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 1.170 Subarea runoff = 1.745(CFS) for 0.830(Ac.) Total runoff = 4.235 (CFS) Total area = 1,520 (Ac) Street flow at end of street = 4,235(CFS) Half street flow at end of street = 4.235(CFS) Depth of flow = 0,260(Ft.), Average velocity = 5.606(Ft/s) Flow width (from curb towards crown)= 8,271(Ft.) •++++++ Process frora Point/Station 302.000 to Point/Station 316.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 0,000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0.770 Tirae of concentration = 6.96 min. Rainfall intensity = 3.618(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 1.786 Subarea runoff = 2,229(eFS) for 0,800(Ac.) Total runoff = 5.463(CFS) Total area = 2.320(Ac.) Process from Point/Station 316,000 to Point/Station 316.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed; In Main Stream number: 2 Stream flow area = 2. 320(Ac.) Runoff frora this stream = 6.463(CFS) Time of concentration = 6.95 min. Rainfall intensity = 3, 518(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No, (CFS) (min) (In/Hr) 1 19,490 12,29 2.507 2 6,463 6,96 3,618 Qmax(l) = 1.000 * 1.000 * 19,490) + 0,593 * 1,000 * 5,453) + = 23.968 Qmax(2) = 1.000 * 0,566 * 19.490) + 1.000 * 1.000 * 6.463) + = 17,499 Total of 2 main strearas to confluence: Flow rates before confluence point: 19.490 6,463 Maxiraum flow rates at confluence using above data: 23.968 17.499 Area of streams before confluence: 9.420 2,320 Results of confluence: Total flow rate = 23,958(CFS) Time of concentration = 12,294 min. Effective strea.ra area after confluence = 11,740 (Ac) End of computations, total study area = 11.740 (Ac, POST-DEVELOPMENT HYDROLOGY CALCULATION 100 YEAR STORM, NODES 300 SERIES San Diego County Rational Hydrology Prograra CIVILCADD/CIVILDESIGN Engineering Software, (c) 1991-2004 Version 7,4 Rational method hydrology prograra based on San Diego County Flood Control Division 2003 hydrology raanual Rational Hydrology Study Date: 05/02/05 CT 03-02, CARLSBAD RANCH, PLANNING AREA NO, 5 - RESORT SITE PHASE I 100 YEAR STORM, POST-DEVELOPMENT NODES 300 TO 318 ********* Hydrology Study Control Inforraation ********** Program License Serial Number 4012 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered; 5 hour, precipitation(inches) = 2,400 24 hour precipitation(inches) = 4,500 P6/P24 = 53.3% San Diego hydrology manual 'C values used Process from Point/Station 300,000 to Point/Station **** INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 —Decimal-fraction soil group C = 0.000 . Deciraal fraction soil group D = 0.000 [COMMERCIAL area type 1 (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0,770 Initial subarea total flow distance = 502.000 (Ft,) Highest elevation = 234,300(Ft,) Lowest elevation = 230.700(Ft.) Elevation difference = 3,600(Ft,) Slope = 0,717 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The raaximum overland flow distance is 50.00 (Ft) for the top area slope value of 0,72 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 4,69 minutes TC = [1.8*(1.1-C)*distance(Ft.)",5)/(% slope"(l/3)] TC = [1 8*(l,l-0,7700)*( 50.000",5)/( 0.717"(1/3)1= 4,59 The initial area total distance of 502,00 (Ft,) entered leaves a remaining distance of 452,00 (Ft,) Using Figure 3-4, the travel tirae for this distance is 5,79 rainutes ''or a distance of 452,00 (Ft,) and a slope of 0,72 % with an elevation difference of 3,24(Ft,) frora the end of che top area Tt = [11,9*length (Mi)"3)/(elevation change(Ft,))1".385 *60(min/hr) 5,790 Minutes Tt=[(ll,9*0,0856"3)/( 3,24)1".385= 5.79 Total initial area Ti = 4.69 rainutes frora Figure 3-3 formula plus 5 79 minutes from the Figure 3-4 formula = 10.48 minutes Rainfall intensity (I) = 3.923(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 5,165(CFS) Total initial stream area = 1,710 (Ac) Process from Point/Station 302,000 to Point/Station 301.000 **** SUBAREA FLOW ADDITION •* * * * 0 , 000 1, 000 0 , 000 0 , 000 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type 1 (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Time of concentration = 10.48 min. Rainfall intensity = 3.923(In/Hr) for a 100,0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0,770 CA = 2,202 Subarea runoff = 3,473(CFS) for l,150(Ac,) Total runoff = 8, 638 (CFS) Total area = 2, 860 (Ac) Process from Point/Station 301.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 303.000 Upstream point/station elevation = Downstreara point/station elevation 219, 690(Ft,) 208 ,030(Ft, Pipe length = 226,10(Ft.) Manning's No. of pipes = 1 Required pipe flow Given pipe size = 18,00(In,) Calculated individual pipe flow = Norraal flow depth in pipe = 7,49(In,) Flow top width inside pipe = 17,74(In.) Critical Depth = 13,65(In,) Pipe flow velocity = 12,41(Ft/s) Travel time through pipe = 0,30 min. Time of concentration (TC) = 10,79 min = 0,013 8 . 638 (CFS) 8,638(CFS) Process from Point/Station *•'* SUBAREA FLOW ADDITION 318.000 to Point/Station - + + + + + + 303 . 000 Decimal fraction soil group.-A-= O.OOO— Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type 1 (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Time of concentration = 10.79 rain. Rainfall intensity = 3.851(In/Hr) for a 100.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 2.318 Subarea runoff = 0,287(CFS) for 0,150(Ac,) Total runoff = 8.926(CFS) Total area = 3,010(Ac,) Process from Point/Station «*** SUBAREA FLOW ADDITION 305.000 to Point/Station 303,000 Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 1,000 Deciraal fraction soil group C = 0,000 Deciraal fraction soil group D = 0,000 [COMMERCIAL area type I (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Time of concentration = 10,79 min. Rainfall intensity = 3,851 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 2,872 Subarea runoff = 2,135(CFS) for 0,720(Ac,) Total runoff = 11,061(CFS) Total area = 3,730(Ac. Process from Point/Station 4+ + + + + + + + + + + + + + +4-+ +•(- + + + + + + ++-) 303,000 to Point/Station 304,000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 207.690(Ft,) Downstream point/station elevation = 199,380(Ft,) Pipe length = 519.10(Ft,) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 11.061(CFS) Given pipe size = 24,00(In,) Calculated individual pipe flow = 11.061(CFS) Normal flow depth in pipe = 10,36(In,) Flow top width inside pipe = 23,77(In,) Critical Depth = 14,31(In,) Pipe flow velocity = 8,53(Ft/s) Travel time through pipe = 1,01 rain. Time of concentration (TC) = 11.80 rain. Process from Point/Station 304.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 304 ,000 Along Main Stream number: 1 in norraal streara nuraber 1 Stream flow area = 3,730(Ac,) Runoff frora this stream = 11,051(CFS) Time of concentration = 11,80 rain. Rainfall intensity = 3.534(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 306.000 to Point/Station * * * * r ++ + 307.000 0 . 000 1 . 000 0 . 000 0.000 269.000(Ft,) 5,353 Decimal fraction soil group A Decimal fraction soil group B Deciraal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (Neighborhod Comraercial ) Irapervious value, Ai = 0,800 Sub-Area j; Value = 0,770 ' ^Initi"aT~subarea total flow distance Highest elevation = 232,500(Ft.) Lowest elevation = 218.100(Ft.) Elevation difference = 14.40O(Ft.) Slope INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximura overland flow distance is 95,00 (Ft) for the top area slope value of 5.35 %, in a development type of Neighborhod Coramercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3,31 rainutes TC = [1.8*(1,1-C)*distance(Ft,)",5)/(% slope"(l/3)] TC = [1.8*(1,1-0.7700)*( 95.000".5)/( 5 . 353"(1/3)]= 3,31 The initial area total distance of 269.00 (Ft.) entered leaves a remaining distance of 174.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1,28 rainutes for a distance of 174,00 (Ft,) and a slope of 5,35 % with an elevation difference of 9,31(Ft,) frora the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft,))]",385 *60(min/hr) 1.280 Minutes Tt=[(11,9*0.0330"3)/( 9,31)1",385= 1,28 Total initial area Ti = 3.31 rainutes from Figure 3-3 forraula plus 1.28 rainutes from the Figure 3-4 forraula = 4,59 minutes Rainfall intensity (I) = 6,682(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,770 Subarea runoff = 0,720(CFS) Total initial streara area = 0,140(Ac,) Process from Point/Station 307,000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** r+++++ 308,000 Top of street segment elevation = 218,100(Ft,) End of street segment elevation = 204,3O0(Ft,) Length of street segment = 409,000(Ft,) Height of curb above gutter flowline = 6,0 (In,) Width of half street (curb to crown) = 30,000(Ft, Distance from crown to crossfall grade break = 28,000(Ft,) Slope from gutter to grade break (v/hz) = 0,020 Slope frora 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 = l,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 = 3,383(CFS) Depth of flow = 0.275(Ft,), Average velocity = 3,799(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9,051(Ft.) Flow velocity = 3.80(Ft/s) Travel time = 1.79 min. TC = 6,38 min. Adding area flow to street Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type 1 (Neighborhod Comraercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0.770 Rainfall intensity = 5,401 (In/Hr) for a 100,0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0,770 CA = 1,101 Subarea runoff = 5,227(CFS) for l,290(Ac,) Total runoff = 5,947(CFS) Total area = 1.430(Ac,) Street flow at end of street = 5,947(CFS) Half street flow at end of street = 5.947(CFS) Depth of flow = 0.323(Ft,), Average velocity = 4,347(Ft/s) Flow width (from curb towards crown)= 11.388(Ft,) + + + + + 4-H Process from Point/Stati^on _3_09_.000 to Point/Station 308.000 *•** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 1,000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D = 0,000 [COMflERCIAL area type 1 (Neighborhod Coramercial ) Irapervious value, Ai = 0,800 Sub-Area C Value = 0,770 Time of concentration = 5,38 min. Rainfall intensity = 5,401(In/Hr) for a 100,0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0,770 CA = 1.656 Subarea runoff = 2,994(CFS) for 0,720(Ac,> Total runoff = 8,942(CFS) Total area = 2,150(Ac,) Process from Point/Station 308.000 to Point/Station 304,000 **** PIPEFLOW TRAVEL TIME (User specified size) **•* Upstream point/station elevation = 199,870(Ft,) Downstream point/station elevation = 199,350(Ft,) Pipe length = 53,59(Ft,) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8,942(CFS) Given pipe size = 18,00(In.) Calculated individual pipe flow = 8.942 (CFS) Norraal flow depth in pipe = 12. 91 (In.) Flow top width inside pipe = 16.21 (In.) Critical Depth = 13,88(In,) Pipe flow velocity = 6,59(Ft/s) Travel time through pipe = 0.14 rain. Tirae of concentration (TC) = 6.52 rain. 4+ + + ++++ + - Process from Point/Station 304.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 304.000 Along Main Stream number: Stream flow area = 2 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data 1 in normal stream nuraber 2 150(Ac,) 8,942(CFS) 6 , 5 2 mi n , 5,329(In/Hr) Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 2 Qmax(1) Qmax(2) 11 ,061 8 . 942 1,000 0 . 682 1 .000 1.000 11,80 6, 52 1 ,000 1 , 000 0. 552 1. 000 3,634 5, 329 11,051) + 8,942) + = 11,061) + 8,942) + = 17,159 15,052 Total of 2 streams to confluence: Flow rates before confluence point: 11,051 8,942 Maximum flow rates at confluence using above data; 17,159 15,052 Area of streams before confluence: 3,730 2,150 Results of confluence: Total flow rate = 17,159 (CFS) Time of concentration = 11.801 rain. Effective stream area after confluence = 5.880 (Ac) +++++4 Process from Point/Station 304.000 to Point/Station *•*» PIPEFLOW TRAVEL TIME (Program estimated size) ***" Upstream point/station elevation = 199.320(Ft.) Downstreara point/station elevation = 198.800 (Ft.) Pipe length = 51,62(Ft,) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 17.159(CFS) Nearest computed pipe diameter = 24.00 (In.) Calculated individual pipe flow = 17,159 (CFS) Norraal flow depth in pipe = 15,59(In,) Flow top width inside pipe = 22. 90 (In.) Critical Depth = 17.91(In.) Pipe flow velocity = 7.94 (Ft/s) Travel time through pipe = 0,11 min. Tirae of concentration (TC) = 11.91 rain. ++++++4 Process from Point/Station 310.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** h++++++++++ 311, 000 17 ,159 (CFS) Upstream point/station elevation = 198.460(Ft.) Downstream point/station elevation = 168,510(Ft, Pipe length = 214,95(Ft,) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = Given pipe size = 24,00(In,) Calculated individual pipe flow = 17.159(CFS) Normal flow depth in pipe = 7, 34(In,) Flow top width inside pipe = 22,11 (In,) Critical Depth = 17,91(In,) Pipe flow velocity = 21,08(Ft/s)^ Travel time through pipe = 0,17 rain. Time of concentration (TC) = 12,08 min. .j-+4..^ + -^-l--l--n-4-++++ + + +++++++++++ + + + + + + + + + + + + + + + + + + Process from Point/Station 311,000 to Point/Station 311,000 **** CONFLUENCE OF MAIN STRE-AMS **** The following data inside Main Streara is listed: In Main Stream number: 1 Stream flow area = 5,880(Ac,) Runoff from this stream = 17,159 (CFS) Tirae of concentration = 12,08 rain. Rainfall intensity = 3,580(In/Hr) Prograra is now starting with Main Streara No, 2 Process from Point/Station **** INITIAL AREA EVALUATION ** 312,000 to Point/Station 313,000 C = 0,000 1 ,000 0 ,000 0, 000 1 = 583,000(Ft,) Slope = 3,379% Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group D [COMMERCIAL area type (Neighborhod Commercial ) Irapervious value, Ai = 0,800 Sub-Area C Value = 0,770 Initial subarea total flow distance Highest elevation = 214,000(Ft,) Lowest elevation = 194,300(Ft,) Elevation difference = 19,700(Ft,) INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The raaxiraura overland flow distance is 85,00 (Ft) for the top area slope value of 3,38 %, in a developraent type of Neighborhod Commercial In Accordance Wit.h Figure 3-3 Initial Area Time of Concentration = 3.55 rainutes TC = [1.8*(1.1-C) *distance(Ft.)",5)/(% slope"(l/3)] TC = [1,8*(I,1-0,7700)*( 85.000".5)/( 3.379"(1/3)1= 3,65 The initial area total distance of 583,00 (Ft,) entered leaves a remaining distance of 498,00 (Ft.) Using Figure 3-4, the travel tirae for this distance is for a distance of 498.00 (Ft,) and a slope of 3.38 % with an elevation difference of 16.83(Ft.) frora the end of the top area Tt = [11.9*length(Mi)-^3)/(elevation change (Ft,))]", 385 *60 (min/hr) = 3,435 Minutes Tt=[(ll,9*0.0943"3)/( 16 . 83)]",385= 3.43 Total initial area Ti = 3.65 rainutes frora Figure 3-3 forraula plus 3.43 minutes frora the Figure 3-4 formula = 7.08 minutes Rainfall intensity (I) = 5,051(In/Hr) for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 6.339(CFS) Total initial stream area = 1.630(Ac.) 3.43 minutes Process from Point/Station 313,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 314 . 000 Upstream point/station elevation Downstreara point/station elevation 184 , 710(Ft,) 169,760(Ft, Pipe length = 78,03(Ft,) Manning's No, of pipes = 1 Required pipe flow Given pipe size = 12,00(In,) Calculated individual pipe flow = 5, Normal flow depth in pipe = 5, 33 (In,) Flow top width inside pipe = 11, 92(In.) Critical depth could not be calculated. Pipe flow velocity = 18,83(Ft/s) Travel time through pipe = 0,07 rain. Time of concentration (TC) = 7,15 min N = 0,013 6,339(CFS) 339 (CFS) ++++++++++++++++++4 Process from Point/Station **** SUBAREA FLOW ADDITION 315.000 to Point/Station f + + + + 4 + 4 4 314 .000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMt-lERCIAL area type (Neighborhod Comraercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Time of concentration = 7,15 min. Rainfall intensity = 5,019(In/Hr) for a 100,0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0,770 CA = 2,726 Subarea runoff = 7,342(CFS) for l,910(Ac,) Total runoff = 13,681(CFS) Total area = 3,540(Ac.) Process from Point/Station 314.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 1-444 311 ,000 Upstream point/station elevation Downstream point/station elevation 169.750(Ft,) 168,510(Ft,) N Pipe length = 268.43(Ft.) Manning's No. of pipes = 1 Required pipe flow = Given pipe size = 30.00{In,) Calculated individual pipe flow = 13,581(CFS) Normal flow depth in pipe = 14, 80(In,) Flow top width inside pipe = 30. 00 (In.) Critical Depth = 14.93(In.) Pipe flow velocity = 5.67(Ft/s) Travel time through pipe = 0,79 min. Tirae of concentration (TC) = 7.94 min. = 0,013 13.681(CFS) 444444 Process from Point/Station 311.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 311,OOO The following data inside Main Stream is listed; In Main Stream number: 2 Streara flow area = 3, 540 (Ac) Runoff frora this streara = 13,681(CFS) Time of concentration = 7.94 min, -Rainfall intensity = 4.592 (In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (rain) Rainfall Intensity (In/Hr) 17.159 13 , 681 Qmax(1) Qmax(2) 1.000 0, 763 000 000 12,08 7 , 94 1,000 1.000 0, 658 1,000 3 .580 4 . 692 17,159) 4 13.681) 4 17.159) 4 13,681) + 27,598 24 . 964 Total of 2 main strearas to confluence: Flow rates before confluence point; 17,159 13,681 Maximum flow rates at confluence using above data: 27,598 24.964 Area of strearas before confluence: 5.880 3,540 Results of confluence: Total flow rate = 27,598(CFS) Time of concentration = 12.079 min. Effective streara area after confluence 9,420(Ac,) Process frora Point/Station 311,000 to Point/Station 316,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 168,010(Ft,) Downstreara point/station elevation = 164,830(Ft,) Pipe length = 54,05(Ft,) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 27,598(CFS) Given pipe size = 30,00(In,) Calculated individual pipe flow = 27,S98(CFS) Norraal flow depth in pipe = 10,80 (In,) Flow top width inside pipe = 28, 80(In,) Critical Depth = 21,49(In,) Pipe flow velocity = 17.34(Ft/s) Travel time through pipe = 0.05 rain, Tirae of concentration (TC) = 12,13 rain. -444- Process frora Point/Station 316,000 to Point/Station 316,000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.420(Ac.) Runoff from this stream = 27.598(CFS) Time of concentration = 12.13 min. Rainfall intensity = 3,570(In/Hr) Program is now starting with Main Stream No, 2 ++++++++ Process from Point/Station 317,000 to Point/Station **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [LOW DENSITY RESIDENTIAL 1 (1,0 DU/A or Less ) Impervious value, Ai = 0,100 Sub-Area C Value = 0.320 Initial subarea total flow distance = 377.000(Ft.) Highest elevation = 262.500(Ft.) Lowest elevation-=-- 235.'5OT(-Ft, ) Elevation difference = 27.000(Ft.) Slope = 7.162 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7,16 %, in a development type of 1,0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7,28 rainutes TC = [1.8*(1,1-C)*distance(Ft.)" .5) / (% slope"(l/3)l TC = [1.8*(1 ,1-0 ,3200)*( 100.000".5)/( 7 ,162"(1/3)J= 7,28 The initial area total distance of 377.00 (Ft,) entered leaves a remaining distance of 277.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1,64 rainutes for a distance of 277,00 (Ft,) and a slope of 7.16 % with an elevation difference of 19,84(Ft,) from the end of the top area Tt = [11,9*length(Mi)"3)/(elevation change(Ft,)))".385 *60(min/hr) 1,637 Minutes Tt=[(11,9*0,0525"3)/( 19,84)]".385= 1,64 Total initial area Ti = 7.28 minutes from Figure 3-3 formula plus 1.64 minutes from the Figure 3-4 forraula = 8.92 rainutes Rainfall intensity (I) = 4.353(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,320 Subarea runoff = 0,961(CFS) Total initial stream area = 0,690(Ac,) • + + Process from Point/Station 318.000 to Point/Station 316,000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 235,500(Ft,) End of street segment elevation = 175,800(Ft,) Length of street segment = 735,000(Ft,) Height of curb above gutter flowline = 6,0(In,) Width of half street (curb to crown) = 20.000(Ft,) Distance from crown to crossfall grade break = 18,500(Ft,) Slope frora gutter to grade break (v/hz) = 0,020 Slope frora 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) = 2.000 Gutter width = l,500(Ft.) Gutter hike from flowline = l,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 = 2,034(CFS) Depth of flow = 0,214(Ft.), Average velocity = 4,754(Ft/s) Streetflow hydraulics at midpoint of street travel; Halfstreet flow width = 5,971(Ft,) Flow velocity = 4,75(Ft/s) Travel time = 2,58 min, TC = 11,50 rain. Adding area flow to street Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [COMMERCIAL area type 1 (Neighborhod Commercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Rainfall intensity = 3,696(In/Hr) for a 100,0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.566 CA = 0.860 Subarea runoff = 2.217(CFS) for 0,830(Ac,) Total runoff = 3,178 (CFS) Total area = 1,520 (Ac) Street flow at end of street = 3,178(CFS) Half street flow at end of street = 3.178(CFS) Depth of flow = 0.241(Ft.), Average velocity = 5,248(Ft/s) Flow width (from curb towards crown)= 7.310(Ft,) Process from Point/Station **** SUBAREA FLOW ADDITION 302.000 to Point/Station I- + + ++ + + + + + + + 316,OOO 0.000 1.000 0 , 000 0 , 000 Decimal fraction soil group A Decimal fraction soil group B = Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type J (Neighborhod Coramercial ) Impervious value, Ai = 0,800 Sub-Area C Value = 0,770 Time of concentration = 11,50 min. Rainfall intensity = 3.596(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0,636 CA =. 1.476 Subarea runoff = 2.277(CFS) for 0,800(Ac.) Total runoff = 5,454(CFS) Total area = year storm 2,320(Ac,) Process from Point/Station 316.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** i- + + 316,000 The following data inside Main Stream is listed: In Main Streara number; 2 Stream flow area = Runoff frora this stream Time of concentration = Rainfall intensity = Summary of stream data: 2,320(Ac.) 5.454(CFS) 11.50 min. 3.695(In/Hr) Stream No . Flow rate (CFS) TC (rain) Rainfall Intensity (In/Hr) 1 2 Qraax(1) 27.593 5 . 454 1. 000 0 . 966 Qraax(2) = 12 . 13 11.50 1 . 000 1, 000 3.570 3,696 27.598) 5,454) 32,867 1,000 * 0,948 * 2 7.598) + 1.000 ^ 1.000 * 5,454) + = 31,612 Total of 2 main streams to confluence: Flow rates before confluence point: 27.598 5,454 Maximura flow rates at confluence using above data: 32,867 31,612 Area of streams before confluence: 9.420 2,320 Results of confluence: Total flow rate = 32,867(CFS) Tirae of concentration = 12,131 rain. Effective stream area after confluence = ll,740(Ac,) End of computations, total study area = 11,740 (Ac) K STORM DRAIN SYSTEM CALCULATION STORM DRAIN LINES A-1 TO A-7 SCALE 1":50' STORM DRAIN SYSTEM A LEGEND HYDRAFL OW STORM IZ3 - SEWER CALCULATION P/PE NUMBER p_E-p__ STORM DRAIN PIPE ^ DESIGNATION ' 11 Ni N'.Jj \i EX I ST. 18" RCP Ct: Hydraflow Summary Report Page 1 Project File: 04119-LINEA1 T0A7.^tni I-D-F File: carlsbad25,IDF NOTES: 0 = circular; e = elliptical; b = box; Return period = 100 Yrs,; * Indicates surcharge condition H iraflow Storm Sewer Inventory Report Page 1 Hy rafiow Storm Sewer Tabulation station Line To Line End 1 2 3 4 Len (ft) 235.6 24.9 9.6 94.7 163.0 32.4 20.4 77.4 Drng Area Incr (ac) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total (ac) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rnoff coeff (C) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Area x C Incr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Project File: 041 -19-LlNE Al TO A7.stm Total 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tc Inlet (min) 0-0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Syst (min) 0.8 0.8 0.8 0.5 0.1 0.0 0.0 0.0 Rain (I) (in/hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total flow (cfs) 17.84 13.96 13-96 8.49 5.14 5.14 3.88 2.57 1-D-F File. carlsbad26.1DF Cap! full (cfs) 21.82 13.64 14.42 22.79 7.56 7.81 14.89 54.39 Vel (ft/s) NOTE.S: intensity = 19.61 / (Tc + 0.10) " 0.65; Retum 10.15 7.90 7.90 5.42 6.66 6.96 2.20 2.62 Pipe Size in) Slope (%) 4.32 1.69 1.88 4.71 4.50 4.81 2.01 26.82 Invert Elev Up (ft) Dn (ft) 162.50 162.92 163.21 168.00 175.67 177.40 162.91 184.30 152.33 162.50 163.03 163.54 168.33 175.84 162.50 163.54 HGL Elev Up (ft) 163.95 166.01 167.15 169.11 176.59 178.32 165.60 184.91 Total number of lines: 8 Dn (ft) 153.83 165.57 166.98 167.29 169.40 176.70 165.57 166.98 Grnd / Rim Elev Up (ft) 172.17 174.26 173.56 174.83 181.75 181.75 171.40 190.30 period = 100 Yrs.; Initialtailwater elevalion = 153.83 On (ft) 163.34 172.17 174.26 173.56 174.83 181.75 172.17 174.26 Page 1 Line ID EXIST 18 RCP LINE A-1 LINE A-2 LINE A-3 LINE A-4 LINE A-5 LINE A-6 LINE A-7 Run Date: 05-06-2005 (ft) Y- aflow Hydraulic Grade Line Computation 18 18 16 18 12 12 18 IS 17.84 13.95 13.96 8.49 5.14 5.14 3.88 2.57 152.33 162.50 163.03 163.54 168.33 175.84 162.50 163.54 153.83 165.57 166.98 167.29 169.40 176.70 165.57 166.98 Project Fiie: 04119-LINE Al TO A7 1.50 1.50 1.50 1.50 1.00 0.86 1.50 1.50 1.77 1.77 1.77 1.77 0.79 0.72 1.77 1.77 10.10 7.90 7.90 4.81 6.54 7.14 2.20 1.45 1.59 0.97 0.97 0.36 0.67 0.79 0.07 0.03 155.42 166.54 167.95 167.65 170.06 177.49 165,64 167.01 2.887 1.768 1.768 0.654 2.082 1.923 0.137 0.060 stm 236 24.9 9.6 94.7 163 32.4 20.4 77.4 162.50 162.92 163.21 168.00 175.67 177.40 162.91 184.30 163.95 166.01 167.15 169.11 176.59 178.32 165.60 184.91 1.45* 1.50 1.50 1.11* 0.92* 0.92* 1.50 0.61* 1.75 1.77 1.77 1.40 0.76 0.76 1.77 0.68 10.20 7.90 7.90 6.04 6.77 6.77 2.20 3.79 L^^^^Iffi^^l^-ater^ 153.83 (ft), * Normal depth' 1.62 0.97 0.97 0.57 0.71 0.71 0.07 0.22 165.57 166.98 168.12 169.68 177.31 179.04 165.67 185.14 2.533 1.768 1.768 0.808 1.803 1.803 0.136 0.491 2.710 1.768 1.768 0.731 1.943 1.863 0.136 0.275 N/A 0.440 0.169 N/A N/A N/A 0.028 N/A 1.00 1.00 0.15 0.50 0.15 1.00 1.00 1.00 Page 1 Minor loss 1.62 0.97 0.15 0.28 0.11 0.71 0.07 0.22 assumed., " Critical depth assumed. 'm Sewer Profile Elev. (ft) Proj. fiie: 04119-LlN, 1 TO A7. sun 204.0 192,0 180.0 168.0 150 200 250 300 350 400 450 500 550 600 Reach (ft) 't^ "m Sewer Profile Elev. (ft) Proj. file: 04119-LlK .1 TO A7. stm 186.0 178.0 170.0 162.0 154.0 146.0 100 125 150 Reacii (ft) 175 200 225 250 275 Sewer Profile Elev. (ft) 217.0 202.0 187.0 172.0 157.0 142.0 Line: 1 Size: 18 (in) Proj. file: 04119-LiN ,1 TO A7. stm Line: 8 Size: 18 (in) Line: 2 Size: 18.(in)