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Home My WebLink AboutCUP 04-08; Alga Norte Community Park; Conditional Use Permit (CUP) (4)HYDROLOGY REPORT AND WATER QUALITY TECHNICAL REPORT FOR ALGA NORTE COMMUNITY PARK Conditional Use Permit Prepared for: City of Carlsbad April2004 Rev. September 2004 Under the supervision of: :' ~-(/J t:::: • • • HYDROLOGY REPORT FOR ALGA NORTE COMMUNITY PARK Conditional Use Permit Prepared for: City of Carlsbad April2004 Prepared by: R. E. Berg Engineering, Inc. Under the supervision of: 41782 • • • PROJECT DESCRIPTION HYDROLOGY STUDY Alga Norte Community Park The project proposes construction of a community park with an aquatics center, ball fields, and dog park. Currently, the site is undeveloped and native vegetation covers the majority of the site. The future park is situated north of Poinsettia Lane and west of Alicante Road. Historical runoff patterns have tended towards the southeast with runoff ultimately proceeding to Batiquitos Lagoon. Design and construction of the Alicante Road improvements, including the storm drain system, considered the future development of the Alga Norte Community Park. The City of Carlsbad has previously approved a drainage study and amendments regarding the storm drain system within Alicante Road. Our project will connect into this system. This study analyzes the impacts of the proposed Alga Norte Community Park on this previously approved storm drain system. METHODOLOGY AND PROCEDURE I) Runoff has been determined for a 100-year 6-hour frequency storm using methodologies described in the County of San Diego Hydrology Manual (2003). This methodology was selected per the direction of the City of Carlsbad. 2) Runoff volume was determined using the Modified Rational Method: Q100=CIA as described in the above manual. 3) The runoff coefficient "C" was selected based on the land use of the site per the County's hydrology manual (2003). 4) Civi!Design software was used to calculate the peak flows within the watersheds. 5) The WSPG program was used to calculate hydraulic grade lines. REFERENCES 1. County of San Diego Hydrology Manual (2003). 2. Drainage Study for Alicante Road North of Poinsettia Lane (Hunsaker & Associates, November 7, 2003). 3. Drainage Study for Alicante Road North of Poinsettia Lane (Hunsaker & Associates, December 1, 2003) . • RESULTS • • The previously approved drainage study supporting the Alicante Road storm drain improvements (prepared by Hunsaker & Associates, dated December 1, 2003), indicates that the storm drain system is designed to convey a peak 100-year flow of 154.2 cubic- feet-per-second (cfs) from the park site. This conclusion was based on the flow from the park and upstream watershed entering the storm drain system in Alicante Road at one point (at the southeast corner of the park). At the point of connection to the Alicante Road storm drain system, the Hunsaker study indicates that the peak I 00-year discharge present in the 84-inch storm drain pipe is 536cfs. Due to programming requirements, constructability issues, and value engineering efforts the storm drain design for the park shown on the Conditional Use Permit plans shows runoff from the park and upstream watershed entering the storm drain system in two locations. The first location is near the northern boundary of the park and will connect some of the off-site areas to the west ofthe park into the 72-inch pipe within Alicante Road. The second location remains as originally designed, at the southeastern corner of the park and connects to the 84-inch pipe. These locations are depicted on the attached Hydrology Map. The addition of a second connection point to convey park runoff does not cause the Hydraulic Grade Lines (HGLs) in the Alicante Road storm drain system to rise above the ground surface. The following table compares the results of the previously approved Hunsaker study and our results: Alicante Road Station Previously Approved HGL Proposed New HGL 70+45 107.88 105.70 71+15 110.77 107.34 76+27 120.86 116.73 83+46 136.46 135.42 84+29 140.83 138.77 84+60 142.70 138.92 87+50 153.68 153.68 We have also examined the impacts of our project on the peak 1 00-year discharge downstream of the project. Based on our analysis, the proposed park will reduce the total peak 100-year flow in the Alicante Road storm drain (downstream of the park) by 16cfs. The previous study calculated the peak 100-year flow downstream of the park as 536cfs; our results show the peak 1 00-year flow as 520cfs. This reduction is largely attributable to a difference in time of concentrations between the park's peak flows and the previously calculated upstream watershed's peak flows. We have attached copies of our hydrologic and hydraulic modeling at the end of this study. Storm drain sizes, inverts, and drainage swales shown on the Conditional Use • • • Permit plans reflect the conveyance capacity estimated based on these calculations . Because this study is not intended to support construction documents, we have not included detailed hydraulic calculations for the entire on-site storm drain system. These calculations will be provided with the final engineering plans. The provided calculations demonstrate the surrounding infrastructure's ability to safely convey the peak 1 00-year flows generated on the park site using two connection points to the Alicante Road improvements. Richard E. Berg R.C.E. 41782 Exp. 03-31-04 Date 32'45' 32'30' Riverside County . ~ ---.. ,• ,· / ... · .. .. ·· M e X c 33'15' ... 1t:5· ······················· 33'00' 3 -o CD • "-Ef • . • :::! . .•. .. oz;:• Ill 0 ... . .. .. .. 0 c ' :::1 /'Sr;:,-< 32'45' 32'30' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event-6 Hours lsopluvial (inches) DPW ~GIS N a-al P'.sbk \tt\"1'3 '~~""""''~'s,,.,.;,, .• IS ~' THIS MAP IS PROVIDED WITHOUTWAARANrY OF ANY KINO. EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE Cop)TigN Sa~GIS. AJ Rtghla Reserved. Th1s ~ucts maY contaon ooformalion from the SANOAG Reg!O!\al lnfoonatooo S)'Siem whicn eanoot be reprod.Jced witt>out 1t>e wnllen permiSSIOO of SANDAG n.s produd may OOnlalrl infofmaltan whicn /\as been raproduce<l w~h perrrwS&oOn granted bjl Thomas Broltlers Maps s 3 0 3 Miles 33°15' 32°45' ' ' 32°30' b "' b "' 0 ~ 0 ... ... /'.. ~ ~ / ' /·::::~~;: .::>·· .. ' ' ' ' M e x c · .... . ______ .. ' .. 33°30' .· 33°00' -----·-... -- 0 0 c ::l ...... '< 32°45' . · .. \. : ·· .. \.. ·. . .... .. ' . ··-:.. • ';s ·• ... ·() .. ··... ,. ··. 32°30' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event-24 Hours lsopluvial (inches) DPW ~GIS N (Je~<J/P-.Il::lic\1~~ .. :'""""'"""r; __ o~F;>oS~!'oltCo:•> -+' THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KINO, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO. THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE Copyright SanGIS. AI Roghts Reserved This products may ccnt..in inlorma~oo from the SANDAG Regtonal InformatiOn Syslem wh1ch cannot be reprW.Jcad Wllhoul tr.e wrillen perrn<ssoon of SANDAG This product may ccnta1n 1nfe><malion which has been rep<oduoedw~h per""s"'oo granted by Thom!os Brothe"' Ma~ s 3:0.~ll-~llio~~3 Miles • San Diego County Hydrology Manual Date: June 2003 • Table 3-1 Section; Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil T e NRCS Elements Coun Elements %IMPER. A B Undisturbed Natural Terrain (Natural) Permanent Open Space o• 0.20 0.25 Low Density Residential (LDR) Residential, I .0 DU/ A or less 10 0.27 0.32 Low Density Residential (LDR) Residential, 2.0 DU/ A or less 20 0.34 0.38 Low Density Residential (LDR) Residential, 2.9 DU/ A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential, 4.3 DU/ A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential, 7.3 DU/ A or less 40 0.48 0.51 Medium Density Residential (MDR) Residential, I 0.9 DU/ A or less 45 0.52 0.54 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 High Density Residential (HDR) Residential, 24.0 DU/ A or less 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited 1.) Limited Industrial 90 0.83 0.84 General Industrial 95 0.87 0.87 c 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 3 6 of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 • *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type}, or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/ A ~ dwelling units per acre NRCS =National Resources Conservation Service 3-6 • • • basin100.txt san Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2003 Version 7.3 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology study Date: 04/23/04 ********* Hydrology Study Control Information ********** Berg Engineering, oceanside, california -S/N 937 Rational hydrolo~y study storm event year is 100.0 English (in-lb) 1nput data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.200 P6/P24 = 53.8% San Diego hydrology manual 'c' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** group A = group B = group c = group D = Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (Office Professional ) Impervious value, Ai = 0.900 sub-Area c value = 0.850 0.000 0.000 0.000 1.000 ] Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 315.000(Ft.) Lowest elevation = 313.000(Ft.) Elevation difference = 2.000(Ft.) slope = 2.000% INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.00 %, in a development type of office Professional In Accordance With Figure 3-3 Initial Area Time of concentration = 2.99 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.8500)*( 70.000A.5)/( 2.000A(1/3)]= 2.99 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 30.00 (Ft.) using Figure 3-4, the travel time for this distance is 0.48 minutes for a distance of 30.00 (Ft.) and a slope of 2.00% with an elevation difference of 0.60(Ft.J from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.483 Minutes Tt=[(11.9*0.0057A3)/( 0.60)]A.385= 0.48 Total initial area Ti = 2.99 minutes from Figure 3-3 formula plus 0.48 minutes from the Figure 3-4 formula = 3.47 minutes Rainfall intensity (I) = 9.335(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.850 subarea runoff = 1.428(CFS) Total initial stream area = O.l80(Ac.) Page 1 • • • basin100.txt ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 313.000(Ft.) Downstream point/station elevation= 297.000(Ft.) Pipe len~th = 620.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 1.428(CFS) Nearest computed pipe diameter = 9.00(In.) calculated individual pipe flow = 1.428(CFS) Normal flow depth in pipe= 4.70(In.) Flow top width inside pipe = 8.99(In.) Critical Depth = 6.60(In.) Pipe flow velocity = 6.12(Ft/s) Travel time through pipe = 1.69 min. Time of concentration (TC) = 5.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** group A = group B = group c group D Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (office Professional ) Impervious value, Ai = 0.900 Sub-Area c value = 0.850 0.000 0.000 0.000 1.000 Time of concentration = 5.16 min. ] Rainfall intensity= 7.230(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 5.890 subarea runoff= 41.161(CFS) for 6.750(Ac.) Total runoff= 42.590(CFS) Total area= 6.930(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation= 297.000(Ft.) Downstream point elevation = 172.000(Ft.) Channel length thru subarea = 950.000(Ft.) Channel base width = 4.000(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 = 52.678(CFS) Manning's 'N' = 0.035 Maxim~m depth of channel = 2.000(Ft.) Flow(q) thru subarea = 52.678(CFS) Depth of flow= 0.790(Ft.), Average velocity= 10.459(Ft/s) channel flow top width= 8.743(Ft.) Flow Velocity = 10.46(Ft/s) Travel time = 1.51 min. Time of concentration = 6.67 min. Critical depth = 1.281(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Page 2 • • • basin100.txt Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent open space ) Impervious value, Ai = 0.000 sub-Area c value= 0.350 ] Rainfall intensity = 6.124(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.529 CA = 10.237 Subarea runoff = 20.110(CFS) for 12.420(Ac.) year storm Total runoff = 62.700(CFS) Total area = 19.350(Ac.) Depth of flow= 0.865(Ft.), Average velocity= 10.986(Ft/s) critical depth = 1.406(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 172.000(Ft.) Downstream point/station elevation = 160.000(Ft.) Pipe len~th = 160.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 62.700(CFS) Nearest computed pipe diameter = 27.00(In.) calculated individual pipe flow = 62.700(CFS) Normal flow depth in pipe= 17.27(In.) Flow top width inside pipe= 25.92(In.) critical depth could not be calculated. Pipe flow velocity = 23.34(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 6.79 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 100.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: In Main Stream number: 1 stream flow area = 19.350(Ac.) Runoff from this stream = 62.700(CFS) Time of concentration = 6.79 min. Rainfall intensity = 6.058(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area c value= 0.790 group A = group B = group c = group D = 0.000 0.000 0.000 1.000 ] Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 315.000(Ft.) Lowest elevation = 313.000(Ft.) Elevation difference = 2.000(Ft.) slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) Page 3 • • • basin100.txt for the top area slope value of 2.00 %, in a development type of Neighborhod commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.84 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.7900)*( 75.000A.5)/( 2.000A(1/3)]= 3.84 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.42 minutes for a distance of 25.00 (Ft.) and a slope of 2.00% with an elevation difference of 0.50(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.420 Minutes Tt=[(11.9*0.0047A3)/( 0.50)]A.385= 0.42 Total initial area Ti 3.84 minutes from Figure 3-3 formula plus 0.42 minutes from the Figure 3-4 formula = 4.26 minutes Rainfall intensity (I) = 8.186(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.790 subarea runoff = 1.164(CFS) Total initial stream area = 0.180(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 313.000(Ft.) Downstream point/station elevation = 310.000(Ft.) Pipe len~th = 135.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 1.164(CFS) Nearest computed pipe diameter = 9.00(In.) calculated individual pipe flow = 1.164(CFS) Normal flow depth in pipe = 4.35(In.) Flow to~ width inside pipe = 9.00(In.) critical Depth = 5.96(In.) Pipe flow velocity= 5.50(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 4.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 sub-Area C Value= 0.790 Time of concentration = 4.66 min. Rainfall intensity= 7.715(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA = 1.556 subarea runoff= 10.844(CFS) for 1.790(Ac.) Total runoff = 12.008(CFS) Total area = 1.970(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** IMPROVED CHANNEL TRAVEL TIME **** Page 4 • • • basin100.txt Upstream point elevation = 310.000(Ft.) Downstream point elevation 175.000(Ft.) channel length thru subarea = 815.000(Ft.) channel base width = 4.000(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 = Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) 19.747(CFS) Flow(q) thru subarea= 19.747(CFS) Depth of flow= 0.438(Ft.), Average velocity= 8.481(Ft/s) channel flow top width = 6.629(Ft.) Flow velocity = 8.48(Ft/s) Travel time = 1.60 min. Time of concentration = 6.27 min. critical depth= 0.750(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 = [UNDISTURBED NATURAL TERRAIN (Permanent open Space ) Impervious value, Ai = 0.000 sub-Area c value= 0.350 0.000 0.000 0.000 1.000 ] Rainfall intensity= 6.378(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.438 CA = 4.297 subarea runoff= 15.397(CFS) for Total runoff= 27.404(CFS) Total Depth of flow= 0.525(Ft.), Average critical depth = 0.898(Ft.) 7.830(Ac.) area = 9.800(Ac.) velocity= 9.374(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 175.000(Ft.) Downstream point elevation = 170.000(Ft.) channel length thru subarea = 230.000(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 = 27.691(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea= 27.691(CFS) Depth of flow= 0.809(Ft.), Average velocity= 9.458(Ft/s) channel flow top width = 5.237(Ft.) Flow velocity = 9.46(Ft/s) Travel time = 0.41 min. Time of concentration = 6.67 min. critical depth = 1.203(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent open space ) Impervious value, Ai = 0.000 Page 5 • • • basin100.txt Sub-Area c value= 0.350 Rainfall intensity = 6.125(In/Hr) for a 100.0 Effective runoff coefficient used for total area year storm (Q=KCIA) is C = 0.432 CA = 4.559 subarea runoff= 0.522(CFS) for 0.750(Ac.) Total runoff= 27.927(CFS) Total area= 10.550(Ac.) Depth of flow= 0.813(Ft.), Average velocity = 9.480(Ft/s) critical depth = 1.211(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 100.000 **** PIPEFLDW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 170.000(Ft.) Downstream point/station elevation = 160.000(Ft.) Pipe len~th = 60.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 27.927(CFS) Nearest computed pipe diameter = 18.00(In.) calculated individual pipe flow = 27.927(CFS) Normal flow depth in pipe= 10.58(In.) Flow top width inside pipe= 17.72(In.) Critical depth could not be calculated. Pipe flow velocity = 25.84(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 6.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 100.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main stream number: 2 Stream flow area= 10.550(Ac.) Runoff from this stream = 27.927(CFS) Time of concentration= 6.71 min. Rainfall intensity = 6.102(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 62.700 6.79 6.058 2 27.927 6.71 6.102 Qmax(1) 1.000 * 1.000 * 62.700) + 0.993 * 1.000 * 27.927) + = 90.422 Qmax(2) = 1.000 * 0.989 * 62.700) + 1.000 * 1.000 * 27.927) + = 89.917 Total of 2 main streams to confluence: Flow rates before confluence point: 62.700 27.927 Maximum flow rates at confluence using above data: 90.422 89.917 Area of streams before confluence: 19.350 10.550 Results of confluence: Page 6 • • • Total flow rate = Time of concentration Effective stream area basin100.txt 90.422(CFS) = 6.787 min. after confluence = 29.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 160.000(Ft.) Downstream point/station elevation = 155.000(Ft.) Pipe len~th = 70.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow 90.422(CFS) Nearest computed pipe diameter = 30.00(In.) calculated individual pipe flow = 90.422(CFS) Normal flow depth in pipe = 20.77(In.) Flow top width inside pipe= 27.70(In.) critical depth could not be calculated. Pipe flow velocity = 24.95(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 6.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 29.900(Ac.) Runoff from this stream = 90.422(CFS) Time of concentration = 6.83 min. Rainfall intensity = 6.031(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group c Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open space ) Impervious value, Ai = 0.000 sub-Area c value = 0.350 0.000 0.000 0.000 1.000 ] Initial subarea total flow distance = 340.000(Ft.) Highest elevation = 255.000(Ft.) Lowest elevation = 173.000(Ft.) Elevation difference = 82.000(Ft.) slope = 24.118 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 24.12 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of concentration = 4.67 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.3500)*( 100.000A.5)/( 24.118A(1/3)]= 4.67 The initial area total distance of 340.00 (Ft.) entered leaves a remaining distance of 240.00 (Ft.) using Figure 3-4, the travel time for this distance is Page 7 0.92 minutes • • • basin100.txt for a distance of 240.00 (Ft.) and a slope of 24.12 % with an elevation difference of 57.88(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.919 Minutes Tt=[(11.9*0.0455A3)/( 57.88)]A.385= 0.92 Total initial area Ti = 4.67 minutes from Figure 3-3 formula plus 0.92 minutes from the Figure 3-4 formula 5.59 minutes Rainfall intensity (I) = 6.864(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 subarea runoff= 1.393(CFS) Total initial stream area= 0.580(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 101.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation -173.000(Ft.) Downstream point/station elevation = 155.000(Ft.) Pipe len~th = 140.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 1.393(CFS) Nearest computed pipe diameter = 6.00(In.) calculated individual pipe flow = 1.393(CFS) Normal flow depth in pipe = 3.67(In.) Flow top width inside pipe = 5.85(In.) critical depth could not be calculated. Pipe flow velocity = 11.06(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 5.80 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 101.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A -0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 sub-Area c value = 0.410 Time of concentration = 5.80 min. Rainfall intensity = 6.702(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.390 CA = 0.691 subarea runoff= 3.237(CFS) for 1.190(Ac.) Total runoff= 4.631(CFS) Total area = 1.770(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 101.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: In Main Stream number: 2 stream flow area= 1.770(Ac.) Runoff from this stream = 4.631(CFS) Time of concentration = 5.80 min. Rainfall intensity= 6.702(In/Hr) summary of stream data: Page 8 • • • basin100.txt stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 90.422 6.83 6.031 2 4.631 5.80 6.702 Qmax(1) ; 1.000 * 1.000 * 90.422) + 0.900 * 1.000 * 4.631) + ; 94.589 Qmax(2) ; 1.000 * 0.849 * 90.422) + 1. 000 * 1.000 * 4.631) + ; 81.407 Total of 2 main streams to confluence: Flow rates before confluence point: 90.422 4.631 Maximum flow rates at confluence using above data: 94. 589 81.407 Area of streams before confluence: 29.900 1.770 Results of confluence: Total flow rate; 94.589(CFS) Time of concentration ; 6.833 min. Effective stream area after confluence 31.670(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 12.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation -155.000(Ft.) Downstream point/station elevation ; 140.000(Ft.) Pipe len~th ; 450.00(Ft.) Manning's N; 0.013 No. of p1pes; 1 Required pipe flow ; 94.589(CFS) Nearest computed pipe diameter ; 33.00(In.) calculated individual pipe flow ; 94.589(CFS) Normal flow depth in pipe ; 26.44(In.) Flow top width inside pipe; 26.34(In.) critical depth could not be calculated. Pipe flow velocity; 18.53(Ft/s) Travel time through pipe ; 0.40 min. Time of concentration (TC) ; 7.24 min. End of computations, total study area ; 31.670 (Ac.) Page 9 • • • basin200.txt San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2003 Version 7.3 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/23/04 ********* Hydrology Study control Information ********** Berg Engineering, oceanside, california -S/N 937 Rational hydrolo~y study storm event year is English (in-lb) 1nput data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.200 P6/P24 = 53.8% San Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent open Space ) Impervious value, Ai = 0.000 sub-Area c value = 0.350 Initial subarea total flow distance = 100.000(Ft.) Highest elevation= 315.000(Ft.) Lowest elevation = 290.000(Ft.) Elevation difference = 25.000(Ft.) slope = 25.000% INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 25.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.62 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = (1.8*(1.1-0.3500)*( 100.000A.5)/( 25.000A(1/3)]= 4.62 Rainfall intensity (I) = 7.766(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.350 subarea runoff = 0.462(CFS) Total initial stream area = 0.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = Downstream point elevation = channel length thru subarea channel base width = slope or 'z' of left channel 290.000(Ft.) 175.000(Ft.) = 700.000(Ft.) 4.000(Ft.) bank = 3.000 Page 1 • • • basin200.txt Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) 3.036(CFS) "low(q) thru subarea = 3.036(CFS) Depth of flow= 0.150(Ft.), Average velocity= 4.534(Ft/s) Channel flow top width = 4.903(Ft.) "low velocity = 4.53(Ft/s) Travel time = 2.57 min. Time of concentration= 7.19 min. Critical depth = 0.246(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 = [UNDISTURBED NATURAL TERRAIN (Permanent open Space ) Impervious value, Ai = 0.000 Sub-Area c value = 0.350 0.000 0.000 0.000 1.000 ] Rainfall intensity= 5.836(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.948 Subarea runoff= 5.074(CFS) for 2.540(Ac.) Total runoff= 5.536(CFS) Total area = 2.710(Ac.) Depth of flow= 0.213(Ft.), Average critical depth = 0.355(Ft.) velocity = 5.590(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 175.000(Ft.) Downstream point/station elevation = 151.000(Ft.) Pipe len~th = 140.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 5.536(CFS) Nearest computed pipe diameter = 9.00(In.) calculated individual pipe flow = 5.536(CFS) Normal flow depth in pipe= 6.13(In.) Flow top width inside pipe = 8.39(In.) critical depth could not be calculated. Pipe flow velocity = 17.26(Ft/s) Travel time through pipe= 0.14 min. Time of concentration (TC) = 7.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D 1.000 [MEDIUM DENSITY RESIDENTIAL ] (10.9 DU/A or Less ) Impervious value, Ai = 0.450 sub-Area c value = 0.600 Time of concentration= 7.33 min. Rainfall intensity = 5.767(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.414 CA = 1.507 Page 2 • • • basin200.txt subarea runoff Total runoff = 3.152(CFS) for 0.930(Ac.) 8.687(CFS) Total area = 3.640(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 151.000(Ft.) Downstream point/station elevation = 150.000(Ft.) Pipe len~th = 30.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 8.687(CFS) Nearest computed pipe diameter = 15.00(In.) calculated individual pipe flow = 8.687(CFS) Normal flow depth in pipe= 9.57(In.) Flow top width inside pipe = 14.41(In.) critical Depth= 13.72(In.) Pipe flow velocity = 10.51(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 7.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** SUBAREA FLOW ADDITION **** group A group B group C group D Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 sub-Area c value : 0.820 0.000 0.000 0.000 = 1.000 Time of concentration= 7.37 min. ] Rainfall intensity = 5.743(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C: 0.574 CA = 3.450 subarea runoff 11.124(CFS) for 2.370(Ac.) Total runoff = 19.811(CFS) Total area : 6.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 150.000(Ft.) Downstream point/station elevation : 147.500(Ft.) Pipe len~th = 250.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 19.811(CFS) Nearest computed pipe diameter 24.00(In.) calculated individual pipe flow = 19.811(CFS) Normal flow depth in pipe= 17.39(In.) Flow top width inside pipe = 21.44(In.) critical Depth= 19.18(In.) Pipe flow velocity = 8.12(Ft/s) Travel time through pipe: 0.51 min. Time of concentration (TC) = 7.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 200.000 **** SUBAREA FLOW ADDITION **** Page 3 • • • Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type group group group group (General commercial ) Impervious value, Ai = 0.850 sub-Area c value = 0.820 basin200.txt A = 0.000 B 0.000 c = 0.000 D = 1.000 Time of concentration= 7.89 min. ] Rainfall intensity = 5.499(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.633 CA = 5.008 subarea runoff= 7.725(CFS) for 1.900(Ac.) Total runoff= 27.537(CFS) Total area= 7.910(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 7.910(Ac.) Runoff from this stream= 27.537(CFS) Time of concentration= 7.89 min. Rainfall intensity = 5.499(In/Hr) Program is now starting with Main stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 sub-Area c value = 0.350 Initial subarea total flow distance 100.000(Ft.) Highest elevation = 320.000(Ft.) Lowest elevation = 280.000(Ft.) Elevation difference = 40.000(Ft.) Slope = 40.000 % 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 Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of concentration = 4.34 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.3500)*( 100.000A.5)/( 30.000A(1/3)]= 4.34 Rainfall intensity (I) = 8.077(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.350 subarea runoff= 0.537(CFS) Total initial stream area = 0.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 27.000 Page 4 • • • basin200.txt **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 280.000(Ft.) Downstream point elevation = 170.000(Ft.) Channel length thru subarea = 870.000(Ft.) Channel base width 4.000(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 Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) 16.296(CFS) Flow(q) thru subarea = 16.296(CFS) Depth of flow= 0.424(Ft.), Average velocity= 7.280(Ft/s) channel flow top width= 6.547(Ft.) Flow velocity= 7.28(Ft/s) Travel time = 1.99 min. Time of concentration= 6.34 min. critical depth = 0.672(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 = (UNDISTURBED NATURAL TERRAIN (Permanent open Space ) Impervious value, Ai = 0.000 sub-Area c value= 0.350 0.000 0.000 0.000 1.000 ] Rainfall intensity = 6.332(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 5.047 subarea runoff = 31.420(CFS) for 14.230(Ac.) Total runoff= 31.957(CFS) Total area = 14.420(Ac.) Depth of flow= 0.613(Ft.), Average critical depth = 0.977(Ft.) velocity= 8.925(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation -170.000(Ft.) Downstream point/station elevation= 147.500(Ft.) Pipe len9th = 160.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 31.957(CFS) Nearest computed pipe diameter 18.00(In.) calculated individual pipe flow = 31.957(CFS) Normal flow depth in pipe= 12.30(In.) Flow top width inside pipe = 16.74(In.) Critical depth could not be calculated. Pipe flow velocity = 24.83(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 6.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main stream number: 2 Stream flow area = 14.420(Ac.) Runoff from this stream = 31.957(CFS) Time of concentration = 6.44 min. Page 5 • • • basin200.txt Rainfall intensity = Summary of stream data: 6.264(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 27.537 7.89 5.499 2 31.957 6.44 6.264 Qmax(1) = 1.000 * 1.000 * 27.537) + 0.878 * 1.000 * 31.957) + 55.591 Qmax(2) = 1.000 * 0.817 * 27.537) + 1.000 * 1.000 * 31.957) + 54.458 Total of 2 main streams to confluence: Flow rates before confluence point: 27.537 31.957 Maximum flow rates at confluence using above data: 55.591 54.458 Area of streams before confluence: 7.910 14.420 Results of confluence: Total flow rate= 55.591(CFS) Time of concentration= 7.886 min. Effective stream area after confluence = 22.330(Ac.) ~+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 147.500(Ft.) Downstream point/station elevation = 126.000(Ft.) Pipe len9th = 280.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 55.591(CFS) Nearest computed pipe diameter = 24.00(In.) calculated individual pipe flow = 55.591(CFS) Normal flow depth in pipe= 17.58(In.) Flow top width inside pipe = 21.25(In.) critical depth could not be calculated. Pipe flow velocity= 22.54(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 8.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A -0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 sub-Area c value = 0.410 Time of concentration 8.09 min. Rainfall intensity = 5.407(In/Hr) for a 100.0 year storm Page 6 • • • basin200.txt Effective runoff coefficient used for total area (Q=KCIA) is C = 0.445 CA = 11.392 Subarea runoff 6.009(CFS) for 3.260(Ac.) Total runoff= 61.600(CFS) Total area= 25.590(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 25.590(Ac.) Runoff from this stream = 61.600(CFS) Time of concentration = 8.09 min. Rainfall intensity = 5.407(In/Hr) Program is now starting with Main stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group c Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent open Space ) Impervious value, Ai = 0.000 sub-Area c value = 0.350 0.000 0.000 0.000 1.000 ] Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 268.000(Ft.) Lowest elevation = 243.000(Ft.) Elevation difference = 25.000(Ft.) slope = 25.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 25.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of concentration = 4.62 minutes TC = [1.8*(1.1-c)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.3500)*( 100.000A.5)/( 25.000A(1/3)]= 4.62 Rainfall intensity (I) = 7.766(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.350 subarea runoff = 0.272(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 30.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 243.000(Ft.) Downstream point elevation 170.000(Ft.) channel length thru subarea = 335.000(Ft.) channel base width = 4.000(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 = Manning's 'N' = 0.035 Maximum depth of channel = Flow(q) thru subarea = 2.000(Ft.) 1.664(CFS) Page 7 1.664(CFS) • • • basin200.txt Depth of flow= 0.097(Ft.), Average velocity= 3.990(Ft/s) channel flow top width= 4.583(Ft.) Flow velocity = 3.99(Ft/s) Travel time = 1.40 min. Time of concentration = 6.02 min. critical depth = 0.168(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 = [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 sub-Area c value= 0.350 0.000 0.000 0.000 1.000 ] Rainfall intensity= 6.547(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.455 subarea runoff= 2.707(CFS) for 1.200(Ac.) year storm Total runoff = 2.979(CFS) Total area = 1.300(Ac.) Depth of flow= 0.137(Ft.), Average velocity = 4.932(Ft/s) critical depth = 0.242(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 201.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 170.000(Ft.) Downstream point/station elevation = 126.000(Ft.) Pipe len~th = 140.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 2.979(CFS) Nearest computed pipe diameter = 6.00(In.) calculated individual pipe flow = 2.979(CFS) Normal flow depth in pipe = 4.65(In.) Flow top width inside pipe = 5.01(In.) Critical depth could not be calculated. Pipe flow velocity = 18.23(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 6.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 201.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: In Main Stream number: 2 Stream flow area= 1.300(Ac.) Runoff from this stream = 2.979(CFS) Time of concentration = 6.14 min. Rainfall intensity = 6.459(In/Hr) summary of stream data: stream Flow rate TC Rainfall Intensity NO. (CFS) (min) (In/Hr) 1 61.600 8.09 5.407 2 2.979 6.14 6.459 Qmax(1) = 1.000 * 1.000 * 61.600) + 0.837 * 1.000 * 2.979) + = 64.094 Page 8 • • • basin200.txt Qmax(2) = 1.000 * 1.000 * 0.759 * 1.000 • 61.600) + 2.979) + Total of 2 main streams to confluence: Flow rates before confluence point: 61.600 2.979 Maximum flow rates at confluence using above data: 64.094 49.744 Area of streams before confluence: 25.590 1.300 Results of confluence: Total flow rate = 64.094(CFS) Time of concentration = 8.093 min. 49.744 Effective stream area after confluence = 26.890(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation -126.000(Ft.) Downstream point/station elevation = 124.300(Ft.) Pipe len9th = 170.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow 64.094(CFS) Nearest computed pipe diameter = 36.00(In.) calculated individual pipe flow = 64.094(CFS) Normal flow depth in pipe= 28.31(In.) Flow top width inside pipe = 29.51(In.) critical Depth = 30.85(In.) Pipe flow velocity= 10.75(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 8.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main stream number: 1 Stream flow area = 26.890(Ac.) Runoff from this stream 64.094(CFS) Time of concentration= 8.36 min. Rainfall intensity = 5.297(In/Hr) Program is now starting with Main stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = Decimal fraction soil group B Decimal fraction soil group c = Decimal fraction soil group D = [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 sub-Area c Value= 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance Page 9 ] 100.000(Ft.) • • • basin200.txt Highest elevation = 265.000(Ft.) Lowest elevation = 238.000(Ft.) Elevation difference= 27.000(Ft.) slope= 27.000% INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 27.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.50 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.3500)*( 100.000A.5)/( 27.000A(1/3)]= 4.50 Rainfall intensity (I) = 7.896(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.350 subarea runoff= 0.304(CFS) Total initial stream area = 0.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 238.000(Ft.) Downstream point elevation = 165.000(Ft.) channel length thru subarea = 290.000(Ft.) channel base width = 4.000(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 Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea= 1.182(CFS) 1.182(CFS) Depth of flow= 0.076(Ft.), Average velocity= 3.678(Ft/s) channel flow top width = 4.456(Ft.) Flow velocity = 3.68(Ft/s) Travel time = 1.31 min. Time of concentration = 5.81 min. critical depth = 0.135(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 = [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 sub-Area c value = 0.350 0.000 0.000 0.000 1.000 ] Rainfall intensity = 6.693(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.294 subarea runoff = 1.664(CFS) for 0.730(Ac.) year storm Total runoff = 1.968(CFS) Total area = 0.840(Ac.) Depth of flow= 0.103(Ft.), Average critical depth = 0.188(Ft.) velocity = 4.443(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 202.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 165.000(Ft.) Downstream point/station elevation = 124.300(Ft.) Pipe len9th = 100.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 1.968(CFS) Page 10 • • • basin200.txt Nearest computed pipe diameter ~ 6.00(In.) calculated individual pipe flow ~ 1.968(CFS) No~mal flow depth in pipe~ 3.18(In.) Flow top width inside pipe ~ 5.99(In.) Critical depth could not be calculated. Pipe flow velocity ~ 18.66(Ft/s) Travel time through pipe ~ 0.09 min. Time of concentration (TC) ~ 5.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 stream flow area ~ 0.840(Ac.) Runoff from this stream ~ 1.968(CFS) Time of concentration~ 5.90 min. Rainfall intensity ~ 6.628(In/Hr) summary of stream data: stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 64.094 8.36 5.297 2 1.968 5.90 6.628 Qmax(1) ~ 1.000 * 1.000 * 64.094) + 0.799 * 1.000 * 1.968) + 65.666 Qmax(2) ~ 1.000 * 0.706 * 64.094) + 1.000 * 1.000 * 1.968) + ~ 47.245 Total of 2 main streams to confluence: Flow rates before confluence point: 64.094 1.968 Maximum flow rates at confluence using above data: 65.666 47.245 Area of streams before confluence: 26.890 0.840 Results of confluence: Total flow rate~ 65.666(CFS) Time of concentration ~ 8.357 min. Effective stream area after confluence 27.730(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 34.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation-124.300(Ft.) Downstream point/station elevation ~ 122.800(Ft.) Pipe len9th ~ 150.00(Ft.) Manning's N ~ 0.013 No. of p1pes ~ 1 Required pipe flow ~ 65.666(CFS) Nearest computed pipe diameter ~ 36.00(In.) Calculated individual pipe flow ~ 65.666(CFS) Normal flow depth in pipe ~ 29.02(In.) Flow top width inside pipe ~ 28.47(In.) Critical Depth ~ 31.13(In.) Page 11 • • • basin200.txt Pipe flow velocity = 10.76(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 8.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 34.000 **** SUBAREA FLOW ADDITION **** 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 = 0.410 0.000 0.000 0.000 1.000 ] The area added to the existing stream causes a a lower flow rate of Q = 64.032(CFS) therefore the upstream flow rate of Q = Time of concentration= 8.59 min. 65.666(CFS) is being used Rainfall intensity = 5.204(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.437 CA = 12.305 subarea runoff = O.OOO(CFS) for 0.400(Ac.) Total runoff= 65.666(CFS) Total area = 28.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 122.800(Ft.) Downstream point/station elevation = 121.200(Ft.) Pipe length = 160.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 65.666(CFS) Nearest computed pipe diameter 36.00(In.) Calculated individual pipe flow = 65.666(CFS) Normal flow depth in pipe = 29.02(In.) Flow top width inside pipe = 28.47(In.) Critical Depth = 31.13(In.) Pipe flow velocity= 10.76(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 8.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 203.000 **** SUBAREA FLOW ADDITION **** 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 = 0.410 0.000 0.000 0.000 1.000 ] The area added to the existing stream causes a a lower flow rate of Q = 64.690(CFS) therefore the upstream flow rate of Q = Time of concentration = 8.84 min. 65.666(CFS) is being used Rainfall intensity = 5.109(In/Hr) for a 100.0 year storm Page 12 • • • basin200.txt Effective runoff coefficient used for total area (Q=KCIA) is C = 0.437 CA = 12.661 subarea runoff O.OOO(CFS) for 0.870(Ac.) Total runoff= 65.666(CFS) Total area= 29.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: In Main Stream number: 1 stream flow area = 29.000(Ac.) Runoff from this stream = 65.666(CFS) Time of concentration = 8.84 min. Rainfall intensity = 5.109(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent open Space ) Impervious value, Ai = 0.000 sub-Area c value= 0.350 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 302.000(Ft.) Lowest elevation = 285.000(Ft.) Elevation difference= 17.000(Ft.) slope= 17.000% INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 17.00 %, in a development type of Permanent open space In Accordance With Figure 3-3 Initial Area Time of concentration = 5.25 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.3500)*( 100.000A.5)/( 17.000A(1/3)]= 5.25 Rainfall intensity (I) = 7.148(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 subarea runoff= 0.550(CFS) Total initial stream area = 0.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 285.000(Ft.) Downstream point elevation= 155.000(Ft.) channel length thru subarea = 650.000(Ft.) channel base width = 4.000(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 = Manning's 'N' = 0.035 Maximum depth of channel = Flow(q) thru subarea = 2.000(Ft.) 6.501(CFS) Page 13 6.501(CFS) • • • basin200.txt Depth of flow= 0.221(Ft.), Average velocity= 6.300(Ft/s) channel flow top width = 5.328(Ft.) Flow velocity = 6.30(Ft/s) Travel time = 1.72 min. Time of concentration = 6.97 min. critical depth = 0.391(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 sub-Area c value= 0.350 ] Rainfall intensity = 5.955(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 2.075 subarea runoff= 11.808(CFS) for 5.710(Ac.) Total runoff= 12.359(CFS) Total area= 5.930(Ac.) Depth of flow= 0.320(Ft.), Average velocity= 7.798(Ft/s) Critical depth= 0.570(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 155.000(Ft.) Downstream point/station elevation = 121.200(Ft.) Pipe len~th = 160.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 12.359(CFS) Nearest computed pipe diameter = 12.00(In.) calculated individual pipe flow = 12.359(CFS) Normal flow depth in pipe= 7.79(In.) Flow top width inside pipe = 11.45(In.) Critical depth could not be calculated. Pipe flow velocity = 22.91(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 7.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 stream flow area = 5.930(Ac.) Runoff from this stream = 12.359(CFS) Time of concentration= 7.09 min. Rainfall intensity = 5.891(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity NO. (CFS) (min) (In/Hr) 1 65.666 8.84 5.109 2 12.359 7.09 5.891 Qmax(1) = 1.000 * 1.000 * 65.666) + 0.867 * 1.000 * 12.359) + = 76.384 Page 14 • • • basin200.txt Qmax(2) = 1.000 * 1.000 * 0.802 * 1.000 * 65.666) + 12.359) + Total of 2 main streams to confluence: Flow rates before confluence point: 65.666 12.359 Maximum flow rates at confluence using above data: 76.384 65.015 Area of streams before confluence: 29.000 5.930 Results of confluence: Total flow rate = 76.384(CFS) Time of concentration = 8.837 min. 65.015 Effective stream area after confluence = 34.930(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 38.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 121.200(Ft.) Downstream point/station elevation = 118.800(Ft.) Pipe length = 240.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow 76.384(CFS) Nearest computed pipe diameter 39.00(In.) Calculated individual pipe flow 76.384(CFS) Normal flow depth in pipe = 29.63(In.) Flow top width inside pipe= 33.33(In.) critical Depth = 33.09(In.) Pipe flow velocity = 11.30(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 9.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 38.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent open space ) Impervious value, Ai = 0.000 sub-Area c value= 0.350 0.000 0.000 0.000 1.000 ] The area added to the existing stream causes a a lower flow rate of Q = 74.649(CFS) therefore the upstream flow rate of Q = Time of concentration = 9.19 min. 76.384(CFS) is being used Rainfall intensity = 4.981(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.420 CA = 14.985 subarea runoff O.OOO(CFS) for 0.710(Ac.) Total runoff= 76.384(CFS) Total area= 35.640(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Page 15 • • • basin200.txt Upstream point/station elevation = 118.800(Ft.) Downstream point/station elevation = 118.000(Ft.) Pipe len~th = 80.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 76.384(CFS) Nearest computed pipe diameter 39.00(In.) calculated individual pipe flow = 76.384(CFS) Normal flow depth in pipe = 29.63(In.) Flow top width inside pipe= 33.33(In.) critical Depth = 33.09(In.) Pipe flow velocity = 11.30(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 9.31 min. +++~++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group c = Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (10.9 DU/A or Less ) Impervious value, Ai = 0.450 sub-Area c value = 0.600 0.000 0.000 0.000 1.000 ] The area added to the existing stream causes a a lower flow rate of Q = 75.312(CFS) therefore the upstream flow rate of Q = Time of concentration = 9.31 min . 76.384(CFS) is being used Rainfall intensity = 4.941(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.423 CA = 15.243 subarea runoff = O.OOO(CFS) for 0.430(Ac.) Total runoff= 76.384(CFS) Total area = 36.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 40.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 118.000(Ft.) Downstream point elevation= 115.500(Ft.) channel length thru subarea = 250.000(Ft.) channel base width = 4.000(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 77.785(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea= 77.785(CFS) Depth of flow= 1.206(Ft.), Average velocity= 8.467(Ft/s) Channel flow top width = 11.236(Ft.) Flow velocity = 8.47(Ft/s) Travel time = 0.49 min. Time of concentration = 9.80 min. critical depth= 1.563(Ft.) Adding area flow to channel Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 Page 16 • • • basin200.txt [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 sub-Area c value = 0.410 Rainfall intensity = 4.779(In/Hr) for a 100.0 Effective runoff coefficient used for total area year storm (Q=KCIA) is C = 0.422 CA = 16.555 subarea runoff= 2.736(CFS) for 3.200(Ac.) Total runoff= 79.121(CFS) Total area = 39.270(Ac.) Depth of flow= 1.216(Ft.), Average critical depth = 1.578(Ft.) velocity= 8.506(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process f~om Point/Station 40.000 to Point/Station 41.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation= 115.500(Ft.) Downstream point elevation = 113.500(Ft.) channel length thru subarea = 200.000(Ft.) channel base width = 4.000(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 = Manning's 'N' = 0.015 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 79.447(CFS) 79.447(CFS) Depth of flow= 1.219(Ft.), Average velocity channel flow top width= 11.312(Ft.) 8.515(Ft/s) Flow velocity= 8.52(Ft/s) Travel time = 0.39 min . Time of concentration = 10.19 min. Critical depth = 1.578(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group c 0.000 Decimal fraction soil group D = 1.000 [LOW DENSlTY RESIDENTIAL (1.0 DU/A or Less ) Impervious value, Ai = 0.100 sub-Area c value = 0.410 ] Rainfall intensity = 4.660(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.421 CA = 17.105 subarea runoff= 0.587(CFS) for 1.340(Ac.) year storm Total runoff= 79.707(CFS) Total area = 40.610(Ac.) Depth of flow= 1.221(Ft.), Average critical depth= 1.578(Ft.) velocity= 8.523(Ft/s) ++++++++++++++++++++++++++~+++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation-113.500(Ft.) Downstream point/station elevation = 112.000(Ft.) Pipe len9th = 150.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 79.707(CFS) Nearest computed pipe diameter = 39.00(In.) calculated individual pipe flow = 79.707(CFS) Normal flow depth in pipe = 30.84(In.) Flow top width inside pipe= 31.72(In.) Page 17 • • • basin200.txt critical Depth= 33.67(In.) Pipe flow velocity 11.34(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 10.41 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 sub-Area c value = 0.410 Time of concentration = 10.41 min. Rainfall intensity= 4.596(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.421 CA = 17.802 subarea runoff 2.111(CFS) for 1.700(Ac.) Total runoff = 81.818(CFS) Total area = 42.310(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 112.000(Ft.) Downstream point/station elevation = 110.000(Ft.) Pipe len9th 200.00(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 81.818(CFS) Nearest computed pipe diameter = 39.00(In.) calculated individual pipe flow = 81.818(CFS) Normal flow depth in pipe = 31.64(In.) Flow top width inside pipe= 30.52(In.) Critical Depth= 33.97(In.) Pipe flow velocity = 11.35(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 10.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 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 = 42.310(Ac.) Runoff from this stream= 81.818(CFS) Time of concentration= 10.71 min. Rainfall intensity= 4.514(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A -0.000 Decimal fraction soil group B = 0.000 Page 18 • • • basin200.txt Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 sub-Area c value = 0.410 Initial subarea total flow distance 100.000(Ft.) Highest elevation = 155.000(Ft.) Lowest elevation = 153.000(Ft.) Elevation difference= 2.000(Ft.) Slope= 2.000% INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.00 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of concentration = 9.09 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.4100)*( 85.000A.5)/( 2.000A(1/3)]= 9.09 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 15.00 (Ft.) using Figure 3-4, the travel time for this distance is 0.28 minutes for a distance of 15.00 (Ft.) and a slope of 2.00% with an elevation difference of 0.30(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.283 Minutes Tt=[(11.9*0.0028A3)/( 0.30)]A.385= 0.28 Total initial area Ti = 9.09 minutes from Figure 3-3 formula plus 0.28 minutes from the Figure 3-4 formula = 9.37 minutes Rainfall intensity (I) = 4.919(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 subarea runoff= 2.400(CFS) Total initial stream area = 1.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 153.000(Ft.) End of street segment elevation = 141.000(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) slope from curb to property line (v/hz) = 0.025 Gutter width= 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break= 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.694(CFS) Depth of flow= 0.296(Ft.), Average velocity= 3.391(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.443(Ft.) Flow velocity= 3.39(Ft/s) Travel time= 2.21 min. TC = 11.58 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Page 19 • • • Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 sub-Area c value = 0.870 basin200.txt c 0.000 D = 1.000 ] Rainfall intensity = 4.291(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.693 CA = 2.141 subarea runoff= 6.786(CFS) for 1.900(Ac.) Total runoff = 9.187(CFS) Total area = 3.090(Ac.) Street flow at end of street = 9.187(CFS) Half street flow at end of street= 4.593(CFS) Depth of flow= 0.335(Ft.), Average velocity= 3.777(Ft/s) Flow width (from curb towards crown)= 10.438(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 53.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 141.000(Ft.) Downstream point elevation = 126.000(Ft.) channel length thru subarea = 550.000(Ft.) Channel base width = 4.000(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 = Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea= 15.490(CFS) Depth of flow= 0.395(Ft.), Average velocity channel flow top width= 6.368(Ft.) Flow velocity= 7.57(Ft/s) Travel time = 1.21 min. Time of concentration= 12.79 min. critical depth = 0.656(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 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 sub-Area c value = 0.870 0.000 0.000 0.000 1.000 ] 15.490(CFS) 7.573(Ft/s) storm Rainfall intensity = 4.025(In/Hr) for a 100.0 year Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA = 5.438 subarea runoff= 12.700(CFS) for 3.790(Ac.) Total runoff= 21.886(CFS) Total area = 6.880(Ac.) Depth of flow= 0.478(Ft.), Average Critical depth= 0.797(Ft.) velocity = 8.428(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 53.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A -0.000 ~ci~ fraction soil group B = 0.000 Decimal fraction soil group c 0.000 Decimal fraction soil group D 1.000 Page 20 ---------------- • • • basin200.txt [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 sub-Area c value = 0.410 Time of concentration= 12.79 min. Rainfall intensity = 4.025(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.711 CA = 6.184 subarea runoff = 3.003(CFS) for 1.820(Ac.) Total runoff= 24.889(CFS) Total area= 8.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation -126.000(Ft.) Downstream point elevation 110.000(Ft.) channel length thru subarea = 550.000(Ft.) channel base width = 4.000(Ft.) slope or 'z' of left channel bank = 0.000 slope or 'z' of right channel bank= 3.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 26.285(CFS) 26.285(CFS) Depth of flow= 0.563(Ft.), Average velocity 9.629(Ft/s) channel flow top width = 5.690(Ft.) Flow velocity = 9.63(Ft/s) Travel time = 0.95 min. Time of concentration= 13.75 min . critical depth = 0.969(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 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 sub-Area c value = 0.870 0.000 0.000 0.000 1.000 ] Rainfall intensity= 3.842(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.729 CA = 7.185 subarea runoff= 2.719(CFS) for 1.150(Ac.) year storm Total runoff= 27.608(CFS) Total area = 9. 850(Ac.) Depth of flow= 0.580(Ft.), Average critical depth = 1.000(Ft.) velocity= 9.778(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main stream number: 2 stream flow area = 9.850(Ac.) Runoff from this stream= 27.608(CFS) Time of concentration= 13.75 min. Rainfall intensity = 3.842(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity Page 21 • • • basin200.txt No. (CFS) (min) (In/Hr) 1 81.818 10.71 4. 514 2 27.608 13.75 3.842 Qmax(1) = 1.000 * 1.000 * 81. 818) + 1.000 * 0.779 * 27.608) + = 103.323 Qmax(2) = 0.851 * 1. 000 * 81. 818) + 1. 000 * 1. 000 * 27. 608) + = 97.249 Total of 2 main streams to confluence: Flow rates before confluence point: 81.818 27.608 Maximum flow rates at confluence using above data: 103.323 97.249 Area of streams before confluence: 42.310 9.850 Results of confluence: Total flow rate= 103.323(CFS) Time of concentration= 10.707 min. Effective stream area after confluence 52.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION **** 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 = 0.410 0.000 0.000 0.000 1.000 Time of concentration= 10.71 min. ] Rainfall intensity= 4.514(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.478 CA = 25.355 subarea runoff = 11.141(CFS) for 0.900(Ac.) year storm Total runoff= 114.464(CFS) Total area 53.060(Ac.) End of computations, total study area = 53.060 (Ac.) Page 22 • • • alicante.txt san Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2003 Version 7.3 Rational method hydrology program based on San Diego county Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/26/04 ********* Hydrology Study Control Information ********** Berg Engineering, oceanside, california -S/N 937 Rational hydrolo~y study storm event year is English (in-lb) 1nput data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.200 P6/P24 = 53.8% san Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent open Space ) Impervious value, Ai = 0.000 sub-Area c value= 0.350 Rainfall intensity (I) = 3.228(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 18.01 min. Rain intensity = 3.23(In/Hr) Total area= 215.000(Ac.) Total runoff= 291.890(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: In Main stream number: 1 stream flow area = 215.000(Ac.) Runoff from this stream = 291.890(CFS) Time of concentration = 18.01 min. Rainfall intensity = 3.228(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 403.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 Page 1 • • • alicante.txt [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 sub-Area c value = 0.570 Rainfall intensity (I) = 2.830(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 22.08 min. Rain intensity = 2.83(In/Hr) Total area= 56.340(Ac.) Total runoff= 97.700(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 403.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: In Main Stream number: 2 stream flow area= 56.340(Ac.) Runoff from this stream= 97.700(CFS) Time of concentration= 22.08 min. Rainfall intensity = 2.830(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 403.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open space ) Impervious value, Ai = 0.000 sub-Area c value= 0.350 Rainfall intensity (I) = 6.033(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 6.83 min. Rain intensity = 6.03(In/Hr) Total area= 31.670(Ac.) Total runoff= 94.590(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 403.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 stream flow area = 31.670(Ac.) Runoff from this stream = 94.590(CFS) Time of concentration = 6.83 min. Rainfall intensity = 6.033(In/Hr) summary of stream data: stream NO. Flow rate (CFS) 1 291.890 2 97.700 3 94.590 Qmax(1) = 1.000 * 1.000 * TC (min) 18.01 22.08 6.83 1.000 * 0.816 * Rainfall Intensity (In/Hr) 3.228 2.830 6.033 291.890) + 97.700) + Page 2 • • • alicante.txt 0.535 * 1.000 * 94.590) + = 422.191 Qmax(2) 0.877 * 1.000 * 291.890) + 1.000 * 1.000 * 97.700) + 0.469 * 1.000 * 94.590) + = 398.023 Qmax(3) 1.000 * 0.379 * 291.890) + 1.000 * 0.309 * 97.700) + 1.000 * 1.000 * 94.590) + = 235.506 Total of 3 main streams to confluence: Flow rates before confluence point: 291.890 97.700 94.590 Maximum flow rates at confluence using above data: 422.191 398.023 235.506 Area of streams before confluence: 215.000 56.340 31.670 Results of confluence: Total flow rate = 422.191(CFS) Time of concentration = 18.010 min. Effective stream area after confluence = 303.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 405.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 133.340(Ft.) Downstream point/station elevation = 131.210(Ft.) Pipe len~th = 85.67(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 422.191(CFS) Given pipe size = 60.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 10.889(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss 2.251(Ft.) Minor friction loss= 10.769(Ft.) K-factor 1.50 critical depth could not be calculated. Pipe flow velocity= 21.50(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 18.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 405.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main stream number: 1 stream flow area= 303.010(Ac.) Runoff from this stream 422.191(CFS) Time of concentration = 18.08 min. Rainfall intensity = 3.220(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 405.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Page 3 ,----------------------------------------------------------------------------- • • • alicante.txt Decimal fraction soil group B 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 sub-Area c value = 0.350 Rainfall intensity (I) = 4.126(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 12.31 min. Rain intensity = 4.13(In/Hr) Total area = 4.220(Ac.) Total runoff= 6.150(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 405.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: In Main stream number: 2 stream flow area = 4.220(Ac.) Runoff from this stream = 6.150(CFS) Time of concentration= 12.31 min. Rainfall intensity = 4.126(In/Hr) summary of stream data: stream Flow rate TC Rainfall Intensity NO. (CFS) (min) (In/Hr) 1 422.191 18.08 3.220 2 6.150 12.31 4.126 Qmax(1) = 1.000 * 1.000 * 422.191) + 0.781 * 1.000 * 6.150) + = 426.992 Qmax(2) = 1.000 * 0.681 * 422.191) + 1.000 * 1.000 * 6.150) + 293.662 Total of 2 main streams to confluence: Flow rates before confluence point: 422.191 6.150 Maximum flow rates at confluence using above data: 426.992 293.662 Area of streams before confluence: 303.010 4.220 Results of confluence: Total flow rate = 426.992(CFS) Time of concentration = 18.076 min. Effective stream area after confluence = 307.230(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 407.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 131.210(Ft.) Downstream point/station elevation = 122.270(Ft.) Pipe length 360.29(Ft.) Manning's N = 0.013 No. of ~1pes = 1 Required pipe flow = 426.992(CFS) Given p1pe size = 60.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. Page 4 • • • alicante.txt The approximate hydraulic grade line above the pipe invert is 11.756(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 9.681(Ft.) Minor friction loss = 11.015(Ft.) K-factor 1.50 Critical depth could not be calculated. Pipe flow velocity = 21.75(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 18.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 121.270(Ft.) Downstream point/station elevation = 113.440(Ft.) Pipe len9th = 360.25(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 426.992(CFS) Given pipe size = 63.00(In.) calculated individual pipe flow 426.992(CFS) Normal flow depth in pipe= 50.34(In.) Flow top width inside pipe = 50.48(In.) critical depth could not be calculated. Pipe flow velocity= 23.02(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 18.61 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 307.230(Ac.) Runoff from this stream = 426.992(CFS) Time of concentration = 18.61 min. Rainfall intensity = 3.160(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 411.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A -0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open space ) Impervious value, Ai = 0.000 sub-Area c value = 0.350 Rainfall intensity (I) = 3.989(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 12.97 min. Rain intensity = 3.99(In/Hr) Total area= 5.630(Ac.) Total runoff= 7.870(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 411.000 **** CONFLUENCE OF MAIN STREAMS **** Page 5 • • • alicante.txt The following data inside Main Stream is listed: In Main Stream number: 2 stream flow area = 5.630(Ac.) Runoff from this stream = 7.870(CFS) Time of concentration = 12.97 min. Rainfall intensity = 3.989(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 413.000 to Point/Station 411.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** group group group group Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (office Professional ) A 0.000 B = 0.000 c = 0.000 D = 1.000 Impervious value, Ai = 0.900 sub-Area c value = 0.850 ] Rainfall intensity (I) = 5.670(In/Hr) for a user specified values are as follows: 100.0 year storm TC = 7.52 min. Rain intensity= 5.67(In/Hr) Total area = 0.610(Ac.) Total runoff= 3.580(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 413.000 to Point/Station 411.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main stream number: 3 stream flow area= 0.610(Ac.) Runoff from this stream = 3.580(CFS) Time of concentration = 7.52 min. Rainfall intensity = 5.670(In/Hr) Program is now starting with Main stream No. 4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 408.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** group A -group B = group C = group D Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 sub-Area c value = 0.870 0.000 0.000 0.000 1.000 ] Rainfall intensity (I) = 5.593(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 7.68 min. Rain intensity= 5.59(In/Hr) Total area = 0.670(Ac.) Total runoff= 3.910(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 408.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: Page 6 • • • alicante.txt In Main stream number: 4 Stream flow area = 0.670(Ac.) Runoff from this stream = 3.910(CFS) Time of concentration= 7.68 min. Rainfall intensity = 5.593(In/Hr) summary of stream data: stream Flow rate No. (CFS) TC (min) Rainfall Intensity (In/Hr) 1 426.992 18.61 3.160 2 7.870 12.97 3.989 3 3.580 7.52 5.670 4 3.910 7.68 5.593 Qmax(1) = 1.000 * 1.000 * 426.992) + 0.792 * 1.000 * 7.870) + 0.557 * 1.000 * 3.580) + 0. 565 * 1.000 * 3.910) + 437.430 Qmax(2) = 1.000 * 0.697 * 426.992) + 1.000 * 1. 000 * 7.870) + 0.704 * 1. 000 * 3.580) + 0. 713 * 1. 000 * 3.910) + = 310.711 Qmax(3) = 1.000 * 0.404 * 426.992) + 1.000 * 0. 580 * 7.870) + 1.000 * 1.000 * 3. 580) + 1. 000 * 0.979 * 3.910) + 184.481 Qmax(4) = 1. 000 * 0.413 * 426.992) + 1.000 * 0.592 * 7.870) + 0.987 * 1.000 * 3.580) + 1.000 * 1.000 * 3.910) + = 188.282 Total of 4 main streams to confluence: Flow rates before confluence point: 426.992 7.870 3.580 3.910 Maximum flow rates at confluence using above data: 437.430 310.711 184.481 188.282 Area of streams before confluence: 307.230 5.630 0.610 0.670 Results of confluence: Total flow rate= 437.430(CFS) Time of concentration = 18.613 min. Effective stream area after confluence = 314.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 417.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 113.110(Ft.) Downstream point/station elevation = 108.370(Ft.) Pipe len~th 268.18(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 437.430(CFS) Given pipe size = 66.00(In.) calculated individual pipe flow = 437.430(CFS) Normal flow depth in pipe= 52.97(In.) Flow top width inside pipe = 52.55(In.) Page 7 • • • alicante.txt critical depth could not be calculated. Pipe flow velocity = 21.42(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 18.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 418.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 108.040(Ft.) Downstream point/station elevation= 103.820(Ft.) Pipe len9th = 236.93(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 437.430(CFS) Given pipe size = 66.00(In.) calculated individual pipe flow 437.430(CFS) Normal flow depth in pipe = 52.69(In.) Flow top width inside pipe= 52.97(In.) critical depth could not be calculated. Pipe flow velocity= 21.50(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 19.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 418.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: In Main Stream number: 1 stream flow area = 314.140(Ac.) Runoff from this stream= 437.430(CFS) Time of concentration = 19.01 min. Rainfall intensity = 3.118(In/Hr) Program is now starting with Main stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 418.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** group A group B group c group D Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 sub-Area c value = 0.870 = 0.000 = 0.000 0.000 1.000 ] Rainfall intensity (I) = 5.879(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 7.11 min. Rain intensity= 5.88(In/Hr) Total area = 0.660(Ac.) Total runoff= 3.440(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 418.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: In Main Stream number: 2 Stream flow area = 0.660(Ac.) Runoff from this stream= 3.440(CFS) Page 8 • • • alicante.txt Time of concentration= 7.11 min. Rainfall intensity = 5.879(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 418.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** group A = group B = group c = group D = Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 sub-Area c value = 0.870 0.000 0.000 0.000 1.000 ] Rainfall intensity (I) = 6.545(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 6.02 min. Rain intensity = 6.54(In/Hr) Total area = 0. 540(Ac.) Total runoff = 3. 360(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 418.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area= 0.540(Ac.) Runoff from this stream = 3.360(CFS) Time of concentration = 6.02 min. Rainfall intensity= 6.545(In/Hr) summary of stream data: Stream Flow rate No. (CFS) TC (min) Rainfall Intensity (In/Hr) 1 437.430 19.01 3.118 2 3.440 7.11 5.879 3 3.360 6.02 6. 545 Qmax(1) = 1.000 * 1.000 * 437.430) + 0.530 * 1.000 * 3.440) + 0.476 * 1.000 * 3. 360) + = 440.855 Qmax(2) 1.000 * 0.374 * 437.430) + 1.000 * 1.000 * 3.440) + 0.898 * 1.000 * 3.360) + = 170.100 Qmax(3) = 1.000 * 0.317 * 437.430) + 1.000 * 0.847 * 3.440) + 1.000 * 1. 000 * 3.360) + = 144.828 Total of 3 main streams to confluence: Flow rates before confluence point: 437.430 3.440 3.360 Maximum flow rates at confluence using above data: 440.855 170.100 144.828 Area of streams before confluence: 314.140 0.660 0.540 Page 9 • • • alicante.txt Results of confluence: Total flow rate = 440.855(CFS) Time of concentration 19.006 min. Effective stream area after confluence 315.340(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 418.000 to Point/Station 400.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 103.490(Ft.) Downstream point/station elevation = 102.200(Ft.) Pipe len~th = 64.33(Ft.) Manning's N = 0.013 No. of p1pes = 1 Required pipe flow = 440.855(CFS) Given pipe size= 63.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 9.791(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.420(Ft.) Minor friction loss = 9.660(Ft.) K-factor 1.50 Critical depth could not be calculated. Pipe flow velocity = 20.37(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 19.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 418.000 to Point/Station 400.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: In Main Stream number: 1 Stream flow area = 315.340(Ac.) Runoff from this stream = 440.855(CFS) Time of concentration = 19.06 min. Rainfall intensity = 3.112(In/Hr) Program is now starting with Main stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 427.000 to Point/Station 400.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** 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 = 0.410 0.000 0.000 0.000 1.000 ] Rainfall intensity (I) = 4.514(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 10.71 min. Rain intensity= 4.51(In/Hr) Total area ~ 53.060(Ac.) Total runoff = 114.460(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 427.000 to Point/Station 400.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: Page 10 • • • alicante.txt In Main Stream number: 2 Stream flow area = 53.060(Ac.) Runoff from this stream 114.460(CFS) Time of concentration= 10.71 min. Rainfall intensity= 4.514(In/Hr) summary of stream data: stream NO. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 440.855 19.06 3.112 2 114.460 10.71 4. 514 Qmax(1) 1. 000 * 1. 000 * 440.855) + 0.690 * 1.000 * 114.460) + = 519.780 Qmax(2) = 1.000 * o. 562 * 440.855) + 1.000 * 1.000 * 114.460) + = 362.203 Total of 2 main streams to confluence: Flow rates before confluence point: 440.855 114.460 Maximum flow rates at confluence using above data: 519.780 362.203 Area of streams before confluence: 315.340 53.060 Results of confluence: Total flow rate= 519.780(CFS) Time of concentration = 19.058 min. Effective stream area after confluence End of computations, total study area = Page 11 368.400(Ac.) 368.400 (Ac.) • • • ALICANTE-WSPG.txt 0 FILE: ALICANTE.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1556 WATER SURFACE PROFILE LISTING Date: 4-26-2004 Time: 9:54:41 ************************************************************************************************************ ************** ******** I Invert I Depth I water Q vel Vel Energy I Super I critical I Flow TopiHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev (CFS) (FPS) Head Grd.El.l Elev I Depth I Width IDia.-FTior I. D. I ZL IPrs/Pip -I--1--I--I--I--I--I--I--I--I--I- -I--I--I L/Elem ICh slope I SF Ave I HF ISE DpthiFroude NINorm Dp I liN II I X-Fall I ZR IType ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1******* 1*******1***** ]******* I I I I 1000.000 102.200 4.840 107.040 519.78 18.31 5.21 112.25 .00 5.94 6.47 7.000 .000 .00 1 .o -I--I--I--I--I--I--I--I--I--I--I- -I--I-1- JUNCT STR .0000 .0144 .06 4.84 1. 54 .013 .00 .00 PIPE I I I I 1004.000 102.200 3.502 105.702 440.86 22.89 8.14 113.84 .oo 5.52 7.00 7.000 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I- -I--I-1- 65.330 .0197 .0189 1.24 3. so 2.43 3.46 .013 .00 .00 PIPE I I I I 1069.330 103.490 3. 513 107.003 440.86 22.80 8.07 115.08 .00 5.52 7.00 7.000 .000 .00 1 .o -I--I--I--I--I--I--I--I--I--I--I- -I--I-1-JUNCT STR .0825 .0186 .07 3.51 2.42 .013 .00 .00 PIPE I I Page 1 • • • ALICANTE-WSPG.txt 1073.330 103.820 3. 516 107.336 437.43 22.61 7.93 115.27 .00 5.50 7.00 7.000 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I- -I--I-1- 236.930 .0178 .0190 4. 51 3.52 2.40 3.55 .013 .00 .00 PIPE I I I I 1310.260 108.040 3.456 111.496 437.43 23.10 8.29 119.78 .oo 5.50 7.00 7.000 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I- -I--I-1-268.180 .0189 .0203 5.44 3.46 2.48 3.49 .013 .00 .00 PIPE I I I I 1578.440 113.110 3.387 116.497 437.43 23.71 8.73 125.22 .00 5.50 7.00 7.000 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I- -I--I-1- JUNCT STR .0825 .0216 .09 3.39 2.57 .013 .00 .00 PIPE I I I I 1582.440 113.440 3.287 116.727 426.99 24.05 8.98 125.71 .00 5.44 6.99 7.000 .000 .00 1 .o -I--I--I--I--I--I--I--I--I--I--I- -I--I-1- 360.250 .0217 .0232 8.37 3.29 2.66 3.31 .013 .00 .00 PIPE I I I I 1942.690 121.270 3.203 124.473 426.99 24.88 9.61 134.08 .00 5.44 6.97 7.000 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I- -I--I-1- 48.570 .0276 .0239 1.16 3.20 2.79 3.09 .013 .00 .00 PIPE I I I I 1991.260 122.610 3.229 125.839 426.99 24.61 9.41 135.25 .00 5.44 6.98 7.000 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I- -I--I-1-135.657 .0276 .0222 3.01 3.23 2.75 3.09 .013 .00 .00 PIPE 0 FILE: ALICANTE.WSW w 5 P G W -CIVILDESIGN Version 14.06 PAGE 2 Page 2 • 4-26-2004 Time: 9:54:41 • ALICANTE-WSPG.txt Program Package Serial Number: 1556 WATER SURFACE PROFILE LISTING • Date: ************************************************************************************************************ ************** ******** I Invert I Depth I water Q vel vel Energy I super !Critical I Flow TopiHeight/IBase Wtl INo Wth station I Elev I (FT) I Elev (CFS) (FPS) Head Grd. El. I Elev I Depth I width IDia.-FTior I. D. I ZL IPrs/Pip -I--I--I--I--I--I--I--I--I--I--I- -I--I--I L/Elem ICh slope I SF AVe I HF ISE DpthiFroude NINorm Dp I "N" I X-Falll ZR !Type ch *********1*********1********1*********1*********1*******1*******1*********1*******1********]********1******* 1*******1-k**** I******* I I I I 2126.917 126.353 3.350 129.703 426.99 23.47 8.55 138.25 .00 5.44 6.99 7.000 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I- -I--I-1-80.548 .0276 .0195 1. 57 3.35 2.56 3.09 .013 .00 .00 PIPE I I I I 2207.465 128.575 3.477 132.052 426.99 22.38 7. 77 139.83 .00 5.44 7.00 7.000 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I- -I--I-1-55.136 .0276 .0172 .95 3.48 2.39 3.09 .013 .00 .00 PIPE I I I I 2262.601 130.096 3.610 133.706 426.99 21.33 7.07 140.77 .00 5.44 7.00 7.000 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I- -I--I-1- 40.379 .0276 .0151 .61 3.61 2.22 3.09 .013 .00 .00 PIPE I I I I 2302.980 131.210 3.750 134.960 426.99 20.34 6.43 141.39 .00 5.44 6.98 7.000 .000 .00 1 .0 Page 3 • • • ALICANTE-WSPG.txt -1--1--1--1--1--1--1--1--1--1--1- -1--1-1- JUNCT STR .0000 .0141 .06 3.75 2.07 .013 .00 .00 PIPE I I I I 2306.980 131.210 4.211 135.421 422.19 19.91 6.16 141. 58 .00 5.43 5.49 6.000 .000 .00 1 .0 -I--1--I--1--I--I--1--1--1--I--1- -1--I-1-31.833 .0249 .0133 .42 4.21 1. 79 3.46 .013 .00 .00 PIPE I I I I 2338.813 132.001 4.402 136.404 422.19 18.99 5.60 142.00 .00 5.43 5.30 6.000 .000 .00 1 .0 -I--1--1--I--1--1--1--1--1--I--I- -I--I-1-23.226 .0249 .0119 .28 4.40 1. 63 3.46 .013 .00 .00 PIPE I I I I 2362.039 132.579 4.611 137.190 422.19 18.10 5.09 142.28 .00 5.43 5.06 6.000 .000 .00 1 .0 -I--I--1--1--I--1--I--1--1--1--1- -1--I-1-16.361 .0249 .0108 .18 4.61 1.49 3.46 .013 .00 .00 PIPE I I I I 2378.400 132.986 4.843 137.829 422.19 17.26 4.63 142.46 .00 5.43 4.73 6.000 .000 .00 1 .0 -1--1--1--I--1--1--1--1--1--I--1- -I--I-1-10.317 .0249 .0098 .10 4.84 1. 34 3.46 .013 .00 .00 PIPE I I I I 2388.717 133.242 5.108 138.350 422.19 16.46 4.21 142.56 .00 5.43 4.27 6.000 .000 .00 1 .0 -I--I--1--I--I--I--I--1--I--1--I- -I--I-1- 3.933 .0249 .0090 .04 5.11 1.18 3.46 .013 .00 .00 PIPE 0 FILE: ALICANTE.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1556 WATER SURFACE PROFILE LISTING Date: Page 4 • • • ALICANTE-WSPG.txt 4-26-2004 Time: 9:54:41 ************************************************************************************************************ ************** ******** I Invert I TopiHeight/IBase Wtl Station I Elev I IDia.-FTior I.D. I ZL -1--1--1--1--1 L/Elem ICh slope I I X-Falll ZR !Type ch Depth I water INo Wth (FT) I El ev IPrs/Pip -I--I- I Q (CFS) -I- I vel (FPS) -I- vel Head -I- SF Avel Energy I super !Critical I Flow Grd.El. I Elev I Depth I width -I--I--I- HF ISE DpthiFroude NINorm Dp I "N" *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1******* 1*******1***** I******* I I I I 2392.650 133.340 5.429 138.769 422.19 15.69 3.82 142.59 .00 5.43 3.52 6.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- D Page 5 • • • ALI-NORTH.txt 0 FILE: ALI-NORTH.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1556 WATER SURFACE PROFILE LISTING Date: 4-26-2004 Time:10:22:41 ************************************************************************************************************ ************** ******** I Invert I Depth I water Q vel vel Energy I super !critical I Flow TopiHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev (CFS) (FPS) Head Grd.El.l Elev I Depth I Width IDia.-FTior I.D.I ZL IPrs/Pip -I--I--I--I--I--I--I--I--I--I--I- -I--I--I L/Elem ICh slope I SF Avel HF ISE DpthiFroude NINorm Dp I "N" I X-Falll ZR !Type ch *********1*********1********1*********1*********]*******1*******1*********1*******1********1********1******* 1*******1***** I******* I I I I 2392.650 133.340 5.430 138.770 422.20 15.69 3.82 142.59 .00 5.43 3.52 6.000 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I- -I--I-1-JUNCT STR .3600 .0091 .04 5.94 1.00 .013 .00 .00 PIPE I I I I 2396.650 134.780 7.270 142.050 97.71 10.16 1.60 143.65 .00 3.04 .00 3.500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I- -I--I-1-27.670 .0676 .0094 .26 .00 .00 1.48 .013 .00 .00 PIPE I I I I 2424.320 136.650 5.846 142.496 97.71 10.16 1.60 144.10 .00 3.04 .00 3.500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I- -I--I-1- JUNCT STR .1250 5.85 .00 .013 .00 .00 PIPE I I Page 1 • • • ALI-NORTH.txt 2428.321 137.150 1. 770 138.920 92.71 21.36 7.09 146.01 .00 2.86 2.95 3.000 .000 .00 1 .o -I--I--I-1--I--I--I--I--I--I--I--I--I--I- 118.169 .0471 .0428 5.06 1.77 3.10 1. 75 .013 .00 .00 PIPE I I I I 2546.490 142.715 1.\B?> 144.54& 92.71 20.4& 6.51 151..06 .00 2.86 2.93 3.000 .000 .00 1 .0 -I--I--I--I--I--I-1--I--I--I--I--I--I--I- 57.909 .0471 .0382 2.21 1.83 2.90 1. 75 .013 .00 .00 PIPE I I I I 2604.399 145.441 1.909 147.351 92.71 19.53 5.92 153.27 .00 2.86 2.89 3.000 .000 .00 1 .0 -I--I--I--I--I--I-1--I--I--I--I--I--I--I- 34.603 .0471 .0339 1.17 1.91 2. 68 1. 75 .013 .00 .00 PIPE I I I I 2639.001 147.071 1. 990 149.061 92.71 18.62 5.38 154.45 .00 2.86 2.84 3.000 .000 .00 1 .0 -I--I--I--I--I--I-1--I--I--I--I--I--I--I- 23.715 .0471 .0301 .71 1. 99 2.48 1. 75 .013 .00 .00 PIPE I I I I 2662.716 148.188 2.077 150.265 92.71 17.75 4.89 155.16 .00 2.86 2. 77 3.000 .000 .00 1 .0 -I--I--I--I--I--I-1--I--I--I--I--I--I--I- 17.392 .0471 .0269 .47 2.08 2.28 1. 75 .013 .00 .00 PIPE I I I I 2680.108 149.007 2.170 151.177 92.71 16.93 4.45 155.63 .00 2.86 2. 68 3.000 .000 .00 1 .0 -I--I--I--I--I--I-1--I--I--I--I--I--I--I- 13.116 .0471 .0240 .32 2.17 2.09 1. 75 .013 .00 .00 PIPE 0 FILE: ALI -NORTH. WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 2 Page 2 • 4-26-2004 Time:10:22:41 • ALI-NORTH. txt Program Package serial Number: 1556 WATER SURFACE PROFILE LISTING • Date: ************************************************************************************************************ ************** ******** I Invert I Depth I Water Q vel vel Energy I super lcriticaliFlow TopiHeight/IBase Wtl INa Wth Station I Elev I (FT) I Elev I (CFS) (FPS) Head Grd.El.l Elev I Depth I Width IDia.-FTior I.D.I ZL IPrs/Pip -I--I--I--I--I--I--I--I--I--I--I--I--I--I L/Elem lch slope I I SF Ave I I X-Fall I ZR IType ch HF ISE DpthiFroude NINorm Dp I "N" *********1*********1********]*********1*********1*******1*******1*********1*******1********1********1******* 1*******1***** I******* I I I I 2693.224 149.624 2.272 151.896 92.71 16.14 4.05 155.94 .00 2.86 2.57 3.000 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-10.034 .0471 .0216 .00 .00 PIPE .22 2.27 1. 90 1. 75 .013 I I I I 2703.258 150.097 2.384 152.481 .000 .00 1 .0 92.71 15.39 3.68 156.16 .00 2.86 2.42 3.000 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-7.567 .0471 .0196 .15 2.38 1. 72 1. 75 .013 .00 .00 PIPE I I I I 2710.824 150.453 2.510 152.963 92.71 14.67 3.34 156.31 .00 2.86 2.22 3.000 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-5.280 .0471 .0179 .00 .00 PIPE .09 2.51 1. 53 1. 75 .013 I I I I 2716.104 150.702 2.660 153.362 92.71 13.99 3.04 156.40 .00 2.86 1.90 3.000 .000 .00 1 .0 Page 3 • • • ALI-NORTH.txt -I--I--I--I--I--I-1--I--I--I--I--I--I--I- 2.516 .0471 .0170 .04 2.66 1. 32 1. 75 .013 .00 .00 PIPE I I I I 2718.620 150.820 2.862 153.682 92.71 13.34 2.76 156.44 .00 2.86 1.26 3.000 .000 .00 1 .0 -I--I--I--I--I--I-1--I--I--I--I--I--I--I- D Page 4 • • • ALI-CULVERT. txt D FILE: ALI-CULVERT.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1556 WATER SURFACE PROFILE LISTING Date: 4-26-2004 Time:10:41: 5 ************************************************************************************************************ ************** ******** I Invert I TopiHeight/IBase Wtl Station I Elev I IDia.-FTior I.D. I ZL -1--1--1--1--1 L/Elem lch slope I I X-Fall I ZR I Type ch Depth I water INo Wth (FT) I El ev IPrs/Pip -I- I I -I- Q (CFS) -I- vel (FPS) -I- vel Head -I- SF Avel Energy I Super !Critical I Flow Grd.El. I Elev I Depth I width -I--I--I--I- HF ISE DpthiFroude NINorm Dp I *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1******* 1*******1***** I******* I I I I 2392.650 133.340 5.430 138.770 422.19 15.69 3.82 142.59 .00 5.43 3.52 6.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- J UNCT STR . 082 5 . 0076 . 03 5. 43 1. 00 . 013 .00 .00 PIPE I I I I 2396.650 133.670 7.273 140.943 342.50 12.11 2.28 143.22 .00 5.02 .00 6.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1-66.330 .0050 .0065 .43 7.27 .00 6.00 .013 .00 .00 PIPE I I I I 2462.980 134.000 7.377 141.377 342.50 12.11 2.28 143.66 .00 5.02 .00 6.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- D Page 1 • • • WATER QUALITY TECHNICAL REPORT FOR ALGA NORTE COMMUNITY PARK Conditional Use Permit Prepared for: City of Carlsbad April2004 Rev. September 2004 Prepared by: R. E. Berg Engineering, Inc . Under the supervision of: . 7. • • • Table of Contents PROJECT DESCRIPTION WATER QUALITY IMPACTS WATER QUALITY OBJECTIVES ACTIVITIES ASSOCIATED WITH LAND USE PRE-CONSTRUCTION POLLUTANTS POST -CONSTRUCTION POTENTIAL POLLUTANTS PROPOSED BMPs LONG-TERM MAINTENANCE OF BMPs CONCLUSION VICINITY MAP APPENDICES A BACKGROUND INFORMATION FROM RWQCB DOCUMENTS B SITE MAP (SEE EROSION CONTROL PLANS IN SWPPP) C SUSMP APPLICABILITY CHECKLIST 1 1 1 2 2 2 3 6 7 8 D STRUCTURAL BMP MANUF ACTIJRER 's INFO/ BIO-FIL TER CALC. & PLANT LIST X:\alga norte park\DOCS\wqtrlwqtr-alga-rev.doc • • • ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT PROJECT DESCRIPTION The Alga Norte Community Park development is located in the City of Carlsbad west of Alicante Road and north of Poinsettia Lane (see Vicinity Map). The project will build a community park with aquatics complex, ball fields, and a dog park. The proposed project lies in the Batiquitos Hydrologic Subarea (904.51) within the San Marcos Hydrologic Area (904.5) within the Carlsbad Hydrologic Unit according to the Regional Water Quality Control Board's (RWQCB) San Diego Hydrologic Basin Planning Area Map. The proposed improvements encompass slightly over thirty-two acres. This project makes up less than 0.2% of the Hydrologic Subarea (32.1 acres versus -17,821 acres). A site map showing the proposed development is contained within Appendix B. This Water Quality Technical Report is prepared in accordance with the City of Carlsbad Storm Water Management Requirements and Local Standard Urban Water Mitigation Plan (dated April 2003), hereafter referred to as the Carlsbad Storm Water Standards. WATER QUALITY IMPACTS The proposed project will have a negligible impact on water quality if the City and Contractor enforce/adhere to the BMPs recommended in this Report and the Construction SWPPP. Currently, the site is undeveloped and is covered with natural vegetation. In the past, portions of the site were used for agriculture. A number of post-construction Best Management Practices (BMPs) will be used on-site. These BMPs are described in detail beginning on page 4 of this report. According to the Water Quality Control Plan for the San Diego Basin (Basin Plan) the existing beneficial uses for inland surface waters at the point of interest (un-named tributary) are agricultural supply (water supply for agricultural purposes), contact water recreation (swimming, wading, water-skiing, etc.), non-contact water recreation (picnicking, hiking, camping etc.), warm freshwater habitat, and wildlife habitat. Inland surface waters at the point of interest are exempted from municipal supply (water supply for drinking water). The project does not discharge directly into a 303( d) listed water body. However, the project does discharge indirectly into an un-named tributary that flows into Batiquitos Lagoon and then into the Pacific Ocean. The closest 303( d) water body are the Pacific Ocean at Carlsbad State Beach. WATER QUALITY OBJECTIVES Many water quality objectives must be met in order to maintain the beneficial uses of the watercourses within the San Marcos Hydrologic area (See Appendix A). Chapter 3 of the Basin 1 • • • ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT Plan outlines the water quality objectives that will be followed. The following are a few of the most important objectives: I. Limit total and fecal coliform bacteria levels. Since the unnamed creek may be used for contact recreation, the water quality objective is a log mean of 200/100 ml (30 day). 2. Limit the floating material (trash) in the runoff. High levels of floating material will provide a substrate for algae and insect vectors and is aesthetically unappealing. 3. Limit the concentrations of oil and grease so that they do not form a visible film on the water. Oil and grease have a negative impact on both animal habitat and human recreation. Therefore, levels must be controlled to maintain the beneficial uses. ACTIVITIES ASSOCIATED WITH LAND USE This project meets the requirements for classification as a "HIGH" priority project. Additionally, this project meets the priority project applicability for "Parking Lots", "Projects discharging to receiving waters within Environmentally Sensitive Areas", and "Restaurants." These designations were made using the criterion contained within the Carlsbad Storm Water Standards (April 2003). Copies of the SUSMP applicability checklist and urban prioritization requirements checklist are contained within Appendix C . PRE-CONSTRUCTION POLLUT ANTS raJ operations have the potential to generate pollutants trients, trash and debris, and oxygen demanding substances. The existing open space and agricultu including the following: sediment, nu See Table I below for a listing of the potential pollutants. POST-CONSTRUCTION POTEN TIAL POLLUTANTS entia! pollutants associated with the Alga Norte potential pollutants associated with the priority project Table I lists the post-construction pot Community Park Development. The classification "Parking Lots" and "Re on Table 2 from the Carlsbad Storm W staurants", are listed in table I, below. The table is based ater Standards. Table 1 Anticipated and Potential Pollutants by Land U se Type Component Alga Norte Project Categories Community Parking Lot Part\ Sediment Nutrien 1s ~_L ______ -L----~--x = anticipated General Pollutant Categories Heavy Organic Trash and Metals Compounds Debris X X 2 Oxygen Oil and Bacteria Pesticides Demanding Grease and Substances Viruses X X X pl11 • • • ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT P = potential ( 1) A potential pollutant if landscaping exists on-site The proposed project does include significant landscaped areas. Therefore, sediment, nutrients, oxygen demanding substances, and pesticides are all potential pollutant categories. Additionally, animals in the general area and dogs within the dog park can introduce bacteria to runoff through bodily waste. Finally, there is food service associated with the park. PROPOSED BMPS FOR ALGA NORTE COMMUNITY PARK Table 2 identifies requirements for site design, source control, and treatment BMPs for the Alga Norte Community Park Development. This table is based on Table 1 of the Carlsbad Storm Water Standards. Table2 S"l D . S IG es•gn, ource Component Alga Norte Community Park R = Requ1red 0= Optional C I I d T I I St Wat BMP on ro,an rea men orm er s Priolity Project Site Source Treatment Categories Design Control Control BMPs BMPs BMPs Parking Lots R R s Restaurant R R s S = Select one or more applicable and appropriate treatment control BMPs Requirements Applicable to Individual Priority Project Categories h. Surface Parking Areas c. Dock Areas f. Equipment Wash Areas R R R Site design and source control BMPs were selected based on the requirements listed in the Carlsbad Storm Water Standards. Site design and source control BMPs are preventative measures to reduce the possibility of storm water contamination. The combination ofBMPs used will reduce the possibility of potential pollutants being discharged from the site. SITE DESIGN BMPs 1. Route Off-site Flows Around the Park_ A portion of the project's storm drain system will capture runoff from the open space areas to the west in brow ditches and inlets and convey these flows in an underground storm drain system to Alicante Road where it will counect to the existing pipe. Because these flows do not enter our project site, potential pollutants within the park cannot degrade their water quality 2. Minimize Directly Connected Impervious Areas. Where possible, grading of the new park will direct runoff from roofs and other impervious areas into adjacent landscaping and the bio-swale. 3 • • • ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT 3. Landscaping Material. Revegetation of the proposed slopes will be performed using native species to minimize the need for irrigation. Revegetation within the bio-filters will be accomplished using species (see Appendix D) appropriate for the uptake of nutrients and maintenance of the swales. 4. Conserve Natural Areas. The project attempts to minimize the grading required around the surrounding steep hillside areas to allow existing vegetation to remain. By retaining the existing cover and canopy where possible, the project will minimize its impacts on the potential for erosion from these slopes. 5. Protect Slopes. The project currently includes brow ditches above the pool areas to capture nmoff from the hillside. These ditches will prevent nmoff from traveling down the new manufactured slopes above the pool. SOURCE CONTROL BMPS 1. Streets. The parking lots and access roads will be swept on a bi-monthly basis to prevent trash & debris, sediment, nutrients, heavy metals, organic compounds, oxygen demanding substances, and oil & grease that has attached itself to sediment from entering the storm drain conveyance system . 2. Inlet Stenciling. Existing and proposed inlets within the project limits will receive inlet stenciling per city guidelines. This will help educate the public and prevent illegal dumping of trash, oxygen demanding substances, organic compounds, nutrients, oil, and other pollutants. 3. Efficient Irrigation Systems & Landscaping Design. The project will use employ rain shutoff devices to prevent irrigation during periods of rainfall. The project's landscaping will be consistent with the Carlsbad's Landscape Manual. 4. Trash Storage Areas. The project will design trash storage areas with a paved impervious surface that is graded to prevent runoff from surrounding areas through the storage area. Additionally, all trash containers will have lids to prevent rainfall from entering the containers themselves. Park employees will be instructed to ensure these lids remain closed at all times. BMPs APPLICABLE TO INDIVIDUAL PRIORITY PROJECT CATEGORIES 1. Parking Lots. The project has incorporated landscaping areas into the parking lot design. Currently, the grading of the parking lots causes runoff to enter a bio-filter adjoining the parking lot. 4 • • • ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT 2. Docks. The project does not include a dock area. Food deliveries will be made directly into the restaurant interior. Employees will be instructed to contain and clean-up any spills immediately using absorption material and dry-sweep methods. 3. Equipment Wash Areas. The project does not include exterior areas for steam washing of equipment. Therefore, no sanitary connection has been provided. TREATMENT CONTROL BMP The project will use a combination of structural and non-structural BMPs to treat storm water runoff. First, the parking lots will drain runoff into a bio-filter before leaving the project site. By discharging runoff from the paved parking lots into a bio-swale, the project will use the cleansing ability of the swale to maintain the water quality of runoff from these areas. A second bio-filter will run along the southern boundary of the project to treat runoff from the ball fields. Lastly, the grading around the dog park will isolate this area from the overall park. This will prevent runoff from other areas from entering and becoming contaminated with fecal matter within the dog park. The dog park will drain into an inlet that has a StormFilter or similar device. This device uses filtration to treat runoff as it passes through. Because the drainage area is small (due to grading), only the dog park will discharge into this device. The Carlsbad Storm Water Standards has rated the effectiveness of infiltration basins as high for sediment and bacteria. Their effectiveness for nutrients, heavy metals, and oxygen demanding substances has been rated as medium. Their effectiveness for removing organic compounds, pesticides, trash and debris, and oil and grease is unknown. Table 3 illustrates the removal efficiency of drainage inserts for these potential pollutants. Table 3 R If R e a tve em ova I Eft" . tctency o fP II t t b St ct I D . ouansoy. ru ura evtces General Pollutant Categories Component Treatment Sediment Control BMP Category Alga Norte Bio-filters M Community Filtration H Park H -Htgh removal effictency M = Medium removal efficiency U ~Unknown removal efficiency Nutrients Heavy Metals L M M H Based on Table 4 of the Carlsbad Storm Water Manual Organic Trash Compounds and Debris u L M H Oxygen Oil Bacteria Demanding and and Substances Grease Viruses L M u M H M In order to verify the appropriate sizing of the StormFilter and bio-swales we used the rate-based criteria contained within the San Diego Regional Water Quality Control Board's latest Municipal Permit. This permit requires that a flow based treatment device be capable of treating the runoff associated with a storm intensity of 0.2 inches/hour. 5 Pesticides u u • • • ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT The dog park has a drainage area of 0.9 acres. This establishes a required treatment flow rate of 0.08cfs. According to Stormwater Management Inc.'s product information, the StormFilter unit shown on the grading plans has a treatment capacity of O.lcfs. Therefore, this device is suitably sized for the drainage area. The parking lot and ball field areas discharge into bio-filters along the west and southern boundaries of the site respectively. Based on the drainage areas associated with the ball fields and the parking lot, the required treatment flow rates are 3.5cfs and l.Scfs respectively. The bio- filters are currently designed with a bottom width of 10 feet and varying side slopes of2: I and 3: I. Total depth varies between 1-Yz feet and 3 feet. Under treatment flow conditions, the depth of flow within the bio-filters is less than two inches. We have attached copies of our normal depth calculations of treatment flows within the bio- filters. LONG-TERM MAINTENANCE OF BMPS The long-term maintenance measures for the proposed BMPs are summarized in Table 4 and include: I. Street sweeping and general maintenance. 2. Routine maintenance of the bio-filters . Table4 Long-Term Maintenance Measures of BMPs Street Sweeping Preventative Maintenance and Routine Inspection Routine Maintenance Field Measurement Action Indicator Measurement Frequency Sediment and Always required Visually Bi-Monthly trash removal Bio-filters Preventative Maintenance and Routine Inspection Routine Maintenance Field Measurement Action Indicator Measurement Frequency Sediment, Always required Visually Weekly trash, and landscaping debris removal Maintenance Site-Specific Activity Requirements Parking lot sweeping Maintenance Site-Specific Activity Requirements Clean out Inspections and trash, maintenance will be accumulated performed and any debris sediment, and removed will be disposed other debris of according to all pertinent reQulations The long-term maintenance ofbio-filters, StormFilter unit, and general maintenance measures (landscaping, street sweeping, etc.) will be the responsibility of the owner (City of Carlsbad). 6 • • • ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT Maintenance costs will vary depending on park usage, time of year, and many other factors . Maintenance funding comes from the General Fund. Each component will come from the following budgets: Landscape maintenance-Public Works; Parks Street sweeping-Public Works; Streets Building maintenance-Public Works, Facilities; Everything aquatics related- Recreation; Ball field maintenance -Recreation CONCLUSION The Alga Norte Community Park Development has the potential to introduce pollutants into bodies of water within the Carlsbad Hydrologic unit. Site design and source control BMPs will reduce the potential source of pollutants. The bio-filters and StormFilter unit will provide water quality treatment for each individual lot. These BMPs, in addition to the other BMPs provided in this report will reduce the anticipated and potential pollutants following construction to the Maximum Extent Practicable . 7 \D 0 0 ('t') ('t') WGSB4 117°15.000' W z 0 0 t.:.:~~~;p.r~ 0 0 !") !") _._,, ..... JT....,C:. z 0 0 0 lj) 0 0 !") !") ~ 117°17.000' w ~Nf/MN WGS84117°15.000' W ~BC~~~~~~=e~~~BK==dM~ N vlJO I 0 .Jim fEET 0 a. 1000 MmAS Prin1ed flom TOPOl C't.ml National Geographic Ho~ (www.1opo.coll1) SCALE: 1"= 2000' ...... ,.. R. E. BERG I!NGIN&RitG, INC. -t91-t ALAMEDA DRIVE OCEANSIDE, CA 92056 295-8220 295-8221 VICINITY MAP Alga Norte Community Park City of Carlsbad ~------------------------------ • • • APPENDIX A BACKGROUND INFORMATION FROM REGIONAL WATER QUALITY CONTROL BOARD'S SAN DIEGO HYDROLOGIC BASIN PLANNING AREA MAP AND WATER QUALITY CONTROL PLAN FOR THE SAN DIEGO BASIN Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS .. BENEFICIAL USE 1,2 M A I p G F p R R B w c w Hy~oglc Unit u G N R w R 0 E E I A 0 I Inland Surface Waters Baaln Number N R D 0 R s w c c ·o R L L c H 1 2 L M D D ~n·olego COunty Coaatai Straallll ··continued . Buena VIsta Lagoon 4.21 See Coastal Waters· Table 2·3 Buena VIsta Creek 4.22 + • • • • • • Buena VIsta Creak 4.21 + • • • • • • Agua Hedlonda 4.31 Sea Coastal Waters-Table 2-3 Agua Hedlonda Creek 4.32 • • • • • • • Buena Creak 4.32 • • • • • • • Ague Hedlonda Creek 4.31 • • • • • • • Letterbox canyon 4.31 • • • • • • • Canyon de las Encinas 4.40 + 0 • • • San Marcos Creek Wate111hed Batlqultos Lagoon 4.51 Sea Coaslal Waters· Table 2·3 San Marcos Creak 4.52 + • • • • • unnamed Intermittent streams 4.53 + • • • • • San Marco• Creek Watershed San Marcoe Creek 4.51 + • • • • • Encinitas Creek 4.51 + • • • • • • Exfstlng Benelfclal Use Waterbodles are listed multiple times If they cross hydrologic area or sub area boundaries. o Potential Beneficial U•e 2 Beneficial use designations apply to all tributaries to the lndloated waterbody, If not llatad separately. + Excepted From MUN (See Text) Table 2·2 BENEFICIAL USES II~ 2·27 R s A p R w E N • ... Marcn 12, 1997 • Table 2-3.· BENEFICIAL USES OF COASTAL WATERS BENEFICIAL USE Coastal Waters Hydrologic I N R R c B E w Unit Basin N A E E .0 I s I Number D v c c M 0 T L .1 2 M L D Pacific Ocean • • • • • • • ' Dana Point Harbor • • • • • • Del Mar Boat Basin • • • • • • Mission Bay • • • • • • Oceanside Harbor • • • • • • San Diego Bay 1 • • • • • • • • Coastal Lagoons ·Tijuana River Estuary 11. i 1 • • • • • • Mouth of San Diego River 7.11 • • • • • Los Penaequltos Lagoon 2 6.10 • • • • • San Dlegulto Lagoon 5.11 • • • • • Batlquitos Lagoon 4.61 • • • • • San Elijo Lagoon 6.61 • • • • • Aqua Hadlo.nda .Lagoon 4.31 • • • • • • Includes the tidal prisms of the Otay and Sweetwater Rivera. 2 Fishing from shore or boat permitted, but other water contact recreational IREC·1) uses are prohibited. e Existing Beneficial Usa Table 2·3 ~ENEFICIAL USES ! 1~. 2·47< R A R E • • • • • • • • • • • • • M A M A a I R u G A R • • • • • • • • • • • • • • ' • • • • • • • • • • • • • • 5 p w N • • • • • • • • • • • • • • w s A H R E M L L • • • • • • • • • • March 12, 1997 ·i I ' r " .. i • •• Table 2;.5 BENEFICIAL USES OF GROUND WATERS • . BENEFICIAL USE Ground Water Hydrologic M A I p· F Unit Basin u G N R R Number N R D 0 s c H CARI.SBAD HYDROLOGIC UNIT· Contlnutld 4.00 San Marcos HA 4.60 Batlqultos HSA 2.7 4.61 • • • Batiqultoa HSA 8 4.61 0 0 0 Richland HSA 2,7 4.62 • • • Twin Oaks HSA 2.7 4;63 • • • Escondido HA 4.60 San Elljo HSA • 4.61 0 • • Escondido HSA 4.62 • • • Lake Wohlford HSA 4;63 • • • 2 The11 bonollclal .,_ do not apply w-.IV of the ouurty bounclory of the right-of-way of lntoratata Highway 6 and th1l orea Ia exooptad from tho oourcao of drinking Water polloy. Tho banlflclal Ulll for the remainder of the hydrologic araa ora 11 ahown. G w R 7 Thou banaflclal uud do not 1pply to HSA 4.61 and HSA 4.62 batwaon Highway 78 and El Camino Real and to Ill Iandi which drain to Moonlight Creak and to Enolnkaa Creak and 1hla orea Ia excoptld from the eourceo of drlnldng water· policy. Tho beneficial uua for the remainder ol tho aullorea ... u ahown. 8 Theaa banoflclal uaa dulgnatlona apply to the portion of HSA 4.61 bounded on the eouth by the north ahore of Bltlqultoe Lagoon, on tho waot by the e1111811y boundary of the lntarotata Highway 6 rlght.of-way, on the north by the auberea boundary and on the eaot by tho ouurty boundory of El Camino Real. e Exlatlng 8onoflolll Uu 0 Potontlal Banoflolll Uoa Tabla 2·6 BENEFICIAL USES 2·64 • September 8, 1984 • APPENDIXB • SITE MAP • • • • APPENDIXC SUSMP APPLICABILITY CHECKLIST URBAN RUNOFF MANAGEMENT PRIORITIZATION REQUIREMENTS CHECKLIST Storm Water Standards 4/03/03 • ~~;~iMi~ii')i«M~~~~ : ---__ ,_ ·'->"_~. ..... _·:: _ .. _.,_---~--,·:·Jr·~-:::-~:-~·~-,<fs'--·-'-·-.''s--: ~·-- • APPENDIX A STORM WATER REQUIREMENTS APPLICABILITY CHECKLIST Complete Sections 1 and 2 of the following checklist to determine your project's permanent and construction storm water best management practices requirements. This form must be completed and submitted with your permit application. Section 1. Permanent Storm Water BMP Requirements: If any answers to Part A are answered "Yes," your project is subject to the "Priority Project Permanent Storm Water BMP Requirements,· and "Standard Permanent Storm Water BMP Requirements" in Section Ill, "Permanent Storm Water BMP Selection Procedure" in the Storm Water Standards manual. If all answers to Part A are "No," and any answers to Part B are "Yes," your project is only subject to the "Standard Permanent Storm Water BMP Requirements". If every question in Part A and B is answered "No," your project is exempt from permanent storm water requirements. Part A: Determine Priority Project Permanent Storm Water BMP Reauirements. Does the project meet the definition of one or more of the priority project Yes No categories?* 1. Detached residential de ent of 10 or more units V"' 2_ Attached residential develooment of 10 or more units >7 3. Corrvneroial develooment greater than 100 000 sauare feet ....... 4. Automotive repair shop v 5. Restaurant V"" 6_ Steep hillside development Qreater than 5,000 square feet ......... 7_ Proiect dischargin!l to receivill!l waters within Environmentally Sensitive Areas v 8. Parking lots greater than or equal to 5,000 II" or with at least 15 parking spaces, and v patentialiv e to urban runoff 9-Streets, roads, highways, and freeways which would create a new paved su1face that is ........ 5,000 square feet or greater • Refer to the definftions section in the Stonn Water Standards for expanded definitions of the priority project categories. Umited Exclusion: Trenching and resurfacing work associated with utility projects are not considered priority projects. Parking lots, buildings and ather structures associated with utility projects are priority projects if one or more of the crfteria in Part A is met_ If all answers to Part A are "No", continue to Part B . 30 • • • Storm Water Standards 4/03/03 Part 8: Determine Standard Permanent Storm Water Requirements. Does the project propose: 1. New impervious areas, such as rooftops, roads, parking lots, driveways, paths and sidewalks? 2. New pervious landscape areas and irrigation svstems? 3. Permanent structures within 100 feet of any natural water bodv? 4. Trash storage areas? 5. Liquid or soUd material loading and unloading areas? 6. Vehicle or equipment fueling, washing, or maintenance areas? 7. Require a General NPDES Permit for Storm Water Discharges Associated with Industrial Activities (Except construction)?* 8. Commercial or industrial waste handUng or storage, excluding typical office or household waste? 9. Any grading or ground disturbance during construction? 10. Any new storm drains, or alteration to existina storm drains? Yes .....- .......... ..... ..... ....... ·'To find out if your project is required to obtain an individual General NPDES Permit for Storm Water No ....... .... v v v Discharges Associated with Industrial Activities, visit the State Water Resources Control Board web site lat. www.swrcb.ca.Qov/stonnwtr/industrial.htrnl Section 2. Construction Storm Water BMP Requirements: If the answer to question 1 of Part C is answered "Yes," your project is subject to Section IV, "Construction Storm Water BMP Performance Standards," and must prepare a Storm Water Pollution Prevention Plan (SWPPP). If the answer to question 1 is "No," but the answer to any of the remaining questions is "Yes," your project is subject to Section IV, "Construction Storm Water BMP Performance Standards," and must prepare a Water Pollution Control Plan (WPCP). If every question in Part C is answered "No," your project is exempt from any construction storm water BMP requirements. If any of the answers to the questions in Part C are "Yes," complete the construction site prioritization in Part D, below. P rtC D t St Wte c ti Ph a . e ermme onstruc on ase orm a r Requ rements. . Would the project meet any of these criteria during construction? Yes No 1. Is the project subject to California's statewide General NPDES Permit for Storm Water Discharges Associated With Construction Activities? v 2. Does the project • grading or soil disturbance? ....... 3. Would storm water or urban runoff have the potential to contact any portion of the v construction area, includin!l washin!l and · areas? 4. Would the project use any construction materials that could negatively affect water quality if discharged from the site (such as, paints, solvents, concrete. and ,_.. stuccO)? 31 Storm Water Standards 4/03/03 • Part D: Determine Construction Site Priority • • In accordance with the Municipal Permit, each construction site with construction storm water BMP requirements must be designated with a priority: high, medium or low. This prioritization must be completed with this form, noted on the plans, and included in the SWPPP or WPCP. Indicate the project's priority in one of the check boxes using the criteria below, and existing and surrounding conditions of the project, the type of activities necessary to complete the construction and any other extenuating circumstances that may pose a threat to water quality. The City reserves the right to adjust the priority of the projects both before and during construction. [Note: The construction priority does NOT change construction BMP requirements that apply to projects; all construction BMP requirements must be identified on a case-by-case basis. The construction priority does affect the frequency of inspections that will be conducted by City staff. See Section IV.1 for more details on construction BMP requirements.) J' A) ·High Priority 1) Projects where the site is 50 acres or more and grading will occur during the rainy season 2) Projects 5 acres or more. 3) Projects 5 acres or more within or directly adjacent to or discharging directly to a coastal lagoon or other receiving water within an environmentally sensitive area Projects, active or inactive, adjacent or tributary to sensitive water bodies 0 B) Medium Priority 0 1) Capital Improvement Projects where grading occurs, however a Storm Water Pollution Prevention Plan (SWPPP) is not required under the State General Construction Permit (i.e., water and sewer replacement projects, intersection and street re-alignments, widening, comfort stations, etc.) 2) Permit projects in the public right-of-way where grading occurs, such as installation of sidewalk, substantial retaining walls, curb and gutter for an entire street frontage, etc. , however SWPPPs are not required. 3) Permit projects on private property where grading permits are required, however, Notice Of Intents (NOis) and SWPPPs are not required. C) Low Priority 1) Capital Projects where minimal to no grading occurs, such as signal light and loop installations, street light installations, etc. 2) Permit projects in the public right-of-way where minimal to no grading occurs, such as pedestrian ramps, driveway additions, small retaining walls, etc. 3) Permit projects on private property where grading permits are not required, such as small retaining walls, single-family homes, small tenant improvements, etc . 32 • • • APPENDIXD STRYCTURAL BMP MANUFACTURER'S INFORMATION BIO-FILER CALCULATION BIO-FILER PLANT LIST •• L Using the flow-based method To determine the number of StoonFdter ca1ridges needed for a highly impervious site (~ 70% impervious): 1. Cala.alate the peak flow rate from the water quality storm (On..) for your site using the approved hydrologic models established by your local agency. If there are no agency guidelines, we recommend using the Santa Barbara Urban Hydrograph Method. 2. Cala.alate the number of cartridges required to treat the peak water quality flow rate (Neow) for your site. N~~ow = 0.. (449 gpmlds I 0c.t gpm'cart) Notes: • Assume Oc.t = 15 gprnfc:.t, which Is the maximum flow rate that an Individual . cartridge can treat In some areas or situations, cartridges with a flow rate other than 15 SPn may be required, resulting in a different Oc.t value. • If the number of cartridges Is not a whole number, round the number of cartridges up to the next whole number . T 800.548.4667 F 800.561.1271 W stormwaterinc.com SF-5 • • Selecting and Sizing your StormFIIter _ Sizing the CatchBasin Stormfilter To detennlne the size of your CatchBasln StormFDter: 1. Determine the number of cartridges required to treat your water quality flow rate. See •Detennlnlng the number of Storm Riter cartridges• for instructions on how to calculate this value. 2. Determine the type of material that you want to use: steel, concrete, or plastic. Refer to Table 3 and corresponding footnotes to determine the configurations offered for each material. 3. Locate the number of required cartridges In the CBSF configuration options table below. 4. Use the corresponding StormRiter model number, dimensions, and configuration option for your CBSFsize. Important: Be sure to specify standard or deep unit. Table 3. CatchBasin StormFiler configuration options' .. Stormfllter Number of Outside Approxlmat8 Model Cartridges Dimensions 'Weight (lbs) ..... d o.p CBSF1• -1 L,R 4'9" X 2'5" 650 I ns L• R CBSF2'• 2 r1·x2'5" 950 I 1150 lQ$QJ CBSF3 3 L,R 8'10" X 2'5" ·1250 I 1500 L CBSF4 4 1o•s•x2'5• 1550 I 1850 R • Concrate ca1ch tam lds are IMIIIable In the CBSF1-L oonflguration only; plastic catch basin lmb are avalallle wllh 1 or 2 cartridges aNy; steel c:8:h basin units are IIV&Batie In al CClf11gwations. If anolher conllglnllori or · more Information Is needed. con1act the stDnnwal8r Management EJigNerlng 0epartrnert. 7 7 11 The ,. symbol on the configuration drawings denollas poasl)le Inlet pipe locations. Inlet pipes .-e recommended on deep units ody. The Inlet pipe can m be allached to .. SJ"888d chamber. .j ._j • Inlet pipes inllll a cllower than 1 foot below the grade (atancllwd tds; 'Z, deep Lds) wil be partlaly to con!pletely submerged by the penn811811t pool In the Inlet ctwnber • .. 2~ cald'l basin Wills ca~ be designed wllh a left or~ conllglnlion I needed. Contact the Stonnwater Management . Ellglneefiwlg Oepn1aent for delals. SF-34 T 800.548.4667 F 800.561 .1271 W stormwaterinc.com • • • tmp#3.txt Channel calculator Given Input Data: shape .......................... . Solving for .................... . Fl owrate ......................•. slope •.....•..................•. Manning's n .................... . Height ......................... . Bottom width ................... . Left slope ....................•. Right slope .................... . computed Results: Depth .............•..•........... Veloc1ty ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ...•...••......... Hydraulic radius .............. .. Top width ..................... .. Area ...........................• Peri meter ...................... . Percent full ................... . Trapezoidal Depth of Flow 3.5000 cfs 0.0300 ft/ft 0.0300 1.5000 ft 10.0000 ft 0.3300 ft/ft (V/H) 0.3300 ft/ft (V/H) 0.1456 ft <.-- 2. 3029 fps _.- 201.2407 cfs 1. 5198 ft2 10.9290 ft 0.1391 ft" 10.8822 ft . 21.8182 ft2 19.5731 ft 9. 7042 % Page 1 APPENDIX D RIPARIAN CHARACTER BIOSWALE SPECIES .~OTANTICAl NAME COMMON NAME TREES SUCH AS: • ALNUS RHOMBIFOLIA BETULA NIGRA 'HERITAGE' PLATANUS RACEMOSA POPULUS FREMONTII SALIX EXIGUA SHRUBS SUCH AS: ABELlA x GRANDIFLORA ABELlA x GRANDIFLORA 'EDWARD GOUCHER' ABUTILON HYBRIDUM 'MOONCHIMES' ARTEMISIA CAliFORNICA ARTEMISIA PAlMERI BACCHARIS VIMINEA (BACCHARIS SALICIFOLIA) CLIVIA MINIATA DIETES BICOLOR OIETES VEGETA EQUISETUM HYEMAlE LIRIOPE MUSCARI LIRIOPE GIGANTEA (OPHIOPOGON JABURAN) LUPINUS SPP. MAHONIA AQUIFOLIUM 'COMPACTA' MIMULUS CARDINALI$ MIMULUS GUTTATUS NEPHROLEPIS CORDIFOLIA PITTOSPORUM TOBIRA PITTOSPORUM TOBIRA WHEELER'S DWARF' PITTOSPORUM TOBIRA 'VARIEGATA' POL YSTICHUM MINUTUM RHAPHIOLEPIS INDICA 'ENCHANTRESS' RHAPHIOLEPIS INDICA 'JACK EVANS' RHAPHIOLEPIS UMBELLATA 'MINOR' RIBES SPECIOSUM RIBES VIBURNIFOLIUM ROSA CALIFORNICA ROSMARINUS OFFICINALIS 'COLLINGWOOD INGRAM' RUBUS URSINUS RUMOHRA ADIANTIFORMIS SALVIA CLEVELANDII WINIFRED GILMAN' SALVIAGREGGII SALVIA LEUCANTHA TRACHELOSPERMUM JASMINOIDES XYLOSMA CONGESTUM 'COMPACTA' ORNAMENTAl GRASSES SUCH AS: CAREXSPP. CAREX TUMULICOLA JUNCUS ACUTUS LEYMUS CONDENSATUS 'CANYON PRINCE' MUHLENBERG lA CAPILLARIES 'REGAL MIST' MUHLENBERGIA RIGENS SISYRINCHIUM BELLUM GROUNDCOVERS SUCH AS: ANEMOPSIS CALIFORNICA ARCTOSTAPHYLOS UVA-URSI 'RADIANT MANZANITA' BACCHARIS PILULARIS 'PIGEON POINT' a DYMONDIA MARGARETAE ·FESTUCA RUBRA HEUCHERA HYBRIDS IVA HAYESIANA MAHONIA REPENS ROSMARINUS OFFICINALIS 'PROSTRATUS' TRACHELOSPERMUM ASIATICUM WHITE ALDER HERITAGE RIVER BIRCH CALIFORNIA SYCAMORE WESTERN COTTONWOOD SANDBAR WILLOW GLOSSY ABELlA PINK ABELlA DWARF YELLOW FLOWERING MAPLE CALIFORNIA SAGEBRUSH SAN DIEGO SAGEWORT MULE FAT KAFFIRLILY FORTNIGHT Lll Y AFRICAN IRIS HORSETAIL BIG BLUE Lll Y TURF GIANTLILYTURF LUPINES DWARF OREGON GRAPE SCARLET MONKEYFLOWER CREEK MONKEYFLOWER SOUTHERN SWORD FERN MOCK ORANGE WHEELER'S DWARF MOCK ORANGE VARIEGATED MOCK ORANGE WESTERN SWORD FERN ENCHANTRESS INDIA HAWTHORN JACK EVANS INDIA HAWTHORN DWAF YEDDA HAWTHORN FUCHSIA FLOWERING CURRANT EVERGREEN CURRANT CALIFORNIA WILD ROSE COLLINGWOOD INGRAM ROSEMARY CALIFORNIA BLACKBERRY LEATHERLEAFFERN MUSK SAGE AUTUMN SAGE MEXICAN BUSH SAGE STAR JASMINE DWARF SHINY XYLOSMA SEDGE BERKELEY SEDGE SPINY RUSH CANYON PRINCE GIANT RYE REGAL MIST MUHL Y DEERGRASS BLUE-EYED GRASS YERBAMANSA BEARBERRY DWARF COYOTE BUSH SILVER CARPET CREEPING RED FESCUE CORAL BELLS SAN DIEGO MARSH ELDER CREEPING MAHONIA PROSTRATE ROSEMARY ASIAN JASMINE